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104 Willowbay Ridge St - BR04-001027 (PRESERVE AT LAKE MONROE) (SFR) (A)PERMIT ADDRESS `V4 •C CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Centex Homes 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 407-661-2176 CGC 049689 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION eNMIT-A*L. PERMIT # CA- ko a1 DATE 9`1O 00 PERMIT DESCRIPTION S r- L PERMIT VALUATION 13O SQUARE FOOTAGE J u d d cn 0 0 y 7 •I 4 ? 'r t'.: Certificate of Occupancy This is to certify that the building located at 104 Willowbay Ridge St., for which permit number 04-11027 was issued has been completed according to the plans and specifications filed in the permit, to wit as New Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: F. Ortiz 06/18/2004 Engineering: D. Sweet 06/17/2004 Public Works: R. Buckner Utilities: R. Blake Fire Department: N/A Zoning: N/A Centex Homes Property Owner 06/14/2004 06/15/2004 Q a yv- T Qw 06/25/04 Building Official Date i CERTIFCATE F OCCUPANCY REQUEST FOR F,1NAL INSPECTION ii SINGLE FAMILY RESIDENCE **** j Y DATE: 6/15/04 ' 9 i PEAT #: 04-1027 ADDRESS: 104 WILLOWDAYY RIDGE ST. PRESERVE AT LADE MONROE CONTRACTOR: CENTER i PHONE #: DARRIN 407-466-9799 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your, inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated.. ngineering Fire " N/A lam/oma Public Works 31 Zoning N/A Utilities' Licensing N/A ` CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) i i CERTIFCATE E REQUEST FOR F SINGLE F DATE: 6/11/04 fp€ pl f PF OCCUPANCY 11 NAE INSPECTION Y RESIDENCE **** PERMIT #: 04-1027 ADDRESS: 104 WILLOWBAY RIDGE ST. PRESERVE iAT LADE MONROE CONTRACTOR: PRONE #: CENTEX ! F GREG 407466-8067 The building division has prepared a C location and is requesting final inspect: inspection, please sign off and.date the been denied or approved with conditio appreciated. rtificate of Occupancy for the above n by your department. After your O. or submit addendum if it has i. Your prompt attention will be Engineering lFire N/A ublicWorksC ®Zoning N/A i Utilities €D Licensing N/A I E3 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) i CL CERTIFCATE OF OCCUPANCY ® I REQUEST FOR FINAL INSPECTION %A SINGLE FAMILY RESIDENCE 2t. z, V) DATE: 6/11/04 ria i PERMIT #: 04-1027 9 V K ADDRESS: 104 WILLOWBAY RIDGE ST. ®V 2 ca PRESERVE AT LADE MONROE 0 _ a , cc a 0 o CONTRACTOR: CENTEX PHONE #: GREG 401466-8067 The building, division has prepared a Certificate of Occupancy for the above location and' -is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Public Works Fire N/A Zoning „ N/A es Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry Location ID . . . . . . : 248685 Parcel Number . . . . . : 22.19.30.502-0000-1560 Alternate location ID Location address . . 104 WILLOWBAY RIDGE ST Primary related party Type options, press Enter. 5=View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 6/15/04 10:20:12 Free -form information PRESERVE AT LAKE MONROE LOT 156 ************ SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-1027 PD 2-11-04 SEE REC#6402 3/4" WA METER SET FEE $190.00 PD 2-11-04 REC#6402 F2=Address F3=Exit FS=Special Notes F9=Parcel Notes F12=Cancel P f CER)TIFCATE!1 OF OCCUPANCY RE"UEST FOR ]FINAL INSPECTION SINGLE FAMILY RESIDENCE **** a i` DATE: 6/15/04 V) Yf t PERMIT #: 04-1027 r1 If ADDRESS: 104 WILLOWBAY RIDGE`ST u PRESERVE AT LADE MONR®T E CONTRACTOR: CENTEX Is 11 PHONE #: DARRIN 4:07-466-9799 f= The building division has prepared location and is requesting final insp inspection, please sign off and date been denied or approved with condi appreciated. Engineering Public Works ities ii% lC zZ'1 4 Y Certificate of Occupancy for the above tion by your department. After your e C. O. or submit addendum if it has c)ns. Your prompt attention will be Fire N/A Zoning IN/A Licensing N/A CONDITIONS: (TO BE COMPLETED ONLYIIF APPROVAL IS CONDITIONAL) t I r t t t I 1 t t r C a 1 is iY_ Le) I 4 Certificate of Occupancy for the above tion by your department. After your e C. O. or submit addendum if it has c)ns. Your prompt attention will be Fire N/A Zoning IN/A Licensing N/A CONDITIONS: (TO BE COMPLETED ONLYIIF APPROVAL IS CONDITIONAL) LMBC1001 _ CITY OF SANFORD 6/15/04 Address Misc. Information Inquiry 16:09:13 Location ID . . . . 248685 Parcel Number . . . 22.19.30.502-0000-1560 Alternate location ID Location address . . 104 WILLOWBAY RIDGE ST Primary related party Type options, press Enter. 5 View detail Opt Description Free -form information PLANNING & ZONING COMMENT PRESERVE AT LAKE MONROE CUSTOMER SERVICE NOTES LOT 156 ************ CUSTOMER SERVICE NOTES SW DEV FEE $1700.00 WA DEV FEE $650.00 CUSTOMER SERVICE NOTES BP04-1027 PD 2-11-04 SEE REC#6402 CUSTOMER SERVICE NOTES 3/4" WA METER SET FEE $190.00 PD 2-11-04 CUSTOMER SERVICE NOTES REC#6402 F2 Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel IN CERTIFCATEIIs OF OCCUPANC 1 7 REQUEST FOR FINAL. INSPECIO -a er i; SINGLE FAMILY RESIDENCE **** F i DATE: 6/15/04 s; 181 PERMIT #: 04-1027 i ADDRESS: 104 WILLOW]BAY RIDGE ST PRESERVE AT LAKE MONROE CONTRACTOR: CENTER i PHONE #: DARRIN 4y07-466-9799 The building division has prepared alCertificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or` submit addendum if it has been denied or approved with conditions.. Your prompt attention will be appreciated. E Engineering Fire N/A ublic Works o J'7 d Zoning N/A s Utilities 11 Licensing N/A i CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I9 ji CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL. INSPECTIO ; p I 4"? SINGLE FAMILY RESIDENCE I 4 I e+» I I I I DATE: 6/15/04 Y' I - E_„J PERMIT #: 04-1027 ADDRESS: 104 WIL.LOWBAY RIDGE ST w a j ; PRESERVE AT LADE MONRO; CONTRA - CTOR: CENTEX PHONE #: DARRIN 407-466-9799 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Public Works Fire N/A Zoning N/A ilities t 4 © Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY If APPROVAL IS CONDITIONAL) f/_E'W9 LMBC1001" CITY OF SANFORD 6/25/04 Address Misc. Information Inquiry 10:34:24 Location ID . . . . . 248685 Parcel Number . . . . 22.19.30.502-0000-1560 Alternate location ID Location address . . . 104 WILLOWBAY RIDGE ST Primary related party Type'`options, press Enter. 5=View detail Opt Description Free -form information PLANNING & ZONING COMMENT PRESERVE AT LAKE MONROE CUSTOMER SERVICE NOTES LOT 156 ************ CUSTOMER SERVICE NOTES SW DEV FEE $1700.00 WA DEV FEE $650.00 CUSTOMER SERVICE NOTES BP04-1027 PD 2-11-04 SEE REC#6402 CUSTOMER SERVICE NOTES 3/4" WA METER SET FEE $190.00 PD 2-11-04 CUSTOMER SERVICE NOTES REC#6402 F2 Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No, 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200 ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7: SECTION A -PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number CENTEX j BUILDING STREET ADDRESS (Including Apt., Unit, Suite,.and/or Bldg. No.) OR P:O. ROUTE AND BOX NO. Company NAIC Number' . y 104 WILLOWBAY RIDGE STREET CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 156, PRESERVE @ LAKE MONORE: BUILDING USE (e.g., Residential, Non-residential, Addition; Accessory, etc. Use a Comments area; if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) - HORIZONTAL DATUM: SOURCE: GPS (Type): i or ##,###) NAD 1927 NAD 1983 USGS Quad Map Other. i SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE SEMINOLE COUNTY 120294 SEMINOLE FLORIDA E 9 f I 610. Indicate the source of the Base Flood. Elevation (BFE) data or base flood depth entered in 89. FIS Profile ® FIRM Community Determined Other(Desaibe): E B11. Indicate the elevation datum used for the BFE in B9:, ® NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrer Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) I C1. Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building is complete. I C2. Building Diagram Number l (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram: accurately represents the building, provide a sketch or photograph.) i C3. Elevations — Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, ARAE, AR/A1-A30 ARIAH, AR/AO t Complete Items C3. -a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in s Section B, convert the datum to that used for the BFE: Show field measurements and datum conversion calculation. Use the space provided or the Comments area of a i Section D or Section G, as appropriate, to document the datum conversion. DatumNGVD'29 Conversion/Comments NONE B4: MAP AND PANEL See reverse side for continuation. Replaces all w o a) Top of bottom floor(including basement or enclosure) B7. FIRM PANEL. 69: BASE FLOOD ELEVATIONS) NUMBER 65. SUFFIX . 66. FIRM INDEX DATE EFFECTIVEIREVISEDbATE 88. FLOOD ZONES) Zone A0, use depth of flooding) 1202940035 E - 4117195:. 4117/95 X N/A Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes ® No w o a) Top of bottom floor(including basement or enclosure) 15. 0 ft.(m) o b) Top of next higher floor 24.3 ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) N/A. _ft.(m) o 0iod) Attached garage (top of slab) 14. 5 ft.(m) o e) Lowest elevation of machinery and/or equipment W `° servicing the building (Describe in a Comments area) i 14.2 ft.(m) E o f) Lowest adjacent (finished) grade (LAG) 14.0 ft.(m) Z N I o g) Highest adjacent (finished) grade (HAG) 14. 2 ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 I o i) Total area of all permanent openings (flood vents) In C3.h 0 sq, in. (sq. cm) I SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed. by a land surveyor, engineer, or architect authorized by taw to certify elevation information. l I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. r i I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code Section 1001. I CERTIFIER'S NAME: GALEN K. BELL . LICENSE NUMBER :4224 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 1030 N. OR IGD VEN ITE B WINTER PARK FL 32789 SIGNATOR DATE TELEPHONE l 6/16/04 (407) 426-7979 FEMA Form 81-31, January 2003 previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For lnsuranoeCompany use: BUILDING STREET ADDRESS (Inducting Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 104 WILLOWBAY RUDGE STREET CITY STATE ZIP CODE Company NAIC Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY DESCRIBED IN C3 -E IS AN A /C UNIT Check here if attachments. SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed – see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjaoent grade. Complete items C3.h and C3.i on front of form. E4; The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade.. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B,, C, and E are correct to the best of my knowledge. HRUPER rY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate, Complete the applicable item(s) and sign below. G1. ElThe information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A. community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone A0. G3. The following information (Items G4 -G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: — ft.(m) Datum: _ LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS FEMA Form 81-31, January 2003 Check here if attachments Replaces all previous editions PLAT OF SURVEY DESCRIPTION:- (AS FURNISHED) LOT 156, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC Nil g 1 1 LOT 158' N SOBS. I 14.4, 1 I Id I F LOT 157 0 CONCRETE:":':,: wANDDECK.+ 7.1' 40.0' 1 r1~ 1 17 1zla 0 STORY i w BLOCK o z, w N 7. 00 1.6. OFF WI NOTE: 141 W 1 20.0'7, 0=251'59" LJ.3 i L=50.03' TW CONCRETE'. DRIVEWAY•, o I CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). ; N CONC RETE N jingo WOW aN o, OT z 1 0 C=50.02' REFINI p/) O Q 1 a RIGHT-OF-WAY ELEV LB I 6 DENOTES DELTA ANGLE OOpW Z'1 L - DENOTES ARC LENGTH N 0 FRAME o ATION=15.03 a N 7. 00 1.6. OFF O NOTE: x1.4' -„ THE FINISHED FLOOR ELEVATION OF THIS i COLUMN U 20.0'7, 0=251'59" STRUCTURE MEETS OR EXCEEDS THE 1 L=50.03' THE REQUIREMENTS SET FORTH, IN THE 1 ?'. CONCRETE'. DRIVEWAY•, S? I CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). ; N 1II R — 1000.00' CB=N61 *25'19" r------ 72,9• 11 10' UTILITY T`: -i Y' i C=50.02' 1 EASEMENT 1 16.0': '? I 526 RIGHT-OF-WAY L=239.58' LB LAND SURVEYING BUSINESS 6 DENOTES DELTA ANGLE R=975.00' LAND SURVEYOR L - DENOTES ARC LENGTH I C8=N61'25'32"W FRAME o z 00 SIDENCE DENOTES POINT OF CURVATURE WILLOWBAY RIDGE STREET SH FLOOR 50' RICHT-OF-WAY I o o PRC DENOTES POINT OF REVERSE CURVATURE n OI O PT DENOTES POINT OF TANGENCY 1 Z TYP TYPICAL S/W SIDEWALK A/C AIR CONDITIONER IxNIMo N LOT 155 Z 1 I"=30' GRAPHIC SCALE mmm 0 15 30 COVERED n 1 20.0' PATIO a N 7. 00 1.6. OFF O NOTE: x1.4' -„ THE FINISHED FLOOR ELEVATION OF THIS i COLUMN U 20.0'7, 0=251'59" STRUCTURE MEETS OR EXCEEDS THE 1 L=50.03' THE REQUIREMENTS SET FORTH, IN THE 1 ?'. CONCRETE'. DRIVEWAY•, S? I CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). ; N 1II R — 1000.00' CB=N61 *25'19" r------ 72,9• 11 10' UTILITY T`: -i Y' i C=50.02' 1 EASEMENT 1 16.0': '? I 526 NOTE: WALK IS _ .'.:_SftY,.•..:°. WALK IS 1.6. OFF REVISED: 13 0.2' OFF I. APPROVED BY: SJ ao FND NAIL AND DISC A=6.28.35" L=144.24' 1 Oopi 5'3- 9536'D8" 33 8" R=975.00' C6=N6493'36"W p S? N1 R=975.00' C- 95.3 ' 11'15'WC=144.11' — — I C=95.30' / CENTERLINE OF% A=14'04'43" I-/ 7-'f_<\' PC RIGHT-OF-WAY L=239.58' LB LAND SURVEYING BUSINESS 6 DENOTES DELTA ANGLE R=975.00' LAND SURVEYOR L - DENOTES ARC LENGTH PRM C8=N61'25'32"W C.B. DENOTES CHORD BEARING PCP C=238.97' PC DENOTES POINT OF CURVATURE WILLOWBAY RIDGE STREET PI 50' RICHT-OF-WAY M) MEASURED 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY, 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 06-10-04 UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND. THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F. E. M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. THE NORTHERLY LINE OF LOT 156 BEING N 89'52'41" E PER PLAT. FIELD DATE:) 2-19-04 LEGEND REVISED: SCALE: 1 = 30 FEET APPROVED BY: SJ FND NAIL AND DISC FINAL 06-10-04 VH ASM39768JOBN0. FORMBOARD 3-4-04 CKB PLOT PLAN 12-02-03 SOO DRAWN BY: LOT FIT 12-30-02 CKB AMERICAN SURVEYING &. MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 1030 NORTH ORLANDO AVENUE, SUITE B WINTER PARK , FLORIDA 32789 (407) 426-7979 I HEREBY CERTIFY, THAT THIS BOUNDARY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH' BY THE FLORIDA BOARD OF,PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. FOR THE FIRM LEN K. BEQL` . PSM . #41 24 SATE LEGEND BUILDING SETBACK LINE CENTERLINEQ FND NAIL AND DISC LB #68 (06/10/04) RIGHT OF WAY LINE EXISTING ELEVATION FINOCAP. 1LBD#63931( 6/10/04)ND CONCRETE CNA CORNER NOT ACCESSIBLE LB LAND SURVEYING BUSINESS 6 DENOTES DELTA ANGLE LS LAND SURVEYOR L - DENOTES ARC LENGTH PRM PERMANENT REFERENCE MONUMENT C.B. DENOTES CHORD BEARING PCP PERMANENT CONTROL POINT PC DENOTES POINT OF CURVATURE P) PER PLAT PI DENOTES POINT OF. INTERSECTION M) MEASURED PRC DENOTES POINT OF REVERSE CURVATURE FND FOUND PT DENOTES POINT OF TANGENCY C/W CONCRETE WALK TYP TYPICAL S/W SIDEWALK A/C AIR CONDITIONER CP CONCRETE PAD CBW CONCRETE BLOCK WALL CS CONCRETE SLAB RP RADIUS POINT C CHORD LENGTH PARKER OHU OVERHEAD UTILITY LINE - PK KALON ID IDENTIFICATION R RADIUS POL POINT ON LINE POC POINT OF CURVE PCC POINT. OF COMPOUND CURVE AMERICAN SURVEYING &. MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 1030 NORTH ORLANDO AVENUE, SUITE B WINTER PARK , FLORIDA 32789 (407) 426-7979 I HEREBY CERTIFY, THAT THIS BOUNDARY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH' BY THE FLORIDA BOARD OF,PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. FOR THE FIRM LEN K. BEQL` . PSM . #41 24 SATE Permit # OLf Job Address: Description of Work: Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION Value of Work: Date: Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool_ Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential* Commercial Industrial Total Square Footage:_ Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: — -SO?- 0666 - l (Attach Proof of Ownership & Legal Description) Owners Name.& Address: a otwo 5 _ A r [tiuAt Q S A00 A i it ts Contractor Name & Address: Phone & Fax: 4( Bonding Company: Address: Mortgag( Address: Architect Address: Phone: qo 7- 9& / - a I S -n . License Number: Contact Person: Application is hereby made to obtain a permit to do the work and installations as indicated. I e th4t f w installation. has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all_laws regulati trd n m this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS; POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. - - OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that II or wi 1 e ' pl ance with all applicable laws reguiating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A N I M MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAI O SULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMBNT. NOTICE'. In addition to the requir ents of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and the e +yfie addi ffnal permits required from other governmental entities such as water management dd trios, state agencies; or federal agencies. Acceptance of per Dific hat I will notify the owner of the property of the requirements of Fl ien FS 713. 0,1V)24-G Signature of Owner/Ake nt Date Print Owner/Agent's me Signature of of Florida Date i Owner/Agent is Personally Known to Me or Produced ID Date Print Contractor/Agent' ame Signature of Notary -State of Florida Date Contractor/Agent is ZXPersonally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: L6 It 1 Zoning: Initial & Date) (Initial & Date) Special Conditions: ERIC HEILESON My CO"MISSIM" # CC 9-15111782 EXPIRES: July o 2004 Bondod Tnru-Notary Public Underwriters Utilities: FD: Initial & Date) (Initial & Date) w _.. F., tICHElLESOIY t) MN 4 CC 953782 0/ f FIRES Duly 9, 2004 hr,. Notary Public Undereriters i V Permit #: 0-4--1l. Job Address: L Description of Work: Jl 1Q Ih I Historic District: CITY OF SANFORD PERMIT APPLICATION Date: Zoning: Value of Work: $ ,506 Permit Type: Building Electrical Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets _ Occupancy Type: Residential _) Commercial Construction Type: # of Stories: Parcel #: .L L— F `) ' Owners Name & Address: Contractor Name & Address: F Phone & Fax: — Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Mechanical Plumbing Fire Sprinkler/Alarm Pool Addition/Alteration Change of Service Temporary Pole Replacement New (Duct Layout & Energy Calc. Required) of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Industrial Total Square Footage: of Dwelling Units: Flood Zone: (FEMA form required for other than x) 507-6665— (Attach Proof of Ownership & Legal Description) M rTT1T • Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be aAitioni aermits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit i Mit 7at I will notify the owner of the property of the requiremen orida Lien Law, Signa a ofQ4ner/Arknt Date Sietunare o Contractor/Aeent Print Owner/Agent's Na e / Signature of Notary -State of Florida Date Owner/Agent is —ik- Personally Known to Me or Produced ID Print Contractor/Agent's . ame ' ontr Signature of Notary -State of Florida Date i" Contractor/Agent isPersonally Known to Me or Produced ID APPLICATION APPROVED BY: Bid gl l6lL2 d Zoning: Initial & Date) (Initial & Date) Special Conditions: pu;, ERIC HEILESON myCGMMISSiUPd; CC 953782 N;.'; nom. EXPIRES: JUIy 9, 2004 Bonded Thru Notary public Underwriters Utilities: FD: Initial & Date) (Initial & Date) ERIC HEILESCiN I MY COMMISSION k CC 953782 EXPIRES: July 9, 2004 of L;` Bonded Thru Notary public Underwriters ABRAMS - TOWN & COUNTRY ELECTRIC Mailing Address) PO BOX 2014 APOPKA, FLORIDA 32704 Please refer all calls to: 407-345-1237 Fax: 407-345-1034 TO WHOM IT MAY CONCERN: PLEASE ACCEPT THIS LETTER AS MY AUTHORIZATION FOR THE UNDERSIGNED TO ACQUIRE ELECTRICAL PERMITS IN MY BEHALF FOR ABRAMS - TOWN & COUNTRY. ELECTRIC, (ELECTRICAL CONTRACTORS.) kEro v—j FOR THE JOB LOCATED AT 8q h j UW 6P Y 2(c c -e LOT IE, BLOCK SUB -DIVISION TRC -S e o.. u L4kF- MairaoF PROPERTY OWNER L. 1:41\Y TN -1 Q STATE 148 SWORN AND SUBSCRIBED BEFORE ME THIS DAY OF month) ) (Year) IN se COUNTY A S/S NOTM# Y P- BLIO STQCTVFLORIDA MY COMMISSION EXPIRES LIMITED POWER OF ATTORNEY q--av DATE I hereby name and appoint ALLISON GREGORY Of PERMITS PLUS to be my lawful attorney In fact to act for me and apply to CfTL' I OF <:4UF-W-6 for a ' (t j f y1 ('YI i iU 6 j permit for work to be performed at a location described as: IOT SUBDIVISION PA au e- c q Qq, cJ 12i ci ADDRESSbF 4) AND= ADDRESS) PME and to sign my name and do all things necessary to this appointment. KENNETH L. GREGORY CPC056984 Type or print name f if a Contractor Signature Wf ifi Co r c r Acknowledged: Sworn to and subscribed before me this Day of A.D. 200/"" Notary Public, State of Florida SEAL Signature My Commission Expires Bate ERIC HEILESC 0111 IS; ...r`1 t4 as EXPIRES: JUly G, Lria, +' Bonded Thru Norsry Public Ucd, liters Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL 1 v Back > 3 d hitt 4 1:4-1 t' IA sanpttd 1 f 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market 22-19-30- S3-SANFORD Parcel Id: 502-0000- Tax District: WATERFRONT Number of Buildings: 0 1560 REDVDST Depreciated Bldg Value: $0 v`n.TEY 1 Owner: Exemptions: HOMES ire P reciaied EXF i Vaiue: $u Land Value (Market): $26,000 e,Jcl.eCs• 385 DOUGLASAVE STE 2000 Land Value Ag: $0 I City,State,ZipCode: ALTAMONTE SPRINGS FL 327141 I Just/Market Value: $26,000 11 rropeny AOdress: 1U4 VVILLUVVbAY KIL)Ut 61 JANF-UKU SL%71 I 1 Assessed Value (SOH): $26,000 1SubdivisionNamPRESERVEATLAKEMONRO Cvn.ar.r v l..o• en Dor: 00 -VACANT RESIDENTIAL r I Taxable Value: $26,000 VALUE SUMMARYI2003 SALES 1 2003 Tax Bill Amount: $2851 1 Deed Date Book Page Amount Vac/Imp 1 2003 Taxable Value: $13,6801FindComparableGalaswithinthisSubdiivisinnnn`c nlnr Inirl I IMC klr\P l nn lin Lv OCAA II ASSESSMENTSI LAND LEGAL DESCRIPTION PLAT Land Assess Frontage Depth Land Unit Land Method g p Units Price Value LOT 156 PRESERVE AT LAKE MONROE PB 62 PGS 12 - 15 LOT 0 0 1.000 26,000.00 $26,000 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded nropertv vour next vears prooertv tax will be based on JustlMarket value. Ire web.semmole county_trtle7parcel=L2193U5U200001560&cpad=willowbay%20ridge&cpAI9/2004 r RESIDENTIAL SWIMMING POOH,, SPA, AND HOT TUB SAFETY ACT NOTICE`OF REQUIREMENTS I, L— 60WIzc , contractor license # C. and contractor print name) I (we) acknowledge that a please punt name(s) of homeowners) i p p will be constructed or installed atnewswtmminoolsaapd/—__tub k 0-77(' please print fub legal address includinghouse n ber, street; and city address) and hereby affirm that one of the following methods will be used to meet the requirements of Chapter 515, Florida Statutes. or and eowner, please initial the method(s) to be used for the pool, spa, and/or hot tub.) The pool will be isolated from access to the home by an enclosure the s t pool barrier requirements of Florida Statute 515.29 and shall meet the r ents ofthe 1997 Edition of the Standard Swimming Pool Code, Section 315. The pool will be equipped with an approved safety pool cover that complies with ASTM F1346.91 (Standard Performance Specifications for Safety Pool Covers for Swimming Pool, Spa, and Hot Tubs.) All doors and windows providing direct access from the home to the pool will be equipped with an exit alarm that has a minimum sound pressure rating of 85 decibels at 10 feet and shall meet the requirements of the 1997 Edition of the Standard Swimming Pool Code, Section 315.2.1.9 (1). All door providing direct access from the home to the pool will be equipped with self-closing, self -latching devices with release mechanisms placed no lower than 54 inches above the floor or deck, and shall meet the requirements of the Standard Swimming Pool Code, Section 315.2.1.9 (2) I understand that not having one of the above installed at the time of final inspection, or when.the pool is completed for contract purposes, will constitute a violation of Chapter 515.F.S. and will be. considered as committing a misdemeanor of the second degree, punishable by fes up to $500.00 and/or 'up to 6C 775.0$2)i. . No will result in disapproval of final DATE / RESIDENTIAL SWIMMING POOL, SPA, AND HOT TUB SAFETY ACT NOTICE OF REQUIREMENTS L-1 -, contractor license # WQ * and ame) I (we)_ please print names) of hoi new swimming, pool, spa, and/or hot acknowledge that a tub will be constructed or _installed at please print futl legal address including house ntdnber, street, and cityrad( and hereby affirm that one of the following methods will be used to meet the requirements of Chapter 515, Florida Statutes. ContrLctor and eowner, please initial the method(s) to be used for the pool, spa, and/or hot tub.) The pool will be isolated from access to the home by an enclosure the is t pool barrier requirements of Florida Statute 515.29 and shall meet the requir ents of the 1997 Edition of the Standard Swimming Pool Code, Section 315. The pool will be equipped with an approved safety pool cover that complies with ASTM FI346.91 (Standard Performance Specifications for Safety Pool Covers for Swimming Pool, Spa, and Hot Tubs.) All doors and windows providing direct access from the home to the pool will be equipped with an exit alarm that has a minimum sound pressure rating of 85 decibels at 10 feet and shall meet the requirements of the 1997 Edition of the Standard Swimming Pool Code., Section 315.2.1.9 (1). All door providing direct access from the home to the pool will be equipped with self-closing, self -latching devices with release mechanisms placed no lower than 54 inches above the floor or deck, and shall meet the requirements of the Standard Swimming Pool Code, Section 315.2.1.9 (2). I understand that not having one of the above installed at the time of final inspection, or when the pool is completed for contract purposes, will constitute a violation of Chapter 515.F.S. and will be considered as committing a misdemeanor .of the second degree, punishable byjfjesup to $500.00 and/or up to 60 days in jai as esta fished in Chapter 775.0F2/ .will result in disapproval of final inspectight / , DATE / L, b. () )(b&-- l HOME OWNERS NAME (please print) i IN v HUL Ur UUMMEN UEMENT State of Florida County of Seminole Permit No. Tax Folio No. (PID) The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DEfSCRIPTION O PROPERTY, (Legal description of thee property and street address) GENERAL DESCRIPTION OF IMPROVEMENT Swimming Pool OWNER INFORMA'T'ION Name and address. _ Interest in property (Fee Simple, Partriersfip, etc.) Owner/builder NAME AND ADDRESS OF FEE SIMPLE TITLE HOLDER.(IF OTHER THAN OWNER) CONTRACTOR APR 12 2004 Name and address Y&Ajpoe- L, 6kg-Ar5 Q v -- &!,4 A"', /, mt, Sn, SURETY (Bonding Company) W CERTIFIED W4. Name and address MARYANNE ORSF r .e ull 0011 r9' 19 Amount of Bond LENDER Name and address DOCUMENT PREPARED BY? K.L. "66OAy 31S'bcc s04de nr l _ a f^ . a7 It 41' It ),0'9 , CteR 6F CIRCUIT( COURT Persons within the State of Florida designated by Owner upon whom notice or other dERIl+tiilt be served as provided y Section 713.13(1)(a)7., Florida Statutes: BK 05258 RG 0889 Vame and address CLERK'S # 2004053249 7JJAM RECORDED BY G -Harford n addition to himself, Owner designates of to receive a copy of the Lienor's Notice as rovided in Section 713.13(l)(b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from date of recording unless ald#fererp date is specified.) Sworn to and subscribed before me this Day of My Commission Expires: Votary Public rhe foreg ing instrument was acknowledged before me this _ day of _4by Pii,,, f%!1 CJ (name of person acknow edged whois persona, y to to me or who has produced (t a of identification) as identific t' and who did / did nat e oa _> ERICHEILESON CuMMISS! CN 4 CC 9537&2 E? PIKE& JUY 9.2004y' = F'•; Bonded Thru Nofary Public Underwrit 5 INCHES ON CENTER IN 80TH OtRECT70NS IN THIS AT NO MORE THAN s -.ALL STRUCTURAL., FILTRATION, AND ELECTRICAL DETAILS OUTLINED SHELL WALL SHALL BE CONSTRUCTED AT 8 NCH L ' ALSO 77iE POOL IN THESE DRAVM NGS ALSO "RELATE TO SPA CONSTRUCTICN. SHELL WALL SHALL DE EXTENDS STEEL MAT ANDEDALONGTHECRITICALAREAANDAND70POM1YF9CFi I - IS GREATER THAN THE MINiY 11 REQUIRED DISTANCE AS D£TER6AptED BY THE 1 ON Tr1METHOD. - _ - TYPICAL WALL AND FLOOR WITHIN ANGLE OF REPOSE i j. . 8 AWG COPPER WIRE i TIME- CLOCKTO I ` SERVICE PANEL 1. MAIN DRAIN UNE 2 SKIMMER LINE I ICT. BOX 3. WASTE UNE E a 4' MIN-`- •.- SPST 4. RETURN UNE K TOGGLE S. PRESSURE CLEANING - c SWITCH UNE ( OPTIONAL) 8"'MIN W.P. bISC : ._1. 12 V. TRANS PUMP POOL DECK W/ 12 V. SYSTEM: 3# 12 12 V/300 W W/ LOW IN 3/4 "GOND ALL ELECTRICALWATERCUT-OFF SHALL COR -120 V.A.C. W/GFI FORM WART. CONFORM N.E.C. . PER N.E.C. ELECTR=L DIAGRAM 5 4 FL'TER SYSTEM 9. THE DESIGN ENGINEER ASSUMES NO RESPONSIBILITY FOR POOL CONSTRUCTIONMIN.2 IN EAESEMENTS OR REQUIRED SETBACK AREAS. POOL CONTRACTOR AND/ORCOVEROVEROWNERSHALLVERIFYLAYOUTANDALLDIMENSIONSSHOWNPRIORTO ALL BARS CONSTRUCTION. 6" TILE ' I 10. CONTRACTOR SHALL DETERMINE LOCATION OF ALL UTILITIES IN RELATION TO I POOL AND ITS EQUIPMENT AND ENSURE MINIMUM CLEARANCE IN ACCORDANCE 5" WITH LOCAL REGULATIONS AND ORDINANCES. 1 # 3 BAR CONT. W/ 5"l 11. WARNING! TO EMPTY THE POOL FOR ANY REASON, THE HYDROSTATWALL- IC UPLIFT . PRESSURE MUST BE ELIMINATED. THE OWNER MUST CONSULT A CONTRACTOR W/ 6" x W EXPERIENCED IN ELIMINATING UPLIFT PRESSURE BOND BEAM USE 2 # 3 _ -------- BARS CONT. - -- DECK BRICK OVERPOUR (1 ROW) ALTERNATE BEAM FINISH DETAIL 3 F 2 A HAIR & LINT STRAINER B. RECIRCULATOR PUMP C. RLTER D. IIS _UNE CHLORINATOR OPTIONAL) E HEATER (OPTIONAL) VALVE . F. ANTI ENTRAPMENT SYST NOT VALID WITHOUT RAISED SEAL N H. $HEPMDSON, P NO. 1193W PARK FLORIDA 32792 407)657-4133 CENTER POOLS & SPAS } i i 385 DOUGLAS AVE., SUITE 2000 ALTAMONTE SPRINGS, -FL 32714 CPC- 056984 RESIDENTIAL SWIMMING POOL ; MASTER SPECIFICATIOW DRAWING I` FOR CITY OF SANFORD { NVOTTO-SCALEy DWD BY- GHS 77 F.77711,777 c lII F,U V « 4" NOM. "FIBER MESH" CONCRETE DECK W/ SLIP RESISTANT TOPPING ON COMPACTED. GROUND I– LETVGTtfi JUNCTION BOXW/ ALL ORGANIC MATERIAL REMOVED (OPTIONAL) I I GENERAL NOTES I WATERLINE LIGHT T I ( BY OTHERS) It -- J f i 1. FOR POOL PLAN, SIZE, DECK SPECIAL DETAILS SEE CONTRACTOR'ST STEPS 1 # 3 BAR CONT. W/ 5 " 4 ' 0 "MIN. i. I POOL PLAN. i i 2. POOL WALLS SHALL BE 5 "THICK AND FLOORS SHALL BE "THICK5 _ - WALL— W/ 8 x 8 " BOND 8 I 6 AND SHALL BE PNEUMATICALLY APPLIEDOUTEREDGEOF6 " TILE 8' IIIIAX. BEAM USE 2 # 3 BARS CONT.MIN I I CONCRETE WITH A COMPRESSIVE STRENGTH OF 3,000 Pin IN 28 DAYS. DECKSHL BE 2,500 PSI. CONCRETE CONSTRUCTIONDECKTOCONFORM II CONFORM TO ACRETE 318 WITH LOCAL CODE MA)aMUM RISER =12 " I I I 3. ALL POOL CONSTRUCTION SHALL COMPLY WITH FLORIDA BUILDING CODE 2001 AND ANSI NATIONAL STANDARD6MINIMUM -TREAD =10 " ( 240 SQ.IN.)` /! 5 FOR RESIDENTIAL INGROUND SWIMMING POOLS AND ` ANSVNSPI NATIONAL STANDARD -3 FOR PERMANENTLY INSTALLED s SUCTION INLETS SET INTO CENTER OF 18" MIN. TO TO TRANSFORMER. RESIDENTIAL SPAS. n STEEL GRID AT POOL DEEP POINT TOP OF LENS (BY OTHERS) 4: ALL POOL PIPING TO BE SCHEDULE 40 PVC BEARING NSF APPROVAL .UNLESS OTHERWISE NOTED. POOL LONGtTUDWAL SECTION y- 2 5 CONFORM TO GRADE WALLBE# REINFORCING BARS AT 12 O C.. EACH WAY W/ 15" JOINT OIN WALLS LAND OORS UP 6'. I t g DISTANCE - k t o4 TO OVER 6' USE # 3 BARS AT 6" ON CENTER EACH WAY IN THE AREA OVER 6'. LESS THAN 1 ON 1 + 1 Ems-nN`-- - -- - - - -- MARBLC, ` "'*'.,,. STRUCTURE 6. ALL METALLIC POOL FITTINGS WITHIN. 5 FEET OF THE INSIDE WALL AND DECK REINFORCING STEEL TO BE BONDED TOU.L. APPROVED 120 VACP300W POOL LIGHT THE POOL REINFORCING STEEL WITH # 8 REFER TO ATTACHED DRAWING PLASTER W/ GFI OR 12V/300W POOL LIGHT W/ LOW AWG #8 AWG COPPER WIRE TO BE RUN EXTERNALLY WIITTH THEFORDATAREGARDINGDUALFINISH WATER CUT OFF IN U.L. APPROVED GREY NEC APPROVED PVC LIGHT CONDUIT'FROM HE LIALLY GHT NICHE TO THE JUNCTION BOX COMPLETION OF POOL GROUNDING TO PANELe-TtncxwaLL i SUCTION INLET SYSTEM AND ren--=- PLASTIC FORMING SHELL W/ NO.8 BOND PER N.E.0 GROUND BY ELECTRICIAN. rlml?m s sirk s a HW aT r o.c. _ VACUUM RELIEF SYSTEM rlN ex EActtwaY - - . - .. - 7. POOL OR PATIO SHALL BEAR ONLY ON ROCK OR CLEAN SAND, WHICH SHALL BE t- r -- e - -- - - STEES TEX FORM (OPTIONAL) 1T_L Tqc Fossil COMPACTEDTO PROVIDE A STRUCTURALLY SAFE BEARING CAPACITY. ANY UNSUITABLE MATERIAL ENCOUNTERED IN EXCAVATION SHALL BE REMOVED IN ITS ENTIRETY AND THE AREA SHALL BE BACKFILLED WITH ACCEPTABLE MATERIAL BARS 12 O.C.O.0 EA WAY3EMOVED, AND PROPERLY COMPACTED. WHERE UNSUITABLE MATERIAL CANNOT BE THE POOL MUST BE REDESIGNED. PL , P COL L DETAILS b` S Vs .: , _ 8. THE CONTRACTOR MUST PROTECT EXISTING STRUCTURES FROM FAILURE BY ACCEPTABLE .METHODS IF REQUIRED. THE DESIGN ENGINEER ACCEPTS NO CITY OF C RESPONSIBILITY FOR THE SAFETY OF EXISTING STRUCTURES b. tl y p'a. THE CONTRACTOR FAUST PLACE ALL STEEL IN THE POOL INCHES ON CENTER IN 80TH OtRECT70NS IN THIS AT NO MORE THAN s -.ALL STRUCTURAL., FILTRATION, AND ELECTRICAL DETAILS OUTLINED SHELL WALL SHALL BE CONSTRUCTED AT 8 NCH L ' ALSO 77iE POOL IN THESE DRAVM NGS ALSO "RELATE TO SPA CONSTRUCTICN. SHELL WALL SHALL DE EXTENDS STEEL MAT ANDEDALONGTHECRITICALAREAANDAND70POM1YF9CFi I - IS GREATER THAN THE MINiY 11 REQUIRED DISTANCE AS D£TER6AptED BY THE 1 ON Tr1METHOD. - _ - TYPICAL WALL AND FLOOR WITHIN ANGLE OF REPOSE i j. . 8 AWG COPPER WIRE i TIME- CLOCKTO I ` SERVICE PANEL 1. MAIN DRAIN UNE 2 SKIMMER LINE I ICT. BOX 3. WASTE UNE E a 4' MIN-`- •.- SPST 4. RETURN UNE K TOGGLE S. PRESSURE CLEANING - c SWITCH UNE ( OPTIONAL) 8"'MIN W.P. bISC : ._1. 12 V. TRANS PUMP POOL DECK W/ 12 V. SYSTEM: 3# 12 12 V/300 W W/ LOW IN 3/4 "GOND ALL ELECTRICALWATERCUT-OFF SHALL COR -120 V.A.C. W/GFI FORM WART. CONFORM N.E.C. . PER N.E.C. ELECTR=L DIAGRAM 5 4 FL'TER SYSTEM 9. THE DESIGN ENGINEER ASSUMES NO RESPONSIBILITY FOR POOL CONSTRUCTIONMIN.2 IN EAESEMENTS OR REQUIRED SETBACK AREAS. POOL CONTRACTOR AND/ORCOVEROVEROWNERSHALLVERIFYLAYOUTANDALLDIMENSIONSSHOWNPRIORTO ALL BARS CONSTRUCTION. 6" TILE ' I 10. CONTRACTOR SHALL DETERMINE LOCATION OF ALL UTILITIES IN RELATION TO I POOL AND ITS EQUIPMENT AND ENSURE MINIMUM CLEARANCE IN ACCORDANCE 5" WITH LOCAL REGULATIONS AND ORDINANCES. 1 # 3 BAR CONT. W/ 5"l 11. WARNING! TO EMPTY THE POOL FOR ANY REASON, THE HYDROSTATWALL- IC UPLIFT . PRESSURE MUST BE ELIMINATED. THE OWNER MUST CONSULT A CONTRACTOR W/ 6" x W EXPERIENCED IN ELIMINATING UPLIFT PRESSURE BOND BEAM USE 2 # 3 _ -------- BARS CONT. - -- DECK BRICK OVERPOUR (1 ROW) ALTERNATE BEAM FINISH DETAIL 3 F 2 A HAIR & LINT STRAINER B. RECIRCULATOR PUMP C. RLTER D. IIS _UNE CHLORINATOR OPTIONAL) E HEATER (OPTIONAL) VALVE . F. ANTI ENTRAPMENT SYST NOT VALID WITHOUT RAISED SEAL N H. $HEPMDSON, P NO. 1193W PARK FLORIDA 32792 407)657-4133 CENTER POOLS & SPAS } i i 385 DOUGLAS AVE., SUITE 2000 ALTAMONTE SPRINGS, -FL 32714 CPC- 056984 RESIDENTIAL SWIMMING POOL ; MASTER SPECIFICATIOW DRAWING I` FOR CITY OF SANFORD { NVOTTO-SCALEy DWD BY- GHS 77 F.77711,777 c lII F,U V « VACUUM UNE OPTIONAL) SKIMMER W/ SAFETY VACUUM FITTING 1X13 ` MIN S' MATT it PU ANTNORTEX VE IIA VE II VACUUM LINE OPTIONAL) WY SAFETY VACUUM FITTING \ 1X" Flo t ro _w SWIMMING POOL SECTION ALM&LAT E 'B' SKIMMER I/ KI. t L RiEXER SUCTION INLETS MAIN DRAINS) ro SUCTION INLETS AWN DRAINS) RESIDENTIAL SWIMMING POOL, SPA AND WADING. POOLS DUAL SUCTION INLET SYSTEM & VACUUM RELIEF SYSTEMS IN ACCORDANCE' WITH SECTION 424.2.6.6 OF FLORIDA BUILDING CODE o ANTIVORTEX COVER SPA PUMP r /, A VE 11 SUCTION INLETS.' MAIN DRAINS) SPA SECTION Al TF_RNATE'A' SKIMMER ANTIVORTEX COVER SPA PU l 2- I -A vE u. t ro j sucnoN INLET MAIN DRAIN) SPA SECTION ALTERNATE'S' I AN ALTERNATIVE VACUUM RELIEF DEVICE; IN ADDITION TO THE SYSTEMS SHOWN, WOULD INCLUDE AN APPROVED VACUUM RELEASE SYSTEM SUCH AS THE VAC -ALERT.— SVRS. SYSTEM VE II ATTACH PLACKARD WHICH STATESrmJ SUCTION INLET THAT VENT IS A SWIMMING POOLMAINDRAIN) SAFETY DEVICE AND SHOULD NOT' BE TAMPERED WITH. SWIMMING POOL SECTION ALTERNATE SUCTION INLET SY3T'EIM MAYALTERNATE 'G' INCLUDE 1 ON THE SOTTOM AHD ONE ON THE VERTICAL WALL OR ONE EACH ON TWO (Z) VENTCOSEPARATEVERTICALWAL19 VER MAY BE O UTTER DRAIN SUCH As HAYWARD MODEL SP -1019 VENT TO ATMOSPHERE 30 VENT WILL NOT BE BLOCKED BY DEBRIS, INSECT INFESTATION,OR ELBOWSMICROBIOLOGICALCONTAMINATION - 90* ( COVER MUST COMPLY WITH "A" O VENT PIPPEE ANSUASME A11219.S M)3' V MINIMUM16 SEE ALTERNATE ' rI8 1 T r 0 1z, MIN 1 SUCTION SUCTION IY2 to INLET INLET rm MAXIMUM DISTANCE1,h- 0 ALL VENT TO VENT TEE PIPING a 1%- 0 CONNECTION . v ATMOSPHERIC VENT PIPE LENGTH Z- 0 MINIMUM -16' MAXIMUM - SO' ALL SUCTION ITOPUMP . PIPING - r la MAXIMUM SUCTION PIPE VELOCITY SIX (6) FPS OR S9 GPM 77'7-11 FtY p E" SUGGESTED DETAIL DRAWMNGTOSUPPLEMENT I CONTRACTOR'S SPECIFICAT)O DRAWING ON FILE f, THE MAXIMUM VACUUM WITH ONE SUMP PLUGGED AND TO RELEASE LABODY ENTRAPMENT ON THE OTHE ItDUALSUCTIONINLETSYSTEMPWILL(NOTD(cEEDED45 ATMOSPHERIC VENT SYSTEM HES OF MERCURY IN 3 SECONDS 1) . VERTICAL TOLERANCE IS + 2' 1) WATER LEVEL MARK I TO PUMP I - 4' 8'/•" > VE II CAP TO PUMP GREATER THAN 2'0 T" CONNECTION VEIL- TO PUMP UP TO TO PASS THRU CONNECTION PLAN VIEW -- VE II CONNECTIONS VENTED COVER SUCH AS SKIMMER COVER W/ COLLAR VENT AND EXTENSION SET CAP FLUSH W/ DECK ' DECK 4TOPUMP` 6" 0 PVC SLEEVE EXTENDED FROM COVER COLLAR VENT IN DECK CAP 6"MINT7 THREADED EXTENSION / COUPLE DECK TO PUMP I OFF DECK: ECTION VCEW-- - INSTALLATION OPTIONS AUG -12003 DECK - 0 CL L li WATER LEVEL I + X MIN. --.I TYPICAL POOL AND SPA INSTALLATION SUCTION FLOW FOR RESIDENTIAL POOL = 8 FPS SUCTION FLOW FOR RESIDENTIAL SPA = 6 FPS CONTRACTOR MAY CHANGE SUCTION PIPE SIZE TO MEET THESE REQUIREMENTS FRICTION LOSS FROM PIPE ELBOWS PIPE LENGTH TO VE If = "L" - ELBOW FRICTION LOSS EXAMPLE: THE MAXIMUM PHYSICAL PIPE LENGTH FROM MAIN DRAIN TO VEII IF USE 2' 0 PIPE W/ 2-90° ELBOWS AT 6 FPS IS 54'- 12' = 42' 11 i VACUUM SUCTION ELIMINATOR - VE 11 AVE II IS REQUIRED FOR EACH PUMP- PLUMBED TO AMAIN DRAIN SWIMMING POOL 45' SECTION VACUUM LINE BLIE@ddl g OPTIONAL) 1 W WI SAFETY VACUUM FIrnNG \ SKIMMER 5 Iii la JNIN it 3- MAK tr 754- ANTIVORTEX 5' COVER VE II VACUUM LINE OPTIONAL) WY SAFETY VACUUM FITTING \ 1X" Flo t ro _w SWIMMING POOL SECTION ALM&LAT E 'B' SKIMMER I/ KI. t L RiEXER SUCTION INLETS MAIN DRAINS) ro SUCTION INLETS AWN DRAINS) RESIDENTIAL SWIMMING POOL, SPA AND WADING. POOLS DUAL SUCTION INLET SYSTEM & VACUUM RELIEF SYSTEMS IN ACCORDANCE' WITH SECTION 424.2.6.6 OF FLORIDA BUILDING CODE o ANTIVORTEX COVER SPA PUMP r /, A VE 11 SUCTION INLETS.' MAIN DRAINS) SPA SECTION Al TF_RNATE'A' SKIMMER ANTIVORTEX COVER SPA PU l 2- I -A vE u. t ro j sucnoN INLET MAIN DRAIN) SPA SECTION ALTERNATE'S' I AN ALTERNATIVE VACUUM RELIEF DEVICE; IN ADDITION TO THE SYSTEMS SHOWN, WOULD INCLUDE AN APPROVED VACUUM RELEASE SYSTEM SUCH AS THE VAC -ALERT.— SVRS. SYSTEM VE II ATTACH PLACKARD WHICH STATESrmJ SUCTION INLET THAT VENT IS A SWIMMING POOLMAINDRAIN) SAFETY DEVICE AND SHOULD NOT' BE TAMPERED WITH. SWIMMING POOL SECTION ALTERNATE SUCTION INLET SY3T'EIM MAYALTERNATE 'G' INCLUDE 1 ON THE SOTTOM AHD ONE ON THE VERTICAL WALL OR ONE EACH ON TWO (Z) VENTCOSEPARATEVERTICALWAL19 VER MAY BE O UTTER DRAIN SUCH As HAYWARD MODEL SP -1019 VENT TO ATMOSPHERE 30 VENT WILL NOT BE BLOCKED BY DEBRIS, INSECT INFESTATION,OR ELBOWSMICROBIOLOGICALCONTAMINATION - 90* ( COVER MUST COMPLY WITH "A" O VENT PIPPEE ANSUASME A11219.S M)3' V MINIMUM16 SEE ALTERNATE ' rI8 1 T r 0 1z, MIN 1 SUCTION SUCTION IY2 to INLET INLET rm MAXIMUM DISTANCE1,h- 0 ALL VENT TO VENT TEE PIPING a 1%- 0 CONNECTION . v ATMOSPHERIC VENT PIPE LENGTH Z- 0 MINIMUM -16' MAXIMUM - SO' ALL SUCTION ITOPUMP . PIPING - r la MAXIMUM SUCTION PIPE VELOCITY SIX (6) FPS OR S9 GPM 77'7-11 FtY p E" SUGGESTED DETAIL DRAWMNGTOSUPPLEMENT I CONTRACTOR'S SPECIFICAT)O DRAWING ON FILE f, THE MAXIMUM VACUUM WITH ONE SUMP PLUGGED AND TO RELEASE LABODY ENTRAPMENT ON THE OTHE ItDUALSUCTIONINLETSYSTEMPWILL(NOTD(cEEDED45 ATMOSPHERIC VENT SYSTEM HES OF MERCURY IN 3 SECONDS 1) . VERTICAL TOLERANCE IS + 2' 1) WATER LEVEL MARK I TO PUMP I - 4' 8'/•" > VE II CAP TO PUMP GREATER THAN 2'0 T" CONNECTION VEIL- TO PUMP UP TO TO PASS THRU CONNECTION PLAN VIEW -- VE II CONNECTIONS VENTED COVER SUCH AS SKIMMER COVER W/ COLLAR VENT AND EXTENSION SET CAP FLUSH W/ DECK ' DECK 4TOPUMP` 6" 0 PVC SLEEVE EXTENDED FROM COVER COLLAR VENT IN DECK CAP 6"MINT7 THREADED EXTENSION / COUPLE DECK TO PUMP I OFF DECK: ECTION VCEW-- - INSTALLATION OPTIONS AUG -12003 DECK - 0 CL L li WATER LEVEL I + X MIN. --.I TYPICAL POOL AND SPA INSTALLATION SUCTION FLOW FOR RESIDENTIAL POOL = 8 FPS SUCTION FLOW FOR RESIDENTIAL SPA = 6 FPS CONTRACTOR MAY CHANGE SUCTION PIPE SIZE TO MEET THESE REQUIREMENTS FRICTION LOSS FROM PIPE ELBOWS PIPE LENGTH TO VE If = "L" - ELBOW FRICTION LOSS EXAMPLE: THE MAXIMUM PHYSICAL PIPE LENGTH FROM MAIN DRAIN TO VEII IF USE 2' 0 PIPE W/ 2-90° ELBOWS AT 6 FPS IS 54'- 12' = 42' 11 i VACUUM SUCTION ELIMINATOR - VE 11 AVE II IS REQUIRED FOR EACH PUMP- PLUMBED TO AMAIN DRAIN PIPE 45' 190° SIZE ELBOW ELBOW 1 W 2' 4' 2'. 2'h' 6' 2 W 3' 8' 3- 4' 8' 4' 5' 12' 5' 6' 14' CENTER POOLS;& SPAS 385 DOUGLAS AVE., SUITE 2000 ALTAMONTE SPRINGS,'FL 32714 CPC- 056984 i 0MASTER R N H. HE DSON, P.E. I- NO I I mLmj3N' P, % k AW I a G 717 OOLFSIdE 0 R PARK FL 32792 E (4a7) 857-4133 FAx (407):657-4133 NOT TOjg `$y 17,7, DWD BY -GHS Cil ` G3 r]Y+ I4Y Y REVIEWED S ` t. COUNT Y. E. F3 13 3 zU Action Aluminum Products, Inc. Pool Safety Fence Installation Layout Measure the amount of fence that will be required allowing for a minimum distance of 20 inches from the fence to the waters edge. The deck area between the fence and the waters edge allows for walking, cleaning and a surface to exit the water if necessary or desired. Do not set up a layout in which you will be closer to the waters edge,than 20 inches. Consider the location for the Access Point or opening in the fence. The access point is usually located near the pool steps. There will be two holes drilled 2 Y2 inches on center apart from one another. The remaining pole spacing will be measured and marked at 36 inches on center until you reach each end. At that point you will need to determine the measurement needed for that section. Remove the cove molding and pressure sensitive adhesive strip. Make the necessary cuts. Replace the cove molding and pressure sensitive adhesive strip. Any access gate that we would install with our pool barrier product would have a Magna Latch - self closing / self locking gate latch and the release mechanism of the self -latching device would be located no less than 54 inches from the bottom of the gate. The release mechanism to be installed on the pool side of the gate and the gate must be installed to open out from the pool. This gate would to be installed with no opening greater that '/z inch opening within 18 inches of the release mechanism. Drilling To maintain a straight fence, proper angled holes, and a professional installation you will need a full size diamond core drill setup with a bubble level and adjustment. An important step in drilling is the leveling of the drill. This is a tension -based system that will require you to lean the drill on various holes. The amount of the lean that is placed on the drill is not as important as the direction of the lean. On an inside turn angle the hole inside. On an outside tum angle the turn outside. A 5 degree angle is a mild turn. The more you angle the poles the tighter the mesh will be. Determine the direction of the lean to maintain tension. After the hole is drilled insert the deck sleeve. Wood Decks and Pavers Drill a hole in the pavers or deck that will allow you to hammer a length at least 12" long PVC pipe with a diameter that accepts the aluminum fence tubing. You can use this method also if you want to extend the fencing a short distance in a grass area or dirt area. Erect Fencing The vertical poles extend a minimum of 3 5/8 inch below deck level and are spaced no more than 36 inches apart. Place the sections of fence in the predrilled holes and attach the first and last vertical poles of the safety fence to the enclosure or host structure with a minimum of 3 # 10 fasteners with 2 inches of penetration into the sub -striate. In the cases where the fence continues 360 degrees around the pool the sections of the fence can be attached to the deck with eyelets and c -clamps. Install the latching hardware onto the fence at the access point. When latching to an independent structure, install the hook portion of the latch on the fence. Install the eye into a substantial surface of the adjacent structure or use an appropriate anchor. Squeeze the poles together using one hand and open and close the latch with the other. Action Aluminum Products, Inc. 2698 South Orange Blossom Trail Orlando, Florida 32805 407-648-9948 407-648-9949 fax I NUNS 1 SFMINOL ice, REVI Pool Safety Fence .Product Description ` C_ 1 `' J Si i'allid{JLE i iJUi''a ;'t Per required in 424.2.17.1.1 Top of the barrier is nof less than 48 inches abovegrade measured on the side ofthebarrierwhichfacesawayfromtheswimmingpool. The maximum vertical clearance between grade andthebottomofthebarrieris2inchesorlessmeasuredfromthesideofthebarrierwhichfacesawayfromtheswimmingpool. Per required in 424.2.17.1.2 the design of our barrier product restricts passage of items that would be of thesizeofa4 -inch diameter sphere. Per required in 424.2.17.1.3 our solid section portion of barrier product does not contain indentations or protrusions except where there may be normal construction tolerances and tooled masonry joints. Per required in 424.2.17.1.4 our product is designed not to have horizontal members less that 45 inches apart. The spacing between our vertical members does not exceed 1 '/< inches in with. Our product does not havedecorativecutouts. Our product is not composed of horizontal and vertical members to produce the barrier, but is composed ofPhiferPhifertezpoolfencefabricwhichcomplieswithapplicablepartsofsection424.2.17.1.15 of the 2002editionoftheFloridaBuildingCode. The fabric is attached to aluminum vertical poles that have been testedfortheStructuralLoadtest. (Please see and refer to submitted test results from Cerny and Ivey Engineers, Inc.) Per required in 424.2.17.1.6 our product is manufactured with Phifer Phifertez pool fence fabric which has aweavelessthat % inch (see submitted specification sheet). Per required 424.2.17.1.8 any access gate that we would provide with our pool barrier would have a MagnaLatch — self closing /self lockinggate latch and the release mechanism of the self -latching device would belocatednotlessthan54inchesfromthebottomofthegate. The release mechanism would also be located onthepoolsideofthegate. Most often our product is used with pedestrian access points that are equipped with aspring-loaded safety -latch and second safety hook and link. 424.2.17.1.9 does not affect our product as when installing our product we lay out the installation so exits fromthebuildingareprotectedwiththefabricfence. Our product is manufactured with #8 x % inch hex head fasteners attaching the cove molding strip, whichattachesthefabricmeshtotheverticalaluminumreinforcedpoles. The fasteners are spaced two at the top andtwoatthebottomoneinchapartthentheremaining7arespaced6inchesapartfromcentertocenter. The vertical poles extend a minimum of 3 5/8 inch below deck level and are spaced no more that 36 inches apart. Accompanying this product description please find installation instructions, specifications and test results ofthePhiferPhifertezwovenfabricandthealuminumpoleselectionthatmeetthestructuralloadtesting. ThePhiferPhifertezfabrichasatopandbottomborderofpolypropylenewebbingsewnwithdoublestitchedpolybondthread. When installing our safety fence product we maintain 20 inches form the barrier to the water's edge. Whenthesafetyfenceisadjacenttothepoolenclosureweattachthefirstandlastverticalpolesofthesafetyfencetotheenclosurewithaminimumof3 # 10 fasteners with 2 inches of penetration into the sub -striate. C IVEY ENGINEERS INCERNY9 - CONSULTING ENGINEERS - TESTING LABORATORY 5650 PEACHTREE PARKWAY, NORCROSS, GA 30092 TEL 770-449-6936 — FAx 770-368-1148 Serving Our Clients WWW.CERNYANDIVEY.COM Since 1967 September 17, 2003 Mr. David Johns Action Aluminum Products 2698 S. Orange Blossom Trail Orlando, FL 32805 SUBJECT: Engineering Report 23297` Structural Load Testing 1 -inch Diameter Aluminum Removable Pole Dear Mr. Johns: SUMMARY Y I•I r l:vJN i RC.itiC Cn..lI';E On August 20, 2003, concentrated static load testing was performed on six different styles of 53 -inch long, 1 -inch diameter aluminum poles. Three tests were performed on each style of pole. Four -inch long plastic sleeves were supplied for installing the pole into a concrete deck. The specimens were assembled in a Cerny & Ivey Engineers, Inc. test frame and a 52 -pound horizontal load was applied at a height of 36 -inches above the deck level. Specimen one (0.060, hollow) failed to withstand the 52 -pound test load. Specimen two through six withstood the 52 pound test load without visible permanent deformation. K E Q;'•Q;' t F i eq.y Respectfully submitted, Respectfully submitted,. C No 27493 tIN STATE OF Robert N. Kenney %.,• '•'. R , p •V- Gerard J. Boyce Vice President i iS;NA1-`` Staff Engineer i National Society of Professional Engineers® AMERICAN SOCIETY OFCIVIL. ENGINEERS AMER. SOCIETY OF HEATING, REFRIG,& A/C ENGINEERS AMERICAN SOCIETY OF MECHANICAL ENGINEERS AMERICAN SOCIETY OF PLUMBING ENGINEERS AMERICAN SOCIETY OF TESTING & MATERIALS INSTITUTE .OF ELECTRIAL &,ELECTRONIC ENGINEERS AMERICAN CONCRETE INSTITUTE MICROSCOPY SOCIETY OF AMERICA R STER No, 022932 i- PROFESS2,nAL- IJJ C` RD J.Zq NATIONAL FIRE PROTECTION ASSOCIATION SOCIETY FOR EXPERIMENTAL MECHANICS SOCIETY OF AUTOMOTIVE. ENGINEERS Engineering Report 23297 February 3, 2004 INTRODUCTION Page 2 On August 20, 2003, concentrated static load testing was performed on three each of six different styles of aluminum poles provided by Action Aluminum Products. A 52 -pound horizontal load was applied to the pole at a height of 36 -inches above the deck level. The test load was held for 60 -seconds or until failure occurred. Photographs of the completed assemblies and testing are included in this report. SPECIMEN The specimens tested were six different styles of 53 -inch long, 1 -inch outside diameter, aluminum poles (Photographs 1 through 6). Three tests were performed on each type of pole total of 1.8 tests). Specimens one and two were hollow. Specimens three through six had various types of internal web reinforcement. The specimens were identified by Action Aluminum Products as follows: 1 1/ 16" Wall Pole 2 1/8" Wall Pole 43 Split Pole 4 Y" Pole 5 X" Pole 6 Twin I -Beam Pole PLRNS t Y' The poles were supplied with a 4 -inch long plastic sleeve for installing the system into a concrete deck (Photograph 7). PROCEDURE The test fixture utilized a wooded block rigidly attached to a steel test frame in the place of the concrete deck. A hole was drilled into the test fixture to accept the plastic sleeves. The Engineering Report 23297 Page 3 February 3, 2004 supplied plastic sleeve was then tapped into the fixture. The pole was then installed into the plastic sleeve in the fixture (Photograph 8). A calibrated pneumatic cylinder was positioned to apply a horizontal load to the test specimen at a point 36 -inches above the top of the deck Photograph 9). A contoured block of wood was used to apply the load against the side of the pole. The load was gradually increased up to 52-lbf and held for 60 -seconds, or until failure of the pole occurred. The load was then removed. The pole was removed from the socket and inspected for permanent deformation. If the pole successfully withstood the prescribed 52 - pound load, the pole was replaced in the test fixture and a gradually increasing,lo d-waltapIi6d until failure occurred. RESULTS 5 ,li iOLt OJ,, r;. The test results are given in the following table. Specimen one (0.060, hollow) failed to withstand the 52 -pound test load. Specimen two through six withstood the 52 -pound test load without visible permanent deformation (Photographs 10 through 15). Specimen Configuration 52 Ib. Test Average Ultimate Load 1 Hollow/0.060 FAIL 2 Hollow/0.125 PASS 72 3 D PASS 76 4 PASS 85 5 PASS 81 6 PASS 99 rr 04 CERNY IV'EY ENGINEERS, INC. CONSULTING ENGINEERS - TESTING LABORATORY 5650 PEACHTREE PARKWAY, NORCROSS, GA 30092 TEL 770-449-6936 — FAx 770-368-1148 Serving Our Clients WWIW.CERNYANDIVEY-COM Since 1967 Hugo Benitez Phifer Wire Products, Inc. P.O. Box 1700 Tuscaloosa AL 35403 November 13, 2003 _ N s I" SUBJECT: Engineering Report 23301 ASTM D3787-89 Test Report letter of certification Phifer Fabric - Phifertex Evaluation for use in pool safety fence systems Dear Mr. Benitez: The Phifer Phifertex woven mesh fabric is used in the Action Aluminum Products, Inc. assembly. After review of the resulting test report, the Phifer Phifertex woven fabric complies with ASTM D3787-89 and the applicable parts of section 424.2.17.1.15 of the 2002 edition of the Florida Building Code. A copy of the test report for the ASTM D3787-89 is enclosed with this letter of certification. If you have any questions or need additional information, please tij,4COIItaCtu5. ti `INNN F I•C, r V No 27493 t`••• Respectfully submitted, gip• STATE OF Robert N. Kenney PE Vice President -Senior Staff Engineer CC: Don Fields Administration Center Growth Management Department Building Division 201 S. Rosalind Avenue Orlando, Florida 32802 CC: David Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Trail Orlando, FL 32805-5457 QERNY IV EY ENGINEERS, INC. CONSULTING ENGINEERS - TESTING LABORATORY 5650 PEACHTREE PARKWAY, NORCROSS, GA 30092 TEL 770-449-6936 - FAx 770-368-1148 Serving Our Clients WWW.CERNYANDiVEY.COM Since 1967 November 13, 2003 Hugo Benitez Phifer Wire Products, Inc. P.O. Box 1700 Tuscaloosa AL 35403 SUBJECT: Engineering Report 23301 ASTM D5034-95 Test Report letter of certification i1 Phifer Fabric - Phifertex Evaluation for use in pool safety fence systems Dear Mr. Benitez: The Phifer Phifertex pool fence fabric is used as part of the Action Aluminum Products, Inc. assembly. After review of the resulting test report and attached backup information, the Phifer Phifertex woven fabric complies with D5034-95 and the applicable parts of section 424.2.17.1.15 of the 2002 edition of the Florida Building Code. A copy of the test report for the ASTM D5034-95 grab method is enclosed with this letter of certification. Also enclosed is the testing machine certification documentation confirming the test method follows all the requirements of ASTM D5034-95. If you have any questions or need additional information please contact us. KEtNi/,// Respectfully submitted, V No 27493 to STATE OF ^L' 40, Robert N. Kenney PE '?f `< o 10? •`r Vice President -Senior Staff Engineer l`% fir is r. s• • \\, CC: Don Fields Administration Center Growth Management Department Building Division 201 S. Rosalind Avenue Orlando, Florida 32802 CC: David Johns Action Aluminum Products, Inc. . 2698 South Orange Blossom Trail Orlando, FL 32805-5457 r GERMY € IVEY ENGINEERS, INC. CONSULTING ENGINEERS - TESTING LABORATORY 5650 PEACHTREE PARKWAY, NORCROSS, GA 30092 TEL 770449=6936 — FAx 770-368.1148 Our Clients WWW.CERNYANDIVEY.COM ernno Since 1967 November 13, 2003 Y Hugo Benitez Phifer Wire Products, Inc. J- P.O. Box 1700 Tuscaloosa AL 35403 SUBJECT: Engineering Report 23301 ASTM G53-96 Test Report letter of certification Phifer Fabric - Phifertex Evaluation for use in pool safety fence systems" Dear Mr. Benitez: Phifer Phifertex pool fence fabric is used in the Action Aluminum Products, Inc. assembly. After review of the resulting test report and attached backup information, the Phifer Phifertex woven fabric complies with G53-96 and the applicable parts of section 424.2.17.1.15 of the 2002 edition of the Florida Building Code. A copy of the test report for the ASTM G53- 96 is enclosed with this letter of certification. Also enclosed is the sample mounting methods for the testing machine to ensure all surfaces receive at least 90 percent of the m.a.. mum irradiance. If you have any questions or need additional information, please contact us.f ``¢,`N : KF c&/F,y fJ' G No 27493 to - , Respectfully submitted, 4 STATE OF Robert N. Kenney PE '.,;; . o R ! o C \ Vice President -Senior Staff Engineer //11q IOttaA L 1;` CC: Don Fields Administration Center Growth Management Department Building Division 201 S. Rosalind Avenue Orlando, Florida 32802 L— CC: David Johns Action Aluminum Products, Inc. 2698 South Orange Blossom T rail Orlando, FL 32805-5457 A CERNY IVEY ENGINEERS INC. CONSULTING ENGINEERS - TESTING LABORATORY VN 5650 PEACHTREE PARKWAY, NORCROSS, GA 30092 71 j TEL 770-449-6936 - FAx 770-368-1148 --NIServingOurClientsWWW.CERNYAND(VEY.COM Since 1967 November 14 2003 Mr. Hugo Benitez Phifer Wire Products, Inc. r P.O. BOX 1700 J , Tuscaloosa, Alabama 35403 DLA: ,yj !E`J:r`,MINE SUBJECT: Engineering Report 23301 Florida Building Code Section 424.2.17.15.2 Test Report letter of Certification Phifer Fabric evaluation for use in pool safety fence systems Dear Mr. Benitez: The Phifer 10x10 mesh pool fence fabric, is used in the Action Aluminum Products, Inc. assembly. A fabric stretch test was performed on Phifer Wire Products, Inc.'s Phifertex TOPX04A480) to determine if the fabric complies with the conditions set forth in section 424.2.17.1.15.2 of the 2002 edition of the Florida Building Code; "The mesh shall not be capable of deformation such that a %4 -inch round object could pass through the mesh". Based on this test result, Phifertex (TOPX04A480 complies with the applicable section of 424.2.17.1.15.2 of the 2002 edition of the Florida Building Code. A copy of this test report is enclosed with this letter of certification. If you have any questions or need additional information, please contact us. Respectfully submitted, l tl(1-71 Robert N. Kenney, PE Vice President — Senior Staff CC: Don Fields Administration Center Growth Management Department Building Division 201 S. Rosalind Avenue Orlando, Florida 32802 K E VF Q No 27493 STATE OF iner OI P 0N/ t 111 1111\10 CC: David Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Trail Orlando, FL 32805-5457 CERNY e IVEY ENGINEERS, INC. CONSULTING ENGINEERS - TESTING LABORATORY 5650 PEACHTREE PARKWAY NORCROSS GA 30092 3 TEL 770-449-6936 - FAx 770-368.1148 Serving Our Clients WWW.CERNYANDIVEY.COM r Since 1967 October 10, 2003 cJrfl 1, Mr. Hugo Benitez Phifer Wire Products, Inc. + 'r P.O. BOX 1700 Tuscaloosa, Alabama 35403 SUBJECT: Engineering Report 23358 Florida Building Code Test Phifer Fabric evaluation for use in pool safety fence systems Dear Mr. Benitez: 1 On October 8, 2003, a fabric stretch test was performed on Phifer Wire Products, Inc.'s Phifertex (TOPX04A480) to determine if the fabric complied with the conditions set forth in section 424.2.17.1.15.2 of the 2002 edition of the Florida Building Code; "The mesh shall not be capable of deformation such that a'/4 -inch round object could pass through the mesh." The specimen was assembled in a Cerny & Ivey Engineers, Inc. test frame. A horizontal load was applied at a height of 24 -inches above grade until a deflection in the horizontal of 9 inches was achieved. At the point of the fabric deflecting 9 inches from its' original plane, the horizontal force was approximately 400 lbf. The specimen withstood the 9 inch deflection without tearing or deforming so as to allow a'/4 -inch round object to pass through the mesh of the fabric material. Based on these test results, Phifertex (TOPX04A480) which isto-be used in pool t l i mesh safety barrier systems complies with the applicable section of 424.217.1.15 ttilllg i, t "' t •F - •- , P V."moieditionoftheFloridaBuildingCode. `1``Q;•Q, q'••• . JV No 27493 t Respectfully submitted, mow, G'A , STATE OF G 0i1jA1• Robert N. Kenney, P.E. Vice President — Senior Staf7Enggin r National Society of Professional Engineerse AMERICAN SOCIETY OF CIVIL ENGINEERS AMER. SOCIETY OF HEATING, REFRIG & A/C ENGINEERS NATIONAL FIRE PROTECTION ASSOCIATION AMERICAN SOCIETY OF MECHANICAL ENGINEERS AMERICAN SOCIETY OF PLUMBING ENGINEERS SOCIETY FOR EXPERIMENTAL MECHANICS AMERICAN SOCIETY OF TESTING & MATERIALS INSTITUTE OF ELECTRIAL & ELECTRONIC ENGINEERS SOCIETY OF AUTOMOTIVE ENGINEERS AMERICAN CONCRETE INSTITUTE MICROSCOPY SOCIETY OF AMERICA 3. CERNY e IVEY ENGINEERS, INC. Serving Our Clients Since 1967 Mr. Hugo Benitez Phifer Wire Products, Inc. P.O. BOX 1700 Tuscaloosa, Alabama 35403 CONSULTING ENGINEERS - TESTING LABORATORY 5650 PEACHTREE PARKWAY, NORCROSs, GA 30092 TEL 770-449-6936 — FAx 770-368.1148 YiY(W . C E RNYAN D IV EY. C 0,M cN October 10, 2003 SUBJECT: Engineering Report 23358 Florida Building Code Test Phifer Fabric evaluation for use in pool safety fence systems Dear Mr. Benitez: SUiN•IMARY On October 8, 2003, a fabric stretch test was performed on Phifer Wire Products, Inc.'s Phifertex (TOPX04A480) to determine if the fabric complied with the conditions set forth in section 424.2.17.1.1 5.2 of the 2002 edition of the Florida Building Code; "The mesh shall not be capable of deformation such that a 1/4 -inch round object could pass through the mesh." The. specimen was assembled in a Cerny & Ivey Engineers, Inc. test frame. A horizontal load was applied at a height of 24 -inches above grade until a deflection in the horizontal of 9 inches was achieved. At the point of the fabric deflecting 9 inches from its' original plane, the horizontal force was approximately 4001bf. The specimen withstood the 9 inch deflection without tearing or deforming so as to allow a'/4 -inch round object to pass through the mesh of the fabric material. Based on these test results, Phifertex (TOPX04A480) which isto.`-be used in pool 11111 fmeshsafetybarriersystemscomplieswiththeapplicables.,action olr 424.2;17.1.;5 . , 11 L,,((,,,i,, / c edition of the Florida Building Code. `1: *I AE C' •" '; V No 27493 t`•• Respectfully submitted, 1 'P•• STATE OF .4W Robert N. Kenney, P.E. Viis' fl0 N A Vice President — Senior StaffEn>?in er National Society of Professional Englneerse AMERICAN SOCIETY OF CIVIL ENGINEERS AMER. SOCIETY OF HEATING, REFRIG a A/C ENGINEERS NATIONAL FIRE PROTECTION ASSOCIATION AMERICAN SOCIETY OF MECHANICAL ENGINEERS AMERICAN SOCIETY OF.PLUM8ING ENGINEERS SOCIETY FOR EXPERIMENTAL MECHANICS AMERICAN SOCIETY OF TESTING Q MATERIALS INSTITUTE OF ELECTRIAL 6 ELECTRONIC ENGINEERS SOCIETY OF AUTOMOTIVE ENGINEERS AMERICAN CONCRETE INSTITUTE MICROSCOPY SOCIETY OF AMERICA Action Aluminum Products. Inc. Pool Safely Fence Installation Our Safety Fence can meet many design layouts. We take pride in the fencing being attached to the pool enclosure at either end with usually just one access point. Planning just -one access point gives a neat continuous look to the fence installation. Polypropylene webbing double stitched for strength and durability. Our staff has years of experience in fabrication and core drilling. Action Aluminum has developed neat and efficient techniques for safety fence installation. Action Aluminum Products, Inc. 2698 S. Orange Blossom Trail Orlando, Florida 32805 407) 648-9948 407) 648-9949 fax Action Aluminum's pool safety fence is designed to be installed in core drilled holes with deck sleeves to accept a one inch, black aluminum post. Installed or Delivery Only Attractive black dual locking Continuous run usually with onehardwareateachaccesspoint. convenient access point. Y cuum MODEL VA -2000 Ad l tmentu sry n'nneiH° A /' Safety Vacuum Release System I SVRS) I1 II r tet---- Vent Screen Lockout/ it' R I clease Mechanlsm P AN1.1I'ACTURFA BY VAC -ALERT," INDUSTRIES,LLC FORT PIERCE, FLORWA wvvw,vac-titert.com w+-M+A/ wrr wwr+InF"'r+.M•+W wMwtw.vaW wnw w w Vac -Alert'" Model VA -2000 SVRS Unit Reacts In Loss Than A Second To Quickly Release ftangerous pump SUCtl0ti Vacuulrt. A Totaitly Mechanical, tion-Electrlc Safety 4stem, The; VA -2000 SVRS l s Easy To Instrall, /•y,djust.And Test. Vac -Alert's Fall Safe Design i.,1 Manufactured With Only Engineered Plastics And Type 3161 StajnlP y Steel Far long -Life: And Reliable Set -vice, The VA -2000 SVRS ProVides ,A Critical Layer Of Protection Against Body Or 1- mb Drain Suction Entrapment. Tests Conducted By Indrvpendeni, Third Party laboratory Demonstrate That Vac -Alert's Monet VA -2000 MeeV9 Or Exceeds The Performance Requirements Set By IAPM0 IGC 160-20 02 Foe Suction lilt Applications. The VA -2000 SVRS Is Backed Ey A ,lwYear united Mantlfactorer's Warranty. FOR SALESANDND SERVICE CONTAOT- I— L.. PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 156, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA 0_ 2'5115.9 L= 50.03' e1• I R=1000.00 " - CB=N61'2519 W LOT 158 C=50.02' I GRAPHIC SCALE 0 1 1 s ; 0 - 15 30 LOT 157 CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC NOTE: 1. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 02-19-04, UNLESS OTHERWISE SHOWN. 2. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 3. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 4. NOT VALID WITHOUT THE SIGNATUREAND THE ORIGINAL RAISED SEAL OF A FLORIDA UCENSED SURVEYOR AND MAPPER. 5. ALL INTERIOR DIMENSIONS WERE VERIFIED IN THE FIELD AND SHOWN UPON THIS DRAWING. W N aN In O4 r 0 oNOzN Z 11 FIELD DATE:) 2-19-04 SCALE: 1" = 30 FEET APPROVED BY: SJ JOB NO. ASM39768 DRAWN BY: II 6-5'36'08' 1 12.0- 1?9 I I1 L-95.33' CB 975 00'15"W 40.0' 1 1 I 1 Iz RIGHT-OF-WAY 1 Iw PC R-975.00' PIDENOTES POINT OF INTERSECTION LOT 155ZIFORMBOARDFOUNDATIONj TYP 0238.97' o'TOP OF FORMS AIR CONDITIONER DO a<, a ELEVATION -15.03 50' RIGHT-OF-WAY CHU w1 ID K 10 PGG I ZIK OJjF, o. II < O do3, i OO z .- I a N N 1 20.0' I a 7.1' i oiI 11 v 1 1 1. 1 20.0' I111 NN I1 1 U II 10' UTILITY I I EASEMENT I1 II 6=B 28'35" FIELD DATE:) 2-19-04 SCALE: 1" = 30 FEET APPROVED BY: SJ JOB NO. ASM39768 DRAWN BY: ip 0 6-5'36'08' L=144.24' R-975.00' CB-N64'13'36"W 1?9 in " i - L-95.33' CB 975 00'15"WPT1 / - C-144.11'_ _ e-'TI/ - CENTERLINE OF) 6"14'04'43" I C-95.30• - / APC I/ T-'f_.\' RIGHT-OF-WAY L-239.58' DENOTES CHORD BEARING - PC R-975.00' PIDENOTES POINT OF INTERSECTION PRC CB-N61'25,32"W PT DENOTES POINT OF TANGENCY TYP 0238.97' A/C AIR CONDITIONER WILLOWBAY RIDGE STREET RP 50' RIGHT-OF-WAY CHU OVERHEAD UTILITY LINE 6. THIS IS AN AS -BUILT SURVEY DELINEATING CONSTRUCTED IMPROVEMENTS ONLY AND COMPLIES WITH SECTION 61G17-6.005 OF THE FLORIDA ADMINISTRATIVE CODE FOR AN AS -BUILT SURVEY. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO, LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. ELEVATIONS SHOWN HEREON ARE BASED ON LAKE COUNTY. VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 156 BEING N 89'52'41" E PER PLAT. FIELD DATE:) 2-19-04 SCALE: 1" = 30 FEET APPROVED BY: SJ JOB NO. ASM39768 DRAWN BY: REVISED: LB /68 (01/26/03) FORMBOARD 3-4-04 0 PLOT PLAN 12-02-03 '. LOT LFIT .12-30-02 CKS CNA CORNER NOT ACCESSIBLE LEGEND BUILDING SETBACK UNE CENTERLINE RIGHT OF WAY LINE EXISTING ELEVATION CONCRETE, LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE AST SOUTH STREET, SUIT ORLANDO, FLORIDA 32801 (407) 426-7979 QFND NAIL AND DISC LB /68 (01/26/03) 2ROD CAP LBT#63931( 0 CNA CORNER NOT ACCESSIBLE A DENOTES DELTA .ANGLE L DENOTES ARC LENGTH C. B. DENOTES CHORD BEARING - PC DENOTES POINT OF CURVATURE PIDENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER C8W CONCRETE BLOCK WALL RP RADIUS POINT CHU OVERHEAD UTILITY LINE ID IDENTIFICATION - POL POINT ON LINE PGG POINT OF COMPOUND CURVE I HEREBY CERTIFY, THAT THIS SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE, MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 611317-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. A FOR V J, THE 1 yt FIRA LLIAM R. MU CATELL JR. PSM#49 8 DATE 110 4'6 LIGHT 6'0 E R SAFETY FENCE 3'0 1 110 POOL EQUIP 3016 3 FT DEPTH 1'8 1 4'4 1 40'0 T 2'0 POOL Max W 14 Max L 28 SITE Tree/stump removal QTY 0 Deep end LADDER 0 Depth 3 to 6 to 0 Fence removed by NONE HANDRAIL 0 GRABRAIL 0 Area 313 sf Cap. 9,380 gall. Fence replaced by NONE Waterline TILE, std/upgrd STD Perim. 74 ft P&Spa per. It Concrete removed 0 of TILE: ORLEANS OR -2 BY: LAUD. SWIMOUT (total length) 4 ft Sawcut, concrete, length 0 It Trim TILE, type NONE City/ft 0 Deep end LOVESEAT 0 ft Engineering/shoring O ft Border type It Shallow end LOVESEAT 0 It A -Frame 0 112 out 0 All out Pool LIGHT 300 Watts 12 Volts TEP length, total 0 It DIG TYPE DIG & SHUTTLE HAUL Extra POOL LIGHTS 0 Qty Raised BOND BM FT 6" 1 DOOR ALARMS 0 AMT Pool INTERIOR finish SUNSTONE LIGHT 12" 0 18" 0 24" 0 POOLALARMS 0 AMT INTERIOR color SUNSTONE-CAYMAN PREFILTER water NONE OTHER ITEMS: NOTE: DECK COLOR TO BE KRISP KHAKI 5FT DEPTH NOTE: TILE SELECTION TO BE NEW ORLEANS OR -2 ANn VORM COVE 1 min 6'0 NOTE: SPA PACKAGE DOES NOT INCLUDE LP TANK OR HOOK UP ASTM/ANSI Al 12.19.8 CKI MMFR 22'0 GARAGE RIGHT 3'0 310 t'6 2'0 BRIDGE I 1910 2'0 } 2'0 N 3102 8 2'0 2'0 I 228 3'0 { 6'6 6'O 5'0 6'5 516 1810 4'6 LAKE MONROE 6'6 610 7'0 7'5 13'6 1013 2O 2'0 1'D 2'0 1'O V6 SR 46 I 211 1'6 } — 510 1010 } 2'01— 3'O I 4'0 --t 2'0 12' 0 I FILTER type DE 60 size 60 of CLEANER NONE AREA 642 SPA size sf 28 PERIM cant 12 INLINE chlorinator YES PUMP/motor HP 2.6 Type CLEANER stub out only NO AUTO sanitizer NONE Extra pump/mtr HP 0 Type INFLOOR SYSTEM NO HEATER STA RITE 333BTU POOL RETURNS 3 AMT FLOOR hds 0 Other hds D HEATER type PROPANE SKIMMERS 1 PLUMB. run ft 26 THERAPYjets 0 SPRAYjets 0 SIZE 333K Dual therm. NO OTHER: YES 642 SF SPILLWAY spa COLOR WATERFALL NONE SHORT load NO AQUALINK NONE HILD FENCE BY: TURNDOWN deck SIZE SEE DETAIL ENCEBY: SPA remote NO 18" -ft 0 PLANTER FORMING 17 ft Fi EgTICS NO 3TD electric YES EXTRA lights 1 TYPE ACRYLIC AREA 642 SPA size sf 28 PERIM cant 12 SLOWER YES HEATER YES COLOR KRISP KHAKI DAM wall length It 7 Width 6 REM light sw NO EXTRA pump 0 TOP patio sf 0 PREP patio 0 BLOWER hp 1 LIGH1 12 76 AQUA LINK NO SPA remote NO TOP type ACRYLIC 0 SPA JETS 4 RET lines 0 AUTO sanit. NO Remote stand NO CANTILEVER 70 ACR band 0 SPA raised 0 AIR switch NO ERV upgrd NO FIBEROPTICS NO BAND width " 0 Color 0 GLASS BLK 0 SF 0 QTY DTHER: FOOTERS ft 0 D O DRAIN 40 BOOSTER PUMP 0 HP RISER type NONE 0 It SPILLWAY spa model 0 CONCRETE PUMP YES 642 SF SPILLWAY spa COLOR GREEN BY: ACTION SHORT load NO RET wall NO GRAB RAIL 0 QTY HILD FENCE BY: TURNDOWN deck 24"- It 0 OTHER: ENCEBY: 12" -ft 0 18" -ft 0 PLANTER FORMING 17 ft DECK CONCRETE WITH FIBERMESH o REINFORCING. 388 DOUGLAS AVE Owner's Name CENTEX HOMES LAUREANO H Tel 407-661-2147 ALTAMONTE SPRINGS FL 32714 Job Address 104 WILLOWBAY RIDGE STREET Tei 0 Construction Tel (407) 661-2192 Job City SANFORD w FI Zip 32771 Fax 0 AX NUMBER (407) 661-9091 Legal Lot # 166 Subdivision PRESERVE AT LAKE MONROE Block(Phase 0 Plat Book 62 Page 12-16 County SEMINOLE Desi ner KEN GREGORY IlDrawn by KG Chkd Date Sold 3/11/2004 IScale 1/8'. =1'•-0" PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT .156,: PRESERVE AT LAKE MONROE AS RECORDED IN PLAT'BOOK 62, PAGES 12-j5; OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) •:} ° " LOT 156 CONTAINS' 6965 SQUARE FEET. f .(LOT ONLY) THIS STRUCTURE CONTAINS'2169 SQUARE FEET t TOTAL CONCRETE 497 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 4299 SQ. FT, t PERCENT OF CONCRETE & STRUCTURE TO LOT 387 t SQUARE FOOTAGE (UP,- TO CURB) LOT '156 UP TO CURB CONTAINS 7509 SQUARE FEET t THIS STRUCTURE CONTAINS 2169 SQUARE FEET'f CONCRETE 829 SO. FT. t INCLUDING '(SIDEWALK /APRON) TOTAL SOD 4511 SQ. FT. t SPSP - 0 p A=2'51'59" L=50.03' P R=1000.00' _ 1 52 CB=N61'25'19"W LOT 158 1 N yQE C=50.02' 1" = 30' ' - GRAPHIC SCALE 0 15-. 30S S0 v 12.0 I :2 1, 1 1 V) IQ11 PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT .156,: PRESERVE AT LAKE MONROE AS RECORDED IN PLAT'BOOK 62, PAGES 12-j5; OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) •:} ° " LOT 156 CONTAINS' 6965 SQUARE FEET. f .(LOT ONLY) THIS STRUCTURE CONTAINS'2169 SQUARE FEET t TOTAL CONCRETE 497 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 4299 SQ. FT, t PERCENT OF CONCRETE & STRUCTURE TO LOT 387 t SQUARE FOOTAGE (UP,- TO CURB) LOT '156 UP TO CURB CONTAINS 7509 SQUARE FEET t THIS STRUCTURE CONTAINS 2169 SQUARE FEET'f CONCRETE 829 SO. FT. t INCLUDING '(SIDEWALK /APRON) TOTAL SOD 4511 SQ. FT. t SPSP - 0 p A=2'51'59" L=50.03' P R=1000.00' _ 1 52 CB=N61'25'19"W LOT 158 1 N yQE C=50.02' 1" = 30' ' - GRAPHIC SCALE 0 15-. 30S S0 v 12.0 I :2 II1 1 V) IQ11 w LOT 157 In 0 r z OzN Z PLAtiS REVIEWEDCITY ®- NFORDQEDJA I w LOT 155 40.00' BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH I :2 A=8'28'35"- 1 V) IQ A=5'36'08" PROPOSED L=144.24 i Do a 3016 R=975.00' 5 pr) a (p FINISHED FLOOR o o I a ELEVATION=14.60 o I w DOaw z .— I N 1 z l 20.0 _ 4 [ n 7.1' III, 1 1I , 1I111 1 10' UTILITY EASEMENT BUILDING SETBACKS FRON T: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES. SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X AREA OUTSIDE 100 YEAR FLOOD PLAIN. BEARINGS 'SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 156 BEING N 89'52'41" E PER PLAT. FIELD DATE:) REVISED: SCALE: 1 = 30 FEET APPROVED BY: Si JOB NO. ASM39768 PLOT. PLAN 12-02-03 SDO DRAWN BY: LOT FIT 12-30-02 CKB C:V I f SM39V1SM397fi0.dwq,_1215/2003,10:22:07AM ., . 5.00 CB -N61 `25'32"W C=238.97' - WILLOWBAY RIDGE STREET 50' RIGHT-OF-WAY - LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH A=8'28'35"- 0N A=5'36'08" CENTERLINE L=144.24 10 L=95.33' RIGHT OF WAY LINE R=975.00' IV) - R=975.00' - - PT n _ CB=N64'13'36"W C=144.11' CENTERLINE OF7 d=14'04'43" CB=N57'I1'15"W PCC=95.30' _ I / RIGHT-OF-WAY L=239.58' R=97 BUILDING SETBACKS FRON T: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES. SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X AREA OUTSIDE 100 YEAR FLOOD PLAIN. BEARINGS 'SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 156 BEING N 89'52'41" E PER PLAT. FIELD DATE:) REVISED: SCALE: 1 = 30 FEET APPROVED BY: Si JOB NO. ASM39768 PLOT. PLAN 12-02-03 SDO DRAWN BY: LOT FIT 12-30-02 CKB C:V I f SM39V1SM397fi0.dwq,_1215/2003,10:22:07AM ., . 5.00 CB -N61 `25'32"W C=238.97' - WILLOWBAY RIDGE STREET 50' RIGHT-OF-WAY - LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY CENTERLINE PCC POINT OF COMPOUND CURVATURE RIGHT OF WAY LINE POC POINT ON CURVE XX%X PROPOSED ELEVATION OR OFFICIAL RECORD PO PLANNED DEVELOPMENT- . PROPOSED DRAINAGE FLOW DENOTES DELTA ANGLE L DENOTES ARC LENGTH O CONCRETE C.B. DENOTES CHORD BEARING LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE LS LAND SURVEYOR PI DENOTES POINT OF INTERSECTION PRM PERMANENT REFERENCE MONUMENT PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL P) PER PLAT- - A/C AIR CONDITIONER M) MEASURED CBW CONCRETE BLOCK WALL FND FOUND RP RADIUS POINT C/W CONCRETE WALK CS CONCRETE SLAB S/W SIDEWALK C CHORD LENGTH CP CONCRETE PAD SQ. FT. SQUARE FEET PBR PLAT BOOK RADIUS NO NATURAL GRADE PGS PAGES R/W RIGHT-OF-WAY r 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH x MAY AFFECT THE TITLE OR USE OF THE,LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE,SIGNATURE AND THE ORIGINAL RAISED SEAL OF' A FLORIDA LICENSED SURVEYOR a k AND MAPPER. r CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 (407) 426-7979 ri FOR THE FORM 60OA-2001 y FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 3016 LMR j 5(V Builder: CENTEX HOMES Address: 1Qq WILLOWBAY RIDGE STREET Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central I . New construction or existing New -12- Cooling systems specifications covered by this 2. Single family or multi -family Single family _ a. Central Unit Cap: 29.0 kBtu/hr 3. Number of units, if multi -family 1 -SEER: with the Florida Energy Code. 12.00 4. Number of Bedrooms 6 _ b. Central Unit Cap: 22.0 kBtu/hr _ 5. Is this a worst case? Yes _ this building will be inspected for SEER: 12.00 _ 6. Conditioned floor area (112) 3016 fV c. N/A 7. Glass area & type Florida Statutes. c0D a. Clear - single pane 275.0 fie _ 13. Heating systems AIMSa a b. Clear - double pane 0.0 fie _ a. Electric Heat Pump Cap: 29.0 kBtu/hr c. Tint/other SHGC - single pane 0.0 f12 _ HSPF: 7.80 _ d: Tint/other SHGC - double pane 0.0 ft2 b. Electric Heat Pump Cap: 22.0 kBtu/br _ 8. Floor types _ HSPF: 7.75 _ a. Slab -On -Grade Edge Insulation R=0.0, 173.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 1059.0 ft2 _ EF: 0.86 b. Frame, Wood, Exterior R=11.0, 1086.0 ft2 _ b. N/A c. Frame, Wood, Adjacent R=11.0,318.0 ft2 d. N/A _ c. Conservation credits e. N/A HR -Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated beat pump) a. Under Attic R=19.0, 1804.0 112 _ 15. HVAC credits PT, _ b. N/A _ CF -Ceiling fan, CV -Cross ventilation, c. N/A HF -Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 1.0 ft _ MZ -C -Multizone cooling, b. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 1.0 fl MZ -H -Multizone beating) Glass/Floor Area: 0.09 Total as -built points: 40100 PASSncSTotalbasepoints: 46089 I-f-1 7 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Coij'e: PREPARED BY: GSC. DATE: NOV W5 2003 I hereby certify that this building, as designed, is in compliance with the Flor erge. OWNER/AGENT: DATE: Nnv 9 CZ Review of the plans and ST,9 specifications covered by this 10E calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 1.1, Florida Statutes. c0D W -U SqO BUILDING OFFICIAL- AIMSa a E isEVVVIE DATE:. EnergyGauge® (Version: FLRCSB v3.2) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 3016.0 25.78 13995.4 Single, Clear W 1.4 15.0 32.0 53.47 1.00 1702.9 Single, Clear S 1.4 15.0 16.0 44.66 0.99 708.2 Single, Clear E 1.4 15.0 16.0 59.31 0.99 944.0 Single, Clear E 1.4 17.0 40.0 59.31 1.00 2361.3 Single, Clear E 1.4 13.0 7.0 59.31 0.99 412.5 Single, Clear N 1.4 6.0 32.0 27.96 0.95 848.7 Single, Clear N 1.4 4.0 10.0 27.96 0.90 250.4 Single, Clear W 1.4 6.0 32.0 53.47 0.93 1589.8 Single, Clear S 1.4 6.0 16.0 44.66 0.89 634.2 Single, Clear S 1.4 6.0 16.0 44.66 0.89 634.2 Single, Clear E 1.4 6.0 16.0 59.31 0.93 882.5 Single, Clear E 1.4 6.0 16.0 59.31 0.93 882.5 Single, Clear E 1.4 6.0 16.0 59.31 0.93 882.5 Single, Clear W 1.4 4.0 10.0 . 53.47 0.84 449.9 As -Built Total: 275.0 13183.4 WALL TYPES Area X BSPM Points Type R -Value Area X SPM = Points Adjacent . 318.0 0.70 222.6 Concrete, Int Insul, Exterior 4.1 1059.0 1.18 1249.6 Exterior 2145.0 1.90 4075.5 Frame, Wood, Exterior 11.0 1086.0 1.90 2063.4 Frame, Wood, Adjacent 11.0 318.0 0.70 222.6 Base Total: 2463.0 4298.1 As -Built Total: 2463.0 3535.6 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Wood 20.0 7.20 144.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 CEILING TYPES Area X BSPM Points Type R -Value Area X SPM X SCM = Points Under Attic 1804.0 2.13 3842.5 Under Attic 19.0 1804.0 2.82 X 1.00 5087.3 Base Total: 1804.0 3842.5 As -Built Total: 1804.0 5087.3 FLOOR TYPES Area X BSPM Points Type R -Value Area X SPM = Points Slab 173.0(p) -31.8 5501.4 Slab -On -Grade Edge Insulation 0.0 173.0(p 31.90 5518.7 Raised 0.0 0.00 0.0 Base Total: 5501.4 As -Built Total: 173.0 5518.7 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 SUMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: EnergyGaugeT"' DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCSB v3.2 BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM Points 3016.0 14.31 43159.0 3016.0 14.31 43159.0 Summer Base Points: 59918.4 Summer As -Built Points: 59633.8 Total Summer X System = Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 59633.8 0.569 1.087 x 1.150 x 1.00) 0.284 0.950 10871.0 59633.8 0.431 1.087 x 1.150 x 0.90) 0.284 0.950 8246.9 59918.4 0.4266 25561.2 59633.8 1.00 1.188 0.284 0.950 19117.9 EnergyGaugeT"' DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB 0.2 BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 3016.0 5.86 3181.3 Single, Clear W 1.4 15.0 32.0 10.74 1.00 343.5 Single, Clear S 1.4 15.0 16.0 7.73 1.00 123.2 Single, Clear E 1.4 15.0 16.0 9.96 1.00 160.0 Single, Clear E 1.4 17.0 40.0 9.96 1.00 399.7 Single, Clear E 1.4 13.0 7.0 9.96 1.00 70.0 Single, Clear N 1.4 6.0 32.0 12.32 1.00 393.1 Single, Clear N 1.4 4.0 10.0 12.32 1.00 122.7 Single, Clear W 1.4 6.0 32.0 10.74 1.01 346.7 Single, Clear S 1.4 6.0 16.0 7.73 1.04 128.5 Single, Clear S 1.4 6.0 16.0 7.73 1.04 128.5 Single, Clear E 1.4 6.0 16.0 9.96 1.02 161.9 Single, Clear E 1.4 6.0 16.0 9.96 1.02 161.9 Single, Clear E 1.4 6.0 16.0 9.96 1.02 161.9 Single, Clear W 1.4 4.0 10.0 10.74 1.02 110.0 As -Built Total: 275.0 2811.7 WALL TYPES Area X BWPM Points Type R -Value Area X WPM = Points Adjacent 318.0 1.80 572.4 Concrete, Int Insul, Exterior 4.1 1059.0 3.31 3500.0 Exterior 2145.0 2.00 4290.0 Frame, Wood, Exterior 11.0 1086.0 2.00 2172.0 Frame, Wood, Adjacent 11.0 318.0 1.80 572.4 Base Total: 2463.0 4862.4 As -Built Total: 2463.0 6244.4 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Wood 20.0 7.60 152.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 258.2 CEILING TYPES Area X BWPM Points Type R -Value Area X WPM X WCM = Points Under Attic 1804.0 0.64 1154.6 Under Attic 19.0 1804.0 0.87 X 1.00 1569.5 Base Total: 1804.0 1154.6 As -Built Total: 1804.0 1569.5 FLOOR TYPES Area X BWPM Points Type R -Value Area X WPM = Points Slab 173.0(p) 1.9 328.7 Slab -On -Grade Edge Insulation 0.0 173.0(p 2.50 432.5 Raised 0.0 0.00 0.0 Base Total: 328.7 1 As -Built Total: 173.0 432.5 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB 0.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCSB v3.2 BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM Points 3016.0 0.28 -844.5 3016.0 0.28 844.5 Winter Base Points: 8199.1 Winter As -Built Points: 10471.8 Total Winter X System Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 10471.8 0.569 1.078 x 1.160 x 1.00) 0.438 0.950 2971.4 10471.8 0.431 1.078 x 1.160 x 0.92) 0.440 0.950 2268.7 8199.1 0.6274 5144.1 10471.8 1.00 1.200 0.439 0.950 5240.0 EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE CODE COMPLIANCE AS -BUILT. WATER HEATING 9r-1-1NumberofXMultiplierTotalTankEFNumberofXTankXMultiplierXCredit = Bedrooms Heating + Hot Water = Total Points Points Points Volume Bedrooms Ratio Multiplier 6 2564.00 15384.0 50.0 0.86 6 1.00 2623.63 1.00 15741.8 As -Built Total: 15741.8 i VUE EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points. Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 25561 5144 15384 46089 19118 5240 15742 40100 i VUE EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 rORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details . FADDRESS: , , PERMIT #: 6A-21 INFILTRATION, REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft window area; .5 cfm/s .fL door area. Exterior & Adjacent Walls 606.1 ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; Swimming Pools & Spas 612.1 foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends Shower heads 612.1 from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or, joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, Insulation 604:1, 602.1 soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from. conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA -22 OTHFR PRFSCRIPTIVF MFASt1RFS fmtist hP met nr Pxr_PPrtPri by all racielpneac 1` COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat tra required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water.flowmust be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for.each system. Insulation 604:1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 1. New construction or existing New -12- Cooling systems 2. Single family or multi -family Single family -ftCentralUnitCap: 29.0 kBtu/hr 3. Number of units, if multi -family 1 -SEER: 12,00 _ 4. Number of Bedrooms . 6 _ b. Central Unit Cap: 22.0 kBtuft _ 5. Is this a worst case? Yes _ SEER: 12.00 _ 6. Conditioned floor area (W) 3016 ft' c. N/A 7. Glass area & type a. Clear - single pane 275.0 ft' _ 13. Heating systems b_ Clear - double pane. 0.0 ft' _ a. Electric Heat Pump Cap: 29.0 kBtu/lu c. Tint/other SHGC - single pane 0.0 ft' _ HSPF: 7.80 d_ Tint/other SHGC - double pane 0.0 ft' b_ Electric Heat Pump Cap: 22.0 kBtu/by _ 8. Floor types HSPF: 7.75 _ a. Slab -On -Grade Edge Insulation R=0.0, 173.0(p) ft _ c. N/A b_ N/A c. N/A 14. Hot water systems 9: Wall types a_ Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.1, 1059.0 IP _ EF: 0.86 _ b. Frame, Wood, Exterior R=l 1.0, 1086.0 ft- _ b. N/A c. Frame, Wood, Adjacent R=11.0, 318.0 W d. N/A e. Conservation credits e. N/A HR -Heat recovery, Solar l0_ ' Ceiling types DHP-Dedicated heat pump) a. Under Attic _ R=19.0, 1804.0 W _ 15. HVAC credits PT, _ b. N/A CF -Ceiling fan, CV -Cross ventilation, c. N/A HF -Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc_ AH: Garage Sup. R=6.0, 1.0 ft _ RB -Attic radiant barrier, b. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 1.0 ft MZ -C -Multizone cooling, MZ -H -Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: N G V 2 5 2003 Address of New Home: )Oq WILLOWBAY RIDGE ST City/FLZip: LAKE MONROE/32747 NOTE.- The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStar'mdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list ofcertifted Raters. For information about Florida's Energy Efficiency .Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCSB v3.2) RIGHT -J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 3016 8.29.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 0 •WSW For. CB40X-FO OLACOBS i Desi nwln`fordmatlon.f + Weather. Orlando AP, FL , US Winter Design Conditions Heating Summary Summer Design Conditions 38 °F Outside db 70 °F Inside db 32 DF Design TD y range Relative humidor Moisture difference Building heat loss 40343 Btuh Ventilation air 0 Cfm Ventilation air loss 0 Btuh Design heat bad 40343 Bluh I • • 0011114" I •1 • • ii -•.•4. Area (ft') Volume (W) Air g(ur Equiv. AF(drm) Infiltration Simplified Average Hea;fi1g 241280. 706 281 93 °F 75 °F 18 °F M 50 % a • ti Sensible Cooling Equipment Load Sizing Structure 31184 Btuh Ventilation 1485 Btuh ignn t swing 3.0 °F mperature Rate/swing multiplier 0.98 Total sens. equip. load 32016 Btuh Latent Cooling Equipment Load Sizing Internal gains Ventilation Cooling Infiltration 3016 Total latent equip. bad 24128 0.40 Total equiprrient bad 161 Req. total capacity at 0.70% SHR Heating Equipment Summary Make n/a Trade n/a n/a Efficiency n/a Heating input Heating output 0 Btuh Hea bbnnqq temp rise 0 °F Actualheating fan 0 Cfm Heating air flow factor 0.000 cfrT>/Btuh 2300 Btuh 2212 Btuh 4744 Bluh 9255 Btuh 41271 Bluh 3.8 ton Cooling Equipment Summary We n/a Trade n/a n/a n/a Efficiency Sensible cooling Latent coding Total COOlirlg Actual Coding fan Coding air flow factor n/a Load sensible heat ratio n/a 0 Bk h 0 Btuh 0 Btirh 0 Cfm 0.000 cttTdBtuh 0 %. Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wnghrtsoft Right -Suite Residential- 5.5.06 RSR26014 2002 -Aug -06 13:49:59 CCP• E:\Files\f\Fox & Jacobs 2002\3016\3016.rsr Page 1 RIGHT -J CALCULATION PROCEDURES A, B, C, D0EntireHouse DEL AIR HEATING,AIR CONDITIONING,R Job: 3016 8.29.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 631-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 24128 ft' x 0.0167 = 281 cfm Isolated zones = 0 cfm Total= 281 cfm 2 Winter infiltration load 1.1 x 281 cfm x 32 °F WrterTD = 9909 Btuh 3. Winter infil6ation HTM 9909 Bhih / 310 ftZ Total window = 32.0 Btuh/ftz and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF Sensible ventilation load 0.40 ach x 24128 fN x 0.0167 = 161 cfm Btuh Isolated zones = 0 cfm Sum of ventilation and structure bads Total = 161 cfm 2 Summer infitr'ation load Equipment st2irtg bad - serd* 32016 1.1 x 161 cfm x 18 °F SLmrnerTD = 3185 Bluh 3. SuTimer infillratbn HTM 0.68 x 75 cfm vent x 43 grAb moistdiff. 3185 Btuh / 310 ftZ Total window = 10.3 Btuh/ft2 Btuh and door area 4744 Btuh Procedure C - Latent Infiltration Gain 0.68 x43 gob moistdiff. x 161 cfm = 4744 Bluh Procedure D - Equipment Sizing Loads 1. Sensible sizing load Sensible ventilation load 1.1 x 75 cfm vent x 18 °F SZrrrnerTD 1485 Btuh Sensible bad for structure (Line 19) 31184 Btuh Sum of ventilation and structure bads 32669 Btuh Rating and temperatrue swig multiplier x 0.98 Equipment st2irtg bad - serd* 32016 Btuh 2 Latent slung bad Latent ventilation bad 0.68 x 75 cfm vent x 43 grAb moistdiff. 2212 Btuh Internal bads = 230 Btuh x 10 people 2300 Btuh Infiltration bad from Procedure C 4744 Btuh Equipment srz1g bad - latent 9255 Bhb Construction Quafity is: a No. of Fireplaces is: 0 Prir but certified by ACCA to meet all requirements of Manual J 7th Ed. wrightsoft Right -Suite Residential- 5.5.06 RSR26014 2002 -Aug -06 13:49:59 ACCk E:\Files\t\Fox & Jacobs 2002\3016\3016.rsr Page 1 7__ RIGHT -J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job: 3016 8.29.01 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R UTIUPDR M.BTH a n n a c n 0 d 1 1 90 1.0 1.0 1.0 3.2 20A 10.0 0.0 MSTR. BR a n n a c n 0 d 1 1 90 1.0 1.0 1.0 5.2 20A 16.0 0.0 a n n a c n 0 d 1 1 90 1.0 1.0 11.0 5.2 20.4 16.0 0.0 WIC/PNTRY KITCHEN a n w a c n 0 d 1 1 90 1.0 1.0 11.0 3.3 54.4 4.0 0.0 FAMILY a n w a c n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 16.0 0.0 b n w a c n 0 d 1 1 90 1.0 1.0 11.0 7.0 54.4 40.0 0.0 DINING/LIVING a n e a c n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 a n S a c n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 16.0 0.0 BTH2 a n e C c n 0 n 1 1 90 1.0 1.0 1.0 3.2 87A 10.0 0.0 BDRM4 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 BDRM3 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 BDRM2 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 16.0 0.0 wrlghtSCV t Right -Suite Residential"' 5.5.06 RSR26014 2002 -Aug -06 13:49:59 E:\Files\f\Fox & Jacobs 2002\3016\3016.rsr Page 1 HALUSTAIRS BDRM5 a n s c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 30.4 16.0 13.5 GAME RM/BDRM6 a n e c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 32.0 0.0 a n S c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 30.4 16.0 13.5 wnghtsoft Right -Suite Residential- 5.5.06 RSR26014 2002 -Aug -06 13:49:59 E:\Files\f\Fox & Jacobs 2002\3016\3016.rsr Page 2 RIG)iTWORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 3016 8.20.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 PmADLA certified by ACCA tD med all reWmmen s of Marital J 7th Ed. wrrrgl irtsol t Right -Suite Residential- 5.5.06 RSR26014 2002 -Aug -06 13:49:59 E:\Files\f\Fox & Jacobs 2002\3016\3016.rsr Page 1 mwwxir .E n to 1 Namedroorn Entire Hale ZONE 1 ZONE 2 2 LerxhdegosedM 357.0 ft 181.0 ft 176.0 ft 3 Rxmdrrraieors 4 Ceik% Cordl.Op6on 8.0 1 heaVoocl d 8.0 ft d o 8.0 ft d o TYPE CFCST HTM Area Load W) Pres Load Put) Area Load (BAir) Area DPOSUFE NQ Hlg Cig On H19 Gs P) His CLJ fF) Hts C9 Hi9 G9 5 Gross a 14B 4.f 21 1 1280 b 13C 1 1 16B mob and c 12C 2 1. partitias d o. o: e ox 0. f 0. 0. 6 Widamard a 1C 37. 8575 11 172 glass doors b 8C 37. 1476 Heating c 9C 38. C C f 0. 0 7 Wrd m and Nath 20. 1400 42 857 75""a2 glass doors NEM 0. 0 0 0 0" Cooky EW 56 1 10231 92 5005 so EZE" SESW 0. 0 00 0 South 30A 21 636 16 486 5"" 150 Horz 0. 0 00 0 8 Otherdoas a 11A 18. 12 717 484 3B 717 484 b 11A 18. 12 0 0 01c0. 0. 0 0 0 C 9 Net a 14B 4. 21 1110 5115 2286 1110 5115 2286 eposed b 13C 3 1 1 473 176 158 473 176 vials and c 12C 2 1. 1286 3704 2500 0 129E 3704 2500 partitiars d 0. 0. 0 e 0. 0. 0 0 0 f 0. 0. 0 0 10 Cet'6ngs a 16G 1. 1. 1 2014 2643 41 541 151 lffP. 2103 b 0. 0. 0 00 c 0. 0. 0 0 0 0 d 0. 0. 0 0 0 e 0. 0. 0 0 0 f 0. 0. 0 0 0 11 Floors a 22A 25.S 0. 181 4692 0 181 4642 Note: room b Of 0. 0 0 0 0 c 0. 0. 0 0 isP d ply. d 0. 0. 0 0 forslab a 0. 0. 0 0 0 floors) f 0. 0. 0 12 Infiltration a 32q 10.3 3101 9800 31851 188 6000 1931 1221 3899 1251 13 Subk)talloss4i+8-+11+12 36676 72961 13714 Less eernalheafing 0 C 0.... Less transfer 0,••• redistribution 14 10° 3868- 10'/ 2296"" 10'/ 1371 15 Total loss =13+14 40343 2957 15OB6 16 frit gain: People @ 300 1 3000 2400 2""600 1 1800 1800 17 Subtot RSH gai 7 2+@16 28349 1 12384 Less eternal coD5rq 0 Coorrig re bu6on 18 Dud 10' 2835 1(7/j 1547 10/ 1238 114 f 19 Teal RSH gai"17+18)-PLF 1.00 31184 1.00 175M 1.00 1 20 Air required (dn) 1800 1800 loog1000 PmADLA certified by ACCA tD med all reWmmen s of Marital J 7th Ed. wrrrgl irtsol t Right -Suite Residential- 5.5.06 RSR26014 2002 -Aug -06 13:49:59 E:\Files\f\Fox & Jacobs 2002\3016\3016.rsr Page 1 1 file INrcwumr[ sum ran , WaC Doan REVISIONS Ft 'f I N 1 Sea1Cp r! Toc--ae rtor . no REV. N0. 20NE: DATE: ECN N0. APPVO: DESCRIPTION AND WI(D.A011[fA[ (ALOTa aNi l) Volf orrroMu SSY aw3 as Ia-- A ) 82 11/00 - - MWW OTY (1) WAS (2) FOR TRACK BOLT I NDIIICONTAL TRACK kVP"T NY r 1 10 G IN CMO SMCS ATTACNCD TO OOOR COW WSTAtLCII (T0 BLtt) y7Kn1N'YIM PATCk CtNNTCO TOO -HDC STM T0/, saTTOY fCR), D 7- 17. cA. aur, STta nID IIU01R. j 1 / AfiW[0 T4" "TX W000 W sCPCTTL LISTED yypp}j aoultt TPACK a • 14fY ArALASL AS AN onaN 0 NCW Y• v TMCK tI3• our. sr, WKY ti ssSStt 4 ke°Coill si0fs (ryp4) S -t/['113 G nA SIX IRAeN IAAeKfi, i • •% • 19] ' I ® ® T'YO IOwr IDCxYq n ( t) TNtJi M117iLTf r37i 31DG 1 UM.10P sPICKQ I- REPORT#9606C ` a"x°'"` C Mup1 rNACK U - N0 wrA A uN.l Lf1W w.nu eeTwi 7 ' ri PA7 O.4 TWO U -6W OliCTION. a.) wPrr I I rf/1• war .Itt.4 IaRtWs OPr10wL VCNq - A WT04AL UMM M= LOCA PWWN YEN n.mus - 1 1•d 1- SGLY f rWa WNfJ1 uA• 1INwtt wrNulr NUMr I MN 11• yr.a NOT ppOpgqn •yyP ro r. • NaN ``oNssur or t> f(C7TaNf ((fNowX. *C—WW4M" rim u.v, w,,ygT-I,CaI1W: W IgC1 l,f wr ec icairtoWlw OOOA OVN Y' -OA Ia011 CON71iT G (1 siC110M7 tNOf >. N W r310s 6"Wa (sur NOr R[OIxRFD) ro IPO'A0C A iU+311 1gIKrtINa STOP YolI1DOW 11' COOK wSINul 1 (TO suR) NWACL IaRlOMAI iuief 00 NOT TAwIYG lDrO. 7M Tp7.0Y rINL Awls to OA. 664 440. SIAL Do s= x• YNICK ° Aaucs° i StR 20 oA G4V, sTvl wrDl. siws10t. serY I Qi. auv STT TMCK C3 23 QA. WY. 3RD. UTC RCTAYWI W((t- IAM NCAO fGCn 1s s' W fC Z+ 1Ku1 CGICO MIM 0-ta Nw. (10 SCRMS D1 UM Sul 3i.' COnW (C-00 j\ f G1LVMaxwO, "a -OM PNMOT. )•pl N cvms (L000 PY YML CONCMTQ 011 \7/II' I.p. s0UM0 PWwX AN A WiLO-MI PQf.YCSTCII 1/111 TNCON r -ft" b1 IT -1/x• ci imm (7.000 IASRX(ll (OMC.PM S0NCJ1) 1A1S fCpL V. NeC TOP COAT O 0 sOM SNM UTCN CNOIOCS Ps MiL C W1311017 YYClUOCD WfM r ) c>rea $Kw. Ix oA "y. STM Tor o [ wa„ xu t.Mu[IM°NO T o.a Nw. ws+CP ncouPrD 7 awv. smL TucK rA[rorD ro y N /T µltSTU wpt 1 0PM9KT. [ICN WTI TNICONl. IMCIIOM wY N pyNfCRfU1Yf 13 Cti Qkv. STM TIUOt YRic0cm, IIMCKR ATTACNCO W/(1) w fAGI ixX 0/ COW. (pit NOT KOtxP1D) TO MOAp(A IIYw TIpY7l Alt 1p !NO(R / Iu ' AND SINP W 70N13. s111 s/V "U Y X90 /lJ;. NpKCOMUL 1b103 DD MOT rAm a1 z6f" W" WaV[ ii (t 1 / i 4 sm" PCA w0 MMOL S owmaO[ KCTCO IVo"t CNO x' OK wORT• STW. to 6.4 S= AOULL g 1/ W. NCOALLV. STC0. [ ; SfYi "K weruv DD, . C. ASRNOO TO * 'S iM0. •' preP `mu eI ••,.. Kr e.N.x ye ne,u e.e RDFDA P.C. IMNf 3(xti W 1) INS/s• wp0[ HAMS SMf NOM CMOUIN .f. j3x17x . t T TALL LLL1 ' fa - I is OA. auv, sru`` TArrva •'g w DESIGN LOADS: +24.0 P5I do -14.5 PSF MM. Yc"'IT11IM 30 KD _ 0una[ 'c'4 L TK ALSO00H MS L11 iOP THC P" mMOMMu [)Li[Mi t TMC PD ONSISLLRT a TT+c PRp/CSIaTII a TEST LOADS: +30,0 PSI dt -37.0 PSR I 7; .. NAXOIC OF 0000. Kcolt0 MR THC s kwo OR FWNMIIL ANO w ACCOIIO a I 7' TILL 130 aA GLV. M L U -W1 CNO ftxxi DOLT MrN CUM[M su"m 0=11 MR IN[ WAN urTW ON wawa I.Yrn.r A.natsLIWA :-1-1-, rATTDIN (I.Cr TWo Mm" siu3 LOCX wGO[1 - MS oRAWllq, wi riX A RNem UiLPART NO.: - t a/r Ila ON 877M sCCDOX, ONi u -w a Ntxr wro vCsnGLAAttCIION [Tc,) TIc„ U-IAII ATTACM[0 Tr1AUL oNt UnM/s slaw OthrYrw Ii f g1K, X If00 1- MMI s3/i Sty iMhN6 SO" LOCX a awMr V.I/n N. +w« . halnn0ti 45zoz Plu SDN , a1nAv p[ wX"laouan as TOLERANCES «. IDEAL TIL 1.17p1. 41W o COM. w y ,"w",.,,w.,p„"';I,ii .0.. 1.03 "us mamomm FOAL 1-SI}T{x- 7119 t sramN AA fSInI NCXI IIYwItlibwlf.w I. • ' *•01S DESCRIPTION: MOOEL 6RST Wt 16-0 x. 8-0: I4/-14,3 OESION LOAD 000 • Loos 17 a uLv, SR¢ OprtON MNCKCT. u11Wb ti «Iw« w 0000. 1.001 DRAWN L BY: BMM DATEt 4/18/00 SCALE: NTS CWC. A1TAG1(p WIM (x) /INS/s' wf1T YQ1L 7CRM'f. M rrPWy VNMrr. R l ! r./1 wg11W ' *'/T CHECKED BY: WWW DATE: 4/18/00 SHEET ) of t SIZE L Tno-O MOM + - UnlessONCH s 4 LINOCprojectionowCNsloNsAALw uKAlu. OwC. NO.; 102 135 REV. N0. 1 t I sy ii0 OESIONATION: Thermo -Tru In -Swing Door Wood %lames System nccicN PRESSURE RATING 3 MAX t6' O.C. Single Positive. 67.0 PSF Negative 67.0 PSF IAxiMUM OVE l I NOTA NAL g7F- Single up to 3'4 i. eb r/wo side fell delltes Double up to 6'4 x 8'0 r/wo a du4'ea ; " a Single with SiEePositive 60.0 PSF Negative 60.6 PSF Double w/wo Sidslites Positive 47.0 PSF Negative 47.0 PSF fa I -•mc nNR a•na x, ox, xo. oxo, xX, oXXo ' ' ZFNPnu eFcr:alPnoN: The head and side jambs are geijoint pine - - n#cSuAnq a min. 4-9/16' with a '1/2' rabbeted atop. G i F 3/16- TAPCON P LIAX 16' O.C. 1/2" DRYWALL TYPE ANCHOR 3' t x 2 FIRRIIIG ME ANCHOR 771/2* ORMALL t : 2 PtRRWG t'• IA4saNRY trir{1 _ aJ ; tom. _ 7 < ; 71 I ix tltJat • .• ati eat i PFM wsEDLS /FAD JAtIB o Tv zx sue -auto t` f/2' WTrts4ll 2X 1EVCK I x 2 iut%% 1. •• 44 / 6 x 2-1/2• PFH WS t: .. ...i• ... J ANCHORTYPEANCHOR ELCO TAPCON Of' EQUAL 233 LB. SHEAR RATWG) J LdE86'1 J 3/16- TAPCON S.. net. 2) ED i HEAD 4WI u ro tx sue -Boat t/2' lxtrwu). Ix euat J m' 2Ir2 FlRFA i 3/16' T 2) . •'' . s« not.4. 2) ,•::'.;, TAPCON Ir '•. MAX. 'c. -1/4' MIN.1 SHIM SPACE vErtnotl swE 4Atre sw fMC[-1. 'i :. e - lx u9-0JUK 1.131 term NOT1'. }. This system hos been evaluatedfor we in locations r;dMring to theFlorida Building Code i VERnCAL SIDE 4w6 and where pressure requirements as determined by ASCE 7 Minimum Design Loods for Buildings To 2x SUB -N= t 1/•• tet and Other Structures do'not exeeed thedesignpressure ratings listed herein. OtL 2. For installations when the sub -buck is less than 1-1/2' (FBC section 1707.4.4 Anchorage 1ietliods and sub -sections 1707.4.4.1 and 1707.4.4.2) Topton type concrete oncMre- must be used and the length must be such L that o minimum 1-1/4' engag4 nent of the Topcon into the masonry wall is obtained. 613.664.3631 DAM 4/3/02 SCALE: N.T.S._ D•eC. W. WLN. CNN. sr. &W DRAWING NO, . T-02201 an¢1 t or t MASONRY x DRYWALL J/16' TAPCON TYPE ANCHOR f I WIN MAX 18, D.C. ORNALL 3TYP116- IAPCON E AhCHOR Ix BLOC MAX. SHIM SPACE 3116- TAPCON TYPE ANCHOR EDHEAD JAMBtoixsue—etx x 3/16- TAPCON TYPE ANCHOR ELCO TAPCON OR EQUAL 235 LB. SHEAR EATING) 23* MAX. SHIM SPACE EXTFRIO 3/16' WCON rype ANCHOR T_ INTERIOR IsMIN t.25* MO. LUR f x 2 JnRRWG DRYWALL MOjrL I)EMONArION, Thermo -Tru Out -Swing Door Wood Ifromes System.. F,,3fGN MAXIMUM MERALL NOMINAL SIZE: Single Up to 5*4 x 8*0 wleo s;doi't*3 PRMURF RATING: Single Single with Sidelites Positive 67.0 PSF Negative 67.0 PiF Po3jUv@ 60,0 PSF Negative 60.0 PSF Double up to 8'4 x 8'0 -/-0 sidelit" PFH WS L 4 Double w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF' WFIGURATION XOX: XO. OX0, XX. OXXID COWBAL DESCRIPTION.. The head and aide jamb* are finVerjoint pine INTEROR I 1. This system has been evaluated for use in locc,tions adhering to the norido Building Code 1.15' Ada measuring a min. 4-0/16' with a 1/2' robbet#d stop. 7,7- 7,, 4 25* MAX. sHlW W.Acc, MASONRY LINTEL MASONRY x DRYWALL J/16' TAPCON TYPE ANCHOR f I WIN MAX 18, D.C. ORNALL 3TYP116- IAPCON E AhCHOR Ix BLOC MAX. SHIM SPACE 3116- TAPCON TYPE ANCHOR EDHEAD JAMBtoixsue—etx x 3/16- TAPCON TYPE ANCHOR ELCO TAPCON OR EQUAL 235 LB. SHEAR EATING) 23* MAX. SHIM SPACE EXTFRIO 3/16' WCON rype ANCHOR T_ INTERIOR IsMIN t.25* MO. LUR f x 2 JnRRWG DRYWALL 7, I Ht SIDE JAMB '—IX SUCKGnIR.!!SU8_9= x Z -1y PFH WS Hr INTEROR I x 2 FIRRING NOTE., 1. This system has been evaluated for use in locc,tions adhering to the norido Building Code 1.15' Ada 15, MIN. — C—SINK EMB. W 25* MAX. sHlW W.Acc, IX SLCK and Other Structures do not exceed the design pressure ratings listed herein. 18 x 2-112- PFH WS MASONRY x DRYWALL J/16' TAPCON TYPE ANCHOR f I WIN MAX 18, D.C. ORNALL 3TYP116- IAPCON E AhCHOR Ix BLOC MAX. SHIM SPACE 3116- TAPCON TYPE ANCHOR EDHEAD JAMBtoixsue—etx x 3/16- TAPCON TYPE ANCHOR ELCO TAPCON OR EQUAL 235 LB. SHEAR EATING) 23* MAX. SHIM SPACE EXTFRIO 3/16' WCON rype ANCHOR T_ INTERIOR IsMIN t.25* MO. LUR f x 2 JnRRWG DRYWALL 7, I Ht SIDE JAMB '—IX SUCKGnIR.!!SU8_9= INTEROR I x 2 FIRRING NOTE., 1. This system has been evaluated for use in locc,tions adhering to the norido Building Code 15, MIN. — C—SINK DRYWIILL and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildings IX SLCK and Other Structures do not exceed the design pressure ratings listed herein. W-RI)CAL SLOE JAMB- For installations where the sub—buck Is less than 1-1/2* (FBC section 1707.4.4 Anchorage Methods TO 2X SUB—BUCK2. and iub—sections 1707.4.4.1 and 1707.4.4.2) Topcon typo concrete anchors must be used and the length must be such that a minimum 1-114' engagement of the Topcon into the masonry wolf Is obtained. 3. When using a IX sub—buck a 6-9/16' jamb is required to allow for min. edge spacing for Topcon type onchom weA Y1 :."j a/,Q(,EC DESIGNATION: :. Thermo -Tru In -Swing / Oat -Swing Door Wood Frames System 6MIMUM' OVERAt L NOMINAL SIZE Single up to 54 x eb 1 jwo sidelites . Double up to 84 x 8'0 r./wo sidelites j'4B CONFIGURATIONS X, OX, X0, 0X0, XX,OXXG GENERAL DESC41Pn= The head' and side jambs. are fingerjoint pine 1 measuring a min. 4-9/16' with o 1/2' robbeted stop. DOUBLE 2X ri.'`. v HEADER 6A' DESIGN PRESSURE RATING: Single Positive 67.0 PSF Negative 67.0 PSF Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF Doubit w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF 0 if-..... I/3- L KrIV1t1 L N. i g 2'4 l2OURLE DOOR PM WS 1 i -Nox Is' TYP.-q I SINGLF OR DO BLF DOOR WITH SIDEL/TES NO ' This system hos been evaluated for use in locations adhering to the Florida Building Code and where pressure requirements os determined by ASCE 7 Minimum Design Loads for Buildia;s and Other Structures do not exceed the design pressure ratings listed herein. 613.664.3831 DWG BY: W.LK CHK or: RW. DRAWING N0: T-02202 sHm I a I-- MIXCTNX SNFATHINo 26' MAX 1 SINY SPACE YVMCAL SIDE 4AWS 0 LIS- rel TEMS. i -Nox Is' TYP.-q I SINGLF OR DO BLF DOOR WITH SIDEL/TES NO ' This system hos been evaluated for use in locations adhering to the Florida Building Code and where pressure requirements os determined by ASCE 7 Minimum Design Loads for Buildia;s and Other Structures do not exceed the design pressure ratings listed herein. 613.664.3831 DWG BY: W.LK CHK or: RW. DRAWING N0: T-02202 sHm I a I-- THERMA oTRO FIBER CLASSVPSMOOTH STAR' WSW WO 6-8 S#JGLE AND DOUBLE W/d WiOUTSIDELITES. INSULATED FIBERGLASS DOOR WITH WOOD FRAMES GENERAL NOTES 1. THIS PRODUCT IS DESIGNED TO MEET THE. SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR M41M1=DARE COUNTY. 2. WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO . BASE MATERI SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE I. 5. THIS PRODUCT pQES FOR MLAMI-DARE COUNTY NOT MEET THE WATER REQUIREMENTS 6. =I -DARE APPROVED IMPACT. RESISTANT SHUTTERS ear R OUIRED FOR SIDFLITES ONLY.. 7. SIDELITES ARE AN OPTION AND CAN BE USED IN A SINGLE, OR DOUBLE CONFIGURATION. RESIDENT INSULATED FIBERGLASS ODOR Common to all rome conditions) Door do Sidelite Lea/ Construction: Face sheets: Fiberglass ovg. min. yield strength mV( min.) -6,000 psi oothStar'- 0.070" minimum skin thickness FiberClossic - 0.110" minimum skin thickness Core design: Polyurethane loam core, withl.9 Ibs. density by BASF. struefion: The pa el skin is constructed from a 0.070thk. e MW in crompound (SMC. The. interior cavity is fated with 1.9 lbs. density BASF polyurethane foam. The pond face sheets ore glued to the wood *as dd Ioib. The K bfch stile s reinforced with a wood Iyck blockmeasuring2'75 x 14.0. ng at the stake and deadbolt lowtion. The hinge I% is Finger Jointed Pine and the top and bottom rail are of a wood composite material In the double door oplikvtion the inactive door is fitted with on e*uded aluminum ostrogol (Wird Jarnbr 1) of 6063-T6 alloy. The from is constn.Vlid from fi jointed ppme. The r rs lorne the side iambs wilh 3) 16go. 1/crowo x 2 long staples of each side. The mullions are secured together in o sidefite application using /8 x 2' king PFH Wood Screws (6) saws per each mulfion. The units use an Inswing Saddle threshold measuring 5.75' x 1.548'. GlqzinpThe sidelite ppooeels om sand wch glazed uwg o two prose hp let ro They are dry gbzed on the exterior with on 1/8' thk. cellular ggkurg tape (Stik-11 Tope) .& caulked with sLcone. The life frames are held ogefhef with o /8 x 1 /2 long Ploscrew. TABLE OF CONTENTS SHEET / DESCRIPTION 37.5' MAXFr . OVERALL WIDTH 36" MAX: PANEL W10TH on Q) Lu 9 J B C O Nra L 105.5" MAX. OVERA 36.625' MAX. PANEL WIDTH { W/ASTRAGAL IZ 2 r r w = a J o S X O rj N 43 r a: FRAME WIDTH 15.5" MAX. FRAME WIDTH 13.75" MAX. WIDTH 7.125" MAX. D.L.O.' WIDTH v r 6/ 74.5" MAX. OVERALL FRAME WIDTH ALL MODELS 68.5" MAX. OVERALL: WIDTH 36.625 MAX. ARE VIEWED 36" MAX. 1 ZE5 5' MAX. r PANEL WIDTH ---{ FROM INTERIOR PANEL WIDTH FRAME WIDTH DESIGN PRESSURE RATING UNIT TYPE R i IN IL ION REQUIREMENT i5 NOT NEEDED SINGLE + 67.0 PSF - 67.0 PSF DOUBLE + 55.0 PSF - 55.0 PSF SINGCEDOUBLL WITH SI LIT + 55.0 PSF - 55.0 PSF 13.75" MAX. WIDTH r 7.125' MAX. D.L.O. WIDTH W nt- FLO Mi ASTER FFI, Z47# yaps 0o L.yl o > , O 000 C) 00 8s' inLi Z)OLUOQ000 U c°jO aNSUgmrrS. INC 813.584.3831 N.T.S. m: TJH BY: RW No ra, S-2151 z m n8 EXTERIOR 1.68" MIN. PANEL TW. 1 I rcncS SEC110N 2 DOOR PANEL N C, o; 0 16 13 17 20 N 29 0 42 Z z IN 0 O N U)I O'DC 43U33 .o• D: ` 34 0 •. o• SEE NOTE 41 w NOTE 1 SHT. 4 Z 5" MIN. a GLASS THK. of INTERIOR o ° 0 25 O FOAM GASKET do N w SILICONE CAP BEAD On ' o..0 6 n O d 1.68" MIN. 1 :O . •.' • PANEL THK. o' O 42 6n SEE NOTE 5 SHT. 4 6> F Of (V 0 00000 V) 2 cc Z 8 s a") Ld Lo OWO 1. r` iE- a Ir"SK" I 813.684.3831 owc 08/10/01 sout:112" - 1' aw. er: TJH ii' ii f O`L' A 16 L I11 011 /l'\• on 5 M. smca 2 Of 8 73iMrr IsmawI-- LE SEE NOTE 5 SHT. 4 6> F Of (V 0 00000 V) 2 cc Z 8 s a") Ld Lo OWO 1. r` iE- a Ir"SK" I 813.684.3831 owc 08/10/01 sout:112" - 1' aw. er: TJH ii' ii f O`L' A 16 L I11 011 /l'\• on 5 M. smca 2 Of 8 i 1 FXTER 1.15- MIN. EMB. r--.25- MAX. SHIM ACTIVE o . . FOAM CASKET k SILICONE CAP BEAD SEE NOTE 2 FOAM GASKET & yp° N SHT. 4 \ SILICONE CAP BEAD IN 27 INACTIVE O ar 1 9. 36 47 SE NOTE 1 SHT. 4 v0 SIDELITE TO= i J u = ASTRAGAL RETAINER a BOLT 8.0' LG. TOP BOTTOM (2) BOLTS_ AT TOP do (2) AT BOTTOM 1 V O ASTRAGAL i 1 FXTER 1.15- MIN. EMB. r--.25- MAX. SHIM ACTIVE o . . FOAM CASKET k SILICONE CAP BEAD SEE NOTE 6 SHT. 4 zW dao 00 V,O00 Z 0 to 3 m 0 Lj o 00 5 00 coo = c2 Q - FOAM GASKET & yp° N o NSILICONECAPBEAD IN O ar 1 9. 36 47 SE NOTE 1 SHT. 4 v0 SIDELITE TO= SEE NOTE 6 SHT. 4 zW dao 00 V,O00 Z 0 to 3 m 0 Lj o 00 5 00 coo = c2 Q - a Z Titm V, INTERIOR 64129 'O S NOTE 1 6 SHT, 4 o SEE NOTE 2I7 SHT. 4HORSECTION 3 ® HINGE JAMB TO SIOEUTE CIEI'II'II i'ii 0. ; MANUFACTURER Ng'C 8 7- 7p, 1,1,4 T / v 1 1A &O A 1L 11"I 1' UA- 4" 7T I %o kv eUILDINO DNWLTAWM. INC 813.684.3831 irs os 10Q01 O. en 7JH K. er. RW NNW NO.: S-2151 ccT 3 a 8 FOAM GASKET & yp° N o NSILICONECAPBEAD ar a Z Titm V, INTERIOR 64129 'O S NOTE 1 6 SHT, 4 o SEE NOTE 2I7 SHT. 4HORSECTION 3 ® HINGE JAMB TO SIOEUTE CIEI'II'II i'ii 0. ; MANUFACTURER Ng'C 8 7- 7p, 1,1,4 T / v 1 1A &O A 1L 11"I 1' UA- 4" 7T I %o kv eUILDINO DNWLTAWM. INC 813.684.3831 irs os 10Q01 O. en 7JH K. er. RW NNW NO.: S-2151 ccT 3 a 8 1.15' MIN. a . EMBED. 15" MIN. C -SINK . 17 • .. EXlEEl4B 8 7 30 6 r.ol 13 a. a ;a'a :.e:• • — 16 . '.•. 13 3 21 31 1 e w 25" MAX. SHIM SPACE 1CIOR 1 4 LATCH JAMB TO BUCK. NOTES: 1.ACING FOR REM NO. 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM HE TOP DOWN ON SIDES; 5.5", 16.5. 27.5", 38.375, 49.375" do 60.375'. HORIZONTAL HERE ARE (2) SCREW BOH TOP AND BOTTOM AT 2.125" IN FROM EACH CORNER. 2. SPACING FOR REM NO. 27 (/8 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO HE INACTIVE ODOR IS AS FOLLOWS: FROM HE TOP DOWN 1-. 3, 5 18.25. 40.5', 59.25. 74.25', 76.25' do 78.25". 3. HE HEAD JAMB IS ATTACHED TO HE SIDE JAMBS WITH 3) 16Gk x 1/2' CROWN x 2" STAPLES AT BOTH SIDE. 4. HE THRESHOLD IS ATTACHED TO HE SIDE JAMBS WITH 2) 16GA.,x 1/2' CROWN x 2.5' STAPLES AT BOH SIDE. 5. THE SIDELITE IS DIRECT SET INTO HE JAMB WITH (12) ITEM NO. 43 (18 x 2' PFH. WOOD SCREW). HERE ARE (4) AT EACH VERTICAL. JAMB, FROM THE TOP DOWN AT 13.57, 31'. 48.5' 66'. HERE ARE (2) AT HE HEADER AT 4' IN FROM HE OUTSIDE CORNERS OF HE FRAME HERE ARE 2) AT HE SILL, 4' IN FROM HE OL931DE CORNERS. 6. STHPACING FOR ITEM NO. 43 E MULLIONS TOGETHER IS,HE SAME AS SCREW) SECURING THE PERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM HE BOTTOM WITH (4) MORE SPACED AT 13.7" O.C. 7. WHEN ATTACHING HE HINGE TO THE JAMB AND THE BUCK USE ITEM NO. 12 (/10 x 2' SCREW). WHEN ATTACHING THE HINGE TO THE JAMB AND THE SIDEL[TE AT THE MULLION USE REM NO. 37 (/10 x 1 3/4' SCREW). FOAM GASKET do SILICONE CAP BEAD 1.15- MIN. EMBED. 15" MIN. C -SINK L t 7 w L 10 FXTERIOT INTERIOR 4 6 26 2 I tante t CT10N 4 HINGE JAMB TO BUCK, 21 SEE NOTE n 6 SHT. 4 SEE NOTE 5 SHT. 4 12 10 SEE NOTE 7 SHT. 4 25' MAX. SHIM SPACE cr Y z zN zY 36 Y ui 1 41 co J 29 13 30 ro z 3 1 Q SEE NOTE 1 a _ 2 SHT. 4 31 INTERIOR 18 3 I R 4 ® STRIKE JAMB TO SIOELITE I'` 1. ..\I\,, i 1 t, At C, T91; O> V O o0 R O = r" 850to Lj to JE0 0 Q00 a^0 = to (A x z 0-6o N U2 V 00 r 4i o_ Oo Nog 813.684.3831 BY: Til ft RV SEE NOTE 3 SHT. 4 SEE DETAIL "F" SHT. 5 6' 6" 6" 3" 3" 3. 6" 6' 6" 13F 1 1 TYP. I 1 3: 1 rn' SEE DETAIL FSHT. 5 SEE DETAIL SHT. 5 SEE NOTE TYP. 6 SHT. 4 13 L SEE NOTE 0" TYP. 4 SHT. 4 14 _ J Ln 10 ui SEE DETAIL G" SHT. 5 L I E NOTE6" 6 1 3ESHT. 4 1 17N m 13 6- 3. } -- i b 6" 6' 6 i R o FY/® A B0 ®-ies.H. DOUBLE DOOR W SI / 1 ANUFACT NAMES r}^-- Tr'`' MASTER A 0.357" BOLT DEEP ENOUGH FOR A 2' 13 BOLT THROW 1210 0 13 0 0 13 10 , 1) 10 DETAIL "F" DETAIL "H" ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL 'E' STRIKE PLATE STO FSE DETAIL "G' AT THE THRESHOLD AS SEE NOTE 4 SHT. 4 Zd> o Do an 2^ SOK) lai U-) OWo r. d 813.684.3831 E. 08110/0 aLL N.T.S. I er: TJH L BY: RW WANG NO.: S-2151 xr 5 or 8 SEE NOTE 6 SHT. 4 SEE DETAIL 13 G" SHT. 5 TYP. SEEDETAIL H' SHT. 5 FSHT. 5 SEE DETAIL SHT. 5 SEE NOTE TYP. 6 SHT. 4 13 L SEE NOTE 0" TYP. 4 SHT. 4 14 _ J Ln 10 ui SEE DETAIL G" SHT. 5 L I E NOTE6" 6 1 3ESHT. 4 1 17N m 13 6- 3. } -- i b 6" 6' 6 i R o FY/® A B0 ®-ies.H. DOUBLE DOOR W SI / 1 ANUFACT NAMES r}^-- Tr'`' MASTER A 0.357" BOLT DEEP ENOUGH FOR A 2' 13 BOLT THROW 1210 0 13 0 0 13 10 , 1) 10 DETAIL "F" DETAIL "H" ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL 'E' STRIKE PLATE STO FSE DETAIL "G' AT THE THRESHOLD AS SEE NOTE 4 SHT. 4 Zd> o Do an 2^ SOK) lai U-) OWo r. d 813.684.3831 E. 08110/0 aLL N.T.S. I er: TJH L BY: RW WANG NO.: S-2151 xr 5 or 8 In CENTRAL1lRAL F""(L----iJlai+'k 3 6b. I I H7. 4 6 . SHT. 4 — SEE DETAI E' SHT. NP. 13 — SEE DETAIL -K" " M. ' K' TYP.= "M" SEE NOTE "G" SHT. 5 14 —• II' I--- j1 14 14 — 4 SHT. 4 — Typ, 14 TYP. M' TYP. _ . --T 6- 3" - 6" 6 6" 6 3- SEE NOTE 3' 6- 6- _ 14 4 SHT. 4 6• 3^ 3 TYP. DOUBLE DOOR SINGLE DOOR W 22ELM 453" GLASS SITE 463- CLASS BITE 10 L BRIO 33 1J' 'TNA o 25 1 /8" TEMPERED 1 SEE DETAIL CLASS EXTERIOR F- SHT. 5 25 1/8- TEMPERED 40 M 0,. Q•.25" 6^ AIR r7 6 3" 6- SPACE SPACE 3. 6" --I 1 SE I I 13 1- SEE NOTE TEMPERED 1 6L4B iGLASS G LASS INTERIQU 36 41 SEE NOTE 13 i Typ. 3 SHT. 4 S36 SEETYP. NOTE a SEE NOTE OTE I 25" STEEL INTERCEPT SEE DETAIL n 3 S SPACER 5' INSULATED BTs LITE fR4ME GLASS GL4ZING_ W DETAIL SPACER F" SHT. 5 — a h TYP:`SEE SMas DSEE L SEE OETAILJ DETAIL Typ, n 5 E" SHT. 5 TYP I' SHT. 5 J" 3 6b. I I H7. 4 6 . SHT. 4 — SEE DETAI E' SHT. NP. 13 — SEE DETAIL -K" " M. ' K' TYP.= "M" SEE NOTE "G" SHT. 5 14 —• II' I--- j1 14 14 — 4 SHT. 4 — Typ, 14 TYP. M' TYP. _ . --T 6- 3" - 6" 6 6" 6 3- SEE NOTE 3' 6- 6- _ 14 4 SHT. 4 6• 3^ 3 TYP. DOUBLE DOOR SINGLE DOOR W 22ELM 453" GLASS SITE 463- CLASS BITE 10 L BRIO 33 25 1 /8" TEMPERED 1 32 CLASS EXTERIOR 25 1/8- TEMPERED 40 GLASS 0,. Q•.25" AIR r7 25' AIR iQ0 0 :•. SPACE SPACE o.. O O1/8' 1SE z 1/8- TEMPERED TEMPERED 1 6L4B iGLASS G LASS INTERIQU 36 41 SEE NOTE V) I`)• 6 S36 aOTEI25" STEEL INTERCEPT 5' Tru INSULATED I )TF FRAME SHT. 4 CLASS. W/ GWING DETAIL SPACER L 0 J a E N o O 00 fi p 2 TZ0"1 u7 Z) Cc00) O 00 co W 6un INc NSULTAMS. INC 813.664.3831 L. 08' 10/0 1 N.T.S. w er TJH c BY. RW W)Na NO.: — S-2151 Es 6 a 8 z 33 1 32 EXTERIOR 25 1/8- TEMPERED 40 GLASS 0,. O r7 25' AIR iQ0 0 :•. SPACE o.. O 0. z 1/8- TEMPERED G LASS INTERIQU 36 41 SEE NOTE V) I`)• 6 1 SHT. 4 a 25" STEEL INTERCEPT 5' INSULATED BTs LITE fR4ME GLASS GL4ZING_ W DETAIL SPACER 0 J a E N o O 00 fi p 2 TZ0"1 u7 Z) Cc00) O 00 co W 6un INc NSULTAMS. INC 813.664.3831 L. 08' 10/0 1 N.T.S. w er TJH c BY. RW W)Na NO.: — S-2151 Es 6 a 8 z 4.563' 1:063' . it I r N Oi 2 21 v'• 3 WOOD FRAME FINGER JOINTED PONDEROSA PINE 1.92" j.734` n 0 o, a! v I .097' 4 x 4 STEEL DOOR HINGE jj-- r-1.077"- j 1.531"--4 42 JOINTED N 526' 1.232' 33 . PLASTIC LIP • LRF FRAME EXTRUDED -EIS 9 1. F67 T T- an L JS{$WING SIDELITE 15 BOTTOM BOOT 0.09' EXTRUDED VINYL WALL O m U11G1 l 11 yUu J 4 ) 1" rn q T— E-- 1.531' FG TOP RAIL WOOD COMPOSITE 713' --{ NGER JOINTED PONDEROSA PINE 1.264" I N O1.531' cr 1 arch clnE $1T1_E_ COMPOSITE Tin lel Ln 1 2.375" 1 LQ A -T 1 11 SS 30 BOTTOM RAIL W000 LOCK BLOCK WOOD COMPOSITE v? FINGER JOINTED PONDEROSA PINE FG BOTTOM RAIL WOOD COMPOSITE oto f-- 1.077" { ce 1.531 SIDFLRE BLANK—SLUE-10Z 36 FI T- 0 1.255.1 ` N I. I FC. WOOD HINGE SIDE STILEui5.75" SSI F RlUSTiNC S JDLE THRESHOLD 19 µel UMINUMn/INY ..045" WALL ALUM. 0¢0" THK. WALL VINYL TYP. 0 co Lj 000 8 s O W O 3Q v N. 00 813.684. 3931 L08100 Ln N.7. 5 o. er: 7JN c. er. RW uvuc No: 5- 2151 tr 7 or a L 38 SS. TOP RAIL u? WOOD COMPOSITE P 1.316" 592" 8> 1.531 Cr -CN579" 0 006" I OO T CC Z:0 8: N 00= OWO 7 .175" O, .179" COM ocESSION WEATH F2E51TiIP - 000_ BY THERMA-TRU H COMPR ZSTRI FOAM CELL CORE W/VINYL JACKET • WOOD HINGE SIDE STILE FOAM CELL CORE'W NYL JACKET o000 X03 , QS V). kz 4ziU ¢z m a 3" ~U G e5. r1 + ASTRAGAL. HAS m %t r, CP N N DRILL TRU FOR 357" DIA. ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS WINDJAMBER IL WR66T STRIKE PLATE SS, LATCH SIDE STILE COMPOSITE n ( 2) 8.0" N BOLTS 0 BOTTOM N '(2) 8.0" 1 BOLTS 0 TOP 24, WINDJAMBER 11 WR68T ASTRAGAL (ALUMINUM 052'A_ 8.0" corauLTArrts. n 813.684.3831 08 10 0 1 s xc N. T. TJH ASTRAGAL AIWE RW MATERIAL: C/R RYELLOWCH NO.; 2151 1\7 r Or E DOOR 5m 1 FIBERCIASSC DOOR SKW .110", 114N. THK F19bam BY FlBERC1A55 MW -TRU with • F min 6,000 psi 2 FIC. TOP RAIL (1.531-,x .94 THOW-TRU COMPOSITE MOW 3 FC LATCH STU -TRU. 0000 COMWIE ;1431 x 1.109 WOW =FOSITE 4 E -TRU. POhDEROS4 1. 1 x 1.109 WOOD 5 : FC TTOM RNL 1.531 r 1.25 TFERW-TRU 0000 C061POSIIE WOOD COE 6 POLYURETRANE FOAM (BASF, '.9lbs. FOAM 7- SNORT REACH COMPRESSIOtI WEATHERSTRP -1RV FOAM LONG Re4c4 WMPRESSION WEATHERSIW° - FOAM 4 x'-4 HINGE 097 THK. ERMA-TRU STEEL 10- 110 x'3/4' PFH-WOOD SCREW, to Fran 11 In am RAE owl -'X 91 RQidI-BN W00 1 1010 , x G. PFH STEEL - 13 108 x 2 1 G. PFTs WOOD SCREW STEEL 14 3116"'TAPCON ANCHOR fELCO 2.0 MIN., LG. TEE 15 SIDELITE BOTTOM BOOT .090 EXTRUDED VINYL 15 2x INNER -WOOD BUCK WOOD 17 MAX. 1 4 SHIM MATERIAL WOOD 18 KWIKSET TITAN 700 SERIES PASSAGE LOCK 1& UM. OD 0 x _ WOOD 21 x 1257 SMJW- W 22 4W- x 4W(MTKUFWJAA- 23 KmKS AN 700 SERIES DEAD80LT4WBJI68T .052 WALL6 TOWOOD S G ING 1 2: INSULA D.TTEMPERED GLASSS SS -1RU PONDEROSA POE L1 x 1.531 7 8 x 1 LG. PANHEAD SHEEP METAL SCREW STEEL 8 WSWING DOOR BOTTOM SWEEP YL 29.3/8- CO%E MOLDING WO OD 30 FC WOOD LOCK BLOCK 2M'x 1.515PCNOEROSA W OD 31 0000 1.1 x 1 1 WOW WMPOSTTE 2 118 THK- CELLULAR OWING TAPE STIK-d TAPE 33 PLASTIC LF LITE FRAM BTS .17iERW-TRU BTS 4: T 35 450 x 1:25 BLANK JAMB TRU PONDEROSA PINE W00 36 y70EIJTE SDE yid£ -TRU 1.531 X.656 PONDEROSA POE WO 7 410 x '1 Mt I.G. PFH WOOD SCREW STEEL 38 SS TOP RAL (143171-94- ThUM-TIV WE 3 NO " USED SILICONE 40 41 SILICON CAU K" 8-10'x 1 1 2PLASCR TOR ITFJt 34 E 42 SOBRE RIP 3 BD1fOY RA( -1RIL 1331 x . P010FR05t' WOOD 43 8 x 2 LG.-PFH WOOD SCREW STE a L 38 SS. TOP RAIL u? WOOD COMPOSITE P 1.316" 592" 8> 1.531 Cr -CN579" 0 006" I OO T CC Z:0 8: N 00= OWO 7 .175" O, .179" COM ocESSION WEATH F2E51TiIP - 000_ BY THERMA-TRU H COMPR ZSTRI FOAM CELL CORE W/VINYL JACKET • WOOD HINGE SIDE STILE FOAM CELL CORE'W NYL JACKET o000 X03 , QS V). kz 4ziU ¢z m a 3" ~U G e5. r1 + ASTRAGAL. HAS m %t r, CP N N DRILL TRU FOR 357" DIA. ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS WINDJAMBER IL WR66T STRIKE PLATE SS, LATCH SIDE STILE COMPOSITE n ( 2) 8.0" N BOLTS 0 BOTTOM N '(2) 8.0" 1 BOLTS 0 TOP 24, WINDJAMBER 11 WR68T ASTRAGAL (ALUMINUM 052'A_ 8.0" corauLTArrts. n 813.684.3831 08 10 0 1 s xc N. T. TJH ASTRAGAL AIWE RW MATERIAL: C/R RYELLOWCH NO.; 2151 1\7 r Or E JUN -21-2002 09=52 MILESTONE WINDOWS 407 323 9729 P.e2 r 3une 21, 2002 Alan Plante, Chief Plans Examiner Orange County Building Division Administration Building, 1st Floor 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 32802-2687 407) 836-S760 RE: Florida Extruders Fenestration MasterFile Update Mr. Plante, This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida Extruder Window, Door and Mullion installation drawings contained in the Orange County Fenestration Masterfile. Based upon the discussions at the Mid -Florida Home Builders Association's meeting at their offices on lune 19, 2002, this letter was the agreed upon procedure for manufacturers to clarify the issue of "1X Huck" thickness nomenclature used on installation drawings. Builders/Installers when pulling permits For Florida Extruders windows will have to include this letter with the installation details. Florida Extruders requests the Orange County Building Division to file this letter against the Masterfile Numbers and Installation Drawings Identified on the attached listing. Based upon a review of the signed and sealed engineering produced by Uldon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion installation drawings, the thickness of the buck in non-structural applications (i.e., buck thickness less than 1 'b") does not influence the lateral resistance capacity of the concrete screw (Le. Tapcon)_ Therefore, buck thicknesses less than 1 'h" are acceptable as non-structural attachments when the window, door or mullion is installed using a 3/16' concrete screw with a minimum embedment on 1 'k". Concrete Masonry Units should have a wall thickness of 1 'A' and a precast sill's thickness will exceed. 1, %'. The drawings dearly delineate the requirement that a minimum embedment depth of 1 'A" must be maintained by the installer. It is up to -the installer to use the appropriate length concrete screw so as to maintain the required minimum embedment on 1 1/Lw- Therefore, for Florida, Extruder installation drawings where a non- structural buck its used, nomenclature such as -IX buck by others" or similar statements shall be construed to mean that at buck thickness of less than 1 1/2" is acceptable. The debnibon of a non-structural buck is based on Section 1707.4_4.2 of the Florida Building Code. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3337 1 AN -21-2e02 09"-52 MILESTONE WINDOWS 407 323 9729 P-03 The attached table lists all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Any questions should be addressed to the undersigned. Thank you. Regards, Robert I Amoruso, PE ramoruso.oe@)floridaextruderS.com Florida PE License No. 49752 Florida Extruders International, Inc_ Certificate of Authorization No. 9235 Cc: Earl Moore/FEI File PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 61G15-23.®QY, F.A-c. A rubber stamp seal was also applied to fadlitatereproduction for Orange County Building Division Masterfile scanning. Re: 2DDz-LTR-RIA-009 Z J. Q I Flo . s %% V : No. 4 WTA v 2540 Jewett Lane, 5anfw% FL 32711-1600 • (407) 323-3304 • Fax (407) 322-3337 2 Universal Forest Products z Shoffner LLC I Re: 53925088 Centex Homes Orlando 3016 B Floor 156 Lake Monroe The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 53925088 FT1 53925088 FT2 53925088 FT3 53925088 FG4 53925088 FT5 i 53925088 FG6 53925088 FT7 53925088 FT7A 53925088 FT8 53925088 FT9 53925088 FG10 I 53925088 FT11 53925088 FT12 Loading (psf) TCLL 40 TCDL 10 My license renewal date for the state of Florida is February 28, 2005 BCLL 0 BCDL 5 el 1 12/19/2003 John M. F' esley License # 55886 The seal on this drawing indicates acc ptance of professional engineering responsibility solely for the truss component(s) listed and attached. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2. Eastern Division 5631 South NC 62 Burlington, NC 27215 'fel: (336) 226-9356 Fax:(336) 476-9146 Job Truss Truss Type • Qly FT1 FLOOR ply7Centex-Orlando<>3016-B<>jsk<>12-19- 3539250881 Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 1916:02:16 2003 Page 1 Scale a 1:34. 3x6 TL20 FP= A B C D E F Q H I J K L M. N O P Q R AK S 1 1 S11 1 1 1 s 1 1 E 1 Ell AL1 1 3x3 TL20= 3x6 TL20 FP- 3x3 TL20= 20-7-0 20-7-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL OA Rep Stresslncr YES WB 0.03 Horz(TL) 0.00 S n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 91 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 I end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (Ib/size) AJ=52/20-7-0, S=9/20-7-0, AI=148/20-7-0, AH=147/20-7-0, AG=145/20-7-0, AE=145/20-7-0, AD=147/20-7-0, AC=147/20-7-0, AB=147/20-7-0, AA=147/20-7-0, Z=147/20-7-0, Y=147/20-7-0, X=147/20-7-0,.W=147/20-7-0, V=145/20-7-0, U=153/20-7-0, T=103/20-7-0 Max HorzAJ=5(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD AJ-AK=-48/0, A-AK=-48/0, S-AL=-2/0, R-AL=-2/0, A-13=-5/0,13-C=-5/0, C-D=-5/0, D-E=-5/0, E-F=-5/0, F-G=-5/0, G-H=-5/0, H-1=-5/0, I-J=-5/0, J-K=-5/0, K-L=-5/0, L-M=-5/0, M-N=-5/0, N-0=-5/0, O-P=-5/0, P-Q=-5/0, Q-R=-5/0 BOT CHORD AI-AJ=0/0, AH-Al--O/O, AG-AH=0/0, AF-AG=0/0, AE-AF=0/5, AD-AE=0/5, AC-AD=0/5, AB-AC=0/5, AA-AB=0/5, Z-AA=0/5, Y-Z=0/5, X-Y=0/5, W-X=0/5, V-W=0/5,`U-V=0/5, T-U=0/5, S-T=0/5 WEBS B-AI=-133/0, C-AH=-134/0, D-AG=-133/0, E-AE=-133/0, F-AD=-133/0, G-AC=-133/O, H-AB=-133/0, I-AA=-133/0, J-Z=-133/0, K-Y=-133/0, M-X=-133/0, N-W=-134/0, O-V=-132/0, P-U=-139/0, Q-T=-100/0 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSVrPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on'Ahis sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT1 Job Truss Truss a Qty Ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925088 FT2 FLOOR ;Y ;-. 12 1 Job Reference (optional) Universal Forest ProductOnc., Burlington, NC 27215, Jeff Kerr, 5.200 s Sep 30 2003 MTek Industries, Inc. Fri Dec 1916:02:17 2003 Page 1 1-3-0 . 9-1„ 8 1-6--0 0i 9 0-1-8HScale m 1:35. 5x4 TL20= 5x4 TL20= 1.5x3 TL20= 3x5 TL20= 3x8 TL20 FP= 1.5x3 TL20 11 3x5 TL20= 1.50 TL20= A 8 C D E F G H I J K X 3 Y 1 V U T S R Q P O N M 5x5 TL20= 3x5 TL20= 1.50 TL20 11 300 M111 81-1 FP= 5x5 TL20= 3x5 TL20= 9-1-8 1-6-0 4-0-0 6-6-0 9-0-0 10-9-0 11-6-Q 14-0-0 16-6-0 19-0-0 20-6-0 , 20-6-0 Plate Offsets (X,Y): A:Ed a 0-1-8 K:0-1-8 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.36 R >670 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.57 R >430 240 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.10 L n/a n/a BCDL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 106 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or. 5-9-15 oc purlins, BOT CHORD 4 X 2 SYP No.1 except end verticals. WEBS .4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) L=1108/0-8-0, W=1108/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD W -X=-1102/0, A -X=-1101/0, L -Y=-1102/0, K -Y=-1101/0, A -B=-1139/0, B -C=-2867/0, C -D=-3984/0, D -E=-3984/0, E -F=-4628/0, F -G=-4628/0, G -H=-4564/0, H -I=-3991/0, W=-2865/0, J -K=-1140/0 BOT CHORD V -W=0/57, U -V=0/2150, T -U=0/3555, S -T=0/4398, R -S=0/4628, Q -R=0/4628, P-40/4406, O -P=0/3553, N-0=0/3553, M -N=0/2151, L -M=0/57 WEBS, K -M=0/1472, A -V=0/1471, J -M=-1406/0, B -V=-1406/0, J -N=0/993, B -U=0/997, I -N=-956/0, C -U=-956/0, I -P=0/610, C -T=0/597, H -P=-577/0, E -T=-576/0, H-4---47/436, E -S=-111/632, G-4-469/247, F -S=-260/0, G -R=-250/184 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints. unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shopp No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT2 JoD Truss Truss Type Qty Ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925088 FT3 FLOOR 1 1 AMIRM, : , . , Job Reference (optional) Universal Forest Products,lrlc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 1916:02:18 2003 Page 1 q'1,-8 1-3-0 i 1-1- 01 8 Scale a 1:27. 5x4 TL20= 1.5x3 TL20= 1.5x3 TL20= 1.5x3 TL20 11 7x6 TL20= 7x6 TL20= 5x4 TL20= iABCDEFGT H10S Ett C Q P O N M L K 5x4 TL20= 1.5x3 TL20 11 5x5 TL20= 6.7.6 1-6-0 4-0-0 6-6-0 7-10-8 9-1-8, 11-7-8 14-1-8 15-7-8 15-7-8 Plate Offsets X Y: A:Ed a 0-1-8 1:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI : DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 - Plates Increase 1.00 TC 0.47 Vert(LL) -0.14 M -N >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.21 M -N >860 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.05 J n/a n/a BCDL ; 5.0 CodeFBC2001lrP12002 Matrix) Weight: 90lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. " WEBS_? 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) R=853/0-3-8, J=939/0-8-0 FORCES (lb) -'Maximum Compression/Maximum Tension TOP CHORD R -S=-849/0, A -S= -848/0,1-J=-933/0, A -B=-855/0, B -C=-2041/0, C -D=-2732/0, D -E=-2732/0, E -F= 2708/0, F -G=-2713/0, G -T=-2234/0, H -T=-2234/0, H-1=-969/0 BOT CHORD Q -R=0/44, P -Q=0/1602, O -P=0/2466, N-0=0/2732, M -N=0/2732, L -M=0/2632, K -L=0/1810, J -K=0/0 - WEBS 1-K=0/1251, A -Q=0/1102, H -K- 1142/0, B -Q --1039/O, H -L=0/575, B -P=0/610, G -L=-540/0, C -P=-591/0; G -M=-34/277; C-0=0/518, E -M=-299/160, D-0=-215/0, E -N=-143/89 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. " 3) This truss, requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Girder carries tie-in span(s): 3-2-8 from 11-7-8 to 15-7-8 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. - - -. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size.and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certificationof the truss designer. LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: J -R=-10; A -T=-100, I -T= -127(F=-27) n Customer No 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT3 1 2x3 TLZ011 z o.zw s hep su zuu3 nm i eK mcusmes, mc. rn Dec 9 16:02:182003 Page 1 s 3-3-0 3-4-8 Job Truss Truss Type Oty Ply Centex-Orlando<>301.6-B<>jsk<>12-19-3 53925088 FG4 FLAT 1 1 Job Reference o t16nal i i Universal FAorest Rroducts,inc., Burlington, NC 27215, Jeff Kerr 2x3 TL20 11 0-1-8, 1-8-4 a I 1.8-4 - 3.4-8 1-8-4 1-8-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0: Lumber Increase 1.00 BC 0.10 ' Vert(TL) -0.00 D -E >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 D n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 16 lb LUMBER' BRACING. TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3.4-8 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (Ib/size) E=283/0-3-8, D=283/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP.CHORD A -E=-113/0, A -B=0/01 B -C=0/0, C -D= 113/0 BOT CHORD. D -E=0/300 WEBS B -E=-337/0, B -D=-337/0 NOTES (7) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x4 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen forquality assurance inspection. 5) Girder carries tie-in span(s): 4-11-8 from 0-0-0 to 3-4-8 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless` otherwise noted. Provide bracing where indicated and within 4 of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility. for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1;00 Uniform Loads (plf) Vert: D -E=-10, A -C= -173(F=-73) s s Customer No 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job:3016 B FLR Date Req:12116/2003 Draw No:53925088FG4 Job Truss Truss Type Oty Ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925088 FT5 FL '' 2 1 Job Reference (optional) Universal Forest Products;Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 1916:02:19 2003 Page 1 5x4 TL20= P 1$ 1-3-0 A 3x3 TL20= 6 p E Scale: 1.5"e1 T1 T2 w1 w1 7Z_ X w1 W4 BL1 0 01 3x3 TL20= 3x3 TL20= i H O F 3x3 TL20= - 9-6-0 3-4-8 4-9-0 4-11-8 Plate Offsets X Y : E:0-1-8 Ed e LOADING,(psf) TCLL ' 40.0 TCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase. 1.00 CSI TC 0.12 BC 0.11 DEFIL in (loc) I/defl Ud Vert(LL) -0.01 H >999 360 Vert(TL) -0.01 H >999 " 240 PLATES GRIP TL20 245/193 BCLL OD Rep Stresslncr YES WB' 0.12 Horz(TL) 0.00 E n/a n/a BCDL_ 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 2$ Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, BOT CHORD 4 X 2 SYP No.2 except end verticals: WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size),, 1=245/0-3-8, E=251/0-2-0 FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD W=-237/0, AJ= -237/0, E -F=-3/12, A -B=-222/0; B -C=-222/0, C -D=-222/0, D -E=-225/0 BOT CHORD H -1=0/121 G -H=0/222, F -G=0/0 WEBS E -G=0/288, A-H=0/279,B-H. 172/0, C -G=-163/0 NOTES (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 TL20 unless otherwise indicated.` 3) .This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not -erect truss backwards. 8) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are, not part of the review or - certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088' Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT5 i Jbb ., Truss Truss Tye = Qty Ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925088 FG6 FLAT 1 t Job Reference (optional) Universal Forest Products,tnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16:02:19 2003 Page 1 Q-1-$ 1-5-4 3-8-12 5-0-8 i 0-1-8 1-3-12 2-3-8 1-3-12 0-1-8 Scale a 1:8. 2x3 TL20 11 A 2x3 TL20 11 B C D T1 W2 W2 W2W2 mo d F 2-7-0 5-2-0 2-7-0 2-7-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.02 F >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.03 F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 E n/a n/a BCDL 5.0 CodeFBC2001lrP12002 Matrix) Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS (Ib/size) G=1282/0-3-8, E=1282/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -G=-226/0, A -B=0/0, B -C=-1644/0, C-D=O/0, D -E=-226/0 BOT CHORD F -G=0/1662, E -F=0/1662 WEBS B -G=-1950/0, B -F=-22/0, C -F=-22/0, C -E=-1950/0. NOTES (7). 1) This truss has been checked for uniform roof live load only, except as noted. 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x4 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Girder carries tie-in span(s): 17-5-0 from 0-0-0 to 5-2-0 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Platelncrease=1:00 Uniform Loads (plf) Vert: E -G=-10, A -D= -516(F=-416) bustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FG6 a Job Zs Truss Type Qty ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925088 FLOOR 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Keit""" 5.200 s Sep 30 2003.MiTek Industries, Inc. Fri Dec 19.16:02:20 2003 Page 1 Scale m 1:29. 3x6 TL20 FP= A B C D E F G H I J K L M N C AEEt 1 1 1 1 Ell E 1 Ill 571 Ell Ell Ell Ell AF 1. 3x3 TL20= 9x6 TL20 FP- 3x3 TL20= 1-6-0 4-0-0 6-6-0 7-9-0 9-10-0 11-1-0 13-7-0 16-1-0 17-7-0 17-7-D LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TO 0.07 Vert(LL) n/a n/a 999 TL20 245/193 TCDL" 10.0 - Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL ' 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 P n/a n/a BCDL,' 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 77 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals. WEBS, . 14 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4X 2 SYP No.3 REACTIONS (lb/size) ` AD=59/17-7-0, P=70/17-7-0, AC=139/17-7-0, AB=148/17-7-0, Z=144/17-7-0, Y=147/17-7-0, X=147/17-7-0; W=147/17-7-0, V=147/17-7-0, U-147/17-7-0, T=146/17.7-0, S=148/17-7-0, R=143/17.7-0, Q-161/17-7-0 Max Horz AD=11(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD. AD -AE= -52/0, A -AE= -52/0, P -AF= -64/0, O -AF= -63/0, A -B=-11/0, B -C=-11/0, C -D=-11/0, D -E=-11/0, E -F=-11/0, F -G=-11/0, G -H=-11/0, H-1=-11/0; I -J=-11/0, J -K= -11/0,'K -L=-11/0, L -M=-11/0, M -N= -11/Q, N-0=-11/0 : BOT CHORD AC-AD=0/0, AB-AC=0/0, AA-AB=0/0, Z7AA=0/11, Y -Z=0/11, X -Y_0/11, W -X=0/11, V -W=0/11, U -V=0/11, T -U=0/11, S -T=0/11, R -S=0/11, Q -R=0/11, P -Q=0/11 WEBS B -AC= -129/0, C -AB= -135/0, D -Z=-133/0, E -Y=-133/0, F -X=-133/0, G -W=-133/0, H -V=-133/0, I -U 133/0, J -T=-133/0, K -S=-134/0, M -R=-130/0, N -Q=-146/0 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced.at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and'fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or. restrained by other means. 7) Truss shall be fabricated perANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building.. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASES) .Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT7 Job Truss Truss Type Qty Ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925088 FT7A FLOOR _ Job Reference optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 1916:02:21 2003 Page 1 L Scale a 1:34. 3x6 TL20 FP= A 8 C D E F O H I J K L M N O P Q RT1TP AK S 1 1 Eil 1 S 1 Ell_ 1 ST1 8 1 1 E 1 1 AL Ci1 3x3 TL20= 3x6 TL20 FP= 3x3 TL20= 1-6-0 4-0=0 6-6-0 9-0-0 10-9-0 11-6-0 14-0-0 16-6-0 19-0-0 20-6-0 , 20-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0. Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a n/a BCDL. 5.0 CodeFBC2001/TP12002 Matrix) Weight: 91 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X.2 SYP No.3 REACTIONS (Ib/size) AJ=52/20-6-0, S=3/20-6-0, AI=148/20-6-0, AH=147/20-6-0, AG=144/20-6-0, AE=145/20-6-0, AD=147/20-6-0, AC=147/20-6-0, AB=147/20-6-0, AA--1 47120-6-0, Z=147/20-6-0, Y=147/20-6-0, X=147/20-6-0, W=147/20-6-0, V=145/20-6-0, U=153/20-6-0, T=100/20-6-0 Max HorzAJ=5(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP.CHORD AJ-AK=-48/0, A-AK=-48/0, S-AL=0/5, R-AL=0/6, A-B=-5/0, B-C=-5/0, C-D=-5/0, D-E=-5/0, E-F=-5/0, F-G=-5/0, G-H=5/0, H-1=-5/0, I-J=-5/0, J-K=-5/0, K-L=-5/0, L-M=-5/0, M-N=-5/0, N-0=-5/0, O-P=-5/0, P-Q=-5/0, Q-R=-5/0 BOTCHORD AI-AJ=0/0, AH-AI=0/0, AG-AH=0/0, AF-AG=0/0, AE-AF=0/5, AD-AE=0/5, AC-AD=0/5, AB-AC=0/5, AA-AB=0/5, Z-AA=0/5, Y-Z=0/5, X-Y=0/5, W-X=0/5, V-W=0/5, U-V=0/5, T-U=0/5, S-T=0/5 WEBS B-AI=-133/0, C-AH=-134/0, D-AG=-133/0, E-AE=-133/0, F-AD=-133/0, G-AC=-133/0; H-AB=-133/0, I-AA=-133/0, J-Z=-133/0, K-Y=-133/0, M-X= 133/0, N-W=-134/0, O-V=-132/0, P-U=-139/0, Q-T=-99/0 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing: 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT7A Job Truss Truss Type Qty Ply Centex Orlando<>3016 B<>jsk<>12-19-3 53925088 FT8 FLOOR 16 1 Job Reference o tional Universal Forest Produc(s,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 1916:02:22 2003 Page 1 11-8 1-3-0 1-10-0 018FiScale a 1:30.1 5x4 TL20— 3x4 TL20= 5x4 TL20= 1.5x3.TL20= 3x4 TL20= 3x6 TL20 FP= 1.5x3TL20= A 8 C O E F G H U.1 V Etl1 112 S R p P O N M L K 5x5 TL20= 3x4 TL20= 3x6 TL20 FP=. 1.5x3 TL2011 1.5x3 TL2011 3x4 TL20=. 5x5 TL20= 7-10-8 1-6-0 4-0-0 1 6-6-0 7-9-0 9-10-0 1.1-1-0 13-7-0 16-1-0 17-7-0 17-7-0 Plate Offsets (X,Y): A:Ed a 0-1-8], [1:0-1-8,EdcIel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.19 N-0 >999 360 TL20 245/193 TCDL ::;; 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.30 N-0 >682 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.06 J n/a n/a BCDL .: 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 91 Ib LUMBER BRACING TOP CHORD 4X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.1 end verticals: WEBS;.: 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS' (Ib/size) T=947/0-3-8, J=947/0-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD . T•U=-942/0, A -U=-941/0, J -V=-942/0, 1-V=-941/0, A -B=-958/0, B -C=-2354/0, C -D=4142/0, D -E=-3399/0, E -F= 3142/0, F -G=-2354/0, G -H=-2354/0, H=1=-958/0 BOT CHORD S -T=0/49, R -S=0/1803, Q -R=0/2878, P -Q=0/2878, O -P=0/3399, N-0=0/3399, M -N=0/3399, L -M=0/2878, K -L=0/1803, J -K=0/49 WEBS I -K=0/1236, A -S=0/1236, H -K=-1175/0, B -S=-1175/0, H -L=0/767, B -R=0/767, F -L=-729/0, C -R=-729/0, F -M=0/456, C -P=0/456, E -M=-572/10, D -P=-572/10, D-0=-159/189, E -N=-159/189 NOTES (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-070 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard i Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 E FLR Date Req:12/16/2003 Draw No:53925088FT8 I l Job Truss Truss Type Qty Ply Centex-Orlando<>3016-6<>jsk<>12-19-3 53925088 FT9 FLOOR 3 1 Job Reference (optional) Universal Forest Products, Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 1916:02:22 2003 Page 1a Q-i1r8i 1-3-0 -i 1-7-8 0-1-8EiScale . 1:30. I 3x4 TL20= 5x4 TL20= 5x4 TL20= 3x4 TL20= 3x6 TL20 FP= 1.5x3 TL20= A B C D E F G H I J v 1 u T S R O P O N M L 1.5x3 TL20 11 5x5 TL20= 3x6 TL20 FP= 1.5x3 TL20 11 1.5x3 TL20 11 3x4 TL20= 5x4 TL20= 3x4 TL20= 7.11.0 012r0 1-6-8 4-0-8 6-6-8 7-9-8 9-8-0 10-11-0 , 13=5-0 15-11-0 17-5-0 17-5-0 Plate Offsets X Y : A:0-1-8 Ede J:0-1-8 Edge] LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.19 O -P >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.29 O -P >697 240 BCLL 0.0 Rep Stress lncr YES WB 0.49 Horz(TL) 0.01 K n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 90 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. W EBS i ; , 4 X 2 SYP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) K=932/0-8-0, A=938/0-1-8 FORCES(lb) - Maximum Compression/Maximum Tension TOP'CHORD A -U=0/6, K -V=-927/0, J -V=-926/0, A -B=-924/0, B -C=-919/0, C -D=-2275/0, D -E=-3053/0, E -F=-3299/0, F -G=-3064/0, G -H=-2307/0, H -I=-2307/0, W=-941/0 BOT CHORD T -U=0/0, S -T=0/1726, R -S=0/1726, Q -R=0/2799, P-0=0/3299, O -P=0/3299, N-0=0/3299, M -N=0/2816, L -M=0/1770, K -L=0/48 WEBS J -L=0/1214, A -T=0/1219, I -L=-1154/0, C -T=-1123/0, I -M=0/746, C -R=0/765, G -M=-709/0, D -R=-728/0, G -N=0/434, D-0=0/440, F -N=-532/22, E-0=-543/13, E -P=-150/182, F-0=-156/176 NOTES (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per. the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or . restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in: 7) CAUTION, Do not erect truss backwards. 8) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a'specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer: LOAD CASE(S) Standard' LYT Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO, Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT9 Job Truss Truss Type Oty Ply Centex-0rlando<>3016-B<>jsk<>12-19-3 53925088 FG10 FLAT 1 A4 Job Reference (optional) Universal Forest ProdOcts,lnc:, Burlington, NC 27215, Jeff Ker 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 1916:02:23 2003 Page 1 2-7-10 4-11-12 7-3-14 9-9-12 12-3-10 14-7-12 16-11-14 19-7-8 2-7-10 2-4-2 24-2 2-5-14 2-5-14 2-4-2 2-4-2 2-7-10 Scale a 1:33. 3x6 TL20= 4 TL20= 20 TL20 11 - 3x4 TL20= A, B -C D F G H 1- o v Li R Q- P O N M L 3x5 TL20 11 5x6 TL20= 5x6 TL20= 5x5 TL20= 700 M1118H= 5x5 TL20= 5x6 TL20= 5x6 TL20= 3x5 TL20 11 2-7-10 4-11=12 7-3-14 9.9-12 12-3-10 14-7-12 16-11-14 19-7-8 2-7=10 2-4-2 2-4-2 2-5-14 2-5-14 2-4-2 2-4-2 2-7-10 Plate Offsets (X,Y): [B:0-3-8,0-1-81, C:0 -3-80-1-8[H:0-3-8,0-1-81, [K:0-2-8,0-0-81, [0:0-5-0,0-4-121, S:0-2-8 0-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in - (loc) Vdefl Ud PLATES GRIP TCLL 40.0 ` Plates Increase 1.00 TC 1.00 Vert(LL) -0.52 O >443 240 MII18H 195/188 TCDL 10.0 Lumber Increase 1.00 r BC 0.95 Vert(TL) -0.82 O >284 180 TL20 245/193 BCLL 0.0 Rep Stress lncr NO WB 0.61 Horz(TL) 0.07 K n/a - n/a BC-DL5.0 CodeFBC2001/TP12002 Matrix) Weight: 436 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.1 D TOP CHORD Structural woo_ d sheathing directly applied or 1-7-8 oc purlins, excep BOT CHORD 2`X 6 SYP SS end verticals. WEBS i. 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc.bracing._ REACTIONS (Ib/size) K=5900/0-3-8, S=4548/0-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -S=-3988/0, A -B=-10506/0, B -C=-19931/0, C -D=-27521/0, D -E=-27521/0, E -F=-28577/0, F -G=-28577/0, G -H=-26879/0, H -I=-21357/0, IJ= -12429/0, J -K=-5164/0 BOT CHORD , R -S=0/1129, Q -R=0/10506, P -Q_0/19931, O -P=0/27521, N-0=0/26879, M -N=0/21357, L -M=0/12429, K -L=0/1583 WEBS F -O=-1418/0, G-0=0/1820, G -N=-2077/0, H -N=0/5965, H -M=-3625/0, I -M=0/9646, I -L=-4796/0, J -L=0/11622, A -R=0/10049, B -R=-4030/0, B -Q=0/10182, C -Q--3669/0, C -P=0/8200, E -P=-3201/0, E-0=0/1131 NOTES (11) _ 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1786.O1b down at 7-1-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 2) Special connection required to distribute web loads equally between all plies. 3) 4 -ply truss to be connected together with 1 Od Common(A 48"x3") Nails as follows: Top chords connected as follows: 2 X 4 -,2 rows at 0-7-0 oc, Except member D -J 2 X 4 -2 rows at 0.4-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, Except member E -P 2 X 4 - 2 rows at 0-4-0 oc. Attach chords with 1/2 inch diameter bolts (ASTM a-307) with washers at 2-0-0 on center. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1786.01b down at 7-1-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided t distribute only loads noted as (F) or (B), unless otherwise indicated. 5) This truss has been checked for uniform roof live load only, except as noted. 6) Provide adequate drainage to prevent water ponding. 7) All plates are M1120 plates unless otherwise indicated. 8) All plates are 3x8 TL20 unless otherwise indicated. 9) Thistruss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1786.0Ib down at 7-1-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 11) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design, information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not, part of the review or certification of the truss designer: LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate increase=1.00 Uniform Loads (plf) Vert: K -S=-10, E -J= -580(F=-480) Concentratedloads (lb) - Vert: E= -1786(F) Trapezoidal Loads (pif) Vert: A= -100 -to -E= -295(F=-195) Customer No: 11045 Customer Name- CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FG10 L Job Truss Truss Type Qty Ply Centex-Orlando<>301G-B<>jsk<>12-19-3 53925088 FT11 FL00R%QM==Z=W 1 1 Job Reference o tonal Universal Forest Produl}ts,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16:02:24 2003 Page 1 i 9 1 81 3 0 i 1-4-8 - 0-H-8Scale =1:33. 5x4 TL20= 30 TL20= 5x4 TL20= 1.5x3 TL20= 3x5 TL20= 1.50TL2011 1.5x3 TL2011 3x8 TL20 FP= 1.5x3 TL20= A 8 C D E F G H I J TP K W x 1 U T S R Q P O N M 5x5 T120= 3x5 TL20= 3x10 M1118H FP= 3x5 TL20= 5x5 TL20= 9.1-8 1-6-0 4-0-0 6-6-0 9-0-0 10-7-8 13-1-8 15-7-8 18-1-8 19-7-8 19-7-8 Plate Offsets X,Y): A:Ed a 0-1-8 K:0-1-8 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.31 P -Q >758 360 M1118H 195/188 TCDL' ; 10.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -0.48 P -Q >486 240 TL20 245/193 BCLL. 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.09 L n/a n/a BCDL ?' 5.0 CodeFBC2001/TP12002 Matrix) Weight: 102 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS, j 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W ! !r REACTIONS (lb/size) V=1059/0-3-8, L=1059/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD V -W=-1054/0, A -W=-1053/0, L -X. 1054/0, K -X=-1053/0, A -B=-1085/0, B -C=-2712/0, C -D=-3736/0, D -E=-4243/0, E -F=-4243/0, F -G=-4243/0, G -H=-3736/0, H -I=-2712/0, I -J=-2712/0, J -K=-1085/0 BOT CHORD U-V=0/54,T-U=0/2046, S -T=0/3352, R -S=0/3352, Q -R=0/4093, P -Q=0/4243, O -P=0/4093, N-0=0/3352, M -N=0/2046, L -M=0/54 WEBS K -M=0/1401, A -U=0/1401, J -M 1336/0, B -U=-1336/0, J -N=0/926, B -T=0/926, H -N=-890/0, C -T=-890/0, H-0=0/534, C -R=0/534, G-0=-496/0, D -R=-496/0, G -P=-172/541, D -Q=-172/541, E -Q--257/46, F -P=-257/46 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT11 Job_ TFT Truss Type Qty Ply Centex-Orlando<>3016-B<>jsk<>12-19- 353925088FL'OR 2 1 Job Reference (optional) Universal Forest Prodwts,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 1916:02:24 2003 Page 1 A .. B 1.5x3 TL20 11 C 1.5x3ff—1-3-8 TL20= I i' ! y T1 Scale .1:7. i O H !I w1 wi wi 4v BL1 BL1 B1 3x5 TL20= F E 1-7-4 3-2-8 3-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL ', 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) -0.00 F >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 E >999 240 BCLL r 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 D n/a n/a BCDL 5.0 CodeFBC2001/TPI2002 (Matrix) Weight: 22 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) F=156/Mechanical, D=156/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD F-G. 150/0, A-G=-150/0, D-H=-150/0, C-H_-150/0, A-B. 120/0, B-C=-120/0 BOT CHORD E-F=0/8, D-E=0/8 WEBS A-E=0/147, B-E=-175/0, C-E=0/147 NOTES (4-5) 1) All plates are 3x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where.indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5) Left end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation. LOAD CASE(SJ Standard Universal Forest Products Shoffner LLC Re: SO# 53925089 Centex Homes of Orlando - 3016 "B" Roof The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 53925089 CA 53925089 G E11 53925089 H1 53925089 T12 539250891H2 53925089 T13 53925089 MV2 53925089 T14 53925089 CJ3 53925089 H15 53925089 T3 53925089 H16 53925089 MV4 53925089 H17 53925089 T4 53925089 H18 53925089.CJ5 53925089 H19' 53925089 H5 53925089 M20 - 205392508953925089,.H6H6 53925089 HJA 53925089 MV6 53925089 MVA 53925089:EJ7 53925089'1-17 53925089 HJ7 53925089 H8 53925089` MV8 53925089: T9 53925089 G10 53925089 VM 10 Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL 10 Wind: ASCE 7-98 per FBC2001; 130 mph; h = 15 ft; TCDL = 6.0 psf; BCDL = 6.0 psf; occupancy category II; exposure B; enclosed My license renewal date for the state of Florida is February 28, 2005 c J Z -zz-_3 Jose W.,ola'ndler Lir.,snse.# 60527 date The seal on thesa drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2. Eastern Division 5631 South NC 62 Burlington, NC 27215 Tel: (336) 226-9356 Fax: (336) 476-9146 r Job Truss Truss Type -. 1 tp Oty Ply Centex-0rl<>3016-B<>jsk<>12-20-3, 53925089 Cil JACK ' 11 i)ti Ti' J G 112 1 Lt).eference(oplional) Universal Fores Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MTek Industries, c. Sat Dec 2014:44:58 2003 Page Scale =1:4.7 0-11-11 3x4 TL20=0-11-11 i LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/dell Ud PLATES' GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) n/a - n/a 999 TL20 245/193 ITCDL10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 A >999 180 IBCLL0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 5lb ! e LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. iI i REACTIONS (Ib/size) C=-11/Mechanical, B=138/0-8-0, D=9/Mechanical Max Horz B=62(load case 4) Max UpliftC=-11(load case 1), B_-152(load case 4) S Max GravC=27(load case 4), B=138(load case. 1), D=9(load case 1) FORCES- (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-28/11 BOT CHORD B -D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint C and 152 Ib uplift at joint B. 4) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. R LOAD CASE(S) Standard c qy Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089CJ1 Job Truss Truss Type Oty Ply Centex-Orl<>3016-B<>jsk<>12-20-3 53925089 H1 HIP 1 1 Job Reference (optional) Universal Forest Prodiucts,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 2014:44:59 2003 Page 1 i 1-0-0 4-7-12 7-0-0 13-8-0 16-0-5 20-8-0 21-8-0, 1-0-0 4-7-12 2-4-5 6-8-0, 2-4-5 4-7-12 1-0-0 Scale v 1:36. 7x10 MIn8H i 5x10 1118H-- 118H- 5.005. 00F12 20TL20J T2 k 2x3TL20G C F w1 3 B - Q H Io 3x7 TL20= K J I WTI -20= 3x4TL20= WOM1118H= 3x8TL20= 7-1-12 13-6-4 20-8-0 7-1-12 6-4-8 7-1-12 Plate Offsets (X,Y):[D:0-5-12,0-2-01, [E:0-5-12,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl. Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.21 I -K >999 240 M1118H 195/188 TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.36 B -K >670 180 TL20 245/193 BCLL 0:0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.12 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 93 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-8=12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) G=1744/0-3-8, B=1744/0-3-8 Max Horz 13=106(load case 5) Max UpliftG=-859(load case 5), B=-859(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD ' A -B=0/22, B -C=-3544/1863, C -D=-3458/1938, D -E=-3234/1855, E -F=-3459/1937, F -G=-3544/1863, G -H=0/22 BOT CHORD B -K=-1634/3207, J -K=-1717/3234, 1-J=-1717/3234, G -I=-1617/3207 WEBS D -K=0/299, E-1=0/296, C -K=-129/178, D -I=-109/110, F -I=-128/179 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 859 Ib uplift at joint G and 859 Ib uplift at joint B. 7) Girder carries hip end with 7-0-0 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b down and 391.1 lb up at 13-8-0, and 385.01b down and 391.1 lb up at 7-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Truss shall be fabricated per ANSVTPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -D=-60, D -E= -131(F=-71), E -H=-60, B -G= -44(F=-24) Concentrated Loads (lb) Vert: D= -385(F) E= -385(F) l/ Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089H1 Job Truss Truss ' r t ; Qty Ply Centex- Orl<>3016-B<>jsk<>12-20-3 , 53925089 H2 ROOF TRUSS 1 1 Job Reference (optional) Universal Forest Prodacts,lnc., Burlington; NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 2014:44:59 2003 Page 1 1-0-0 5-8-13 9-0-0 11-8-0 14-11-3 20-8-0 21-8-0 1-0-0 5-8-13 3-3-3 2-8-0 3-3-3 5-8-13 1-0-0 Scale v 1:36. 5x4 TL20= 5x4 TL20= D E 5.00 12 2x3 TL200 2x3 TL20G C F 2 W B G H Io 3x5 TL20=. - - K J I 3x5 TL20= 3x4 TL20= 3x6 TL20= 3x4 TL20= 900 1180 2080 9-0-0 2-8-0 9-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.11 B -K >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.35 G -I >702 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.05 G n/a n/a BCDL 10.0 CodeFBC2001lrP12002 Matrix) Weight: 90 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-1 oc bracing. WEBS 2 X 4 SYP N6.3 REACTIONS (Ib/size) B=884/0-3-8, G=884/0-3-8 Max Horz B=-130(load case 5) Max UpliftB=-403(load case 4), G=-403(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-1541/572, C -D==1239/416, D -E=-1106/406, E -F=-1239/416, F -G=-1541/572, G -H=0/22 BOT CHORD B -K=-530/1375, J -K=-240/1106, W=-240/1106, G -I=-401/1375 WEBS C -K=-376!352, D -K=-103/310, E -I. 103/310, F -I=-376/353. NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 Ib uplift at joint B and 403 Ib uplift at joint G. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089H2 Job Truss i 53925089 MV2i Truss STy — Qty Ply ROOF TRUSS 1 5, Jeff Kerr 5.200 s Sep 30 21 1-9-14 8 1-9-14 00 2003 Page 1 1 i Scale . 1 AS 1-9-14 1-9-1 .4 TL20 Plate Offsets X Y : B:Ed a 0-4-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.01 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(TL) 0.00 C n/a n/a BCDL10.0 CodeFBC20011TP12002 (Matrix) Weight: 5lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-14 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A=31/1-9-14, C=31/1-9-14 Max Horz A=29(load case 3) Max Uplif1A=-12(load case 4), C=-1 9(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD. A -B=-18/9, B -C=-23/24 BOT CHORD. A -C=-5/7 NOTES (5) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; M W FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint A and 19 Ib uplift at joint C. I 5) Truss shall be fabricated per ANSIlTPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where ! indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review I or certification of the truss designer. I LOAD CASE(S) Standard l i I i Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089MV2 Job p 53925089 c Universal Forest f 1 CJ3 Ili' 6 1ryl ki'PIIIw IP 4 r; ll i6 4 d Plat, 12 Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 0 r<>12-20-3 . Scale a 1:7.5 U4 TLn— 2-11-11 2-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.01 A >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001fTP12002 (Matrix) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. l REACTIONS (Ib/size) C=57/Mechanical, B=204/0-8-0, D=26/Mechanical Max Horz B=115(load case 4) Max UpliftC=-57(load case 4), B=-166(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-43/18 BOT CHORD B -D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; CategoryIl; Exp B; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint C and 166 Ib uplift at joint B. 4) Truss shall be fabricated per ANSUTPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard f Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089CJ3 Job Truss L*s TF,us aT pe Oty Ply Centex-Orl<>3016-B<>jsk<>12-20-3 , Yk7 A p7 4 X NI & a 53925089 T3 xIM1d ttiY ROOF Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MTek Industries, Inc. Sat Dec 2014:45:01 2003 Page 1 1-0-0 7-5-10 10-4-0 13-2-6 ' 20-8-0 21-8-0 1-0-0 7-5-10 2-10-6 2-10-6 7-5-10 1-0-0 Scale = 1:36. 5x4 TL20= D 2x3 TL200 2x3 TL20// 5.00 F12 - C E 2 w B F B! 131 G I, 3x5 TL20= H 3x5 TL20= 5x8 TL20= 10-4-0 20-8-0 10-4-0 10-4-0 Plate Offsets X H:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.16 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.43 F -H >569 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.05 F n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 85 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid. ceiling directly applied or 8-5-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) B=884/0-3-8, F=884/0-3-8 Max Horz B=-145(load case 5) Max UpliftB=-420(load case 4), F=-420(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-1472/551, C -D=-1152/424, D -E=-1152/424, E -F=-1472/551, F -G=0/22 BOT CHORD B -H=-501/1284, F -H=-357/1284 WEBS C -H=-420/402, D -H=-318/865, E -H=-420/403 NOTES (5) 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 Ib uplift at joint B and 420 Ib uplift at joint F. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard i Customer No: 11045 Customer Name: CENTEX HOMES .ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089T3 JJob 53925089 l Truss MV4 Truss Type Qly Ply Centex-0rl<>301&B<>jsk<>12-20-3 ROO T USS 1 r 2 1 Job Reference optional) 5, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:01 2003 Page 1 3-9-14 2x3 TL2011 4 9 3-9-14 Scale: 1 U4 T629% 3-9-14 & 3T= Ill 3-9-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) . n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) A=120/3 -9-14,C=120/3-9-14 c Max Horz A=86(load case 3) Max UpliftA=53(load case 4), C— 69(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=-52/28, B -C=-90/87 BOT CHORD . A -C=-16/21 NOTES (5) . 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint A and 69 lb uplift at joint C. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. I LOAD CASE(S) Standard I 0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089MV4 Job f b Truss ss T Qt'y GenleexOrl<>3016-B<>isk<>12-20-3 539 25089 T4 "Vol, TRUSS 86% Job Rference (opfional) Universal Forest Products,lnc., Burlington, NC 27215, 5, Jett Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:02 2003 Page 1 7-5-10 10-4-0 13-2-6 20-8-0 21-8-0, 7-5-10 2-10-6 2-10-6 7-5-10 1-0-0 Scale - 1:35.E W TL20= C 5.00 F12— 2x3 TL20 2x3TL20// 8 D 2 A E Bi F C 3x5 TL20= G 3x5 TL20 5x8 TL20= 10-4-0 20-8-0 10-4-0 10-4-0 Plate Offsets (X,Y): A:0-0-14,0-0-21, [E:0-0-14,0-0-2], [G:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.18 A -G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.45 A -G >544 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.05 E n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 84 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A=813/Mechanical, E=886/0-3-8 Max Horz A=-1 55(load case 5) Max UpliftA=-,327(load case 4), E=-420(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B= -1465/565,B -C=. -1159/432,C -D= -1158/432,D -E= -1478/553,E -F=0/22 BOT CHORD A -G=-51611294, E -G=-362/1289 WEBS B -G=-427/413, C -G=-329/873, D -G=-420/403 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=1 5ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint A and 420 lb uplift at joint E. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineees certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) H28L: Left end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard. Customer No: 11045 Customer Name: CEN ' TEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:1 2/16/2003 Draw No:53925089T4 Job Truss Truss Type Qty Ply Centex-Orl<>3016-B<>jsk<>12-20-3 53925089 CJ5 JACK 12 1 Job Reference (optional) Universal Forest Products;lnc., Burlington, NC 27215, Je 5,200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 2014:45:02 2003 Page 1 1-0-0 4-11-11 1-0-0 4-11-11 cale = 1:11.1 5.00 12 T1 B 61 D 3x4 Tl2o= 4-11-11 4-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.05 A >328 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) C=126/Mechanical, B=275/0-8-0, D=46/Mechanical Max Horz B=168(load case 4) \ Max UpliftC=134(load case 4), B=7183(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/22, B -C=-78/41 BOT CHORD B-0=0/0 NOTES (4) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. . 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint C and 183 Ib uplift at joint B. 4) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designershall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089CJ5 Job Truss Truss Type Oly Ply Centex-Or1o3016-B<>jsk<>12-20-3 53925089 - H5 MONOmHIR. ' Job Reference (optional) Universal Forest Produpts,lnc., Burlington, NC 27216, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 2014:45:03 2003 Page 1 1-0-0 4-7-11 7-0-0 13-10-0 20-8-0 1-0-0 4-7-11 2-4-5 6-10-0 6-10-0 Scale a 1:36. 5%10 M 1118H i 3x6 TL2011 5x7 TL20= E F 5.00 12 2x3 TI 20- C W3 1 828 3x7 TL20= I H p 3x4 TL20= 3x10 M1118H= 5x14 M1118H= - 3x4 TL2011 4-7-11 7-1-12 13-10-0 20-8-0 4-7-11 2-6-1 6-8-4 6-10-0 Plate Offsets (X,Y): D:0-5-0,0-1-111,[F:0-2-8,0-1-121,[G:0-2-0,0-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.23 H -J >999 240 MII18H 195/188 TCDL- 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.38 H -J >646 180 TL20 245/193 BCLL 0.0 Rep Stress Inca NO WB 0.99 Horz(TL) 0.08 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 101 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 'Except' . BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing. W3 2 X 4 SYP No.3, W3 2 X 4 SYP No.3, W1 2 X 4 SYP No.3 WEBS 1 Row at midpt F -H REACTIONS (lb/size) G=1820/Mechanical, B=1698/0-3-8 Max Horz B=218(load case 3) Max UpliftG=-1037(load case 3), B= 815(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-3441/1805, C -D=-3348/1871, D -E=-3011/1758, E -F=-3010/1759, F -G=-1660/1100 BOT CHORD BJ= -1744/3113, IJ= -1821/3129, H -I=-1821/3129, G -H=-147/198 WEBS DJ=0/327, E -H=-929/900, D -H=-129/181, F -H=-1774/3076, C -J=-110/42 NOTES (9-10) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) All plates are M1120 plates unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1037 Ib uplift at joint G and 815 Ib uplift at joint B. 6) Girder carries hip end with 7-0-0 end setback 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b down and 391.1 lb up at 7-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 10) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Regular: Lumber Increase—_11.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: B -G= -44(F=-24), A -D=-60, D -F= 131(F=-71) Concentrated Loads (lb) Vert: D= -385(F) Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089H5 i Job Truss Truss Type Oily Ply Centex Orl<>3016-B<>jsk<>12-20-3 , 53925089 H6 ROO 1 1 Mrs Job Reference (optional) Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 2014:45:03 2003 Page 1 1-0-0 ; 5-9-1 9-0-0 14-10-0 20=8-0 1-0-0 5-9-1 3-2-15 5-10-0 5-10-0 Scale = 1:35. 5x7 TL20= D E. F 5.00 F12. 2x3TL20, C W3 N, W3 1 B Bi LLJ 3x5 TL20— J I H G Us TL20= 9-0-0 14-10-0 20-8-0 9-0-0 5-10-0 5-10-0 Plate Offsets X Y : D:0-5-4,0-2-81 LOADING (psf) SPACING 2-0-0 CSI . DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.08 B-J >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.31 B-J >783 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.04 G n/a n/a BCDL 10.0 CodeFBC2001/TPI2002' Matrix) Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, excep BOT CHORD. 2 X 4. SYP No.2 end verticals: WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied.or 7-7-10 oc bracing. REACTIONS (Ib/size) G=813/Mechanical, B=886/0-3-8 Max Horz B=275(load case. 3) Max UpliftG=-393(load case 3), B= 403(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C 1539/603, C-D=-12,57/527, D-E=' 934/495, E-F=-45/85, F-G=-156/137 BOT CHORD B-J=-671/1372,1-J=-545/1134, H-1=-545/1134, G-H=-502/934 WEBS C-J=-302/313, D-J=-85/344, ;D-H=-240/132, E-H=-10/218, E-G=-1068/519 NOTES (6-7) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf;BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable. end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1:33. 2)_Provide adequate drainage to prevent water ponding. 3) All plates are 3x4 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen'for quality assurance inspection.. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 Ib uplift at joint G and 403 Ib uplift at joint B. 6) Truss shall be fabricated perANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 7) H28R Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTER HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:5392508.9H6 Job Truss Truss Type Qty PlyCentex-Orl<>3016•B<>jsk<>12-20-3 , r 53925089: MV6 RO FTU 2 1 Job Reference o tional y Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:04 2003 Page 1 i 5-9-14 , i 5-9-14 2x3 TL2011 Scale a 1:13. ., B A B1 Li da 6 3x4 TI -20 2x3 TL2011 I 5-9-14 5-9-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) A=200/5-9-14, C=200/5-9-14 Max Horz A=144(load case 3) Max UpliftA=-88(load case 4), C=-114(load case 4) f FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD A -B=-87/46, B -C=-150/144 BOT CHORD A -C=-27/35 NOTES (5) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing.. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ib uplift at joint A and 114 Ib uplift at joint C. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. , LOAD CASE(S) Standard 1 1 a I Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089MV6 L Job Truss Truss Type Oty Ply Centex-0rk>3016-B<>jsk<>12-20-3 , 53925089 E.17 JA,C ,' 16 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 2014:45:04 2003 Page 1 1-0.0 7-0-0 1-0-0 7-0-0 C r Scale . 1:15. 5.00 F12 - T1 B 81 D 3x4 TL20= 7-0-0 , 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defy Ud PLATES GRIP TCLL - 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.20 - A 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C nia n/a BCDL` 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1.0-0-0 oc bracing. REACTIONS (lb/size) C=198/Mechanical, B=346/0-3-8, D=68/Mechanical Max Horz B=223(load case 4) Max UpliftC=-210(load case 4),. B=-1 95(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 'A -B=0/22, B -C=-112/62 " BOT CHORD B -D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=1511; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to, bearing plate capable of withstanding 210 Ib uplift at joint C and 195 Ib uplift at joint B. 4) Truss shall be fabricated per ANSIfTPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard j l Customer No: 11045 Customer Name: CENTEX HOMES, ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089EJ7 Job Truss Truss Type * Qty Ply Centex-Orl<>3016-6<>jsk<>12-20-3 , 53925089 H7 HIP i Job Reference opt ional 5x10 M1118H= 5x10 M1118H= 5,00 12 2x3 TLM,\ 2x3 TLM,,, C F w1 3 . B a 131 H Io 3x7 TL20— K J I 3x7 TL20= 1 3x4 TL20= 3x10 M1118H= 3x8TL20= 7-1-12 12-10-4 20-0-0 7-1-12 5-8-8 7-1-12 Plate Offsets X[D:0-6-8,0-2-01,[E:0-6-8,0-2-0] LOADING (psf) SPACING 2-0-0 CS1 DEFL 'in (loc) I/defl Ud PLATES GRIP TCLL 20.0' Plates Increase 1.25 TC: 0.77 Vert(LL) 0.20 IX >999. 240 MII18H 195/188 . TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.36 B -K >658 180 TL20 245/193 BCLL 0.0 Rep Stress lncr NO WB 0.10 Horz(TL) 0.11 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly, applied or 2-9-5 oc purlins: BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) G=1686/0-3-8, B=1686/0-3-8 Max Horz B=-106(load case 5) Max UpliftG=-861(load case 5), B=-861 (load case 4) E FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-3406/1856, C -D=-3288/:1912, D -E=-3069/-1821, E -F=-3288/1911, F -G=-3406/1856, G7H=0/22 BOT CHORD B -K=-1629/3084, J -K=-1683/3068, 1-J= 1683/3068, G-1=-1613/3084 WEBS D -K=0/313; E-1=0/310, C -K=-91/125, D-1_-103/105, F -6-90/126I NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 1 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) -This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 861 Ib uplift at joint G and 861 Ib uplift at joint B. 7) Girder carries hip end with 7-0-0 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.Olb down and 408.0lb up at 13-0-0, and 385.01b down and 408.01b up at 7-0-0 on top chorda The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI.operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or l accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Plf) Vert: A -D=-60, D-E=131(F=-71); E -H=-60, B -G= -44(F=-24) Concentrated Loads (lb) Vert: D= -385(F) E= -385(F) - Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO. Shop No: 5392508.9 Contractor/Job: 3016 B ROOF Date Req:1 2/1W003 Draw No:53925089H7 1. i I c E 1 Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 sSep 30 2003 MiTek Industries, Inc. Sat Dec 2014:45:05 2003 Page 1 l 1-0-0 4-7-11 7-0-0 13-0-0 15-4-5 , 20-0-0 21-0-0 1-0-0 4-7-11 2-4-5 6-0-0 2-4-5 4-7-11 1-0-0 Scale - 1:35. 5x10 M1118H= 5x10 M1118H= 5,00 12 2x3 TLM,\ 2x3 TLM,,, C F w1 3 . B a 131 H Io 3x7 TL20— K J I 3x7 TL20= 1 3x4 TL20= 3x10 M1118H= 3x8TL20= 7-1-12 12-10-4 20-0-0 7-1-12 5-8-8 7-1-12 Plate Offsets X[D:0-6-8,0-2-01,[E:0-6-8,0-2-0] LOADING (psf) SPACING 2-0-0 CS1 DEFL 'in (loc) I/defl Ud PLATES GRIP TCLL 20.0' Plates Increase 1.25 TC: 0.77 Vert(LL) 0.20 IX >999. 240 MII18H 195/188 . TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.36 B -K >658 180 TL20 245/193 BCLL 0.0 Rep Stress lncr NO WB 0.10 Horz(TL) 0.11 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly, applied or 2-9-5 oc purlins: BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) G=1686/0-3-8, B=1686/0-3-8 Max Horz B=-106(load case 5) Max UpliftG=-861(load case 5), B=-861 (load case 4) E FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-3406/1856, C -D=-3288/:1912, D -E=-3069/-1821, E -F=-3288/1911, F -G=-3406/1856, G7H=0/22 BOT CHORD B -K=-1629/3084, J -K=-1683/3068, 1-J= 1683/3068, G-1=-1613/3084 WEBS D -K=0/313; E-1=0/310, C -K=-91/125, D-1_-103/105, F -6-90/126I NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 1 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) -This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 861 Ib uplift at joint G and 861 Ib uplift at joint B. 7) Girder carries hip end with 7-0-0 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.Olb down and 408.0lb up at 13-0-0, and 385.01b down and 408.01b up at 7-0-0 on top chorda The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI.operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or l accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Plf) Vert: A -D=-60, D-E=131(F=-71); E -H=-60, B -G= -44(F=-24) Concentrated Loads (lb) Vert: D= -385(F) E= -385(F) - Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO. Shop No: 5392508.9 Contractor/Job: 3016 B ROOF Date Req:1 2/1W003 Draw No:53925089H7 1. Job Truss 53925089 HJ7 Universal Forest Products,lnc., i 1-6-8 1-6-8 f 3x4 TL20= Truss Type r END jr K1' ,R Oi ton, NC 27215, Jeff Kerr 5-8-6 5-8-6 IOty Ply Centex-Od<>3016-B<>jsk<>12-20-3 5 1 Sep G 2x3 TL2011 20 14:45:06 2003 9-10-1 4-1-11 Scale .1:183 D n F E 2x3 TL20-- 5-8-6 4-1-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.03 F -G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) . 0.05 A >455 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 E n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) B=437/0-11-5, E=401/Mechanical, D=222/Mechanical Max Horz B=271 (load case 2) Max UpliftB=-261(load case 2), E=-143(load case 2), D=-221 (load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -H=0/20; B -H=0/20, B -C=-837/242, C -D=-90/46 BOT CHORD B -G=-434/776, F -G=-434/776, E -F=0/0 WEBS ' C -G=0/167, C -F=-851 /476 I NOTES (5) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 0; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 Ib uplift at joint B, 143 Ib uplift at joint E and 221 Ib uplift at joint D. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. ! LOAD CASE(S) Standard I. 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -H=-60 Trapezoidal Loads (pIf) Vert: B= -2(F=9, B=9) -to -E= -49(F=-15, B=-15), H=0(F=30, B=30) -to -D= -148(F=-44, B=-44) Customer No 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089HJ7 Job Truss Truss Type '' I Oty Ply Centex-Orl<>3016-B<>Isk<>1220 3 53925089 H8 p 14 e " ROOF TRU'il i l I ii"gl N 1 N pb t'R1,p 4ay(1 1 r7 i ui Id v Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:06 2003 Page 1 1-0-0 5-9-1 9-0-0 11-0-0 14-2-15 20-0-0 21-0-0 1-0-0 5-9-1 3-2-15 2-0-0 3-2-15 5-9-1 1-0-0 Scale a 1:35. 5x4 TL20= 5x4 TL20= 0 E 5.00 12 2x3 TL20Q 2x3 TL20-i C F 2 W B O H Io 3x5TL20= K J I 3x5 TL20= 3x6 TL20= 3x4 TL20= 3x4 TL20= 9-0-0 11-0-0 20-0-0 9-0-0 2-0-0 9-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud . PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.10 B -K >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.32 B -K >735 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.05 G n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 88 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) B=857/0-3-8, G=857/0-3-8 Max Hoa B=-130(load case 5) Max UpliftB= 397(load case 4), G=-397(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-1476/555, C -D=-1173/386, D -E=-1044/378, E -F=-1173/386, F -G=-1476/556, G -H=0/22 BOT CHORD B -K=-514/1316, J -K=-229/1044, W=-229/1044, G -I=-385/1316 WEBS' C -K=373/348, D -K=-105/308, E -I=-105/308, F-1=-373/349 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding: 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 5) Provide mechanical connection (by others), of truss to bearing plate capable of withstanding 397 Ib uplift of joint B and 397 Ib uplift at joint G. 6) Truss shall be fabricated perANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent. bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089H8 Job Truss Truss Type Oly Ply Centex-On<>3016-B<>jsk<>12-20-3 53925089 MV8 ROOF lr1ril p1'! 151111 ili040 j i p l„Ri;1M 1 1 u l Job Reference (optional) Universal Forest Produets,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 2014:45:07 2003 Page 1 7-9-14 7-9-14 C Scale a 1:15. 5.00112 T wl B ST1 A 1 0 Li6 3x4 TL20 7-9-14 , I 7-9-14 LOADING. (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL - 20.0 Plates. Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCDL 10.0 C6deFBC2001/TPI2002 (Matrix) Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals: WEBS 2 X 4 SYP No.3 BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. OTHERS - 2 X 4 SYP No.3 REACTIONS` (Ib/size) A=86/7-9-14, D=122/7-9-14, E=353/7-9-14 Max HorzA=201(load case 3) Max UpliftD=-58(load case 4), E=-227(load case 4) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD A -B=-159/48, B -C= 82/34, C -D= 91/76 BOT CHORD A -E=-38/50, D -E=-38/50 WEBS B -E=-264/280 NOTES (6) 1) Wind`. ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) All plates are 2x3 TL20 unless. otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at joint D'and 227 Ib uplift at joint E. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4' of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building., Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No, 11045 Customer Name: CENTEX HOMES ORLANDO Snop No: 539z5v59 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089MV8 Job Truss s Qty Ply—TCentex-0rI<>3o16-B<>jsk<>1 2-20-3 53925089 T9 ROOF TRUSS 4 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:07 2003 Page 1 1-0-0 6-11-8 10-0-0 13-0-8 20-0-0 21-0-0 1-0-0 6-11-8 3-0-8 3-0-8 6-11-8 1-0-0 Scale - 1:35.2 5x4 TL20= D 2x3TL20\\ 2x3TL20/', 5-oo 1-2F C E Vi 2 w B F B! G 3x5TL20= H 3x5 T120 5x8 TL20= 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets (X,Y): H:04-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.13 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.37 F -H >640 180 BCI -L 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 F n/a n/a BCDL 10.0 CodeFBC2001fTPI2002 Matrix) Weight: 83 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B='857/0-3-8, F=857/0-3-8 Max Horz B=-1 41 (load case 5) Max UpliftB=-409(load case 4), F=-409(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-1 417/542, C -D=-1 111/405, D -E=-1 111/405, E -F=-1417/542, F -G=0/22 BOT CHORD B -H=-49611252, F -H=-355/1252 WEBS C -H=-395/376, D -H=-2621772, E -H=-395/377 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 lb uplift at joint B and 409 lb uplift at joint F. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFP1 operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES, ORLANDO , Shop No: 53925089 Contradtor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089T9 Truss Truss Type Qty Ply Centex-Orl<>3016 B<>jsk<>12-20-3 53925089 G10 C(0 1 2 Job Reference (optional) Universal Forest Produ9ts,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:08 2003 Page 1 5-8-6 10-0-0 14-3-10 20-0-0 5-8-6 4-3-10 4-3-10 5-8-6 Scale =1:33. 5x4 TL20= C 5.00 F12 2x3TL20\\ 2x3TL20// B w 1 D A E 81 I, 5x6 TL20= G F_ 5x6 TL20— 8x8 TL20= 8x8 TL20= 7-0-12 12-11-4 20-0-0 7-0-12 5-10-8 7-0-12 Plate Offsets X[A:0-3-6,0-0-01, LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TCLL" 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.23 F -G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.39 F -G >613 180 BCLL 0.0 Rep Stress lncr NO WB 0.71 Horz(TL) 0.07 E n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 230 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD 2 X 8 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=3609/0-3-8, E=4961/0-3-8 Max Horz A=113(load case 4) Max UpliftA=-1664(load case 4), E=-2309(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=-8993/4148, B -C=-8804/4109, C -D=-9227/4307, D -E=-9406/4352 BOT CHORD A -G=-3867/8264, F -G=-2641/5899, E -F=-3951/8676 WEBS B -G= 304/310, C -G=-1797/3758, C -F=-2103/4399, D -F=-367/340 NOTES (9) 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1698.01b down and 810.01b up at .7-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 2 -ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top _chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1698.O1b down and 810.Olb up at 7-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided t distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1664 Ib uplift at joint A and 2309 Ib uplift at joint E. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1698.Olb down and 810.Olb up at 7-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -G=-20, E -G= -434(F=-414); A -C=-60, C -E=-60 Concentrated Loads (lb) Vert: G= -1698(F) Job Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089G10 j Sob Truss Truss Type Oty PlyCentex 0rl<>3016-B<>jsk<>12-20-3 I! 53925089 MV10 _ ROOf' ' I Ell rap " 1 1 Job Reference (optional) Universal Forest Produr:ts,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 2014:45:08 2003 Page 1 it I I 9-9-14 9-9-14 C Scale =1:1 9-9-14 9-9-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase- 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.08 Horz(TL) 0.00 D n/a Na BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Structural wood'sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=169/9-9-14, D=105/9-9-14, E=447/9-9-14 Max Horz A=259(load case 3) E Max UpliftA=-35(load case 4), D=-55(load case 3), E=-287(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD . A -B=-187/57, B -C=-86/51, C -D=-81/72 BOT CHORD A -E=-53/62, D -E=-53/62 I WEBS B -E=-318/315 NOTES (6) 1) Wind: ASCE 7-98;130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; Exp B; enclosed; M W FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60,plate grip DOL=1.33. 2) All plates are 2x3 TL20 unless otherwise indicated. ' i - 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint A, 55 Ib uplift at joint D and 287 Ib uplift at joint E. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard f r L Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089MV10 Job TrussTr uss Type _ Qty Ply Centex-Orl<>3016-B<>jsk<>12-20-3 1MTM-,fir c 53925089 GE11 R018=1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:09 2003 Page 1 1-0-0 , 6-11-8 10-0-0 13-0-820-0-0 21-0-0, 1-0-0 6-11-8 3-0-8 3-0-8 6-11-8 1-0-0 Scale .1:35. 3x6 TL20= H G I F J 5.00 12 E K D L T T C T I IT,M T T T T T T B R R1 N I 3x5 TL20= T A V I r3x5 TL20= 3x6 TL20= 10-0-0 20-0-0 10-0-0 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC . 0.14 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.01 A >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 N n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 104 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocpurlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) B=203/20-0-0, N=203/20-0-0, V=100/20-0-0, W=103/20-0-0, X=130/20-0-0, Y=-6/20-0-0, Z=327/20-0-0, T=100/20-0-0, S=103/20-0-0; R=130/20-0-0, Q=-6/20-0-0; P=327/20-0-0 . Max Horz B=191(load case 4) Max, UpliftB=- 111 (load case 4), N=-126(load case 5), V=-12(load case 4), W=-75(load case 4), X= 79(load case 4), Y=-10(load case 2), Z=-193(load case 4), S=-77(load case 5), R=-79(load case, 5), Q_-10(load case 3), P=-192(load case 5) Max GravB=203(load case 1), N=203(load case 1), V=100(load case 1), W=105(load case 6), X=130(load case 1), Z=327(load case 6), T=100(load case 1), S=105(load case 7), R=130(load case 1), P=327(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-13=0/211 B -C=-118/43, C -D=-47/87, D -E=-17/97, E -F=-25/121, F -G=-25/145, G -H=-23/139, H -I=-23/136, I -J=-25/129, J -K=-25/88, K -L=-17/59, L -M=-47/49, M -N=-80/43, N-0=0/21 BOT CHORD B -Z=0/0, Y -Z=0/0, X -Y=0/0, W -X=0/0, V -W=0/0, U -V=0/0, T -U=0/156, S -T=0/156, R -S=0/156, Q -R=0/156, P -Q=0/156, N -P=0/156 WEBS G -V=-76/25, F -W=-81/92, E -X=-92/96, D -Y=-10/22, C -Z=-225/220, 1-T=-76/9, J -S=-81/94, K -R=-92/95, L -Q=-10/22, M -P=-225/220 NOTES . (9) 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. 4) All plates are 2x3 TL20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint B, 126 Ib uplift at joint N, 12 Ib uplift at joint V, 75 Ib uplift at joint W, 79 Ib uplift at joint X, 10 Ib uplift at joint Y, 193 Ib uplift at joint Z, 77 Ib uplift at joint S, 79 Ib uplift at joint R, 10 Ib uplift at joint Q and 192 Ib uplift at joint P. 9) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 I Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089GE11 i Jqb Truss Trus'sx ype Qty Ply Centex-Orl<>3016-B<>jsk<>12-20-3 53925089 T12 ROOF TRUSS 3 1 Job Reference (optional) Universal Forest Product s,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:10 2003 Page 1 1-0-0 6-11-8 10-0-0 13-0-8 20-0-0 21-0-0 1-0-0 6-11-8 3-0-8 3-0-8 6-11-8 1-0-0 Scale a 1:35. 5x4 TL20= D 2x3 TL20 \\ 2x3 TL20 // 5.00 12 - C E 2 W B F 131 Bi° I ; 3x5 TL20= H 3x5 T120= 5x8 TL20= 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets X Y : H:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.11 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.33 F -H >693 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.04 F n/a n/a BCDL -10.0 CodeFBC2001/TP12002 Matrix) Weight: 83 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) B=853/0-8-0, F=853/0-8-0 Max Horz B=141 (load case 4) Max UpliftB=-418(load case 4), F=-418(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-1371/515, C -D=-1065/390, D -E=-1065/389, E -F=-1371/516, F -G=0/22 BOT CHORD B -H=-469/1190, F -H=-328/1190 WEBS C -H=-368/357, D -H=-243/725, E -H=-368/358 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 Ib uplift at joint B and 418 Ib uplift at joint F. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089T12 Job Truss . Truss Type y Ply Centex-Orl<>3016-B<>jsk<>12-20-3 53925089 T13 ROOF TRUSS 4 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:10 2003 Page 1 1-0-0 6-11-4 10-0-0 13-0-12 19-10-8 1-0-0 6-11-4 3-0-12 3-0-12 6-9-12 Scale - 1:34. 5x4 TL20= D 2x3 TL20 Q 2x3 TL20 ,/ 5.00 12 c E 2 W B F 13i 132 3x5 TL20= C' 3x5 TL20= 5x8.TL20= 10-0-0 19-10-8 10-0-0 9-10-8 Plate Offsets X Y : G:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0. CSI DEFIL in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.40 Vert(LL) 0.13 F -G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) 0.35 F -G >667 180 BCLL 0.0 Rep Stresslncr YES WB 0.23 Horz(TL) 0.04 F n/a n/a BCDL ` _ 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 81 Ib LUMBER BRACING TOP CHORD. 2 X 4 SYP No.2' TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) F_768/0-6-8, B=854/0-8-0 Max Horz B=151(load case 4) Max UpliftF=-308(load case 5), B=-418(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-1374/517, C -D=-1067/398, D -E=-1067/392, E -F=-1358/531 BOT CHORD' . B -G=-481/1192, F -G=-379/1193 WEBS C -G=-368/357, D -G=-252/725, E -G=-370/368 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 Ib uplift at joint F and 418 Ib uplift at joint B. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4 of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HUME5 UKLANUU 5tlop No: ouvzoutsw Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089T13 Job Truss Truss Type Qty Ply Centex-Orl<>3016 B<>jsk<>12-20-3 53925089 T14 O© 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:11 2003 Page 1 1-0-0 6-11-4 10-0-0 13-0-13 19-2-8 1-0-0 6-11-4 3-0-12 3-0-13 6-1-11 Scale = 1:33. 5x4 TL20= D 2x3 TL20\\ 2x3 TL20i/ 5.00 12 C E 2 w F H Q eF-I 132 I 3x4 TL20 3x5 TL20= H 3x4 TL20 // 5x5 TL20= 5x8 TL20= 10-0-0 19-2-8 10-0.0 9-2-8 Plate Offsets X G:0-0-15 0-2-15 [H:0-4-0,0-3-0] LOADING (psf), SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.11 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.36 B-H >637 180 BCLL 0.0 Rep Stresslncr YES WB 0.21 Horz(TL) 0.04 G n/a n/a BCDL 10.0 CodeFBC2001ffP12002 Matrix) Weight: 84 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-5 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.2 3-3-4 REACTIONS (Ib/size) G=752/0-1-8, B=838/0-8-0 Max Horz B=151(load case 4) Max UpliftG=-299(load case 5), B=-414(load case 4) FORCES (lb).- Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-1312/507, C -D=-1023/385, D -E=-1010/379, E -F=-1183/493, F -G=-1263/476 BOT CHORD B -H=-471/1151, G -H=-331/1092 WEBS C -H=-365/353, D -H=-216/640, E -H=-295/318 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 Ib uplift at joint G and 414 Ib uplift at joint B. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 1.1045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089T14 Jqb Truss Truss Type Z1ty Ply Centex-0rl<>3016-B<>jsk<>12-20-3 53925089 H15 OOFTRUSS 1 1 Job Reference o tional Universal Forest Product s,lnc., Burlington, NC 27215, Jeff Kerr 5'200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:12 2003 Page 1 40-0 6-8-14 10-0-0 14-7-4 19-2-8 1-0-0 6-8-14 3-3-2 4-7-4 4-7-4 Scale 1:34.4 5x4 TL20= 3x4 TL20= 2x3 TL2011 D E F 13 2x3 TL20\\ 5.00 12 C 1 W2 W4 3 a - q d 3x5 TL20= H 5x8 TL20= 3x5 TL20= 9-7-4 19-2-8 9-7-4 9-7-4 Plate Offsets X D:0-2-0 0-2-11 [H:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.10 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.29 B-H >764 180 BCLL 10.0 Rep Stress Incr . YES WB 0.52 Horz(TL) 0.03 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 95 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins, excep BOT CHORD 2 X 4 SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-4-5 oc bracing. REACTIONS, (Ib/size) G=746/0-1-8,B=832/0-8-0 Max Hort B=303(load case 3) Max UpliftG=-356(load case 3), B=-411(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C= 1327/502, C-D=-1045/410, F-G=-124/107, D-E=-895/399, E-F=-65/68 BOT CHORD B-H=-558/1150, G-H=-381/609 WEBS C-H= 324/339, D-H=-39/197, E-G=-782/461, E-H=-130/374 NOTES . (6) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 Ib uplift at joint G and 411 Ib uplift at joint B. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date. Req 12/16/2003 Draw No:53925089H15 Job Truss Truss Type Qty Ply Centex-Orl<>3016-B<>jsk<>12-20-3 53925089 H16 R ° 1 1 Job Reference (optional) Universal Forest Products Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MTek Industries, Inc. Sat Dec 2014:45:12 2003 Page 1 1-0-0 6-8-14 12-0-0 19-2-8 1-0-0 6-8-14 5-3-2 7-2-8 Scale =1:34. 5x4 TL20= 3x4 TL2011 D E 5.00 12 2x3TL20\\ C W W2 3 B1311v ee LLJd 3x5 TL20= G F 5x6 TL20= 3x5 TL20= 9-7-4 19-2-8 9-7-4 9-7-4 Plate Offsets X G:0-3-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.10 B -G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.30 B -G >747 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 F n/a n/a BCDL10.0 CodeFBC2001/TP12002 Matrix) Weight: 94 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-3-15 oc bracing. WEBS 1 Row at midpt D -F REACTIONS (Ib/size) F=746/0-1-8, B=832/0-8-0 Max Horz B=361 (load case 3) Max UpliftF=-345(load case 3), B= 429(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-1326/555, C -D=-1037/428, E -F=-208/183, D -E=-59/106 BOT CHORD B -G=-557/1150, F -G=-392/690 WEBS C -G=-341/379, D -G=-165/492, D -F=-775/378 NOTES (6) , 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 Ib uplift at joint F and 429 Ib uplift at joint B. 6) Truss shall be fabricated per ANSIlTPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089H16 J 01iJ01i Truss Truss TypeQty Ply 53925089 H17 ROO iI'1 1 1 ICentex-Orl<>3016-B<>jsk<>12-20-3 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:13 2003 Page 1 1 0-0 6-8-14 14-0-0 19-2-8 1-0-0 6-8-14 7-3-2 5-2-8 Scale .1:34. 5x4 TL20= 3x3 TL2011 D E Ts5.00 Ff2 - 5x6 TL205 W1 W2 C 3 a 3x5 TL20= F 5x6 TL20= 3x5 TL20= 9-7-4 19-2-8 9-7-4 9-7-4 Plate Offsets (X,Y): C:0-3-0,0-3-01, [G:0-3-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.08 B-G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.28 B-G >804 180 BCLL 0.0 Rep Stress lncr ` YES WB 0.76 Horz(TL) 0.03 F n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 96 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-5 oc bracing. REACTIONS (Ib/size) F=746/0-1-8, B=832/0-8-0 Max Horz B=418(load case 3) Max UpliftF=-333(load case 3), 6=-440(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1338/607, C-D=-1034/465, E-F=,121/118, D-E=-83/100 BOT CHORD B-G=-634/1180, F-G=-318/492 WEBS C-G=-426/453, D-G=-257/636, D-F=-713/404 NOTES (6) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint F and 440 Ib uplift at joint B. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089H17 Joie Truss Truss Type Oty Ply Centex-Or1o3016-B<>jsk<>12-20-3 s, 53925069 H18- 1 1 { Job Reference (optional)I Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTekIndustries, Inc. Sat Dec 2014:45:13 2003 Page 1 1'-0-0, 6-8-14 11-10-14 16-0-0 19-2-8 1-0-0 6-8-14 5-2-0 4-1-2 3-2-8 Scale .,1:37.0 5x4 TL20= l 5.00 123x3 TL2011 E F 5x6 TL20 i D 2x3 TL200 2 C w wl 5 Bi 82e 3x5 TL20= H G 5x6 TL20= 5x8 TL20= 9-7-4 19-2-8 9-7-4 9-7-4 Plate Offsets (X,Y): [D:0-3-0,0-3-01, H:0-3-00-3-0 , LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.09 B-H >999 240 TL20 245/193 TCDL 10.0Lumber Increase 1.25 BC 0.45 Vert(TL) -0.29 B-H >784 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.03 G : n/a n/a BCDL 10.0 CodeFBC2001rrPI2002 (Matrix) Weight: 107 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No:2 TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, excep SOT -CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No:3 BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. WEBS 1 Row at midpt F -G, D -G REACTIONS (Ib/size) G=746/0-1-8, B=832/0-8-0 Max Horz B=476(load case 3) Max UpliftG= 333(load case 4), B=-443(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension; TOP CHORD `A -B=0/22, B -C=-1336/590, C -D=-``1037/465, D -E=-159/129, F -G= 81/104, E -F=-102/113 BOT CHORD B -H=-639/1161, G -H=-346/683 WEBS C -H=-366/371, D -H= 164!513, D -G=-707/466, E -G=-199/242 NOTES (6) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. , 3) This truss requires plate inspection per the Tooth Count Method when this truss' is chosen for quality assurance inspection. 4) Provide. mechanical connection (by others)of truss to -bearing plate at joint(s) G. 5) Provide mechanical connection (by others) of truss to bearing -plate capable of withstanding 333 lb uplift at joint G and 443 Ib uplift at joint B. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and, permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with ? conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. i LOAD CASE(S) Standard i I l Customer No 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089H18 Jot) Truss Truss Type Oxy Ply Centex-0rl<>3016-B<>jsk<>12-20-3 53925089 H19 M 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:14 2003 Page 1 1-0-0 6-8-14 11-10-14 18-0-0 19-2-8 1-0-0 6-8-14 5-2-0 61-2 1-2-8 5x4 TL20= Scale m 1:40. 30 TL2011 5.00 F12 E F 5x6 TL206 D 20 TL20Q - C w Wi 5 B LLJ 3x5 TL20= H G 5x6 TL20= 5x8 TL20= 9-7-4 19-2-8 9-7-4 9-7-4' Plate Offsets X[D:0-3-0,0-3-01,H:0-3-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP ' TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.09 B-H' >999% 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.29 B-H >757 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.03 G n/a n/a BCDL 10.0 CodeFBC2001/7PI2002 Matrix) Weight: 109 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD ; Structural wood sheathing directly applied or.5-1-1 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. WEBS 1 Row at midpt D-G REACTIONS (Ib/size) G=752/0-1-8, B=821/0-8-0 Max Horz B=533(load case 3) Max UpliftG=-392(load case 4), B= 434(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1303/564, C-D=-1010/446, D-E=-146/102, F-G=-214/101, E-F=-108/132 BOT CHORD B-H=-639/1129, G-H=-340/669 WEBS C-H=-349/355, D-H=-157/499, D-G=-760/520, E-G=-332/421 NOTES (6) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 Ib uplift at joint G and 434 Ib uplift at joint B. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard i Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089H19 Job Truss Truss Type Qty Ply Centex-Orl<>3016-B<>jsk<>12-20-3 . 53925089 M20 ROOF TRUSS 7 1 Job Reference (optional) Universal ForesttProducts,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 302003 MiTek Industries, Inc. Sat Dec 2014:45:142003 Page 1 1-0-0 6-8-14 11-10-14 19-2-8 1-0-0 6-8-14 5-2-0 7-3-10 3x5 TL2011 Scale= 1:40. ml— E v` 4 8 131 B2 EEd 3x5 TL20= G F. ... 5x6 TL20= 3x6 TL20= 9-7-4 19-2-8 9-7-4 9-7-4 Plate Offsets (X,Y): D:0-3-0 0-3-0 G:0-3-00-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc). I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC. 0.59 Vert(LL) 0.11 B -G - >999 240 , TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.30B-G X749 180 BCLL , 0.0 Rep Stress Incr YES _ W B 0.31 Horc(TL) 0.03 F n/a n/a BCDL 10.0' Cod@FBC2001/TP12002 (Matrix) Weight: 99 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural woodsheathing directly applied or 5-0-6 oc purlins, excep BOT CHORD 2 X 4 SYP No:2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-7-3 oc bracing. WEBS 1 Row atmidpt E-F,D-F REACTIONS (Ib/size) F=74610-1-8, B=832/0-8-0 Max Horz 6=563(load case 3) Max UpliftF=-426(load case 4), B=-435(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/22, B -C=-1325/562, C -D. 1040/449; D -E=-183/105, E -F=-193/170 BOT CHORD ' B -G=-650/1148, F -G 367/710 WEBS C -G=-328/342, D -G=-143/481 ;D -F=-822/558 NOTES (5) 1) Wind: ASCE 7-98;130mph (3 -second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed i end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F.; 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 lbuplift at joint F. and 435 Ib uplift at joint B. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and Within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. P Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. I LOAD CASE(S) Standard a 1 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089M20 Job Truss 53925089 HJA Universal Forest Products,lnc., Burlington, Truss Type= ENDJACK TRUSS I Qty PlyCentex-Orl<>3016-B<>jsk<>12-20-3 I 1 Job Reference (optional) 200 s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:15 2003 Paoe 1 0-0-0 U-1-13 1-6-8 5-8-3 3-5-5 Scale .1:17.1 3x4 TL20= 5-8-3 9-1-8 5-8-3 3-5-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.02 F -G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) 0.05 A >481 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 E n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) B=392/0-11-5, E=365/Mechanical, D=168/Mechanical Max Horz B=238(load case 2) Max UpliftB= 245(load case 2), E=-141(load case 2), D=-168(joad case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A -H=0/20, B -H=0/20, B -C=-666/175; C -D=-69/34 BOT CHORD B -G=-335/612, F -G=-335/612, E -F=0/0 WEBS C -G=0/156, C -F=-698/382 NOTES (5) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.0psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method -when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 Ib uplift at joint B, 141 Ib uplift at joint E and 168 Ib uplift at joint D. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 5) Truss shall be fabricated per ANSIITPI quality "requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -H=-60 Trapezoidal Loads (plf) Vert: B= -2(F=9, B=9)-to-E=46(F=-13, 6=13), H=O(F=30, B=30) -to -D= -138(F=-39, B=-39) Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089HJA Job 53925089 Universal Forest Prc Truss Truss Type Qty MVA ROOFTRUSS I1 6-9-14 Ply Centex-Ori<>3016-B<>jsk<>12-20-3 1 Job Reference (optional) s Sep 30 2003 MiTek Industries, Inc. Sat Dec 20 14:45:15 2003 Page 1 2X3 TL20 11 B Scale - 1:15. 3x4 TL20 2x3 TL20 11 6-9-14 6-9-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-9-14 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) A=240/6-9-14, C=240/6-9-14 Max Horz A=172(load case 3) Max UpliftA=-105(load case 4), C=-137(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=-104/55, B -C=-180/173 BOT CHORD A -C=-33/43 NOTES (5) 1) Wind: ASCE 7-98; 130mph (3 -second gust); h=15ft; TCDL=6.0psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33: 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint A and 137 Ib uplift at joint C. 5) Truss shall be fabricated per ANSVTPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925089 Contractor/Job: 3016 B ROOF Date Req:12/16/2003 Draw No:53925089MVA 40-0-0 20-0-0 7-0-0 40-0-0 13-0-0 0 0 i I U a n„a Dao g r, O NpN coM 9d9 W vZ N V] n Z 9 dN Z7 uu, m 9 I iap ozz Or W ay of JoymUa=p cc Wozzi. NCLOinBOHMa N2 N: yy.. PHN TOom ;.. UI } Z7ZW Cf%)m G I OZN64 _lq W Z^igm zz) 8 NLoi.5 -2Z> >_ 3 r W m t— J O a W omoo o J cn CY U o O m1 ej 0 LJ OaZz= 0 0 DRAWN BY: S.B. I CHECKED BY: DRAWING NUMBER 1310032 J 60.0-0 0 0 o CUSTOMER NAME: Z CENTEX - ORLANDO Noris: THIS DRAWING is THE PROPERTY OF UNIVERSAL FOREST PRODUCTSZmUNIVERSAL / SHOFFENER L.L.C. AND IS NOT TO BE Q) zm Cr{ j USED FOR ANY PURPOSE DEIRIMENTN. TO THE INTERESTOFUNIVERSAL / SHOFFNER -LLC. SHOFFNER, LLC. PROJECT: _ 14 v m V1 77 ' o J"- r" - 3076 Q ROOF THIS L,DRAWINGOTHER TMUSTECH ICA USED dN CONJUNCTION WITH ALL, OTHER TECHNICAL DRAWINGS SUPPLIED INGINC. AND BMYENDA- USSES:ER ICOMMENTARY-ANDDATE: QUALITY PRODUCTS FOR QUALITY BUILDERS WOOD TRBY ECO N°STITUTE F RBNDUSTRY EREC„N° N. TS. SCALE: N.T.S. STANDARDSTRUSS IN L 7 0 0 TRUSSES. (TP11 1S LOCATED AT 583 O'ON0 RIO DR. SUITE 200 1 ISON. WI 53719 5631 S. NC 62 PHONE (800) 476-9356REVISION: DATE: BY: 608) 833=5900 BURLINGTON, NC 27215 FAX (336) 226-9403REVISION: GATE: BY: ROMP ITINJ wr 110 95 10x6 Iwcd 10x6 Iwcd 10x6 Iwcd 10x10 rag 110 6' 10x1 rag 6' s+e Na! Ht I 44 r 10 r IOU air ftiv 8' 10x10 2wcd i 65 10x6 Iwcd 5' 75 5' , + BEDW /5 6' 10x6 Iwcd i - 3 75 16xi rag 10 rec.8' 9' 12' O 12x12 3wcd 14x1" rag 270 s I p ED WT. e 8 2.0 ton w/5kw @240v 1ph 18x10 plen platform by bldr scale d/8'=1'0' N 2nd A 0QR PI AN 1 st A QOR Pl AN9CJl1E t/Mr- i' -t< 16' x 7 O.H.D. Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 insulation value. J O v g u N L 2 M U Z CI - 0O N 01i 0 LLJ LLJ 'D O Q CD00 O IKJSMI Pq MI El A Itu ma Q oxs 4, 118x4x4 Iwcd 20 wws m f MAY illi I ITM reae 2x12 4wcd 12x12 4wcd a 240240 goo 91 SRO f 3' bath duct to roof cap w/fan R 12' 8x4 Iw Y7 W 10 X R sl 74 W d yIDs 10' IL 4' i 12X12 ag WPM FA W RM 6 j DG 7' 3' bath duct Cep to roof cap 14' 10x6 Iwcd w/fan 12x6 Iwcd 105 6' 135 N L s 8x4 w d 5 10x6 Iwcd 24x18 rag4 O70 x 1 5' 45 a w UM 12x6 Iwcd n 5. amp l 135 7,; 4' dryer duct Or rW= to roof cap MINKISM 2 -CAR GARAGE eat 2.5 TON W/10KW @240V IPH 18x10 plen 42X42 A/C SLAB platform by BY BLDR MINbldr 2' FROM WALL 2nd A 0QR PI AN 1 st A QOR Pl AN9CJl1E t/Mr- i' -t< 16' x 7 O.H.D. Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 insulation value. J O v g u N L 2 M U Z CI - 0O N 01i 0 LLJ LLJ 'D O Q CD00 O U 5 ao > Rating o w > z J Q t— co Q ma-_iU)Q0 I Pq El Q oZS X LL -o Y7 W X W J o W U 5 ao > Rating o w > z J Q t— co Q ma-_iU)Q0 I ONE BY WOOD BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE WOOD BUCK STUCCO BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD WH (TYP.) WI DOW p HEIGHT). CONCRETE OR MASONRY OPENING BY OTHERS a CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK & MAS'Y. OPENING BY OTHERS 1-1/4' MIN. EMBEDMENT INSTALLATION ANCHOR 3/16' DIA. TAPCON SHIM AS. REQ'D. I/4' MAX. SEE NOTES). . FLANGE TYPE WINDOW FRAME . . HEADER GLASS TYP.) (SEE NOTES) B.H. BUCK HEIGHT) FLANGE TYPE WINDOW. FRAME SILL B.W. 1-1/4' MIN. BUCK WIDTH) - EMBEDMENT INSTALLATION ANCHOR . ONE BY WOOD 3/16' DIA. TAPCON . BUCK BY OTHERS STUCCO BY ETHERS SHIM AS RED'D. RIGID V[NY LI/ 4' MAX. 0 GLAZING BEAD ( SEE NOTES). TYP.) GLASS TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE WOOf BUCK PERIMETER. / CAULK BY OTHERS W:W: WINDOW WIDTH) CAULK BETWEEN WOOD BUCK & . MAS'Y.. OPENING BY OTHERS SECTION B -B CONCRETE OR MASONRY OPENING BY OTHERS W . W. s PRECAST SILL a a Q s BY OTHERS r ' NOTES: SECTION A -A A B G ., 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1/4". D E 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. Y(( 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVELq C MIN. EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE.. 4) USE SILICONIZED ACRYLIC CAULK . BEHIND WINDOW FLANGE AT HEAD g K BJAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF TO 40PSF 41 PsF TO 70PSF 30PSF TO 40PSF 41 PSF TO 70PSFSIZESIZE 12 18 1/8 x 25 6 B F.G FG F.G F,G 13 18 1/8 X 37 3/8 8 B F,G F,G . 14 18 1/8 x 49 5/8 8 8 F.G F,G 145 18 1/8 x 55 1/4 B B F,G F.G 15 18 1/8 x 62 8 8 B B F,G F,G,H 1 16 18 1/8 X 71 B B F,G F.G,J,K 17 18 1/8 X 83 8 F,G F.G 1H2 125 1/2 X 25 8 8 F,G FG IH3 25 1/2 x 37.-3/8 B F,G F,G,H,1 1H4 25 1/2 X 49 5/8 B 8 F.G F,G,H.I 1H45 25 1/2 X 55 1/4 8 8 F.G F,G.H,1 1H5 25 1/2 x 62 B 8 8 F,G F,G,H,I tH6. I H7 25 1/2 X 71 25 1/2 X 83 8 8 8 F.G.J,K F,G.J.K 30 1/2 x 26 29 1/2 x 25 8. B 8 8 F.G F ,G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 8 F G F.. G 30 1/2 x 50 5/8 29 1/2 X 49 5/8 B F.G F,G,H,I 30 1/2 x 56 1/4 29 1/2 X 55 1/4 8 8 B F,G,H.1. 30 9/2 x 63 29 1/2 x 62 8 8 B G F, F.G H.1 H.1F.G,H.1 1/2 x 72 29 1/2 X 71 B F,G. F, F,,H.1 30 1/2 x 84 29 1/2 x 83 B 22' 36 X 25 8 9 6 8 F.G F,G 23 36 x 37 3/8 8 B F,G F,G,H,1 24 36 X 49 5/8 6 B F.G F,G,H,I 245 36 x 55 1/4 8 8 F.G•H•1 F,G,H,1 225 25 36 X 6 36 X 2 B B FGH1 D.E,F,G H,I 27 36 X 83 8 B F,G,J,K F.,G,H,I,J.K 42 x 26 41 X 25 B 8 B B F,G F,G,H,I 42 x 38 3/8 41 x 37 3/8 B B F,G F,G,H,I 42 x 50 5/8 41 X 49 5/8 8 B F,G.H,1 F,G,H,1 42 x 56 1/4 41 x 55 1/4 8 8 F,G,H,I D,E,F,G.,H,I 42 x 63 41 x 62 B 6 F,G.H,1 D,E,F,G,H,1 42 x 72 41 X 41 X B F.G,J.K F,G.H,I,J,K 42 x 84 48 x 26 23 47 X 25 8 A,. C F,G F,G F,G,H,I 48 x 38 3/8 47 x 37 3/8 8 6 A,C A.0 F,G F,G,H,I 48 x 50 5/8 47 X 49 5/8 B A,C F,G,H,I F.G,Hi 48 x 56 1/4 47 X 55 1/4 8 A.0 F,G,H,1 D,E,F,G.H.I 48 x 63 47 X 62 47 x 71 B A,C F,G,H.I D,E.F.G,H,I 48. x 72 47 X 83 R A C FGJK DEFGHIJK 48 x 84 32 52 1/8 X 25 8 A,C F,G F,G F,G F,G.H,1 33 52 1/8 X- 37 3/8 8 B A,C A.0 F,G,H,1 F,G.H.I 34 52 1/8 X a9 5/8 8 A,C F,G,H,1 D.E.F.C.H.1 345 52 1/8 X 55 1/4 B A,C F.G.H.1 D,E.F.G.H.1 35 52 1/8 x 62 8 A,C F.G,H,1 D.E.F.G.H,1 36 52 1/8 X 71 52 1/8 X 83 6 A,C F.G.J.K D,E,F,G,J.K,J..K. 37 VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H. EXTERIOR OF WINDOW FLANGE. F G 5 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ( I " ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE.. FOR THE APPROPRIATE DESIGN PRESSURE REO'D. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS \Q I 8). LETTER DESIGNATIONS- ON THE TAPCON LOCATION CHART INDICATE- - - + WHERE TAPCON ANCHORS .ARE TO BE INSTALLED WHEN USING THE Fi I INTERNATIONAL, .INC EXTERIOR ELEVATION ASA KEY..J , r: FFLRIDA EXTRUDERS9) ALL FACTORY APPLIED HOLES. NOT DESIGNATED FOR TAPCON SANFORD, FLORIDAANCHORSHOULDBEFILLEDWITH #8 SCREWS OF SUFFICIENT LTH. j TO PROVIDE MIN. 5/8 IN.. EMBEDMENT INTO WOOD BUCK. A10) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS INSTALLATION D.ETAIL PRIM ALSO APPLIESTOTO THE FLORIDA EXTRUDERS 1500 AND 2000 ISGL. HUNG FLANGE WINDB'JS - SERIES 1000 1500 2000SE8ES. SIN.GLE. HUNGS. E L EVAT 10 i V11)' WHERE WINDOW 1S INSTALLED IN .MASONRY OPENING WITH a DRAWN BY: BB APPROVED BY: STRUCTUAL TWO BY WOOD BUCK, USE #10 SCREWS OF ;: :. F y n SUFFICIENT LENGTH TO . ACHIEVE 1-3/8- MIN. EMBEDMENT AT VIEWED FROM EXTERIOR j = DATTE:SCALE:NTS DWG-: FLEX 0016 Ia €s K ',, ALL INSTALLATION FASTENER LOCATIONS. + PREPARED BY: PRODUCT &-APPLICATION ENGINEERING. INC_ 250 INTERNATIONAL PKY., SUITE 250. HEATHROW. FLORIDA -32746 -=PHONE 907 805-0365 FAX 407305-0366 i X c X 1/? f- 1 X E X 3/$ ON Bi' WOOD QlrS&H.:- G\;- ! i ,i ,' .. ~C i..I .-iulLi ?AM 13 Y^. ` 1 7U T'+M ltl t T1 3i; C K BY 0 T KJ 1 __T_ 1 ` BY Y - 4v MIN: r.2' X SELl-,"irc X 1/R S' ! aA ri`LM 1l4 !• Att "iivG S TAP -PING SMS j i SC -,A: ANT = 1 : _ +. .. l .A SEALt <t,L T 2= ' ,, .. _...- - ``-__. t iC T AL ION=c,N'_'. !^'c ..7fi. ca!-. P}Sr..z `Zt— 1-'1 't L :-. I i 1. .,Rr. ` . t .tii ''(.-•,, -b•-• l . JLLIGN 11 E.= r ,..F_X`C RNA; Mum _GI'":. eoa*L SSS _ ate' S;S TUBE,_.,- j - -- AD SECT It1 " ? t a` istt t ir_!V i f NLl 0 & 5+ L 1`il ERE i C // XiFJ.. L1/Li! L. 1 : n6 I r ; iat APE. r+ Y r i ' i1Q S., ., ,_ i..-ailVSEL.J hlJ 5: -t 10 (t i!. vFir ^ i i!_? ;ISN .jAUi i I YP.I J^M? C YP,? i JAMS (?'r .) r TA LI u 1 r l- #e ;4. 1/2 S _F l }r lNSTALLATION'' ANCHOR Ts X 1/2- SIC - :i 5^j .v 1/ f SELi t i.r Pr=_,V` S. I r-- ;,._yT4, TAP -ON TAP NHL S TAPPING SMS j SCREY A s I _ LL CLMasao- -am 1 I F ip 7BETWEEN8ni-'1 C SEL: SEALAPi , FLANGESn1'VL. wISEALANTw«t _ w_t: TAF"P - FLANGES - ! _ r ' APICES :` 3 SMS - 'Sc MULLION _ j 4 _ t.i+I GL'!` NT t rl ''.f h MljELION X: i-1/? .SELF `, , , , S -, L — _ _ _ t F PPirG Su3—PREC tSi S1! = 13Y !CTH'_RS I (-- S L rQPIY:.7 IJ MJ - 1.... '~ T .IL - 4: Will !ARY PI AT . yy -' C-: 41711: +.T0I`1=tL-'R-•.!C!"!L:RC- N L'f ;^J. •%t-tX X 4 X 1/t..•' _ - X ? X J/i?—._-____—_..-'t 1 Plk TUBE MI it 1 10-N MULLION i Q • 1 j i Qa , 10 I ., 1acc S.t,, o SE_ JAM. r , , JAMB e"- j a I 1 Si t'l:i iocr: nco - \ Z., : i (P,: L TAT_ 1i E__E 4 T,_, D _<Ofd E F N I_:_O CCX,/r $t__ #8 X 1/2 SEL!`!CyLv iAiP1NomSMTPr''Si~S i FOR°Fo'DFLORIDAEXTRUDERSDRiA TITLE: \ f1. 1 L' 1 ' U LiFLANGE r : r - 1 :• # \ v t' _ . ['--i ~.v -j -LJ!1 i i J1`i `, i L SEALANT BEi`WEEN ALA?!" BET 7 N ` FLANGES -- wIN77 i t!AN : S Si r_ Nr R S' DE C SNr `T 11 F. D r OR g• MULLION : `•t - i4 ! Ii.:V TS T C"*.i rk SCF t:, A} - i 1/.2 $ELS . `- 8 X i-t/ GM : icrL. L !? J S' ;Rc- P T I E S 3 AP?1n:G SMS TAPPT SMS > - - • ''s :; DRAWN BY: APPROVED BY: 1E t3; , . %= c1 7;nAmv.e1 i .; rnrV. ' ximri SERIES 1000 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES CITY CAPACITY CAPACITY CAPACITY WINDOW 1 CAPACITY WINDOW CAPACITY lX2XI/S CAPACITY lX2X I CAPACITY 1 X2X3/8 i CAPACITY CAPACITY 11X2 7/16xl/8llX2 7/16XI/BIX2 I CAPACITY 7/16811 i TUBE MULL CAPACITYJ 6X3/81 TUBE N IULL1 CAPACITY lX4 i/ TU13E MULL CAPACITY X4X TUBE 1MULLiT1ElX2Xl/8 1 TUBE MULL X4X3/8 TUBE MULL 1 2X4X3/83/8 I TUBE MULL i 6 ANCHORS CALL * TIP-TO-.TIP. ;TUBE MULL i TUBE MULL TUBE MULL 2 ANCHORS TUBE MULL !TUBE MULL 1 TUBE MULL S 4 ANCHORS 4 ANCHORS 2 ANCHOR 1 2 ANCHORS 4 ANCHORS 1 : 4 ANCHOR S A -A(5) 6 ANCHORS SECT. A-A(5 4 ANCHORS SECT. A-A(6)SECT. 6 ANCHORS A-A(6) SECT. A-A(7) SIZE SIZE 2 ANCHOR S A-A(l 4 ANCHORS SECT. A-A(l 'SECT A-A(2) SECT. A-A(2) SECT. A-A(3) 1 ECT A7A 3U SECT. A-A(4)_ SECT. A-A(4) SECT. 1791.81 11187.72 11187.72 12 19 1/8 X 26 1336.52 732.42 336.52 692.83 1336.52 732.42 336.52 1732.42 1,456.46 791.81 1493.47 1187.72 740.20 493.47 1740.20 740.20 13 119 1/8 X 38 3/8; 209.72 317.66 209.72 429.55 209.72 45 6.46 209.72 3 59.41 539.12 359.41 539.12 27 539.12 14 9 1/8 X 50 5/6131.23 1131.23 1152.7 1177.46 152.75 i 193.92 152.75 271.83, 49 31 5 1,460.17 319.55 FA C 1 479.33 145 941191/8 X 56 114: .13 94.13, 11127.29 127.29 j 135.81 139.09 1135.81 119.85 19 9. 282.02 423.03 282.02 1479.33 1423.03 1423.03 15 19 1/8 X 63 65.97 .65.97 89.21 97.48 197.48 136.64 90.0 212.62 212.62 1296.98 365.75 16 19 1/8 X 72 43.49 43.49 58.81 , 58.81 136.45 64.27 139.83 64.27 190.09 39.83 55.84 55.84 131.79 1131.79 296.98 184.08 1184.08 1294.03 17I 19 1/8 X 84 26.96 126.96 36.45 1618.52 927.78 1618.52 1927.78 11927.78 1 211-12 k7 26 1/2 X 26 262.V 1572.13 262.87 541-.20 162.87 1572.13 11343.74 262.87 157.93 572.13 343.74 1 371.61 i i 557.41 1.557.41 1. 557.41 1 311-13 6 1/2 X 38 3/8! 157.93 1239.21 157.93 323 48 157.93 1113.20 143.71 113.20 201.45 6 5 1399.53 1266.35 399.53 1399.53 lH4 26 1/2 X 50 5/8" 97.2.51H4 97.25 i 113.20 1131.51 93.89 1-100.1.7 1102.59 1100.17 143.81 v _ _:. 3 1235.70 339.42 235.70 1353.55.. 1353.55 1 W45IH4-9 6 1/2 X 56 1/469.43 69.43 193.89 1171.58 71 58 188.01 11.00.34 267.1 236.83 207.10 1310.65 1310.65 11-15 26 1/2 X 63 48.44 4 8.44 i 65.51 65.51 46 8 46.98 165.86 165.86 155.44 i 15.5.44 217.11 1217.11 12 67.38 11-16 L 26 1/2 X 72 31.79 1131.79 142.99 26.53 142.99 6.53 1128.99 1 28.9 9 1 40.64 140.64 i .93195 11133.99 133-99 214.02 I H7 26 1/2 X 84 19.62 i .19.6 2 12 1216.75 14 7571. 216.75i 1471475 1510 1765 1510 765 765 22 37 X 26 216.7 5 T. 1 471.75 1 216.7 5 1471.75 250.32 1 122.22 1 -- T266.00 i 122.22 I I- I i1 266.00 1287.57 1431.36 1287.57 431.36 1431.36 23 137 X 38 3/8 122.22 1185.12 1122.22 99.17 i -'- Fl185.36 0 3 7 1 151.91 1200.86 1 30 1,29 1200.86 301.29 1301.29 24 07 X 50 5/8 73.34 1.51.97 34 151 185.36 170.28- 1:70.28 174.98 176.79 74.93 07.65 T 1176.43i 254.07 76.43 1264.64 264 64' 245 1 7 X 56 1/4 97 1 148.70 148.70 153.21 4- 53'21 1 65.43 74. 59 153.96 176.06 153.96 1230.9 4 230.94. 25 37 X 63 36.01 36.0 131.74 34.69 3469 148.62 148.62 14.76 1114.76 131.61 1 160.30._ 197.41 26 1 37 X 72 123.47 F23. C7 i 131.74 i - 1 - - 21:'26. t 1298 I 81 170.36 1 70.36 198.27 98.27 . 1156.97 27 37 X 84 114.39 114.39 119.46 1191.61 1 19.46 394.49 1191.61 417.04- 1,-,-: r 1191.6 417.Q4 450.85 676.28 450.85 I b/b.28 676.28 32 53 1/8 X 26 191.61 417.04 14 8 - 2 4,A. 14 l2tl.50 1347.2.5 1231.50 1347.25 347.25 33 . 3 1/8 X 38 3/6 98.38i 1149.02 156.2 i 98.38 65.45 201-51 76.0445 198.38 i -- 65 .45 214. 183.09 1 6.47 l 54.00 1231.01 1154.00 1231.01 T 231.01 34 3 1/8 X 50 5/8156.23 3 58.10 56.7 81.44 133.48 192.22 133.48 PO.23- 1200.23 345 3 1 8 X 56 1 /4. 39.32 39.32 153.17 53.17 136.40 156.73 39.78 i 48.91 155.76 ItS.08 131.60 111508 1172.6 3 L 172.63 35 53 1/8 X 63 26.92 126.92 36.40 39.78 125.62 i 125.62 35.92 35.92 84.77 4 - 77184.77 97.21972 411118.41 71 87 145.8 -2 36 1 53 1/8 X 72 17.34 117.34 23.45 123.45 1 15.53 I 121.77 21.77 151.39 151.39 7 7S171478 1 8171.78 l 120.81 37 1 53 1/8, X 84 10.51. 1Ll0 - 51 14.21 14.21 15.53 DASERIES1-000 1500 FLANGE VERTICAL w -y F7FLORIDA.0L; RI LDI XTRUDERS. NCINTERNATIONAL, INC SANFORD,.. FLORIDA MULLION DESIGN PRESSURE CAPACITIESG 111,111LEmIE: TITLE r PRE GI p k rl Tr-,l.A r- _4;' f- t. A , I r' r E SHEET 2 OF 2 CRTVL T r* ,! MULLL Ff N'R z 0 (01FR, 113 0 i j NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON DRAWNL4E: yBY: APPROVED BY: FASTENERS REQUIRED AT ES GIVEN13) DESIGN PRESSURES EACH END. ARE FOR 1.5. X CC[ u i r,- 1 D 2DATCO) 11' C, 2` G.: 1 VMF p G, SCALE: Ul DW F L G CAULK I WINDOW SH INSTALLATION l 8 WOOD STUC BY OTHE INSTALLATION ANCHOR CHART E R N DATE INI QUANTITY IN QUANTITY IN HEAD & SILL EACH JAMB CAUL WINDOW UP TO 70 PSF UP TO 70-0-5F `== SIZE SIZE 2024 23 1/2 x 27 1/2 21. 2 22030231/2 x 35 1/2 2 32038231/2 X 43 1/2 2 32040231/2.X 47 1/2 2 32044231/2 X :51' 1/2.. 2 3 2050 23 1/2 X 59 1/2 2 4 2060 23 1/2 x 71 1/2 2 4 ' 2070 23 1/2 X 83 1/2 2 4 2424 27 1/2 X 27 1/2, 2 22430271/2 X 35 1/2 2 3 2438 27 1/2 x 43 1/2 2 3 3 2440. 27 1/2 X 47 1/2 2 4 2444 27 1/2 X 51 1/2 2 3 3 2450 27.1/2 X 59 1/2 2 2460 27 1/2 X 71 1/2 2 4 2470 27 1/2 X 83 1/2 2 4 2824 31 1/2 X 27 1/2 22 3 2830 31 1/2'X 35 1/2 2 2 2838 31 1/2 x 43 1/2 2 3 2840_ 31 1/2 X 47 1/2 2 3 2844 31:1/2 x 51 1/2 2 3 2850 31 1/2 x 59 1/2 2 3 2860 31 1/2 X 71 1/2 2 4 2870 31 1/2 x 83 1/2 2 4 3024 35 1/2 x 27 1/2 2 4 3030 35 1/2 x 35 1/2 2 2 3038 35 1/2 X 43 1/2 2 3 3040 35'1/2 x 47 1/2 2 3 3044 35 1/2 X 51 '1/2 2 3 3050 35 1/2 X 59 1/2' 2 3 3060 35 1/2 X 71 1/2 2 4 3070 35 1/2 X 83 1/2 2 4 3424 39 1/2 X 27 1/2 3 23430391/2:X 35 1/2 3 4 3438 39 1/2 X 43-1/2 3 3 3440 39.1/2 X 47 1/2 3 3 3444 39 1/2 X 51 ,1/2 33 3 3450 39 1/2 X 59 1/2 3 3 3460 39 1/2 X 71 1/2 3 4 3470 39 1/2 x'83 1/2 3 4 3824 43 1/2 X 27 1/2 - 3. 2 3830 43 1/2 X 35 1/2 3- 2 3838 43 1/2 X 43 1/2 3 3 3840 43 1/2 x 47 1/2 3 - 3 3844 43 1/2 X 51 1/2 3 3 3850 43 1/2' x 59.1/2 3 3 3860 43 1/2 X 71.1/2 3 4 3870 43 1/2 x 83 1/2- 3 4 4024 47 1 2 X 27 1/2 3 2 4030 47 1/2 X 35 1/2 3 2 4038 47 1/2 X 43 1/2 3 3 4040 47 1/2 X 47 1/2 3 3 4044 47 1/2 X 51 1/2 3 3 4050 47 1/2 X 59 1/2 3 3 4060 47 1/2 X 71 1/2. 3 4 4070 47 1/2 X 83 1/2 3 4 INSTALLATION ANCHOR CHART E R N DATE INI QUANTITY IN : QUANTITY IN HEAD & SILL EACH JAMB CALL WINDOW UP ATO 70 PSF UP. TO 70 PSFSIZESIZE 12 18 1/8 X 25 2 2 313181/8 X 37 3/8 2 3 14' ... 18 1/8 x 49 5/8 2 2 3 145 ' -.11 18 1/8 X 55 1/4 15 18 1/8 X 52 2 4 4 16 18 1/8 X.71- 2 4 17 18 1/8 x 83 2 1H2 25 1/2 X 25 2 3 1 H3 25 1/2 X 37 3/8 2 3 1H4 25 1/2 X 49 5/8 2 3 IH45 25 1/2 X 55 1/4 2' 4 1H5 25 1/2 X 62 2 4 iH6 251/2 X 71 2 4 1H7 25 1/2 X 83 2 30 1/2 x 26 29 1/2 X 25- 2 3 30 1/2 x 38 3/8 29 1/2 X 37 3/8 2 3 30 1/2 x 50 5/8, 29 1/2 X 49 5/8 2 3 30 1/2 x 56 1/4` 29 1/2 X 55 1/4 2 4 36 1/2 -x 63 29 1/2 x 62 2 4 30 1/2 x 72 29 1/2 X 71 2 4 30 1/2 x 84 29 1/2 X 83 2 2 36 X 25 3 23 ' 36- X 37 3/8 2 2 3 24 36 X 49 5/8 2 3 245. 36 X 55 1/4 4 25 36 X 62 2 4 26 36 X 71 2 4 27 36 X 83 2 42 x 26 41 X 25 3 3 3 42 x 38 3/8 41 X 37 3/8 3 3 42 x-50-5/8: 41 x 49 5/8 3 3 42 x 56 1/4 41 x 55 1/4 3 4 42 x 63 41 X 62 3 4 42 x 72 41 X 71 4 42 x 84 41 X 83 3 48 x 26 47 X 25 3 3 48 x 38 3/8 47 x 37 3/8 3 3 48 x 50 5/8 47 x 49 5/8 3 3 48 x 56 1/4 47 X 55 1/4 3 4 48 x 63 47 X 62 . 3 4 48 x 72 47 X 71 3 4 4 x 4 47 X 83 1 2 32 52 1/8 X 25 3 3 33 52 1/8 x 37 3/8 3 3 34 52 1/8 X 49 5/8 3' 3 345 52 1/8 x 55 1/4 3 4 35 52 1/8 X 62 3 4 36 52 1/8 X 71 3 4 37 52 1/8 X 83 3 REV E R N DATE INI FLORIDA EXTRUDERS INTERNATIONAL, FRD, FRIDA TITLE: INSTALLATION ANCHOR. CHART SGL. HUNG FIN WINDOWS - SERIES 1000 1500 & 2000 DRAWN BY: BB APPROVED BY: nATF.- 1 P/ I Rio 1SCALE: NTS DWG- FFLEX0026 SHT 2 OF 2` 1000 S.H. 1 X 2 X 1/8 1000 S.H. 1 X 2 X 3/8 TWO BY WOOD DETAIL C JAMB (TYP.) TUBE MULLION JAMB (TYP.) TUBE MULLION BUCK BY OTHERS' 8'X 1/2 SELF #8 X 1/2 SELF 1 1/8' MIN. TAPPING SMS TAPPING SMS . EMBEDMENT SHEATHING 2 X 4 X 3/8 SEALANT BETWEEN SEALANT BETWEEN TUBE MULLION LATIN ANCHOR #8 WOODINSTALO WINDOW FRAME- WINDOW FRAME SCREW (TYP.) MULLION & MULLION 8 X 1-1/2 SELF #8 X 1-1/2 SELF EXTERNAL MULLI N TAPPING SMS TAPPING SMS MULLIDN ST TINALLA ION CLIP SECTION A-A i 1 SECTION A (^2 1000 S.H. APPLIES DISTO WH 4 1 X 2 7/16 X 1/8 _ &. 2"X_ 4" TUBEMULLIONS, ARE USED 1000 S.H. TUBE MULLION 1000 S.H. 1 X 2 7/16 JC 3/8 JAMB CTYPJ JAMB (TYP.) JAMB (TYP.) TUBE MULLION APPLIES TO HEAD & SILL WHERE 1 X 2" ` &. 1: X 2 7/16 TUBE ..MULLIONS ARE USED 8 X 1/2 SELF INSTALLATION ANCHOR 8 X 1/2 SELF #8 X 1/2 SELF TAPPING SMS 8, WOOD SCREW TAPPING SMS TAPPING SMS DETAIL S (TYP.) pop SILL CLIP SEALANT BETWEEN SEALANT BETWEEN SEALANT BETWEEN # 8 X 1-1/2 SELF WINDOW FLANGES .` WINDOW FRAME WINDOW FRAME TAPPING SMS & MULLION 1 BED IN, JJ: EMBEDMENT MULLION &MULLION SECTION A—A % SHEATHING 8 X 1-1/2 SELF #8 X 1-1/2 SELF TAPPING -SMS TAPPING SMS DETAIL C WOAD FRAMING SECTION. A—A ti3) SECTION A—A (4) AUXILIARY PLATE I X 4'X 1/8 1 X 4 X 3/8 `, li DITIONAL ANCHORS, ' WHEN REQUIRED) FOR AD TUBE MULLION TUBE MULLIDN • + 1000 S.H. 1000 S.H. UR11? yrT JAMB (TYP.) JAMB (TYP.) r #8 SELF TAPPING SMS' (TYP.) DETAIL B MULLION 8 X 1/2 SELF #8 X 1/2 SELF ELEVATION +Q . TAPPING SMS TAPPING-SMS VIEWED FROM EXTERIOR c FLORIDA EXTRUDERS INTERNATIONAL, INC ' SANFORD, FLORIDA T=: SER. 1000/1500 FIN SHEET 1 OF'2 VERTICAL MULLION SECTIONS SEALANT BETWEEN SEALANT BETWEEN IMuc IaN AME IMv FRAME ZL2 SEE OTHER S I DE C SHEET 2 OF 2>. FOR DESIGN PRESSURECAPACITIES 8' X 1-1/2 SELF #8 X 1-1/2 SELF TAPPING SMS TAPPING SMS DRAWN BY: MSHAPPROVED BY: SECTION -A=A- 15 SECTION A—A (6 DaTE:2/6/02 seAL,E: NTS Dw.: 1 VMF I N WINDOW CALL SIZE WINDOW TIP -TO -TIP SIZE CAPACITY 1 X2X1 /8 TUBE MULL 2 ANCHORS SECT. A -A -1 CAPACITY 1 X2X1 /8 TUBE MULL 4 ANCHORS SECT. A -A 1 JLf\ILLJ CAPACITY 1.X2X3/8 TUBE MULL 2 ANCHORS SECT. A=A 2 1 VVV U. CAPACITY 1 X2X3/8 1x2 TUBE MULL 4 ANCHORS. SECT. A -A 2 t.Jvv ... CAPACITY 7/16X1/8 TUBE MULL 2. ANCHORS SECT. A -A 3 CAPACITY 1X2 7/16X1/8 I TUBE MULL 4 ANCHORS. SECT. A -A 3 CAPACITY X2 7/16X3/81X2 TUBE MULL 2 ANCHORS SECT. A -A 4 CAPACITIESe,r- t,tt-c- 4 AAr% o- cnn mki PPTI('Ai 18 1/8 X 25 18 1/8 X 37 3/ 18 1/8 X 49 5/ npcir_W PRFSSt1RF WINDOW CALL SIZE WINDOW TIP -TO -TIP SIZE CAPACITY 1 X2X1 /8 TUBE MULL 2 ANCHORS SECT. A -A -1 CAPACITY 1 X2X1 /8 TUBE MULL 4 ANCHORS SECT. A -A 1 JLf\ILLJ CAPACITY 1.X2X3/8 TUBE MULL 2 ANCHORS SECT. A=A 2 1 VVV U. CAPACITY 1 X2X3/8 1x2 TUBE MULL 4 ANCHORS. SECT. A -A 2 t.Jvv ... CAPACITY 7/16X1/8 TUBE MULL 2. ANCHORS SECT. A -A 3 CAPACITY 1X2 7/16X1/8 I TUBE MULL 4 ANCHORS. SECT. A -A 3 CAPACITY X2 7/16X3/81X2 TUBE MULL 2 ANCHORS SECT. A -A 4 CAPACITY 7/16X3/8 TUBE MULL 4 ANCHORS SECT. A -A 4 CAPACITY 1 X4X1 /8- TUBE MULL 4 ANCHORS. SECT..,.A.-A 5, CAPACITY 1 X4X1 /8 TUBE MULL 6 ANCHORS SECT. A -A(5) CAPACITY 1 X4X3/8 TUBE MULL 4 ANCHORS SECT. A -A 6) CAPACITY 1 X4X3/8 TUBE MULL- 6 ANCHORS SECT. A -A 6 CAPACITY 2X4X3/8 TUBE MULL 6,ANCHORS SECT, A -A(7) 18 1/8 X 25 18 1/8 X 37 3/ 18 1/8 X 49 5/ 201.83 125.78 91.61 403.67 251.57 129..63 92.98: 65.16 42.96 26.63 201.83 125.78 91.61 81.45 71.88 59.13 36.65 403.67 251.57 178.41 201.83 125.78 91.61 403.67 251.57 183.23 , 201.83 125.78 91.61 403.67-. 251.57 183.23 403.67 . 251. 571. 183.23 605.50. 377:36 274.84 403.67 251.57 183.23 605.50 37"7:36 274.84 - 605.50 377,36 274.84 12 13 14 127.97 89.68 59.13 36.65 81.45 71.8.8 62.15 39.11 136.55 95.70 63.09 39.1;1 81.45 71.88 62.15 52.64 162.91 135.52 89.35 55.38 162.91 143.77. 124.30 105.29 244.36 215.66 186.46 128.92 162.91 143.77 124.30 105.29 244.36 215.6.6 186.46 157.94 244.36 215.66 186.46 157.94 145 18 1/8 X 55 1 /4 18 1/8 X 62 18 1 /S X 71 18 1/8 X 83 81.45 65.16 42.96 2.6.63 15 . 16 17 315.3.2 189.44 96.07 68.58 47.85 31.40 19.38 157.66 94.72 67.89 60.08 52.79 43.22 26.67 315.32 189.44 132.22 94.39 65.86 43.22 26.67 157.66 94.72 67:89; 60:08 52:7.9 45:43 28.46 315.32 189.44 135.79 100.72 70.28 4s 12: 28.46 157.66 94..72 67.89 60.08 52.79. 45.43 38.32 315.32 189.44 135.79 120.16 99.52 65.32 - 40.31 315.3.2 472.98. 189:44 284.17 135.79 203.68 120.A 6 180.24 105.5$ 158.37 90.87 -136.31 76:64 = 93.84 315.32 189.44 135.79 120.16 105.58 90.87 76.64 472.98 284.17 203.68 180.24 158.37;-::.:158`:37 136.31 1 14.9& 472.98 284.17 203.68 180.24 136.:31' 114:96 11-12 25-1/2 X 25 5 1 /2 X 37 3/ 5` 1/2 X 49 5/ 5 1/2 X 55 1/ 25 1/2 X 62 25 1 /2 X 71 25 1/2 X 83 157.66 94.72 67.89 60.08 47.85 31.40 19.3"8 11-13 1H4 11-145 11-15 1 H6 11-17 260 146.60 72.44 51.33 35.57 23.19 14.21 130 73.30 51.20 44.97 39.24 31.9 1 19:56 260 146.60 99.71 70.65 48.96 31.91 19.56 130 73.30 51.20 44.97 39.24 33.54 20.88 260 146.60151.20102.40 75.39 52.24.: 34.05 ` 20.88 130 73.30 44.97 39.24 33:54 2 .56 ' 260 146:60 102.40 89.94 73.98 48.22 J29. 260 146.60 102.40 89.94 78.49 67.09 56.21 390 219.91 153.60 134.91 117.73 100.64 68.83 260 146.60 102.40 89.94 78.49 67.09 56.21 390 219.91 153.60 134.91 117.73 100.64 84.32 390 219.91 153.60 134.91 117.73 100.64 22 23 24 245 25 26 36 X 25 6 X 37 3/8 r 6 X 49 5/8 6 X 55 1 /4 36 X 62 36 X 71 130 73.30 51.20 44.97 35.57 23.19 84.32 27 36 X :83 14.21 229.84 118-.0 2 55.54 38.84 26.59 17.13 10.38 1 14.92 59.01 39.25 34.02 29.33 23.57 14.29 229.84 1 18.02 76.45 53.45 36.60 23.57 14.29 1 14.92 59.01 39.25 34.02 29.33 24.78 15.25 229.84 118.02 78.51 57.04 39.05 25 15 . 1 14.92 - 59.01 - 39.25 ' 34.02 29.33 24.78 20.53 X229.84 229.84 118.02 11.8..02 78.51 78.51 68.05 ..6.8.05 55.30 -58.67 35.62 49:56 21.59 41.06 344.77 177.03 117.76 102.07 88.00 74.34 50.27 229.84 1 18.02 78.51 68.05 58.67 49.56 `'. 41.06. 344.77 177.03 117.76 102.07 88.00 74.34` 61.59 344.77 177.03 117.76 102.07 88.00 74:34 61.59 32 52 1 /8 X 25 1 14:92 33 2 1 /8 X 37 3/. 59.01 34 52 1/8 X 49 -5/8 39.25 345 Z 1/8 X 55 i / 34.02 35 52 1/8 X 62 26.59 36 52 1/8 X 71 17.13 37 52 1/8 X 83 10.38 SERI.. ES 1000 & 1500 FIN MULLION DESIGN PRESSURE SHEET. 2 OF 2 NOTE: A)NUMBER OF ANCHORS NOTED FASTENERS REQUIRED AT EACH o\ ncctnt t nnrcct tni-c nnir t VERTICAL CAPACITIES FOR #8 SCREW END. or CAD 1 J. - FE 2002,=` y MERNATIO EXTRUDERSFLORIDA SANFORD-, Tom: DES I GN PRESSURE CAPAG I T I ES VERTICAL MULLIONS - SER. 1000 B : APPROVEDYPROVED BY - DRAWN JBH 4 1 1 Ar NAS, Ix C FLORIDA F I N 1500 T k f-) r- 1:3 INSTALLATION ANCHOR .04— DOOR WIDTH /4' MAX. SHIM SPACE INSTALLATION ANCHOR SHIM AS RE'A'DTWO BY WOOD #8 SCREW SHEATHING (SEE NOTES) iib SCREW. 1-118 MIN. BY OTHERS BY OTHERS EMBEDMENT Twp BY WOOD CAULK BETWEEN BY. OTHERS DOOR FLANGE Two BY WOOD SLIDING GLASS SHEATHING BY OTHERS DOOR FRAME CAULK BETWEEN 1 JAMB HOOK STRIP g SHEATHING SLIDING GLASS DOOR HOCK STRIP SHIM AS REQ'D. 1/4' MAX. SEE NOTES) SHIM SPACE INSTALLATION ANCHOR iib SCREW . 1-1/8' MIN. 1-1/8" MIN. EMBEDMENT EMBEDMENT - TEMPERED GLASS STUCCO CAUcTYP.> OR SIDING CAULK BETWEEN g_ DOOR FLANGE BY OTHERS a SHEATHING SLIDING GLASS DOOR FRAME PERIMETER HEAD CAULK BY SHEATHING OTHERS s BY-07HERS PERIMETER SHEATHING BY OTHERS. CAULK BY TEMPERED GLASS OTHERS STUCCO cTYPJTEMPERED STUCCO OR SIDING GLASS (TYP.) OR SIDING BY OTHERS I BY OTHERS SLIDING GLASS DOOR 4. 7 is "-:+`1 iL .p »+'i t'si, INTERLOCK • DOOR Jf tMr.. r111AXIIF HEIGHT SECTION B-B HOOK STRIP DETAIL NOTES: DOOR MATERIAL: ALUMINUM ALLOY 6063. 2) 98 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/8' INTO WOOD. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE`OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) 'INSTALLATION ANCHOR CHART.ON BACK OF THIS SHEET.. 4) USE SILICONIZEO ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD 6 JAMBS: 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOa. SLIDING GLASS / 6) GEREXACTDOOR St E. FORZE IS NOT LISTED THE APPROPRIATE IN ANCHOR CHART. USE DES GN PRESSURE REO'D. NCHOR QUANTITY LISTED WITH NEXT DOOR FRAME / / 7> FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE L CONFIGURATION TO FINISHED OPENING. SILL B B PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN- 8) GLASS-THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. D 10) JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER.. 11) `SHIM AS REO'D. AT EA. SET OF INSTALLATION ANCHORS.. MAX. ALLOWABLE SHIM STACK TO :BE 1/4'. 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS A -' 13) WHERE 'x' REPRESENTS MOVING PANEL AND 'O' REPRESENTS FIXED PANEL APPROVED, CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING. HOWEVER INSTALLATION EMBEDMENT EXTERIOR ELEVATION SECTIONS -A', 'B-B' & HOOK STRIP DETAIL APPLY. TO INSTALLATION OF ALL APPROVED p CONFIGURATIONS. a d n 1-1/4' MIN. 2 PANEL DOOR SHOWN 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS:SHOVN. THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. ' REV DESCRIPTION DATE INI EXTRUDERS. LIBERALLY APPLYFLEIRIDACAULKINGUNDERSILL _ . SANF.ORD FL. INT.l. INC lu 4 OR SET SILL IN BED INSTALLATION ANCHOR. OF CONCRETE 3116' .DIA. TAPCON TITLE: SLIDING GLASS DOOR SECTION A--.A INSTALLATION WITH #8 SCREWS DRAWN BY: BB APPROVED BY: F 2002 - ATE: 12/17/01 SCALE: NTS DWG #fLEX0027 SHT 1 OF tI• nrw CrYFNPCDtNf 1nK' ?SA IN7 iRNATIfINAI PKWY SL1tTE 250 HEATHROWFLORIDA 32746 407-805-0265 FAX 407-805-0366 8 SCREW INSTALLATION ANCHOR -CHART NOMINAL DOOR QUANTITIES IN HEAD SILL QUANTITIES IN EA. JAMB QUANTITIES IN EA. HOOK STRIP DOOR. UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TOSIZEANDSIZE CONFIGURATION 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF.,, 70 PSF 45 PSF 60 PSF 70 PSF 4068 XX, ox, X0 48. X 80 6 6 6 8 8 8 8 8 4 4 4 4 4 4 5068 XX, OX, XO 60 X 80 68 6 6 e 8 8 4 4 4 6068 XX, OX, XO 72 X 80 8 a a 4 4 4 8068 XX, ox, X0 96 X 80 10 10 10 8 8 8, 4 4 4 10068 XX, Ox X0 120 x 80 12 12 12 10. 5 5. 5080 XX, UX, XU 60 X 96 6 6 61 8. 10 10 10 16 5 5 580806080XX'. ox, X0 72 X 96 8 8 10 10 10. 5 5 5. X, ox, X0XX, 96 x 96 10 10 lo 10- 10 10 5 5 5 10080 XXI OX, XO 120 X 96 12 12 12 12 12 12 6 6 6 50100 XX, OX, XO 60 X 120 6 6 6 8, 12 12 12 6 6 71 60100. XX, OX, XO 72 X 120 8 8 12 12 12 6 7 8 80100 xx OX i X0 96 X 120 10 10 10 8 8 8 4 4 4. 9068 OXO 109 1/8 x 80 12 12 12 8 4 4 4. 12068 OXO 145 1/8 X 80 14. 14 14 8 8 8 4 4 4 15068 OXO 181 1/8 X 80 16.-- 16 16 8 8 10 10 5 5 5 9080 OX0 1/8 X 96 12 12 12 10 10 5 5. 5 12080 OXO 145 1/8 X .96 141 14 14 10 10 10 10 5 5 5 15080 OX0 181 1/8 X. 96 16I 16 1 6 IG 12 12 5 7 8 90100 OXO 109 1/8 X 120 12, 12 12 12 12 5 7 8 120100 OXO 145 1/8- X 120 14 14 14 12 12 4 4 9068 xxx 106 5/8 X 80 12 12 12 8 8 8 4 4 4 12068 XXX 1,42 5/8 90 14 14 14 8 8 8 4 4 4 15068 xxx 178 5/8 X 80 106 16 16 16 8 8 8 4 5 5 5 9080 XXX 5/8 X' 96 12 12 12 10 10 Ao 5 12080' XXX 142 5/8 X 96 14 14 14 10 10 10 5 5 5. 5 5 15080 xxx 178 5/8 X 96, 16 16* 16 10 10 io 7 8 90100 xxx 106 5/8 X 120. X 12 12 12 12 12 12 6 7 8 120100 XXX 142 5/8 120 14 14 14 12 12 12 6 4 4 10068 OXXO 119 5/8 X' Go 12 12 12. 8 8 8 4 4 4 12068 OXXO 143 5/8 X 60 14 14 14 8 8 8 4 4 4 16068 OXXO 191 5/8 X 80 18 le 18, 88 8 4 T_ 10080 Oxxo jig b/8 X 96 12 12 10 10 IT- 10 1.0 b 5 5 5 120e0 OXXO- 143 5/8 X 96 14 14 14 5 5 5 16080 OXXO 191 5/8 X 96. 20- 18 18 18 10 10 10 1 6 7 8 100100 Oxxo 119 5/8 X 7i 12 12 12 12 12 12 7 8 120100 Oxxo 143'5/8 X 120 14 14 12 12 12 6 6 7 84160100Oxxo1915/8 X 120 18 18 19 12 12 12 4 10068 XXXX 11/ 1/4 X 80 2 12. 4 4 4 12068 xxxx 141 1/4 X 80 14 14 14 8 8 4 4 4 16068 XXXX 189 1/4 X 80 HI 161 16 16 8 8 4 5 10080 XXXX 117 1/4 X 96 112 12 12 19i, 10 10 5 5 5 12080 XXXX 141- 1/4 X 96 1 14 14 10 10 1001 5 5 5 5 16oeb. XXX -X 189` 1/4 X 96 16 16 16 10 1010 5 8 ioolW xxxx 117 1/4 X 1 20 1.2 i 12 12 12 1212 5 7 8 120100 XXXX 141 1/4 X.-120 14 14 14 12 12 12 5160100XXXX - 1813 1/4 X 120 16 16 19 12 12 12 7 DRK DATE, ENGINEER: D BB 12/21/01 ANCHOR NOTES: DISCIPLINE: SCALE! I N.T.S. DWG. NO-. FOR MASONRY OPENING W/Two BY WOOD BUCK USE SAME ANCHOR QUANTITIES. CIVIL FLEX0027 i 4j; lf I FL. REG. NM- REv. LETTER: SKET, 47182 P nF P O.N. GARAGE DR. WIND LOADS BASIC WIND SPEED = w M.P.N. (FASTEST MILE) 110 M.P.14. (3 SECOND 6AZT) WIND IMPORTANCE FACTOR = 1.0 WIND EXPOSURE CATEGORY = B APPLICABLE INTERNAL PRESSURE COEFFICIENT s 0.18 INCLUDED IN DESIGN WIND LOAD) DESIG=N WIND LOADS - WALLS = +22, -18 PSF ROOFS = 420, -20 PSF 30 PSF AT OVERHANG=S) 3" 0 16LAN: VANGUARD/FOX & JACOB ORLANDO DIVISION DO NOT SCALE THESE DRAWINGS: WRITTEN DIMENSIONS AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE BEGINNING WORK: 2. ON-51TE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE SUB -CONTRACTORS. EACH SUB -CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER QUESTIONS PERTAINING TO THE DRAWINGS AND/OR SPEOMICATION5. 3. IT 15 THE INTENT THAT THESE PRANIN65 BE IN CONFORMANCE WITH THE 2001 FLORIDA BUILDING CODE, AND ALL APPLICABLE LOCAL, CITY, COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAWS, REGULATIONS AND RESTRICTIVE COVENANTS GOVERNING THE SITE OF WORK_ 4. ALL TRADES SHALL 'FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR SCOPE OF WORK. 5. ALL 34"X22" AND 36"X2411 PLANS ARE DRAWN TO SCALE 1/4 I'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO I/8" = 11-0". ALL I -1X11 PLANS ARE DRAWN TO THE SCALE 1/8" = 1'-01f, EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 111611 = I1 -O". a , SHEET NO. SHEET NAME C - COVER SHEET Al - FOUNDATION PLAN, FOUNDATION DETAILS, WALL SECTIONS A1.1 - FOUNDATION DETAILS, CONT. A2 - 1 st & 2nd FLOOR PLANS A3 - EXTERIOR ELEVATIONS A4 - ELECTRICAL PLAN, INTER. ELEVATIONS, ELECTRICAL RISER, PLUMBING RISER A5 - LINTEL DIAGRAM A5.1 - PRECAST LINTEL TABLES A-6 - FLOOR/ROOF TRUSS LAYOUTS, TRUSS DETAILS A-6.1 - STRAPPING SCHEDULE Si - STRUCTURAL DETAILS S2 - STRUCTURAL DETAILS S2.1 STAIR DETAIL S3 STRUCTURAL DETAILS NANGARD FOX & JACOBS UVRRICANE ENGINEERING ENGINEERED BY: 011Y1`i5 poi n, -sow rix: (wn n+-asn P.Q BOX t ._ NSNFM SPRR[S. , it 32116 Tglf\S +. N00601 PE# 47619 L~L a; W s 0 g CID a rz designed by: N drawn by: d— design rileload by. aww date: 0l-77-01 sheet C Of. FIBERGLASS SHINGLES FlBiB.466 OVER I3' FELT OVER 81$YELES OVER 7/16' O.SJ3.OR-V2• CDX LS' FELT OVER 1/16' R_,S ,,S OSB. OR V2• CDX WOOD TRUSSES STRAPPED R-19 p1 AA- WOOD TFJJ86ES N1,y AS SHOWN ON TRUSS - yyyt, STRAPPED AS SHOUN.. LAYOUT ON TR'AA LAYOUT DO P.T. OVER 30[8 CDR v2• DRYWALL IX2 P.T. OVER DVB OR CONT. ALUM. FASCIA CDR OVER 2X6 OVER , R. DRYWALL CONT . 2ALUM. VENTED SOFFITUV R.RRING OVER VENTED SOFFIT DRYWALL OYER SUSFACIA ' ALtIFC OVER DO FURRING R-5 INSULATION OVER R-5 NSLL. LINTEL BLOCK WA 5 BAR LINTEL BLOCK U1! 1 • 5 BAR PRECAST WITH (1) • 5WINDOW! UNIT WHENb FT OR GREATER MASONRY FINISH OVER 3t5' CON- SLAB IW WV-7 4 CM 13LOCK W! 5 DOWELS 3t5" CONC• SLAB W/ PRECAST P93ERIESH OVER 6 _• SHOWN LOCATIONS F1BERf'IESH OVER 6 CONC SILL MIL VAPOR BARRIERON FOUNDATION PLAN MIL VAPOR BARIMR OVER TER'IME-TREATED,- MM BLO FINISH OVER WELL OO P ACTED ILLOVERTERMITE -TREATED; CMJ CMU BLOCK W/5 DOUlEL9 P-1 W1L COMPACTED FILL I • SHOWN LOCATIONS _ . TSI J / J CN FOUNDATION PLAN N m - GRADE I N - 2 • 5 BARSI E AW ALL SECTION ®WINDOW: CMU -ONE STORY 1/2"DRYWALL OVER DQ RIRIN OVERINSULATION — 315' CONC, SLAB W1 FIBERI'IESH OVER & MIL VAPOR BARRIER OVER TERMITE - FIBERGLASS SHINGLES OVER W FELT OVER 1/16. OSB STRAPPED AS SHOWN ON TRUSS LAYOUT P.T. DO OVER DCB CDR OVER 2X6 SI$FASGA W/ CONT. ALUM. VENTED SOFFIT DBL 2X8 HEADER UNLESS OTHERWISE NOTED ON PIAN WINDOW WtT 2X WOOD STUDS • 16" O.C. TB" STUCCO ON MTL. LATH OVER 15' FELT OVER 1/16' 2X BOTTOM PLATE ON 3/4' TIG OSB. 2X4 CONT. BAND BOARD FLOOR TRUSS STRAPPED AS SHOWN ON TRUSS LAYOUT LINTEL BLOCK WA • 5 BAR LINTEL SaZEEN MASONRY FINISH OVER CMU BLOCK CMU BLOCK MM5 BAR • 540M LOCATIONS ON FOUNDATION PLAN f. ,.- m • (': GRADE 161 2.5 WALL SECTION: CMU -ONE STORY -MONOLITHIC -SINGLE LINTEL WA o o PRECAST SbD I THRESHOLD I v RBERa'aLASSSWW-A-ES v 0 OVER 15• FELT OVER 1 6' gQ 'n' T/I6" OSB OR V2• COX WOOD TRUSSES 1/2' STRAIGHT STRAPPED A5 SHOWN Cou-1-1146 ON mm LAYOUT PT. DO OVER " CDR D AIDac OVER 2X6 SUBPASCIA 2'1(1 STL FOUNDATION 5LA5 NOTE: UV CONT. ALUI-L WASHER R -Is MSUL VENTED SOFFIT I B 1/2' CONC. SLAB K/1715ER14155H 1 VJ' DRYWALL DBL. 2" HEADER 6 FOR 4'-b' MAX OPENING. ALTERNATE 2 -STORYDOUBLE 2X- TOP DBL 2X10 HEADER FOR 5'-S" MAY, oPENNG uNA. ATTACHMENT(WOOD/WOOD) PLATE UNIT CLEAN•{ P€LL COMPAI Tf TERMITE - 2X WOOD stubs • ib` 0 O.C. W/ R-11 INSUL. RESISTANT TREAT137 FILL OR i STUCCO ON MTL LATH 2WEROVERB• FELT OVER RECRUIT 2' SYSTEM (EYP) 1/16' O.S.B. OR 1,12' COX Ar,CFIA5E 11 2X BOTTOM PLATE ON 3/4' TIG PLYWOOD n STRAIGHT 1 , 1 142" THREADED 2X4 CONT. BAND BOARD ROD FLOOR TRUSS STRAPPED 112' X 8' AB. T AS SHOWN ON TRM LAYOUT E32' Dr- LORORDTL 'FF'$HT. 'D5" OR R. DR-[,,,A(.L ALT. 2-15TORY ATTAGFSTENT OVER 1X2 FURRING r DTL SHOW( - OVER R-5 NSUL LINTEL BLOCK W/1.5. BAR ALTERNATE 2 -STORY WINDOW UNIT PRECAST WITH (v • 5 ATTACH MEN T(BLOCK/WOOD, 3-1/2' CON- SLAB WHEN 6 FT OR GREATER W)FIBEp'E5H OVE PRECAST CONC. SILL OVER b MIL VAPOR BARRIER OVER TRE CMU COMPACTED FILL OIE FLIDIlG I I MAS. FINISH OVER CMJ BLOCK W15 DOWELS FY -4' I SHOWN LOCATIONS ON FOUNDATION PLAN xS Lam,. FILLEDB[ITS CONT UTI - F G GRADE - j I-• Z GRADE 1 . mVERTICAL REBAR BFB PLAN 3 • 5 BARS 211"_ 3.5 BARS 20" WD WALL SECTION-® FILLED CELL -TWO STORY WD WALL SECTION -FRAME OVER CMU: TWO S71 1 TORY SINGLE COURSE LINTEL. STEM WALL - SINGLE LINTEL 3/C-1 3h' CONG SLAB WLFIBER E6H 315' CONG BLAB UtfIBER1EBH OVER 6 MIL VAPOR BARRIER NON LOAD BRr. OVER 6 MIL VAPOR (3ARPoFR OYER TREATED 1 • 5 REBAR CONT. OVER TREATED CMI GOI-PACTED FLL CN'U OVVERO & MIL VAPOR BARRIER L COMPACTED FUl S, OVER TREATED COMPACTED FILL 3 ' ' o s S 1 •5 REBAR CONE. OvER.& ML VAPOR BASIZER OVERTREATED L '' • !,' COMPACTED FILL ' X j 2 •5 814M3 • 5 BARS THICKENED SLAB:NON BEARING DEPRESSED SLAB MONOLITHIC SLAB - CMU X, Z MONOLITHIC SLAB CMU G ®ENTRY - CONC. PATIOS NON-BEARING ® GARAGE ONE STORY TW0 STORY p, CORNER BAR W/ STD. HOOK nIL LAP 3 IR' ccN- SLAB 6YFIiEJa'ESH 3tf' CON- BLAB Wv OVER b F71L YAPOR BARRIER' F1Rp37 S/I OVFR 6 MILOVERTREATEDC) PACTEC RLL VAPOR Bs1fOMlR OVER • 5 BAR11'•EAIED COMPACTED FILL C F --- VARIES S • 5 HORIZ BAR y 6T CMU CONC. FILLED TOP COURSE \ 3.5 •:: . ` . LLVI • 5 REBARCONT. • 10' 630' 10' 10• 3 •5 f BAR DEPRESSED SLAB BRC- THICKENED SLAB W/ BRG LBR LINTEL BEAM cHAIRBLoac AA *GARAGE-- 2 STORY `V W 8 ARING WACi- TORY REINFORGNG GiA1R BLOCK UNDER FRAME WALL SECTIONS AND FOUNDATION DETAILS: MONOLITHIC SCALE V4" . T -O' 61-81X6'0•X4• car- PATIO MAXIMUM SPACING OF FILLED CELLS USD CELLS THAT CAN RESIST A 100 M.P.H. LOAD DESIGN WALL PRE5E RE T = 22 P5F MAXIT-tU7 ALLOWABLE TBGION ON HOLLOW CORE WITS IS 25 PS.t. - ALJ. 531 TABLE IOJ SECTION PROPERTIES 8- PARTIALLY GROUTED HALL P 9543' (NASONARY 5TRLTIRES ALJ) M - .1-1 /B. 5 - W -L9 -X12/ 8XT - 95.43.1 • 10.4 FT. 115E 8'-0' HDRIZ SPACING - 9'-4' CEILING FAX (FS • I-V USE W-13 FURIZ. 5PAUNG - A'-0' TO t2'' CEILIG MAX USE 6'-0' HORIZ. SPACIG - 12'$" TO IB' CEILING MAX AM LINTEL W/ N 65 CANT. 9'-4' FST. (N- 8') WRRICANE ENGINEERING 407) 774-200 FA- (407) 774-11477 P.m Bao( lslsoALVAIDM SPRNM FL 32716 IlOFl4 J. XeotSW PFj :.'Bls TUs ST1.LTl2E =BEEN 11 C-tlm TO h$T ITR - THE t. MPJL 3 - f -J KTS MNrD LOAD RCt#URB'BR'S OF THE STANDARD EULDIS COME 21301. r WI Uc d O as 1L VJ Z =j aU) WZ Zoo O1--1 F. OQO VJ 0 -ji Za o::) LL E LJLw s r M fill S7fT6 leVidwl6: E•eipn6d bY• N O:•„Tl bY• dnw.4slFl ofled'ed Dlr. avn• daLx OT -22-01 Al at o o PRECAST SbD I THRESHOLD I vv 0 1 6' 4' I0' 3'-0' 5'-8' b'-8• 1'-0' 4'-2' g,_4. I B 1 1 1 1 I I1 11 I FOUNDATION 5LA5 NOTE: I B 1/2' CONC. SLAB K/1715ER14155H 1 6 I OVER 6 MIL VAPOR FARRIER ON j W CLEAN•{ P€LL COMPAI Tf TERMITE - 0 RESISTANT TREAT137 FILL OR i RECRUIT 2' SYSTEM (EYP) Ar,CFIA5E 111 , 1 BB2 em T I-------------- T— J I L- J 1 d OIE FLIDIlG I I FY -4' I 24'X04"' 1IGmCON- PAD . I IIW3F5'6 EAU AC CHASE , 1 2._2, 3'-11' 2._1. i v 7 3,_6. 1 I Ut 0 11 26'-6• I I 62 9N 1 ' OPT. LAV i I , IIj I sr-- Nl 1 QjUM I- t --AL CNA%'''''' Z AA2 1 I I. L) 1 I IACCHASE I I I PT-, 1 i e e e =-------- -- 1' g I l TWD $TORI 4• DAN I IC I vAPoFS ONE STORY T 1 ENTRY RR I C I 24'Xt4'XI2' r. 9 N- t G I , X TIK COPAD VARIES U i , _ I WV VVI EAU I - GARAGE p.R Y i r NOTE, UCIIJEW F LINTEL. j: GABLE END DETAIL SHEET I1 G I A6 -B (ELEV. '6' ONLY) 1 I t 1i I 3'-0' 3/4' RECESS AT.GARACE DOOR FB L :. ,h` . MAXIMUM SPACING OF FILLED CELLS USD CELLS THAT CAN RESIST A 100 M.P.H. LOAD DESIGN WALL PRE5E RE T = 22 P5F MAXIT-tU7 ALLOWABLE TBGION ON HOLLOW CORE WITS IS 25 PS.t. - ALJ. 531 TABLE IOJ SECTION PROPERTIES 8- PARTIALLY GROUTED HALL P 9543' (NASONARY 5TRLTIRES ALJ) M - .1-1 /B. 5 - W -L9 -X12/ 8XT - 95.43.1 • 10.4 FT. 115E 8'-0' HDRIZ SPACING - 9'-4' CEILING FAX (FS • I-V USE W-13 FURIZ. 5PAUNG - A'-0' TO t2'' CEILIG MAX USE 6'-0' HORIZ. SPACIG - 12'$" TO IB' CEILING MAX AM LINTEL W/ N 65 CANT. 9'-4' FST. (N- 8') WRRICANE ENGINEERING 407) 774-200 FA- (407) 774-11477 P.m Bao( lslsoALVAIDM SPRNM FL 32716 IlOFl4 J. XeotSW PFj :.'Bls TUs ST1.LTl2E =BEEN 11 C-tlm TO h$T ITR - THE t. MPJL 3 - f -J KTS MNrD LOAD RCt#URB'BR'S OF THE STANDARD EULDIS COME 21301. r WI Uc d O as 1L VJ Z =j aU) WZ Zoo O1--1 F. OQO VJ 0 -ji Za o::) LL E LJLw s r M fill S7fT6 leVidwl6: E•eipn6d bY• N O:•„Tl bY• dnw.4slFl ofled'ed Dlr. avn• daLx OT -22-01 Al at ANCHORAGE TAPGON: BLOCK TO EXT FRAME SHEAR STRENGTH)K. CONNECTION (TYP. SPACING) TAPGON- 3/I6" o 12" O.C. EXP. B0LT:I/2" 9 48" O.G. J -BOLT: 1/2" ® 48" O.G. XTEST REPORT • 150-2 006 8/ PROFESSIONAL SERVICE INDUSTRIES,INC.SEE MFG. SPECS. FOR BIT SIZES 4 TECHNICAL INFORMATION = 1 1 1 EXPANSION BOLTS: BAWLS u PRODUCT LOCATIO EM15 SHEAR STRENGTH ANCHOR ANCHOR LIGHTWEIGHT DIA EMBEDMENT HOLLOW BLOCK 3/16" 1-1/2" 846 LBS. BAWL -BOL GROUTED 25„ MASONRY 1015 LBS. J -BOLT: 1/2" ® 48" O.G. XTEST REPORT • 150-2 006 8/ PROFESSIONAL SERVICE INDUSTRIES,INC.SEE MFG. SPECS. FOR BIT SIZES 4 TECHNICAL INFORMATION = 1 1 1 EXPANSION BOLTS: BAWLS u PRODUCT LOCATIO EM15 DIA MIN- EDGE ALLOWABL[ 22531 LLOWABL DEPTH DISTANCE PULLOUT HEAR BAWL -BOL GROUTED 25„ MASONRY 1/2" 15" 161 LBS- 65 LBS. RAWL-BOL CONCREt 3" 1/2" 2.5" 1831 LBS- LBS_ DETAIL DENOTES PIPE PASSING STEM WALL ROUGH DETAIL DENOTES PIPE SLEEVE SHALL BE PASSING THROUGH FOOTING GROUTED SOLI 2 SIZES LARGER THAN AROUND PIPE PIPE PASSING THROUGH SLEEVE SHALL BE SLEEVE 2 SIZES LARGER THAN PIPE PASSING THROUGH THICKENED SLAB UNDER SEE FOUNDATION PLAN FOR REBAR QUANTITY ,Y 05 REBAR WITHIN FOOTING ` CONCRETE FOOTER W/ 25" MIN_ SPLICE OVERLAP (SEE FOUNDATION PLAN IRV D APs a Hita a. br aa o-zzm sheet A1.1 Of ll' -8• 4r "MaL Q'-8' '" 12'-8' 3'-0• 40'-0• OFT. A/C LOCATION FC F -.S E6RE55 SH -25 (+22/ -29i BEDRM 4 4x4 FAST w BEDf I"f '3 °'°P BED"1'1 R -8.8 10'-6• T F(x nrro OO ° F3DTT. 6•_4• 3•-6• CMT 610 EP2Ci. F'OIM CMT 44'-0• T2'-5' 12'-4• Sli-12 (+22/ -24) s• Calc x i' e' SW25 (+2Z - i•_2• N RUE _ PAID N 6000 BI+CI.D WIN000 &-FQD 6000 el-Fq.D FR (0 FR16 1'i{ r94%Y yc I r (2x4 WALL 10'-I' (42' K WALL W GAPGAP, TYPJ W NIouF x 197.N - 9 a -- 6068 SG D. 21/ -23) 7060 .fl n DCldl g N 22/-29) R O T°o tU t W MOM AIR HANDLER TO HAVE 4 UDIM TRIM GID ma0 MAL OF 4' CLEARANCE ON o ALL SIDES AND ENCLOSUIZE SPACE SHALL BE MR 12• N ; PANTRY UAMR THAN APPLIANCE r FP. oPrloal io IjSII 3 W BEDRM °5 vm" CAP11V FLR CMT o r-- C MT 7.6 KETS&L 2c" OT : 2668 DOOR AND Eo BED % OPT. CAFM FLR a cii o a rt AOL DBL -25 21/-28) h 1 16 1 I KITGNEN r FAMILY RM = V 20'-0• 40'-0• . If II 11 I VNTL TCMT L t CMi 1{ VFLAT O a II q Fe° O vbleIICAWU OI N g N I 6'MT I N 11 9 II j11II v O v II II 4%61. 6'-2• a g•_8. 11 4 Oo i I r f7F lxi1 &Yx ON.I ll' -8• 4r "MaL Q'-8' '" 12'-8' 3'-0• SH -S (+ZZ/ -24) 51+-25 (*Z2/ -24) FC F -.S E6RE55 SH -25 (+22/ -29i BEDRM 4 4x4 FAST w BEDf I"f '3 °'°P BED"1'1 C MT T F(x nrro OO ° F3DTT. CMZPEt iLR CMT 610 EP2Ci. F'OIM CMT 44'-0• T2'-5' 12'-4• S._2. 2._I. 2'-4• I'-4 2._4. 6•_4• 3._2. i•_2• RUE _ OPI. LI 2' WAL_ j 6000 BI+CI.D WIN000 &-FQD 6000 el-Fq.D FR (0 FR16 1'i{ r94%Y yc I r (2x4 WALL 10'-I' (42' K WALL W GAPGAP, TYPJ W NIouF x 7060 .fl n DCldl SH -23 22/-29) R O T°o tU t W MOM AIR HANDLER TO HAVE UDIM TRIM GID ma0 MAL OF 4' CLEARANCE ON ALL SIDES AND ENCLOSUIZE SPACE SHALL BE MR 12• II UAMR THAN APPLIANCE io IjSII 3 W BEDRM °5 7660 CAP11V FLR CMT r-- OT : 2668 DOOR AND C SET W/ OPT. BEDRM. BED % OPT. CAFM FLR e{ cii o a rt DBL -25 21/-28) h 000,/ 20'-0• 40'-0• . 2nd FLOOR PLAN SCALE = V4•= I'-0' STAIR INFORMATION WA HEICiff, 9'-4• LENEIHT'1 11'$' u 7 FEIIW AIR RISERS, 15 6 -1.5' EACH i IIIII TREADS. 14 9 ID• EACH ON r -A a1145IFPN IRRICAUME _ c ENGINEERING 07)77+-6mT A (" n1-4In PO. eex /61011 ALWARE SPRW& FL 32716 rAol 1 ANDCM1 PEf 47816 U) Z O O a IL IL e J sf. s w cfl 3 M C) fit I i le feiclm: 3 ti dlawn,ly. amw design alxxea•r.ww . dale: 0142-01 Sheet A2 I Of. COLUMN DETAIL SCALE = 2"= I•-0" COMP. SHINGLES SEE STUCCO DETAIL 24'A24' FAID( CORAL STUCCO SALT FNISH. SMATED CUT STONE G UONS. - FMISFI 24W4' FAIR( CORAL STUCCO SALT FNISH. SMLATED CUT 5TONE GIUOINS. FRONT ELEVATION 11511 SCALE = 4'•= I'-0" ROOF PITCH 12 1 5 J, M -4,A• TFdi5sYeEARW. ROOF PITCH 12 15 t--r TIW55 BEARING io TRUSS BEARING S 8 YFMI5H FLOOR FNISH GRADE m REAR ELEVATION SCALE = V6"= 11-0" RIDGE VENT 43449 2nd FN RR 8'-m, FMISH BOOR Y iR155 BEARING FlN15N FLOOR iR15fi TEXTURED wwQMASOWYaDQFINISH BEARMG SCORED p RY MASONRY iPoISS BEARING MISH______ i3O W Y FN15H FLOOR FAJISH GRADE 0 0' RIGHT 5I1DE ELEV. OFF RIDGE VENT ROOF PITON 9m(3z) 23-1c-NIH2 12 5 OFF RIDGE PENT COMP' SHINGLES ROOF PITCH 12 15 t--r TIW55 BEARING TRUSS BEARING 8 YFMI5H FLOOR FNISH GRADE m REAR ELEVATION SCALE = V6"= 11-0" RIDGE VENT W FMISH BOOR FlN15N FLOOR iR15fi Ft<XjURE4- M45 1' ... taMSN BEARMG RY iPoISS BEARING F 0 0' RIGHT 5I1DE ELEV. FNISH GRADE m FNISH FLOOR LEFT 5I1)E ELEV. FMISH GRADE m FMISH FLOOR SCALE = 1/8'= I'-0" GCf'1P. SHINGLES OFF RIDGE PENT ROOF PITCH 5 RM 43 FMISFI BOOR TExiTatED MA5CWr FNISH _- --- - nnsauzr 3FNISH;p 8 YFMI5H FLOOR FNISH GRADE m REAR ELEVATION w SCALE = V6"= 11-0" WYI HICANE ENGINEERING 774-9003 Fuc: (—) 77 —MIT VA. WX 161613 A TNIOHIE 6PRHG5. FL 32716 1NOYA5 4- uIDFR50N M/ 476.9 En Z O Q w J w 0 IY w w 3" 8LL w r: W e 's z O 3 M SI$ RviSiphS: 1>r. designed by: M drawn by. dmw design checked W. aww dare: g2-22-02 sheet A3 -B of: KITCHEN A. SCALE- V4•=1 -m" a 94230 a5m .94830 OPT. (1) VAD33 BATH p SCALE-I/4•=P-0' i EQUIPMENT 13REAKER UCTO 2 1 RANGE 40A 2/1' 1 6x3 0' 2 1 DRYER 30A 2/P _ 10 5.600 MC. DWIJASWR 20A IP 12 1100 00 REFRK,ERATOR 20A VP c OPT. VAR 9 9 To 12 540 I I W S14ER 20A VP 12 600 2 2 TUB b b K,ITTNG - 64 VP 14 KITCHEN B ScaLE- va•=r-m' KITCHEN C OPT. (1) VAD33 BATH p SCALE-I/4•=P-0' SCALE- V4'=1' -m' EQUIPMENT 13REAKER UCTO 2 1 RANGE 40A 2/1' 1 6x3 0' 2 1 DRYER 30A 2/P _ 10 5.600 MC. DWIJASWR 20A IP 12 1100 I REFRK,ERATOR 20A VP c OPT. VAR 9 9 To 12 540 I I W S14ER 20A VP 12 600 2 2 TUB b b K,ITTNG - 64 VP 14 GARAGE DOOR OPENER 15A VP - VAD36 b PADDLE FANS (Ib) 15 UP µ 500 OPT: (2) VA030 BATH E BATH E SCALE-. V4°=i'-0• SCALE- V4•"I'- m• INTERIOR ELEVATIONS SCALE = RT. S: ' 8jD16 WATTS 2° VTR 1112' VTR COMB. 9• V TOTAL I IR• I I! 1• TOTAL LOAD MA'S 8813 Aws LAV LAV KS. 2" A4 3. 1.1/ 2" 3' I-V1•V. TR 3° IVR" 2• NB 3' LAV 1 U2• I I/)° 11/ 21 WM 1112' LAV LA 2' - 9C 3' 9L..4" 3• 3• A18 e saw 301(o PLUMBING RISER R 1 1 1 o p N N qo J I ALLE 9 1 n C O 1 co'O u x O ` ate i QW JU) W. J J z J U J J — W W tat ELECTRICAL SCALE = 1/4'r= 1'- 0" LOAD TABLE MODEL 3016 DwmT FAN QUINTITY EQUIPMENT 13REAKER UCTO 2 1 RANGE 40A 2/1' 8 lomo 2 1 DRYER 30A 2/P _ 10 5. 600 I DWIJASWR 20A IP 12 1100 I REFRK,ERATOR 20A VP T2 540 I I DISPOSAL 20A UP 12 540 I I W S14ER 20A VP 12 600 2 2 SMALL APPLIANCE 20A UP v 30006250bbK,ITTNG - 64 VP 14 1 I GARAGE DOOR OPENER 15A VP - 14 . 600 b PADDLE FANS (Ib) 15 UP µ 500 revisions: 5118-10TAL (WATTS) 30.630. 1 St. 19000 U41 15AT 100 a 0000 WATTS Re`MANDER 40% 8jD16 WATTS AL. 300 WATTS 300 WATTS drawn by. dmw design TOTAL 21.62- 240 WATTS TOTAL LOAD MA'S 8813 Aws SERVICE SIZE w AMPS R 1 1 1 o p N N qo J IALL E 9 1 n C O 1co'O u x O ` ate iQ W JU)W. J J z J U J J — W W tat ELECTRICAL SCALE = 1/4'r= 1'-0" TOM TRANS W GROUND ROD 301(o RISER DIAGRAM 1150 A 4 WIRE SERVICE NOTE- SEE ATTACHED HVAC FOR CORRECT PLAN: DO NOT USE HVAC LAYOUT ON THIS SHEET. NOTE: AIR HANDLER TO HAVE MIN. OF 4" CLEARANCE ON ALL SIDES AND ENCLOSURE SPACE SHALL BE MIN, 12" WIDER THAN APPLIANCEELECTRICAL. LEGEND 2 / 0 SER CABLE DwmT FAN Q W VOLT REG MLO DRYER 10/ 3 W3 PANEL I PROW fl ImsELEVFSICN WA 0 , w LIGµTMG GR 14/24 Wy 0 FLOOR aTtLET 1--1 FLUOMCEW FDC TB --$ m TRACK LKdTRG SWCN S 3 CATStlRTCH_ 4 BARE C. W. BiGetO. CE1.H.'" Fuc TOM TRANS W GROUND ROD 301(o RISER DIAGRAM 1150 A 4 WIRE SERVICE NOTE- SEE ATTACHED HVAC FOR CORRECT PLAN: DO NOT USE HVAC LAYOUT ON THIS SHEET. NOTE: AIR HANDLER TO HAVE MIN. OF 4" CLEARANCE ON ALL SIDES AND ENCLOSURE SPACE SHALL BE MIN, 12" WIDER THAN APPLIANCE ELECTRICAL. LEGEND RANGE 8/3 UM DwmT FAN Q W VOLT REG MLO DRYER 10/3 W3 PANEL uQ COWtM FA11T REG PROW fl ImsELEVFSICN SMALL APP.12/2 W9 0 , w LIGµTMG GR 14/24 Wy TOM TRANS W GROUND ROD 301(o RISER DIAGRAM 1150 A 4 WIRE SERVICE NOTE- SEE ATTACHED HVAC FOR CORRECT PLAN: DO NOT USE HVAC LAYOUT ON THIS SHEET. NOTE: AIR HANDLER TO HAVE MIN. OF 4" CLEARANCE ON ALL SIDES AND ENCLOSURE SPACE SHALL BE MIN, 12" WIDER THAN APPLIANCE ELECTRICAL. LEGEND Q UFLEX fEG® DwmT FAN Q W VOLT REG 91'm DETECTOR e•.Q WATER PROOF REG 1-0mom DETECTOR aw-L "am) uQ COWtM FA11T REG PROW fl ImsELEVFSICN y MTCHM Rte. 0 , wQ L DISGRw- 0 FLOOR aTtLET 1--1 FLUOMCEW FDC TB --$ m TRACK LKdTRG SWCN S 3 CAT StlRTCH_ 7y FLOOD LritT a 4W1T 5WTC14 BiGetO. CE1.H.'"Fuc po"& TZN RECE85ED LICf7t s DOOR BELL RECESSED LIGHT (VAFOR PRO/.F)O1%CEiRG RECESSED MW (EYEBALL FA1 P:4=u9RE C57 T 6 3 LL W I iE sibst. n rrWco s5 Bg {7C3a + 0 M gg revisions: designed by. N drawn by. dmw design checked by a— date; 01-22-01 sheet A4 Of: e,MWV-e4RfVe3016 I iJa LINTEL SCHED. LINTEL NO, LENGTH TYPE COMMENTS L 1 11-4' 8F12-16/IT ALLIED LINTEL. A-13 L 2 4'-6• SFIb-OBAT ALLIED LINTEL: A-3 L 3 4'-6' W16-105AT ALLIED LINTEL: A-3 L 4 4'-b' 8FI6-05/IT ALLIED LINTEL_: A-3 L 5 4'-0" BFIb-OBAT ALLIED LINTEL: A-3 L b TI -b' 8FI6-I5/IT ALLIED LINTEL: A-5 L 1 4'-b" 8FI6-OBAT ALLIED LINTEL: A-3 L 8 4'-6• 8FI6-OB/IT ALLIED LINTEL: A-3 L 4 1'-6" 8FI6-IB/IT ALLIED LINTEL: A-5 L IO i'-6' 8FI6-IBAT ALLIED LINTEL, A-5 L 11 Y-6' 6FIb-1B/IT ALLIED LINTEL: A-5 4'-4" 81R,1`14-65/IT ALLIED LINTEL: A-3 AI 11111111111101i All 1- 1 1011111105 1 Il d i:1' 1101. o)Ikll a a6N131'te MEMO I ma WgF aa eg a:aa = V) E€;ides af a 5 l1110111 s i tare 11 fP11 €i to J a Y : : m w o z S s In ell LCLI it g Ii• f 7 -3 I; a g of g 0 9 e 12 4 -1 111 , g gLi r AA i 6,64 ri o rC- :R.i 'F u i t o f.i or o VARIES AS PER TABLE 5 REBAR AT. TOP' F . FILLED UM GROUT / U • 1.11,F11 -LIED MRL W READ CLI4NTITf OF 5 REBAR AT TZEBAR R• CLEAR -FEKJM OF LINTEL CAVITY c SI=16-113AT r i' NOHINM. UADTH LGL4NTITY cP 5oOUTNOMINALNEICaHTREBARATTOP In O O O O AT EfOTTOM 8 s • OF LWEL CAVITY - 8F 16-011 T. 81=16—OB/I T EIOTTOM RER*ORGNG PRONDED IN CINTEL W NOMINAL UADTH ( VARIES T'rFE 1 ES I &NATION O 0 8F12-1BAT SRF14-013/1T LINTEL SECTIONS L5 L6 L7 L4 L3 L2 to Int C -2 co co a x vnory 13 mm Uz Onu I iJa F0 Ma ARM c. II 3 mpp MR a s jF ccog vlm IP' 1 tl (oO 1'1 (V o 0 ry-y$- P Q 8 i Ra oIR R ON m q Mut Yair n' g MIR MMR q t` trm r'nms 0=nm bor+b i.rcR 13 wl dd QQQQ dddd O tvm7 dddd In d it g Ii• f 7 -3 I; a g of g 0 9 e 12 4 -1 111 , g gLi r AA i 6,64 ri o rC- :R.i 'F u i t o f.i or o VARIES AS PER TABLE 5 REBAR AT. TOP' F . FILLED UM GROUT / U • 1.11,F11 -LIED MRL W READ CLI4NTITf OF 5 REBAR AT TZEBAR R• CLEAR -FEKJM OF LINTEL CAVITY c SI=16-113AT r i' NOHINM. UADTH LGL4NTITY cP 5oOUTNOMINALNEICaHTREBARATTOP In O O O O AT EfOTTOM 8 s • OF LWEL CAVITY - 8F 16-011 T. 81=16—OB/I T EIOTTOM RER*ORGNG PRONDED IN CINTEL W NOMINAL UADTH ( VARIES T'rFE 1 ES I &NATION O 0 8F12-1BAT SRF14-013/1T LINTEL SECTIONS L5 L6 L7 L4 L3 L2 to Int C -2 co co a x vnory 13 mm Uz Onu I iJa F0 Ma ARM c. II 3 mpp s jF yt= vl r IP' 1 tl (oO 1'1 (V U 11fMOMy0 OQ 61 " P Q a Q i Ra oIR R Yair n' gt` i9 p4o5 bY' lo_ ro Yyr r ci tr mit 0 r O nm`t m J QQ dddd dddd dddd dit g Ii• f 7 -3 I; a g of g 0 9 e 12 4 -1 111 , g gLi r AA i 6,64 ri o rC- :R.i 'F u i t o f.i or o VARIES AS PER TABLE 5 REBAR AT. TOP' F . FILLED UM GROUT / U • 1.11,F11 -LIED MRL W READ CLI4NTITf OF 5 REBAR AT TZEBAR R• CLEAR -FEKJM OF LINTEL CAVITY c SI=16-113AT r i' NOHINM. UADTH LGL4NTITY cP 5oOUTNOMINALNEICaHTREBARATTOP In O O O O AT EfOTTOM 8 s • OF LWEL CAVITY - 8F 16-011T. 81=16—OB/I T EIOTTOM RER*ORGNG PRONDED IN CINTEL W NOMINAL UADTH ( VARIES T'rFE 1 ES I &NATION O 0 8F12-1BAT SRF14-013/1T LINTEL SECTIONS L5 L6 L7 L4 L3 L2 to Int C -2 co co a x vnory 13 mm Uz Onu 41YE RING M 8985• FL n M 47819 3016 LINTEL ®IAGMM ®E SCALE: N.T.S. sheet A5 OF x $ I 1 LL' II W s jFCO 851! 41YE RING M 8985• FL n M 47819 3016 LINTEL ®IAGMM ®E SCALE: N.T.S. sheet A5 OF x $ NOTES: CAST -CRETE SAFE LOAD TABLES MATERIALS FOR GRAVITY, UPLIFT & LATERAL LOADS I- f'c precast Ilntels = 3500 psi. 2 F'c prestressed lintels = 6000 psi. 3. F'c grovt = 3000 psi w/ maximum 3/8• aggregate. 8" PRECAST W/ 2" RECESS DOOR U -LINTELS4_ Concrete masonry units (CMU) per A5TM Cq0 w/ minimum net area c0117pre5slve strength = Ig00 psi. 5 Rebar ,provided in precast lintel per ASTM A615 GR60. Field rebar per ASTM A615 GR40 or GR60. 6 Prestressing strand per A5TM A416 grade 270 low relaxation. 7132 wire per ASTM A510. 5. Mortar per A5TM 02-10 type. M or 5. GENERAL NOTES I. Provide fvII mortar head and bed joints. 2 Shore filled lintels as required. 3 Installation of ]Intel mvst comply with the orchitectvrol and/or strvctural drawings. 4 Lintels are manufactured with 5-1/2' long notches of the ends to accommodate vertical cell reinforcing and grouting. 5 All lintels meet or exceed L/360 vertical defrection, except Ilntels I7'-4" and longer with a nominal height of 8" meet or exceed L/180. 6 Bottom field added rebs- to be located at the bottom of the lintel cavity- 71 avity.- 7 7/32" diameter wire stirrups are welded to the bottom steel for mechonlcal . anchorage. - 8 Cast -In-place concrete may be provided In composite lintel in liev of concrete masonry units. q Safe load ratingqs based on rational design analysis per AGI 318 and ACl 530 SAFE LOAD TABLE NOTES I. All valves based on minimum 4" bearing. Exception: Safe loads for unfilled lintels must be redviced by 20% If bearing length is less than Safe loads for all recessed lintels based on 8" nominal bearing. 2. N.R. = Not Rated. 3. Safe loads are total superimposed allowable load on the section specified. 4. Safe loads based on grade 40 or grade 60 field rebar. 5. Additional lateral load capacity can be obtained by the designer by providing addlonal reinforced mosorry above the precast lintel. 6. One #-I rebor may be substituted for two #5 rebars In 8" lintels only. 7. The designer may evoluote concentrated loads from the safe load tables by calculating the maximum resisting moment and shear at d -away from the fore of support. 8. For composite lintel hel?hts not shown, use soFe load from next lower height. q- All safe loads in units opounds per linear foot. 8" PRECAST W/ 2" RECESS DOOR U -LINTELS GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE U'• LINTELS GRAVITY LINTEL NO. LENGTH LATERAL LENGTFI TYPE 51016 61p6 -1e 8U8 DRUB eNF10-7e 22 1244 1576 4'-4' (52") PRECAST 14Bq 1581 1621 9059 9412 2862 4962 5954 6,412 4429 1947 5gO4 4416 6880 10'676 4'-6' (54") PRECAST 1357 1449 2702 2.714 5600 4487 5313 6264 1192 1501 1102 5412 49&2 6412 1947 4416 10678 5'-8" (68') PRECAST 185 592 1153 1602 2162 1550. 4074 205& 472 2566 6516 Sols 5814 3565 6039 V-10'00") PRECAST 135 179 1103 1500, 2051 1449 5011 1424. 6412 2400 6516 2616 5450 9952 6411 PREGA5T 022 901 - 907 1677' 1677 2833 2998 2976 4100 9223 5872 6117 4522 6101 7'-6" (90') PRECAST 665 761 164 131 1977 2252 252q 1158 9609 9T261121 2444 6624 546q 5132 1'-8" (116') PRECAST 311 420 654 1253 1011 lol9 1614 1&66 2881 5447 595 920 Wrl 2119 778 3595 2619 8" PRECAST W/ 2" RECESS DOOR U -LINTELS REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR SIfRf/A'N ENGINEERING 467) 114-9003 rix: (407) "s Na P.D. 801[ 161613 I TAYOIRE SPRINGS, it 32716 IIgYAS J. Ar10EH56N P7 -f 44119 8" PRECAST & PRESTRESSED U -LINTELS 8" PRECAST & PRESTRESSED U -LINTELS GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE U'• LINTELS UPLIFT LINTEL NO. LENGTH LATERAL BIP4-R DRFlO-1T DItN IT BIPI}R LPNGT}f ela 2r ewFl+ eRFlo- 22- DRP]bl 8U8 DRUB DRF6 52") PRECAST 1244 1576 2413 9260 4112 4961 5625 932 992 PRECA5T 1244 1519 2539 9110 4000 4550 5696 2021 54') PRECAST 1192 1501 2511 3121 3997 4156 551 653 853 2165 1192 1495 2240 3036 3637 4643 5455 1257 6099 68') PRECAST 424• 1112 1795 2425 5055 5609 4525 501 Sol 1070 124 1192 1141 2557 - 2918 5605 4290. 752612 2902 CTO") PRECAST 89b• 1158 1142 2352 2965 3581 4198 464 4&q 5644 D96 lol9 1690 2268 2881 5447 4106 Io472 9666 80") PRECAST 778 082 1513 2042 2513 3101 3642 530 1100 q712 T8 q56 1466 1,157 2509 3035 3563 505 90") PRECAST 688 691 1325 1810 2280 2753 5227 710 q4i 2101 2101 688 549 1502 1162 2225 2690 5151 lo2q 1029 16-M 1615 11(,") PRECAST 5936 499 DOB 1123 1413. 1-, 1495 516 614 1210 539 521 1004 1569 1725 2055 2450 1518 2544 REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR SIfRf/A'N ENGINEERING 467) 114-9003 rix: (407) "s Na P.D. 801[ 161613 I TAYOIRE SPRINGS, it 32716 IIgYAS J. Ar10EH56N P7 -f 44119 8" PRECAST & PRESTRESSED U -LINTELS 8" PRECAST & PRESTRESSED U -LINTELS 44- GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE U'• LINTELS GRAVITY LINTEL NO. LENGTH LATERAL TTPE BF16-IT F20- 6F24 -IT DF2 2 8U83 8"X28" FILLED 22BFi2_ 6FI6-7r 2o- BW16- leW4bq6 10125 2- 12000 12000 0- 0 PRECA5T 2-3419g166 5332 6059 152672 90.55 119962'-10%54') 2021 2727 7704 6099 752672 6401 1690 119361 PRECAST 23473 42') PRECAST 2165 4689 barn0 4231 9947( 42) 6204 7192 1257 1257 6099 152672 2216 albs 11996 4'-0' (48") PRECAST 202 2935 2496 5461 443864 1070 1909 1356 9680 4532 2646 44T3 6039 752612 2902 IB7e 119% 4'-b' (54') PRECf.5T 1651 ilei 1913 2667 540996 1857 4'-6" (54") PREGA5T5644 250'1 2170 4027 6099 1 7526 go04 Io472 9666 5'-4" (64") -PRECAST 1184 1223 1665 1301 2869 1009 5051 2311 6096 2626 5400 5536 6424 3646 1450 5=10 . "(10") PRECAST q712 1000 los" 1414 IDe9 2504 2721 9131 505 1459 24641 4144 5458 4457 5260 6122 6-b' (18") PREGA5T q31 1255 1255 2101 2101 9263 5396 2146 5260 9556. 7154 9971 9995 4585 6890 7'-61 (90") PRECAST 167 lo2q 1029 16-M 1615 2905 2610 19g4 3899 2439 5596 6615 2866' FER1'-4" (112") PREGA5T 573 632 1049 1469 1210 1462 1154 2169 3290 766 1212 1518 2544 5469 4030 1684 PRECAST 456 482 002 1125 q15 1122 1326 1475 1914 658 1025 1314 2081 2774 3130 156') PREGA5T 445F4 59& q55 1965 le54 2955 1793 4'-4" (112") PRECAST 980 435 1365 1654 2441 3155 12'-0"(144') PRECAST 414 155 664. 1254 1689. 20-14 1510 1616 10'-6"(126") PRECAST 564 1254 1693 2211 2652 5590 PRECAST 3(52 n6 loge 1991 1636 1224 1410 2356 748 1076 1456 1859 2349 2920 14'-0"(168') PRECAST 338 I 649 919 1190 1462 1061 1260 1545 1896 2190 100 1005r"olo 12'-0'(144`) PRECAST• 1114 2133 2666 176') PRES N -R 1106 1199 765 NR 1510 494 NR 2610 NR 9165 NR14'-H' 3165 15'-4• (184•) PRESTRE55E N.R. w NR 102 302 NR NR NR 409 68 2 420 Ills 1250 qIDl 2510 2e9O 5410 11'-4' (208')PRESTREf N.R. NR w N2 422 NR NR NR 548 310 590 q50 1254 1800 2200 2600 19'-4' (232")PRESTRE55 N.R NR NR NRI1R240 124 OSl 990 N.R. 357 249 400 750 1400 1120 2030 21'-4' (256') PRES N.R w NR NR w NR NR NR A25 Ibl6 N.R. 753 330 610 940 1540 1180 - 2110 22'-0•(264')PR TREY N.R NR NR 412 NR NR NR NR 014 112119'-4"(232")PRE5 160 300 Sl0 510 165 201 23q 313 363 24'-0•(28e')PRE5TRE55 N.R. NR frR w w130imE,o 145 142 leb 212 2115 336 356 471 453 635 240 410 120 172 22'-07264")PRE5 44- GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE U'• LINTELS UPLIFT LINTEL NO. LENGTH LATERAL TYPE OFD -IT OF12-IT LEN6TN BF16-IT F20- 6F24 -IT DF2 6F'!2 -rt 8U8 81`8 8"X28" FILLED DF6- BFi2_ 6FI6-7r 2o- 24-2 10125 2- 12000 12000 2'-10'(34') PRECAST 2727 2675 4101 5332 6569 1611 90.55 2021 2021 2727 7704 3981 5140 6401 1690 D85T 6186 726q 42') PRECAST 2165 2289 3260 4231 5219 6204 7192 1257 1257 4637 2165 2216 albs ala 5091 6061 1096 3294 4029 4'-0" (4B') PRECAST 1070 1909 2832 9680 4532 5387 6205 938 436 2902 IB7e 1925 21 A 3583 4422 5264 6110- 1522 1857 4'-6" (54") PREGA5T 1660 1162 250'1 3251 4010 4161 5525 727 727 2931 1660 1105 2435 3111 3913 4656 5406 1604 Ig65 5'-4" (64`) PRECAST 1393•F1551 A-10 2110 2147 3316 4010 46x9 505 505 2024A-11 1393 14'8" 2050 2610 3245 3920 4544 1233 1510 PRECAST 1272• A-13 1430 2505 3054 3665 42415'-10'(70') 418 410 1624 1272 A-13 IH -f5 2441 3010 3589 41516'-6' 808 q88 78") PRECAST 1141• A-14 1753 2250 2169 3290 3812 IOT 887 1698 1141 A-15 1684 2192 2703 3216 37321'-6" 1052 1300 110") PRECAST q5q' 1475 1914 2354 2797 3240 r ql 657 990 1466 1901 2351 2791 3245• 4'-4" (112") PRECAST 980 I26q 1560 1552 2144 454 630 801 155 IIg2 15,30 1410 2271 2654 10'-6"(126") PRECAST 498 193 1021 1261 1496 1731 346 493 716 611 105q 13118911 2034 2356 II'-4" (136") PRECAST 666• 439 6 Mq 1104 1309 1515 363 556 666 535 q05 1295 1545 1896 2190 12'-0'(144`) PRECAST• 631 400 466 631 DID 516 1209 loos 1514 1106 1199 1312 2056 340 494 13'-4"(160") PRECAST 500• Sao 532 666 541 302 3q8 513 409 68 2 1004 1361 163163 qIDl 14'-O"(1(,8') PRECAST 458• 916 493 635 178 422 1065 286 360 548 518' 629 1122 1254 1561 1816 14•-8•(116') PRE-5TRE5 249 -..295 754F644 124 OSl 990 N.R. 357 249 352 502 1156 1491 1142 15'-4' (184•) PRE5TRE55E 228 225 218 329 430 542 611 1072 D0I 1361 A25 Ibl6 N.R. 327 IT -4' (208')PfzE5T72E55E IBB. 236 361 567 610 114 N.R. 255 lee 216 444 014 112119'-4"(232")PRE5 165 201 23q 313 363 490 136 SID q40 bblN.R_ 1160 204 21'-4"(256') PRE5TRE5 145 142 leb 212 2115 336 356 471 453 635 512 601 5vo 993 N.R. 172 22'-07264")PRE5 140 131 180 205 268 922 343 451 410 bol 161 24'-0T288•)PRES Ill 165 240 312 360 M660;_ 13577t124106_ 2qO 408_ 536 REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBARI NQTFS- I ALLIED LINTEL TABLES MATERIALS $ INSTALLATION I. rebar In precast lintel GR60 per A5TM A615 2. rebor In poured beam OR40 per ASTM A615 3. F'c for precast lintels=4000ps1 4, f'c for field concrete=3000p5i 5. concrete masorrg units per A5TM G-90 mortar per A5TM G270 type M or e. 6. calcvlatlons by: Richard O. Newman, PF., Riddle -Newman Engineering Inc. 7. shore all composite Ilntels 4" O.G. 8. ail composite beams calculated with 105 1n top of team 9. safe loads based on nominal 8' bearing 4' minlmum). 10. all loads Shown Inppounds per linear foot 11. for lengthes not listed use next longer length for safe load FIELD RE5AR GR 40 mQ . GM.U_ D- J Q - Q CONCRETE FILL W Q FIELD REBARQ "5 GR 40 l-5/8"ACTUAL r ALLIED GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE U'• LINTELS A-1 LINTEL NO. LENGTH 8'X8" UNFILLED 8"XS" FILLED 8"X12" FILLED 8"X16" FILLED 8"X20" FILLED 8"X24" FILLED 8"X28" FILLED 8"X32" FILLED A-1 3'6'' 654q 6257 10125 12000 12000 12000 12000 12000 A-2 A-3 3838 3858 523-1 8552 11440. 12000 12000 12000 A-3 P51 2081 19'14 3367 4616 6186 726q 8601 9924 A-4 7848 1128 1080 1810 2483 3336 3913 - 4637 5350 A-5 3661 902 1056 1644 2542 3294 4029 4790 5522 A-6 2059 656 636 1112 1534 Igg4 2436 2902 3346 A --T 1016" 48q 483 847 II70 1522 1857 2211 333 A-8 1I'4" 502 612 1125. 1530 2002 2455 2931 A -c{ 12'8' 421 458 q00 1224 1604 Ig65 2360 P2514IA-10 13'4' 3q3 41q 774 1053 1381 1682 2024A-11 A-12 14'8" 14'0" 342 373 6q0 q38 1233 1510 1808A-12 2 A-13 14'8" 308 334 618 542 1108 1352 1624 A-13 11'4' 272 285 436 611 808 q88 1188 1380 A-14 19'4' 250 395 4qb 850 1138 1408 1698 1980 A-15 20'0` 225 365 473 784 1052 1300 1570 1831 ALLIED LINTEL NO. UPLIFT AND LENGTH 8"X6" UNFILLED LATERAL SAFE LOADS FOR 8" CONCRETE "U" LINTELS 8"X8" 8"X12" 8"X16" 8'X20" 8`X24" 8"X28" 8"X32" LATERAL LOAD FILLED FILLED FILLED FILLED FILLED FILLED FILLED 8X8 FILLED A-1 2'10" 30% 3150 91.14 10000 10000 10000 10000 10000 4408 A-2 3'6'' 1835 1876 5445 10000 10000 10000 10000 10000 2592 A-3 4'6" 1018 - 1051 4224 5900 8203 11440 10000 10000 1415 A-4 5110" 575 603 2380 3314 4300 5303 6766 7848 777 A-5 116• 345 370 1421 19-78 2552 3514 3661 4600 661 A-% q'4" 228 252 1134 1296 1665 2059 2542 2947 423 A-1 10'6' 155 209 156 104q - 1341 1662 2025 2341 329 A -b 11'4" 303 333 652 q17 1110 1452 i751 2028 4 A -Q 12'6' 247 282 615 160 991 1232 1464 Ib95 357 A-10 A-11 13'4' 14'0" 253 225 253 324 510 473 703 652 892 824 110.1 1028 130 1196 8 A-12 14'8" 191 218 442 60q 169 955 1106 12 2 A-13 11'4' 145 253 351 483- 605 755 842 q-14 I I A-14 iq'4' 184 214 ze; 420 525 657 715 82611 vtfl A-15 20'0' 114 203 246 405 504 630 680 106 I W 0 W 0// VJ J W z J 2 0€ QUA QD zei g4 O EM J 0gb I G "s E2asap o>is e Pis revsi- M designed by.-nl drawn by: d- design chadwd by: aww dale: 01-22-01 sheet: A5.1 ofi 12 HELD BACK 1" 5l 0—i 1 16T 8., 1 " 4" ROOF 6HEATHNG OVER TRI, SEE NAILING I40NE6) BAC104aL WV (2) Wd NAILS GABLE END BRACING DETAIL WIND SPEED 100 MPH, MEAN WALL HEIGHT UP TO 30'-0" GABLE TRU86 SHEATH. 2.4 SPRUCE OR BETTER LATERAL 80ACE6 . 4•-0• OG ATTACH (7) 16d TOENAILS IAA IOd NAILS . 4' OC. 7x6 P.T. &LL DOUBLE LNTEL . GABLE END W/ (U'S N EACH CORSE 5 VERT. BARlw )SEE PLAN FOR LOCAr1OW TYPICAL GABLE ATTACHMENT TO CONCRETE END WALL NOTES TH16 INSTALLATION IS N ADDITION TO BRAC*. REOUIREM E NTS OF TRUSS MANUFACTURER GABLE TRUSS SI•PSON A35 * Y-0. OC. - 7x4 SPRUCE OR 15ETTER LATERAL BRACES . 4•-0• OG ATTACH (2)16d TOEN4 2.4 DRYWALL NAILER 40-0-0 R-4-0 2G-8-0 i1BBBBBBBB B B B B B B 0 0 H 11 \\ 11 // I FOR THE (4) ROWS CF TRUSSES FROM EA END TYPICAL W/ (U -5 N EACH COURSE ATrACSED WV (7) Wal TOENAILS Mr DSD L• BRACE TO EXTEND AT LEAST OR Ull' CO. W% OF WEB LENGTW (SEE TABLE) I ROOF TRUSS ANCHORAGE: 7X4 BOTTOM PLATE 3/4' PLYWOOD 7xa DIA( BRACE . b' OG TERCNAAE TIE) FOR TRUSS TO FRAre1) USE (1) TYPE C' (OR NNGESL WALL OR BEAM CONNECTION UNLE56 NOTED OTHERWISE (UNDJ 7) USE (1) TYPE 'A' (OR NTERCHANK ABLE TIE) FOR TRUSS TO BLOCK 7X4 BAND BOARD I W/ (4J 10d NAIL6 . EA END W FLOOR TRUSS SII11® FIRST TWO BAYS TO HIP GIRDER (T4B) 5) GABLE TRUSSES REQUIRE (1) TYPE 'A' OR (U TYPE C' STRAP AT PERERTRUSS UPLANP GABLE TRUSS GABLE END BRACING DETAIL WIND SPEED 100 MPH, MEAN WALL HEIGHT UP TO 30'-0" GABLE TRU86 SHEATH. 2.4 SPRUCE OR BETTER LATERAL 80ACE6 . 4•-0• OG ATTACH (7) 16d TOENAILS I AA IOd NAILS . 4' OC. 7x6 P.T. &LL DOUBLE LNTEL . GABLE END W/ (U'S N EACH CORSE 5 VERT. BARlw )SEE PLAN FOR LOCAr1OW TYPICAL GABLE ATTACHMENT TO CONCRETE END WALL NOTES TH16 INSTALLATION IS N ADDITION TO BRAC*. REOUIREM E NTS OF TRUSS MANUFACTURER GABLE TRUSS SI•PSON A35 * Y-0. OC. - 7x4 SPRUCE OR 15ETTER LATERAL BRACES . 4•-0• OG ATTACH (2)16d TOEN4 2.4 DRYWALL NAILER 40-0-0 R-4-0 2G-8-0 i1BBBBBBBB B B B B B B 0 0 H Wd NAILS . 4- OC. 2,4 PANEL BLOCKING . 4D' Or- DOUBLE LINTEL . GABLE ENDFORTHE (4) ROWS CF TRUSSES FROM EA END TYPICAL W/ (U -5 N EACH COURSE ATrACSED WV (7) Wal TOENAILS VU• X 6' WEDGE GYPSUM WALL BOARD ANCHORS 37' O.0 2x6 P.T. LEDGE 1) -3 VERT. BAR 4'-0• - 6'40' SEE FOUNDATION PLAN A SECTION FOR EXACT LOCATION) GABLE END BRACING DETAIL WIND SPEED 100 MPH, MEAN WALL HEIGHT UP TO 30'-0" GABLE TRU86 SHEATH. 2.4 SPRUCE OR BETTER LATERAL 80ACE6 . 4•-0• OG ATTACH (7) 16d TOENAILS IAA IOd NAILS . 4' OC. 7x6 P.T. &LL DOUBLE LNTEL . GABLE END W/ (U'S N EACH CORSE 5 VERT. BARlw )SEE PLAN FOR LOCAr1OW TYPICAL GABLE ATTACHMENT TO CONCRETE END WALL NOTES TH16 INSTALLATION IS N ADDITION TO BRAC*. REOUIREM E NTS OF TRUSS MANUFACTURER GABLE TRUSS SI•PSON A35 * Y-0. OC. - 7x4 SPRUCE OR 15ETTER LATERAL BRACES . 4•-0• OG ATTACH (2)16d TOEN4 2.4 DRYWALL NAILER 40-0-0 R-4-0 2G-8-0 i1BBBBBBBB B B B B B B 0 0 H Lfll 20-0-0 1-0-0 13-0-0 FLOOR /ROOF TRUSS LAYOUT 'B' NTA 2.4 LEDGER TO 77! CHORO SLOPE OOCKING . 46. OG - - ATTACH TO WE86 OF (J/ 10d NateRACE OCHEOIW10dNAILS G TYPICAL E TRUSS WED 1 SECTION SINGLE L' BRdCE DETAIL 7x4 LEDGER TO MATCH BOTTOM 2x4 BLOCUCUNG . 46' OC. CHORD SLOPE O' SCISSOR TRUSS HATTACTO WEBSWTH CLUSTERS ---BRACE OF (2) 1001 NAILS ATTAC3 ED WV 10d NAILS 4' OG TYPICAL - OR GABLE. TRUSS WEB E 'ID' 8 SECTION Od NAILS A- Or, DOODLE L' BRACE DETAIL 10d NAILS . 4. OC- 2-4 G h4 TOP PLATE TYPICAL CsABLE ATTACHMENT TO WOOD FRAMING END WALL NOSES TNM MTALL.ATIO14 16 N ADDITION TO BRACING REGLU EPEN/TO OF TRUSS MANUFACTURER f i 20-0-0 1-0-0 13-0-0 40-0-0 FLOOR/ROOF TRUSS LAYOUT 'A' &'B' L" BRACING REQUIREMENTS NTD. N] L• BRACE NEL NOTE: SEE TRUSS MFG.'S ENGINEERING AND 6' O-0• - 4'-5• 4--5• - &-E LAYOUTS FOR TRUSS—TO—TRUSS CONNECTORS 24' IA6.OSB. I',— SHEATWW. 4'-0• - 6'40' 6'-O' - S• -IO' 7X4 wD. STUDS 16' OC. ROOF TRUSS ANCHORAGE: 7X4 BOTTOM PLATE 3/4' PLYWOOD TERCNAAE TIE) FOR TRUSS TO FRAre1) USE (1) TYPE C' (OR NNGESL WALL OR BEAM CONNECTION UNLE56 NOTED OTHERWISE (UNDJ 7) USE (1) TYPE 'A' (OR NTERCHANK ABLE TIE) FOR TRUSS TO BLOCK 7X4 BAND BOARD WALL CONNECTION (UNDJ 3) USE E14UH76-N (OR INTERCHANGEABLE TIE.FOR ALL JOIST HANGER W FLOOR TRUSS SII11® T U5 A14C. SLOR TO HIP GIRDER (T4B) 5) GABLE TRUSSES REQUIRE (1) TYPE 'A' OR (U TYPE C' STRAP AT PER ERTRUSS UPLANP 48' O/C FROM CENTER OF TRUSS. 6) ALL STUDS BELOW GIRDER TRUSSES SWALL SE EITHER CONNECTED U BLOCK INV a SIMPSON SP4 STRAPS TOP AND BOTTOM IN ADDITION TO OTHER 1 • 5 BAR STRAPPING ON PLANS. 581ILARLY, 4X4 POSTS REOURE (7)-SP4'6 ON EACH END. 4X6 POSTS REQUIRE (3)-SP4'6 ON EACH END. I II 1) BOTTOM HALF OF MT516 TRIM STRAPS SHALL BE EITWER NEATLY WRAPPED UNDER DOUBLE TOP PLATE OR NEATLY FASTENED TO IIx,11/ 11 •O.O II 1 •e 11©II 1 •e 11 -©II 1, •e 11©II 1. •e 11©II 1 •e 11©II 1, 11®II 1 11® II 1 11 SII FORV SII li NOR 14 Wk mwww 10 Lfll 20-0-0 1-0-0 13-0-0 FLOOR /ROOF TRUSS LAYOUT 'B' NTA 2.4 LEDGER TO 77! CHORO SLOPE OOCKING . 46. OG - - ATTACH TO WE86 OF (J/ 10d NateRACE OCHEOIW10dNAILS G TYPICAL E TRUSS WED 1 SECTION SINGLE L' BRdCE DETAIL 7x4 LEDGER TO MATCH BOTTOM 2x4 BLOCUCUNG . 46' OC. CHORD SLOPE O' SCISSOR TRUSS HATTACTO WEBSWTH CLUSTERS ---BRACE OF (2) 1001 NAILS ATTAC3 ED WV 10d NAILS 4' OG TYPICAL - OR GABLE. TRUSS WEB E 'ID' 8 SECTION Od NAILS A- Or, DOODLE L' BRACE DETAIL 10d NAILS . 4. OC- 2-4 G h4 TOP PLATE TYPICAL CsABLE ATTACHMENT TO WOOD FRAMING END WALL NOSES TNM MTALL.ATIO14 16 N ADDITION TO BRACING REGLU EPEN/TO OF TRUSS MANUFACTURER f i 20-0-0 1-0-0 13-0-0 40-0-0 FLOOR/ROOF TRUSS LAYOUT 'A' &'B' L" BRACING REQUIREMENTS NTD. N] L• BRACE NEL NOTE: SEE TRUSS MFG.'S ENGINEERING AND 6' O-0• - 4'-5• 4--5• - &-E LAYOUTS FOR TRUSS—TO—TRUSS CONNECTORS 24' IA6.OSB. I',— SHEATWW. 4'-0• - 6'40' 6'-O' - S• -IO' 7X4 wD. STUDS 16' OC. ROOF TRUSS ANCHORAGE: 7X4 BOTTOM PLATE 3/4' PLYWOOD TERCNAAE TIE) FOR TRUSS TO FRAre1) USE (1) TYPE C' (OR NNGESL WALL OR BEAM CONNECTION UNLE56 NOTED OTHERWISE (UNDJ 7) USE (1) TYPE 'A' (OR NTERCHANK ABLE TIE) FOR TRUSS TO BLOCK 7X4 BAND BOARD WALL CONNECTION (UNDJ 3) USE E14UH76-N (OR INTERCHANGEABLE TIE.FOR ALL JOIST HANGER W FLOOR TRUSS 4) USE (3(3)164 OR (3) J31 x 3 V4' PASELODE GW NAIL TO FASTEN JACK T U5 A14C. SLOR TO HIP GIRDER (T4B) 5) GABLE TRUSSES REQUIRE (1) TYPE 'A' OR (U TYPE C' STRAP AT PERERTRUSSUPLANP 48' O/C FROM CENTER OF TRUSS. 6) ALL STUDS BELOW GIRDER TRUSSES SWALL SE EITHER CONNECTED U BLOCK INV a SIMPSON SP4 STRAPS TOP AND BOTTOM IN ADDITION TO OTHER 1 • 5 BAR STRAPPING ON PLANS. 581ILARLY, 4X4 POSTS REOURE (7)-SP4'6 ON EACH END. 4X6 POSTS REQUIRE (3)-SP4'6 ON EACH END. 1) BOTTOM HALF OF MT516 TRIM STRAPS SHALL BE EITWER NEATLY WRAPPED UNDER DOUBLE TOP PLATE OR NEATLY FASTENED TO UA STRAP CONNECTING VERTICAL STNV OR POST DEPENDING ON AL4**'IENT OF GIRDER AND STRAP TIE • EVERY 3rd BLOCK TO FLOOR TRUSS STUDS OR POST BELOW. STUD CONNECTING FLOOR SEE POST STRAPPWG TRUSS TO 2nd FLOOR STUD ON 41 AND 2nd FLR 12 BLOCK TO 2ND. STORY STRAPPING • PNEUMATIC EOUIVALE14T MAY BE SUBSTITUTED r I 1 FOR MAND NAIL DESIGNATIONS' NOTE1 L• BRACE MUST EXTEND AT LEADT 90i OF WEB LENGHr ENGINEERING WT) "4-6WW3 Rut (or) 724-61" PA. I 161611 IILTNGWNIE 9—MR 32216 o" J. _ootSgM FE/ 4616 NAIL VALINES. BASED ON "NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION FROM TABLE Etc - 'NAILS AND SPICES - LATERAL LOAD DESIGN VALUES' NAIL SHEAR VALUE (b6J ad IBi' IOd 125 - d 14S• . I I H L- ad 80€5 M :a 35ss 33g eg revisions: aae- designed by: nI drawn by: dn— design the ked by: aww dace- 01-22-01 sheet: A6 -B Of: L" BRACING REQUIREMENTS STIIOSPAONE N] L• BRACE NEL tiEUfL Od L• BRACE 6' O-0• - 4'-5• 4--5• - &-E B•-Er - II• -5- 24' 0'-0' - 4'-0' 4'-0• - 6'40' 6'-O' - S• -IO' NOTE1 L• BRACE MUST EXTEND AT LEADT 90i OF WEB LENGHr ENGINEERING WT) "4-6WW3 Rut (or) 724-61" PA. I 161611 IILTNGWNIE 9—MR 32216 o" J. _ootSgM FE/ 4616 NAIL VALINES. BASED ON "NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION FROM TABLE Etc - 'NAILS AND SPICES - LATERAL LOAD DESIGN VALUES' NAIL SHEAR VALUE (b6J ad IBi' IOd 125 - d 14S• . I I H L- ad 80€5 M :a 35ss 33g eg revisions: aae- designed by: nI drawn by: dn— design the ked by: aww dace- 01-22-01 sheet: A6 -B Of: wclimE ENGINEER NG tan 774-9003 FOC coo» 774-0477 A 800! 191913 Al1AlOKM S7M010S. FL 3 f TO AS A MDM M.rF! 47819 w J w U U 9 Z_ U) C.0 j ' Lu br.d— desW 0,-=.a, sheet A6.1 of. I PRODUCT CODE DESCRIPTION COMPLIANCE LISTING FASTENERS DESIGN LOADS (LBS:) UPLIFT MAX. DFL/5YP SPF A META15 CONCRETE STRAP SBCCI 9603 i 1y 14-10dxl.5",(2 ly 10-16d 1500 1495 B H5 HURRICANE CLIP NER 393,422,432 4-Sd, 4-0d 1485 455 265 C MT616 TWIST TIE NER 413 14-10d 3116 1000 860 D L5TA30 STRAP TIE NER 413, 443 22-10d 1610 1610 E HU526 SINGLE FACE MOUNT HANGS NER 393 14-16d 4 6- 16d 10000 1550 1110 F HU526-2 DOUBLE FACE MOUNT HANG RER 393 4-16d 4 4-16d 8033 1080 115 ML MC3HA3.56/7.25 MASONRU HANGER S" SBCCI 9603 I0 -10d, (2) ATR 3/4? x 8" 5955 1885 1355 MH MBHA3.56/9.25 MASONRY HANGER 9.25 SBCCI 9603 14-10d, (2) ATR 34"? x 8" 6050 3145 2260 MG MBHA3.56/1125 MASONRY HANGER 12" SBCCI 9603 14-10,(2) ATR 3/4"? x 8" om50 3145 2260 O HDSA HOLDOUJN TO 3" WOOD NER 393,469 3) 1/8"7 A.B. 28667 6465 4650 Q SP4 TOP PLAT ANCHORS 4X NER 432,443,499 6-10d x 1.5" 2911 135 530 R SP6 TOP PLATE ANCHOR 6X NER 432,443 499 o -10d x 1.5" 2911 135 530 X HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d $ 3/4"? or LBP 5/8"? 28333 8665 6485 AA BC4 POST ANCHOR $ CAP 4x4 NER 421 3-16d S 3-16d 3100 1,3ao 100 I35 BC6 POST ANCHOR E CAP 6x6 NER 421 b -16d d 6-16d 4100 1050 150 CG BC46 POST ANCHOR S CAP 4x6 NER 421 6 -16d d 3 -16d 3100 980 100 GG HT520 HEAVY TWIST TIE NER 413 24-10d x 1.5" 4430 1450 1245 II HD2A HOLDOWN TO 3" WOOD NER 393,469 2) 5/8"? 12150 2115 2000 MM HETA20 HEAVY CONCRETE STRAP NER 393,469 I I 14-10dxIB" N I 14-10d . 1135 1495 LL HHETA20 CONCRETE STRAP NER 393,469 I I 11-10dx1.5" (2 I 15-16d 2130 1860 00 MTT285 HOLDDOWN NER 393432 24-16d AND 5/8" OR 3/4" DIA AB - 14455 4455 wclimE ENGINEER NG tan 774-9003 FOC coo» 774-0477 A 800! 191913 Al1AlOKM S7M010S. FL 3 f TO AS A MDM M.rF! 47819 w J w U U 9 Z_ U) C.0 j ' Lu br.d— desW 0,-=.a, sheet A6.1 of. I BLOCKINI REQUIRED: PROVIDE 2X4 BLOCKING N THE FIRST THREE FRAMING SPACES AT 48' Or- REMANDER j' TO BE BLOCKED AT 96. OG OR RAT RUN. FLOOR TRUSS c 24" FASTENING: FASTEN FLOOR SHEATHNG TO FRAMING W goommoommommol ed COMMONS OR 9d NOT DIPPED GALVANIZED NAILS I I AT THE FOLLOWING SPACING: Q. m_ivd U 6' ON CENTER AT ALL PANEL EDGE FRAMING HAILS WALL I 2) 12" ON CENTER AT ALL NTEFd'1EDIATE FRAMING STUDS AND HEADER J U' STRAPEVERYOTHE STUD FIZAM . SPACES 4 %* O.C. THEREFORE FLOOR BRACING AT ENDWALLS IF A BLOCKED DIAPHRAr.M ZONE IS CALLED FOR ON ROOF PLAN PROVIDE 2.4 BLOCKING.e ALL PLYWOOD PANEL EDGES t NAILS • 4" OL. FOR BLOCKED DIAPHRAGM ZONE Od NAILS AT 6. O.G. OR Sol NAILS AT 4' O:C. OR EQUALIVALENT EGNALIVALENT PNUEMATIC PNUEMATIC NAIL AT NAL At SUPPORTED EDGES io SUPPORTED EDGES AND AND BLOCKING MND 12. OL. 12' O.C. FIELD FOR OTHER FIELD FOR SHADED AREAAREAS OF ROOF OF ROOF 1/16. OSB SHEATHING ' r' OR I!1' CDX TYP. 4'-0" 0 6 I. RSN ROOF SHEATHING NAILING PATTERN DETAIL STRAPPEDWOOD AS SHOWN ON TRUSS LAYOUT 2X- BLOCKING AT MID5PAN 16, O.G. STUD SPACING FOR NT. BRG. FRAME WALL @PLATE ANCHOR EVERY OTHER STUD (TYP. TOP 4 BOTTOM) - V)'X8' EXP. BOLTS • 32' OG IB FRAMING & STRAPPING INTER. BRG. WALL STRAPPED AS SHOWN ON TRUSS LAYOUT - 2) 2X- TOP PLATE DBL. 2X8 HEADER FOR 4'-6' MAX OPENI G., DBL 2X10 HEADER FOR 5'-9' MAX OPENING UNA. 2X- BLOCKING AT MID -SPAN - 16' OiC. STUD SPACING. FOR NT. BRG. FRAME WALL SEE CONNECTOR CHART SCHEDULE FOR TRUSS STRAPS) I,'--DOUME TOP PLATE 1/I6. OSB OR CDX EXTERIOR SHEATHING NAILED UP 106 CALV_ 4" OiC, EDGES AND R" O.C. FIELD 2x4 P.T. WALL STUD W/ 3) V)' DIA ANCHOR BOLTS TO BLOCK IR" DIA x 8" ANCHOR BOLTS EMBED 6' MN INTO FOUNDATION W/ 2'-2"X1/8' WASHERS LOCATED WITHIN 6' OF EACH END 4 32' OG MAX. ELSEWHERE Q" W/ IV_wd NAILS • BOTTOM 2x4 P.T. BOTTOM PLATE OF WALL 4 HEADER STUD TYPICAL FRAMING AND CONNECTION5 FOR OPENING5 2-2X4 TOP FLATS C PRE ENGINEERED WOOD j' 2X4 BOTTOM PLATE FLOOR TRUSS c 24" LI-' goommoommommol100100001111100 I I 13onEM I IIIIIII_, 2X4 BAND BOARD EVERY 3rd I6' FLOOR TRUSS STUD CoNTEGTMG 24" O.C. FLOOR TRUSS TO TRU55 ANCHOR 2nd FLOOR STUD BMNGHORAGE PER TFWSS PLAN 32. OL. o TOENAIL FLOOR TRUSS To TOP PLATE Wu 16 PENNY DETAIL: D NAILO OTHERR SIDE' INTERIOR BEARING WALL W/ NO UPLIFT (1) ON THE 1/16. OSB SHEATHING ' r' OR I!1' CDX TYP. 4'-0" 0 6 I. RSN ROOF SHEATHING NAILING PATTERN DETAIL STRAPPEDWOOD AS SHOWN ON TRUSS LAYOUT 2X- BLOCKING AT MID5PAN 16, O.G. STUD SPACING FOR NT. BRG. FRAME WALL @PLATE ANCHOR EVERY OTHER STUD (TYP. TOP 4 BOTTOM) - V)'X8' EXP. BOLTS • 32' OG IB FRAMING & STRAPPING INTER. BRG. WALL STRAPPED AS SHOWN ON TRUSS LAYOUT - 2) 2X- TOP PLATE DBL. 2X8 HEADER FOR 4'-6' MAX OPENI G., DBL 2X10 HEADER FOR 5'-9' MAX OPENING UNA. 2X- BLOCKING AT MID -SPAN - 16' OiC. STUD SPACING. FOR NT. BRG. FRAME WALL SEE CONNECTOR CHART SCHEDULE FOR TRUSS STRAPS) I,'--DOUME TOP PLATE 1/I6. OSB OR CDX EXTERIOR SHEATHING NAILED UP 106 CALV_ 4" OiC, EDGES AND R" O.C. FIELD 2x4 P.T. WALL STUD W/ 3) V)' DIA ANCHOR BOLTS TO BLOCK IR" DIA x 8" ANCHOR BOLTS EMBED 6' MN INTO FOUNDATION W/ 2'-2"X1/8' WASHERS LOCATED WITHIN 6' OF EACH END 4 32' OG MAX. ELSEWHERE Q" W/ IV_wd NAILS • BOTTOM 2x4 P.T. BOTTOM PLATE OF WALL 4 HEADER STUD TYPICAL FRAMING AND CONNECTION5 FOR OPENING5 2-2X4 TOP FLATS C 4IEHESE REQUIREMENTS APPLY HEN WINDOW/ DOOR IANIFACTUREWS FASTENI G- IETNOD 16 NOT SPECIFIED.. PT IX BUCKS FOR WINDOWS AND DOORS I. SEE MANUFACTURERS INSTALLATION INSTRUCTIONS. 2. ALL WINDOW SNMS MIST BE FULL WIDTH OF SASH. T 2X BUCKS FOR WINDOWS AND DOORS INSTALL 3/16' DIAMETER SELF TAPPING CONC. ANCHORS EIGHT (8) INCHES MAX FROM ENDS AND 24" ON CENTER MAX W/ 1.1/4' MIN. EMBED. INTO BLOCK FASTEN WINDOW)DOOR TO PT BUCKS PER MAUFACTURER5 INSTALLATION INSTRUCTIONS. ALL WINDOW SHIMS MUST BE FULL WIDTH OF SASH TYPICAL BLOCK OPENING DETAIL KW FRAMING & STRAPPING KNEEWALL OVER CMU (FOR PT BUCK FASTENIWi AND 35 PSF RATIWs) (11/20/03) P.T. 2X6 IW/ 1!2" DIAL 'J" BOLTS c 48' 1/16" OU3B. SHEATHING MAX UU 6• MIR EMBED. CTYPJ, _,-- 2X4 WD. STUDS • K• O.C. IL' ' I Y + BEARihki PRE ENGINEERED WOOD PLATE • _ EVERY OTHER 4 BOTTOM) 2X4 BOTTOM PLATE FLOOR TRUSS c 24" 001=151001001001001 goommoommommol100100001111100 11301001011010010011 13onEM I IIIIIII_, 2X4 BAND BOARD EVERY 3rd I6' FLOOR TRUSS 4IEHESE REQUIREMENTS APPLY HEN WINDOW/ DOOR IANIFACTUREWS FASTENI G- IETNOD 16 NOT SPECIFIED.. PT IX BUCKS FOR WINDOWS AND DOORS I. SEE MANUFACTURERS INSTALLATION INSTRUCTIONS. 2. ALL WINDOW SNMS MIST BE FULL WIDTH OF SASH. T 2X BUCKS FOR WINDOWS AND DOORS INSTALL 3/16' DIAMETER SELF TAPPING CONC. ANCHORS EIGHT (8) INCHES MAX FROM ENDS AND 24" ON CENTER MAX W/ 1.1/4' MIN. EMBED. INTO BLOCK FASTEN WINDOW)DOOR TO PT BUCKS PER MAUFACTURER5 INSTALLATION INSTRUCTIONS. ALL WINDOW SHIMS MUST BE FULL WIDTH OF SASH TYPICAL BLOCK OPENING DETAIL KW FRAMING & STRAPPING KNEEWALL OVER CMU (FOR PT BUCK FASTENIWi AND 35 PSF RATIWs) (11/20/03) P.T. 2X6 IW/ 1!2" DIAL 'J" BOLTS c 48' 1/16" OU3B. SHEATHING MAX UU 6• MIR EMBED. CTYPJ, _,-- 2X4 WD. STUDS • K• O.C. IL' ' I Y + BEARihki 2X- BLOCKING AT MIDSPAN- YG" O.G. STUD FFOORRIINIBRC. FRAME WALL - EVERY OA STUD (TYP_ TOP 4 BOTTOM) - 9 PLATE ANCHOR EVERY CONC. EVERY OTHER STUD (TYP. SLAB EXPA46ICN BOLT ANCHORAGE 24' OL. IBWD FRAMING & STRAPPING INTER. BRG. WALLA DOOR EXPANSION BOLT ANCHORAGE ' ' ,' --- 24' OL IEiUJ2 FP- < STRAPPINCs INTER BRCS. WALL o FRAME 2 STORY COWEGTING PLATE TO FLOOR TRUSS OSB OR W. CDX WS EXTERIOR WALL SHEATHING NAILING PATTERN DETAIL PRE ENGINEERED WOOD FLOOR TRUSS 24' OG. MAXDOUBLE! TOP PLATE 2X- BLOCKING AT MIDSPAN- L-P.T. 2X4 FILLER LESulOdTHA(NAILS P.T. 2X6 W/ 1!2" DAM. 'J" BOLTS 48" MAX W/ 6" MIH EMBED. (TYP.--\ YPICAL JAMB AD 6AR::ciE [ 1 NAIL INTO TOP PLATE 8X8-16 CM11. (TTP. SCALE: HTS. 2 NAILS INTO TOP PLATE GENERAL NOTE& GENERAL: L. LIVE LOADS: ROOF: 20psf FLOOR: 40paf . STAIR: 4"F 2. WIND SPEED norph 3s g-- 3. ALL WORK TO BE N ACCORDANCE WITHI THE FB.C. 2001 CHAPTER I6. 4. ONLY WRITTEN CHANGES APPROVED BY THE ENGINEER SHALL BE PERMITTED. CONCRETE - L ALL WOW TO BE N STRICT ACCORDANCE WITH THE ACI 318 2. MIX DESIGN CRITERIA: ALL CONCRETE TYPE I PORTLAND CEMENT. (ASTM C 150) COMPRESSIVE STRENNTH a 28 DAYS SHALL BE 2500pe 1 FOR SLABS AND FOOTINGS ANDAM pp.1 ELSEWHEI?E 1UD11I., . MAXI1l7 WATER -CEMENT RATIO BY WENGHT FOLLOWIS: SPECFIED .NON -AIR I AIR CCMF'RESSIV£ - ENTRAINED ENTRAINED STRENCGTH (psi) CONCRETE CONCRETE 2500 0b1 054 3000 058 - 0.46 , SLUMP -SLAB ON GRADE 5' OTHER S. WATER - POTABLE CHLORIDE - NONE . 3. PROVIDE NORMAL WEIGHT AGGREGATES N COMPLIANCE WITH THE REQUIREMENTS of ASTM C 33. 4. FIBERMESH FOR SLAB TO BE AT A RATIO OF .15 LB5JYARD. FOUNDATIONS : L FOOTING DESKaN BASED ON MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 psf. 2. IF FOOTI G. ELEVATION OCCURS IN DIST'URBED0,18TABLE OR UNSUITABLE THE ENGINEER SHALL BE NOTIFIED AND NECESSARY ADJUSTMENTS BE MADE PER HIS NSTRJCTIONS. 3. PREPARATION OF THE SUBGRADE TO FOLLOW RECOMMENDATIONS AS OUTLINED SIN THE GEOTECHNICAL. REPORT. SOIL, 4, STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF (U VERTICAL TO (2) HORIZONTAL 5. CAUTION SHALL BE USED WHEN OPERATING VIBRATORY COMPACTION EGEIIFMENT NEAR EXISTING STRUCTURES TO AVOID THE RISK OF DAMAGE TO THE STRUC. MASONRY: L DESIGN, MATERIAL AND WORIQMANSHIP SHALL BE IN ACCORDANCE WITH THE ACI STANDARD BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES ACI 530/ACI 5301 2. CELLS INDICATED TO BE FILLED SHALL BE GROUTED WITH 3000 ps1 CONCRETE (8" TO 10' SLUMP) 3. PROVIDE 25' LAP FOR STEEL w ALL LOCATIONS. 4_ ALL CELLS ADJACENT TO CORNERS, END OF SHEAR WALLS AND UNDER CONCENTRATED LOADS SHALL CONTAIN VERTICAL REIFORCING AND SHALL BE FILLED WITH CONCRETE. 5. CONCRETE BLOCKS SHALL CONFORM TO ASTM C-90 (28 DAY STRENGTH 2000 psl) (0-1500 P -Q LAID N RUNNING BOND. 6. MORTAR SMALL BE TYPE H 1. ALL RE -BARS SHALL BE GRADE 40 UNLESS UUN.O. 1000D : I. ALL WOOD FRAMING AND PRE-ENGINEERED WOOD TRUSSES SHALL BE DESIGNED, DETAILED, AND FABRICATED N ACCORDANCE WITH THE PROCEDURES -AID MQUIFZEhIE14TS OUTLINED IN THE LATEST, EDITION OF THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CCNSTRUCTIONL 2. THE WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT THE DIMENSIONS AND LOADS INDICATED. ALL DESIGN SHALL BE N ACCORDANCE WITH ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED AND APPROVED BY THE BUILDING, CODE. DESIGN CALCULATIONSSIGNED AND SEALED BY A LICENSED PROFESSIONAL. ENGINEER ARE TO BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 3. PERMANENT BRIDGING PERPENDICULAR TO THE SPAN OF THE TRUS5E5 SHALL BE PROVIDED AS REQUIRED BY THE TRUSS MANUFACTURER TRUSS MANUFACTURER SHALL PROVIDE STATEMENT THAT BOTTOM CHORD of ROOF TR155ES ARE BRACED DURING UPLIFT CONDITION. 4. FOR STRUCTURAL LUMBER PROVIDE THE FOLLOWING GRADE AND SPECIES: SOUTHERN PINE SURFACES DRY USED AT 19% MAX M. C. GRADE NO2 OR SPRUCE PINE FIR SOUTH GRADE NO2 5. PROVIDE GALVANIZED METAL HANGERS AND FRAMING ANCHORS OF THE SIZE AND TYPE RECOMMENDED BY THE MANUFACTURER FOR EACH USE NCLUDING RECOMMENDED NAILS. (HUGHES CONNECTORS OR EQUIVALENT) 6. ALL BOLTS USED FOR WOOD CONSTRUCTION SHALL BE A MINIMUM OF 1/2' DIAMETER AND 6' IN LENGTH (ASTM A-301) WITH MIN. 1 VU' DIAM WASHER UNC. 1. PROVIDE FPAMW. MEMBERS OF 51ZFS AND OF SPACINGS SHORN, OR IF NOT SHOWN, COMPLY WITH LIMITING STUD HEIGHTS CHART. DO NOT SPLICE STRUCTURAL MEMBERS BETWEEN SUPPORTS. 8. ANCHOR AND NAILING AS SHAUN AND TO COMPLY WITH THE.RECA'MONDED NAILW . SCHEDULE FROM THE STANDARD BUILDING CODE, LATEST EDITIOK 9, ROOF SHEATI-ING: 1/16" OSB OR 1/2' CDX - SEE DRAWINGS FOR NAILING PATTERNS. VERIFICATION OF FIELD CONDITIONS L CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND DIMENSIONS RELATIVE TO SAME. WHERE THERE ARE CONFLICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED N THE DRAWINGS, SUCH CONDITIONS SHALL BE CALLED TO THE ARCHITECT'S ATTENTION AND NECESSARY ADJUSTMENTS MADE PER MS INSTRUCTIONS. 2. FOR ANCHOR BOLTS USE HNGHES OR E(;WIVALENT (A-36 OR A-301 STEEL) 3. PROVIDE 2X4 BLOCKING ON ALL SIDES OF THE RIDGE VENTS WITH 8d NAILS AT 4. ON CENTER w va.. .- SPACING PRE ENGINEERED WOOD FRAME UTALL 2X4 BOTTOM PLATE FLOOR TRUSS c 24" O.C. MAX 2X P.T. 3/4' PLYWOOD OD STRAP TI£. 13onEM 2X4 BAND BOARD EVERY 3rd I6' FLOOR TRUSS STUD CoNTEGTMG 24" O.C. FLOOR TRUSS TO TRU55 ANCHOR 2nd FLOOR STUD BMNGHORAGE PER TFWSS PLAN 2X- BLOCKING AT MIDSPAN- YG" O.G. STUD FFOORRIINIBRC. FRAME WALL - EVERY OA STUD (TYP_ TOP 4 BOTTOM) - 9 PLATE ANCHOR EVERY CONC. EVERY OTHER STUD (TYP. SLAB EXPA46ICN BOLT ANCHORAGE 24' OL. IBWD FRAMING & STRAPPING INTER. BRG. WALLA DOOR EXPANSION BOLT ANCHORAGE ' ' ,' --- 24' OL IEiUJ2 FP- < STRAPPINCs INTER BRCS. WALL o FRAME 2 STORY COWEGTING PLATE TO FLOOR TRUSS OSB OR W. CDX WS EXTERIOR WALL SHEATHING NAILING PATTERN DETAIL PRE ENGINEERED WOOD FLOOR TRUSS 24' OG. MAXDOUBLE! TOP PLATE 2X- BLOCKING AT MIDSPAN- L-P.T. 2X4 FILLER LESulOdTHA(NAILS P.T. 2X6 W/ 1!2" DAM. 'J" BOLTS 48" MAX W/ 6" MIH EMBED. (TYP.--\ YPICAL JAMB AD 6AR::ciE [ 1 NAIL INTO TOP PLATE 8X8-16 CM11. (TTP. SCALE: HTS. 2 NAILS INTO TOP PLATE GENERAL NOTE& GENERAL: L. LIVE LOADS: ROOF: 20psf FLOOR: 40paf . STAIR: 4"F 2. WIND SPEED norph 3s g-- 3. ALL WORK TO BE N ACCORDANCE WITHI THE FB.C. 2001 CHAPTER I6. 4. ONLY WRITTEN CHANGES APPROVED BY THE ENGINEER SHALL BE PERMITTED. CONCRETE - L ALL WOW TO BE N STRICT ACCORDANCE WITH THE ACI 318 2. MIX DESIGN CRITERIA: ALL CONCRETE TYPE I PORTLAND CEMENT. (ASTM C 150) COMPRESSIVE STRENNTH a 28 DAYS SHALL BE 2500pe 1 FOR SLABS AND FOOTINGS ANDAM pp.1 ELSEWHEI?E 1UD11I., . MAXI1l7 WATER -CEMENT RATIO BY WENGHT FOLLOWIS: SPECFIED .NON -AIR I AIR CCMF'RESSIV£ - ENTRAINED ENTRAINED STRENCGTH (psi) CONCRETE CONCRETE 2500 0b1 054 3000 058 - 0.46 , SLUMP -SLAB ON GRADE 5' OTHER S. WATER - POTABLE CHLORIDE - NONE . 3. PROVIDE NORMAL WEIGHT AGGREGATES N COMPLIANCE WITH THE REQUIREMENTS of ASTM C 33. 4. FIBERMESH FOR SLAB TO BE AT A RATIO OF .15 LB5JYARD. FOUNDATIONS : L FOOTING DESKaN BASED ON MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 psf. 2. IF FOOTI G. ELEVATION OCCURS IN DIST'URBED0,18TABLE OR UNSUITABLE THE ENGINEER SHALL BE NOTIFIED AND NECESSARY ADJUSTMENTS BE MADE PER HIS NSTRJCTIONS. 3. PREPARATION OF THE SUBGRADE TO FOLLOW RECOMMENDATIONS AS OUTLINED SIN THE GEOTECHNICAL. REPORT. SOIL, 4, STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF (U VERTICAL TO (2) HORIZONTAL 5. CAUTION SHALL BE USED WHEN OPERATING VIBRATORY COMPACTION EGEIIFMENT NEAR EXISTING STRUCTURES TO AVOID THE RISK OF DAMAGE TO THE STRUC. MASONRY: L DESIGN, MATERIAL AND WORIQMANSHIP SHALL BE IN ACCORDANCE WITH THE ACI STANDARD BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES ACI 530/ACI 5301 2. CELLS INDICATED TO BE FILLED SHALL BE GROUTED WITH 3000 ps1 CONCRETE (8" TO 10' SLUMP) 3. PROVIDE 25' LAP FOR STEEL w ALL LOCATIONS. 4_ ALL CELLS ADJACENT TO CORNERS, END OF SHEAR WALLS AND UNDER CONCENTRATED LOADS SHALL CONTAIN VERTICAL REIFORCING AND SHALL BE FILLED WITH CONCRETE. 5. CONCRETE BLOCKS SHALL CONFORM TO ASTM C-90 (28 DAY STRENGTH 2000 psl) (0-1500 P -Q LAID N RUNNING BOND. 6. MORTAR SMALL BE TYPE H 1. ALL RE -BARS SHALL BE GRADE 40 UNLESS UUN.O. 1000D : I. ALL WOOD FRAMING AND PRE-ENGINEERED WOOD TRUSSES SHALL BE DESIGNED, DETAILED, AND FABRICATED N ACCORDANCE WITH THE PROCEDURES -AID MQUIFZEhIE14TS OUTLINED IN THE LATEST, EDITION OF THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CCNSTRUCTIONL 2. THE WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT THE DIMENSIONS AND LOADS INDICATED. ALL DESIGN SHALL BE N ACCORDANCE WITH ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED AND APPROVED BY THE BUILDING, CODE. DESIGN CALCULATIONSSIGNED AND SEALED BY A LICENSED PROFESSIONAL. ENGINEER ARE TO BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 3. PERMANENT BRIDGING PERPENDICULAR TO THE SPAN OF THE TRUS5E5 SHALL BE PROVIDED AS REQUIRED BY THE TRUSS MANUFACTURER TRUSS MANUFACTURER SHALL PROVIDE STATEMENT THAT BOTTOM CHORD of ROOF TR155ES ARE BRACED DURING UPLIFT CONDITION. 4. FOR STRUCTURAL LUMBER PROVIDE THE FOLLOWING GRADE AND SPECIES: SOUTHERN PINE SURFACES DRY USED AT 19% MAX M. C. GRADE NO2 OR SPRUCE PINE FIR SOUTH GRADE NO2 5. PROVIDE GALVANIZED METAL HANGERS AND FRAMING ANCHORS OF THE SIZE AND TYPE RECOMMENDED BY THE MANUFACTURER FOR EACH USE NCLUDING RECOMMENDED NAILS. (HUGHES CONNECTORS OR EQUIVALENT) 6. ALL BOLTS USED FOR WOOD CONSTRUCTION SHALL BE A MINIMUM OF 1/2' DIAMETER AND 6' IN LENGTH (ASTM A-301) WITH MIN. 1 VU' DIAM WASHER UNC. 1. PROVIDE FPAMW. MEMBERS OF 51ZFS AND OF SPACINGS SHORN, OR IF NOT SHOWN, COMPLY WITH LIMITING STUD HEIGHTS CHART. DO NOT SPLICE STRUCTURAL MEMBERS BETWEEN SUPPORTS. 8. ANCHOR AND NAILING AS SHAUN AND TO COMPLY WITH THE.RECA'MONDED NAILW . SCHEDULE FROM THE STANDARD BUILDING CODE, LATEST EDITIOK 9, ROOF SHEATI-ING: 1/16" OSB OR 1/2' CDX - SEE DRAWINGS FOR NAILING PATTERNS. VERIFICATION OF FIELD CONDITIONS L CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND DIMENSIONS RELATIVE TO SAME. WHERE THERE ARE CONFLICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED N THE DRAWINGS, SUCH CONDITIONS SHALL BE CALLED TO THE ARCHITECT'S ATTENTION AND NECESSARY ADJUSTMENTS MADE PER MS INSTRUCTIONS. 2. FOR ANCHOR BOLTS USE HNGHES OR E(;WIVALENT (A-36 OR A-301 STEEL) 3. PROVIDE 2X4 BLOCKING ON ALL SIDES OF THE RIDGE VENTS WITH 8d NAILS AT 4. ON CENTER w va.. .- SPACING PRE ENGINEERED WOOD FRAME UTALL FLOOR TRUSS c 24" O.C. MAX 2X P.T. 13onEMPLATE EXPANSION BMNGHORAGE 32. OL. o TOENAIL FLOOR TRUSS To TOP PLATE Wu 16 PENNY DETAIL: D NAILO OTHERR SIDE' INTERIOR BEARING WALL W/ NO UPLIFT (1) ON THE 2 - 2X10 BEAM ED ONOTHERWISENOTEDFLOOR PLAN !® STIW61" Ih!V' jr a' ANCHOR BOLT ENGINEERING Gsr1 n-sons -aan s--- - - - LINTEL BEAM oa ems iasis ssrmu. - mss 6 _ -- -- 410 • 5 BAR naxs i GU naro CMU WALL W ( PERI,- PLBE PEAN OR MBH MASONRY BEAM HANGER apt saner.. ds by. N drawn E1•. dmw desiWn a,a 1t)r. e.nr dales OM -22-01 Sheet: S1 Of: s r-0• CH N CHIMNEY OSB 1 -^' OR 1/2" CDX SADDLE CONT. 2X4 NAIL CRICKET -A p T TO EACH TRUSS 10 m R vp \ MEMBER W/4 3 10d NAILS E }— o w = a SADDLE CONT. 2X4 NAIL Q F SLOPE TO EACH TRUSS XMATCHROOFLOPE MEMBER ROC" -ROOF TRUSS m CHI „ z 1 a$a O S 9 SOLID 0 ROOF ORoc O1 Y• ` FRAMING SECTION THRU CHIMNEYCHINTERIORCHIMNEYCH1 HIMNEY TYP. DETAIL i ICS INTERIOR CHIMNEY DETAILS JC 9 I/2• 2X STUDS -W- OL. Q NOTE: I IR' SPACAG CLEAR OF TUAO R18ER9 3/4" FLOOR SHEATHING Q WALLFWrWMATERtas.THE &LIM OF AND ONE TREAD, EXCLUSIVE W QOFTHEPROJECTIONOF2! QNOSINGSHALLBENOLESS 2X12 TREAD THAN 2A• NOR EXCEED 25• W LL HARDIUOOD I I ' m - NOTE: SEE FLOOR Z {L HANDRAI 1/5" TO 1/2" GAP TYP. N PLAN FOR cc O TREAD DEPTH 16" WOOD FLR. 3/4• SHE 6JCa F TRUSSES a MAX WN/ 2'0" O.C. -A U U Ld_ METAL BRACKETS j = 2X12 2 2x1 III36" oc. 2x12 STAIR STRMGER- LL Q u fir- PPLLATE 1 2® BRACKEN I" NOSING MAX. DETAIL: Ai LU Z 1X6 9 S 1/2" II 212 i— W N-I 1 '- 111 1X& RISER BACIGING STAIR TREAD X m I' 2X LEDGER Q O W \ n, z 2X12 STRINGER FASTENED I z \ FlREBLoCKW 4 WALL Vl DRYWALL a BOTTOM 4 WEDGED 4 z1 TOENAILED INTO 2-2X10 2X STUD WA L RA1 D tl1AL1 DCI FIR dCIRT BOAC Jl 2xY1 STAIR W 9 TOP \\ IIP AT STAIRS zxI TOAD 1 STRINGER Q 'I 2x STWS .la• WITH Or- E 1 V!• 9PACIJG 0 TYPICAL S I N L Eoarlaeew 2X STUD WALL DETAIL -1 2X MIL TO ALLOW 2X4 STRINGER RUNj I TDRYWALLMa11WIRTLEDGER1VQ 2NANDRAIL aDarm NST?LLATIOL _________ P.T. 2X4 NAILER ________ --BOTTOM PLATE _______-_7.2X4 NAILER ____________ 3'-3• 2x4 NAILER M ; TO WALL DETAIL: STAIR TREAD 'T WALL Vo STAIR AND LANDING DETAIL __j UPLFT I OF MT6I6 MK Wd NAILS MRN. • OF.31W THE MISSED FILLED CELLS CAN BE REPAIRED O ; $ FROM T(a)SS $TRAPS TO PE)U.T. UFO" TO CMI) BY EPDXY GROUTING (1) 9 REBAR (SEE EPDXY { PROPERTIES AND SPECIFICATIONS • CCNCRESIVE- e MANFACTWER (5111MM (EA(31 STRAP) (EAC31 STRAP) LIQUID LPL OR EQUIVALENT ') INTO BOND BEAM // jj R I/,//{ 6 0-731 I l 4 AND INTO THE FOOTING FOR ALL FILLED CELLS - • "" ",`" ^ g DUN ON PLANS EW NOT FILLED IN THE FIELD - ENGINEERING 132-1460 2 l 4 PROVIDE 6• MIN. EMBED. AND 3/4.7 HOLE INTO BOTH THE BOND BENT AND THE FOOTWG ( n4 9M pue (o7J 774-6477 IF AN 'A• STRAP IS MISPLACED ® P.O. BOX 161613 ALTAMOMM SPRIGS. R 32116 OR FORG.OiTEN AFTER THE TOP OF BOND BEAM 24' pL FOR POST SIZE rH MIS A R/O66OM PEJ 47619 POURING OF THE LINTEL BEAM FRE_ENGINEERED _ OCT 4b' 24' 1 pATTOPOFCMUWALLTHENA - PRE-WOO—_1 SMPSON MTb16 CAN BE SUBSTITUTED 8 FOR EACH MISSED'A• STRAP(TYP. UONJ------- : r------ W { PLEASE SECURE EACH MTSI6 STRAP PROVIDE 20 Ge. GALV. ` L PIRCMDE (1) 5 AT 48• FOLLOWING THE ATTACHED TABLE AND FLASHING FOR_TRI155 BOND BEAT W/ O.C. VERT. AND (2) 5 ACCORDING TO THE UPLIFT SHOUN FROM TO SIT ON (U 5 CONT. BELOW EA F'OSt (V 5 CONT. (2) SR1PSON TS22 (2430Lb. max UPLIFT) or revieblls: THE TRI163'PNYiFAtiW2ER IJSTALL ALL PROVIDE 25• LOCATION FILL ALLSPLICES (25' 9 PROVIDE QN GIRDER l2) HUGHES RT22112- (2930Lb. max UPLIFT) or SINK ay.n ey TAPCONS WTH I-1/2'MIN. EMBED. w CELLS UITT4 2500 PSI corWc ALTERNATE HEAD X. AT 4a• Oc (2) SEMCO ADS -2 (3412Lb. max UPLIFT). Q HOOKS IN R-0- FOR WEEPS LINTEL BEAM W/ (U 5 CONT. - p.0 FILLED ) 8" CM) WALL ) - SLOPING 2x4 POST SEE lLlULCELLALC— —C BRACE EXTERIOR SIDE 0 GRADE AWAY DOUBLE T FLAN FOR QUANTITY OF WALL DURING a' ) _ FROM HOUSEC,0MFACTiON OF PLATE . 501PSON MTS16 - AREA 5 48 O.G. IS ~ I I 0wwn EIr dlrlw Design - 9" MN cit6UreD i>r a•nr ATTACH TAPCONS EPDXY GROUT 9 RE .,yI. W Dets: 0Y22 -0T EVERY OTHER HOLE INTO FOOTING AND. - BEAM UY 6" MW. EMBED. TOP OF FOOTER NOTEIN AF ACCORDANCE WITH THE AS 2'-0• 3• L FM COV. SfleB ALL R£BAR l TYPJ I - MA IFACTUREIZ5 RECOMMENDATIONS NOTE. EPDXY GROUT S WOI,LD BE INSTALLED IN R WP RETAINING WALL AT PATIOSTRICTACCORDANCEWITHTHEMANIFACTIRER•S RECOMMENDATIONS. NOTE. BRACE SIDE OF "-L DETAIL for (2rvG SUBSTITUTION S2ADEQUATELYDURINGCOMPACTION MISSED "A" STRAP DETAIL FOR PATIO SLAB. LEAVE BRACES for (lAI a GIRDER CONNECTION M S MISSED FlLLED CELL DETAIL IN PLACE FOR -I DAYS AFTER - ju• . r -m• MFC PATIO SLAB IS PO1IRED Of: J SUM ®F (.2) BLEBS FLUS (1) 7Rr=Ar;) -IU57 EOUAL 411 7® 2511 HANDRAIL TO HAVE A CIRCULAR GROSS SECTION DIAMETER BETWEEN 1 1/2" TO 2", OR TO PROVIDE CRO55 SECTION WITH EQUIVALENT 6RASPABIL17Y PERFORMANCE REFER TO FLOOR PLAN FOR STAIR SECTION SPECIFIC TO THIS MODEL HALL FLOOR TRUSS FAMI Y CUT DO rc W 2xI2 AD gN ROO LL STO GE 1" NO}SING 9 TZ 1 w 9 IXb BACK Ill Q 2x12 STRINGER Q 2X8 STAIR LEDGER CONNECTED lu tJl 1 TO FLOOR TRUSS WITH IOd 77 n 3016 STAIR RUN DETAIL SCALE: N.T.S. 1 NOTE: SEE STAIR DETAIL IN STRUCTURAL 5NEET6 Z IX RISER FOR ADDITIONAL CONSTRUCTION INFORMATION NAILS (9,6" O.G. u 3/4" 5UB-FLOOR FLOOR TRUSS 2X12 STRINGERS AT SIDES AND CENTER OF STAIRS I _ TOTAL STAIR RUN WITH 2X4 SPACER AT 51DEWALL5. ATTACH SPACER , TO EACH STUD WITH (2)I0d NAILS MIN TREAD = (l" EXCLUSIVE OF NOSING 7 PIC,AL. 5TAIR Cv0N5TRL)C-,,Tl0N 1:)ETAIL N.T.S. desigrred by. N prawn by. dm design checked by: aww date: 01-22-01 sheet: 03 S2.1 of: 8 Ill o J 2X8 STAIR LEDGER CONNECTED tJl 1 TO FLOOR TRUSS WITH IOd IX RISER NAILS (9,6" O.G. u 2X12 TREAD D Fa3 Ir— Ill d1 O H.1 iDmATTACHEACH2X12STRINGERTOMsi-I i LEDGER WITH (2)Ibd NAILS THRU J H! e LEDGER INTO STRINGER AND (2)IOd w Ea e0xNAILSTOE -NAILED ON EACH SIDE m ATTACH R15EzZ TO EACH STRINGER W/(3)8d NAILS G VIM ATTACH TREAD TO EACH 3'319 5gSTRINGERW/(3)IOd NAILS e U Il 2X12 STRINGERS AT SIDES AND CENTER OF STAIRS I _ TOTAL STAIR RUN WITH 2X4 SPACER AT 51DEWALL5. ATTACH SPACER , TO EACH STUD WITH (2)I0d NAILS MIN TREAD = (l" EXCLUSIVE OF NOSING 7 PIC,AL. 5TAIR Cv0N5TRL)C-,,Tl0N 1:)ETAIL N.T.S. desigrred by. N prawn by. dm design checked by: aww date: 01-22-01 sheet: 03 S2.1 of: 8 a dc. a r_ =, a FIBERGLASSSHINriLESOVER 15' FELT OVER 1/16° OSB. WOOD TRUSSES STRAPPED AS SHOWN ON TRUSS LAYOUT IX2 P.T. OVER IX5 CDR OVER 2X6 3/5' 1ZLaH. 6ALLN PINE SUBFASCIA OR I/2° EXT. GRADE W/ CONT. ALUM. DRYWALL VENTED SOFFIT SEE FLR PLAN DBL. 2X5 HEADER FOR STRAPPING OPENING. FOR 4'-6" MAX. 3 1R' CONC SLAB - HEADER FOR5?09. WiFIBERIESH OVER - MAX. OPENING UNO. 6 MIL VAPOR BARRIER 3 V2° CONC SLAB OVER TREATED WOOD POST WiFIBER'tESH ON GOMPACTED FILL PER PLAN GLEAN, COMPACTED PER —WOOD PLAN S - FILL WFTG. W/ 2 •MONOLITHIC WR.4PPED W/STUUcCO 5 BARS OR OR g E ft PLNJ SEE Fl-® PLAN) _ FOR POST SIZE E GRADE 2 •5 KEBABS THICKENED SLAB AT &SE 0 COVERED PORCH K BEARING PORCH POST 1..1l —AII. GUARDRAIL ELEVATION MONOLITHIC DETAILS SIMILAR WOOD BALUSTER W/ DEC. WOOD RAIL ABOVE THAT MEETS GRASPABILITY CODE C. FIR GAF NEWELL TRIM ==moi / Dcl2 G. FIR SKIRTBOARDT`---=.// ( INSIDE) n / I STAIR CONSTR IMP.ERIA T---- / BEYOND WALL NEWELL PO IOOD RAIL JSTER CAP ALL 2NEATH 2X6 HANDRAIL W/PLOWED RAIL CAP ABOVE THAT MEETS GP-ASPA51LITY CODE 2X2 BALUSTER--.! ijs f V W2 C. FIR SKIRTBOARD HANDRAIL OVER) DEC. / WOOD RAIL ri / ELITE / /DCI2 C. FIR 5KIRTB I I / STAIR CONSTR. PAST WALL 2 (n C J_ 0 a N U (n ad 00 ai vi J J Qa wW I; 4pp5q z"eL F? e— SiE . O :_: wul> 0£ Y 22i gl 55 9E c cFi s$ designed by. n1 1 1/2" maven by. dmw deign P S T A I R R A I L S cteJedeY,— S d61e: 01-zz-01 v b sheet: I V2 ENGINEERING 0 c 03 103 S3 I—) n6 -w — (a 7) na-64 V.O. , 16161) &TIYOMM SPRNG5, R 32716 DETAIL @ HANDRAIL J- A.DO 1 "i "M. of: 2x4 BLOCKING • 24"O.C. TTYR(P). ROOF /© ^© ROOF TRUSS TYP. LATERAL SUPPORT TOP OF FRAME WALL 45 ff ASS R TFa155 LAYOUT 2) 12d NAILS 70 ROOF TRUSSES) C B CTYPJ 2)12.1 NAILS (TYP.) 2-2X10 UNLESS OT14ERN5E NOTED DRYWALL 2 - 2X TOP PLATE - ON FLOOR PLAN W/ 'Q" 32. O/C 1!I` DRYWALL R -II BATT INSULATION TYPICAL UCC -OL 2 -OD STRAP TIES 1/8` STUCCO OVER METAL LATH FaggFINISHT E R/5 CEDAR FINISH) ONE EACH SIDE) OVER60 FELT OVER O.S.B. TOP OF FRAME WALLO 2X STUDS 16" O/C WOOD POST PER FLOOR PLAN 2X BOTT. PLATE W/ I12"X5' A.B. 32" O/C E FL —FLA INTERIOR AND "Q'.32' O/C PORCH CONC. SLAB FOR POST 512E BRACING AT NON -LOAD BRG. ELEVATION REAR PORCH POST NBEPP EXTERIOR WALL DETAIL MONOLITHIC DETAILS SIMILAR WOOD BALUSTER W/ DEC. WOOD RAIL ABOVE THAT MEETS GRASPABILITY CODE C. FIR GAF NEWELL TRIM ==moi / Dcl2 G. FIR SKIRTBOARDT`---=.// ( INSIDE) n / I STAIR CONSTR IMP.ERIA T---- / BEYOND WALL NEWELL PO IOOD RAIL JSTER CAP ALL 2NEATH 2X6 HANDRAIL W/PLOWED RAIL CAP ABOVE THAT MEETS GP-ASPA51LITY CODE 2X2 BALUSTER--.! ijs f V W2 C. FIR SKIRTBOARD HANDRAIL OVER) DEC. / WOOD RAIL ri / ELITE / /DCI2 C. FIR 5KIRTB I I / STAIR CONSTR. PAST WALL 2 (n C J_ 0 a N U (n ad 00 ai vi J J Qa wW I; 4pp5q z"eL F? e— SiE . O :_: wul> 0£ Y 22i gl 55 9E c cFi s$ designed by. n1 1 1/2" maven by. dmw deign P S T A I R R A I L S cteJedeY,— S d61e: 01-zz-01 v b sheet: I V2 ENGINEERING 0 c 03 103 S3 I—) n6 -w — (a 7) na-64 V.O. , 16161) &TIYOMM SPRNG5, R 32716 DETAIL @ HANDRAIL J- A.DO 1 "i "M. of: PL, CITY OF SAINIFORD L Permit # Job Addr Descriptb Historic District: CITY OF SANFORD PERMIT APPLICATION Zoning: Value of Work: $ 4-OeRl OO Permit Type: Building -, Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: A - I C1 J 3o - SD - U U O o l Eea O (Attach Proof of Ownership &. Legal Description) Owners Name & Address: Phone: Contractor Name & Address: Phone & Fax: -T U ! - Bonding Company: _ Address: Mortgage Lender: ADD A 70 0 4 Address: - - Architect/Engineer:A a (•° U IL ( 7 Phone: _ '39(L7&7- /477 U Address 0. Tt3O ,2 S Fax: 8% %(0 7 77 $4 Application is hereby made to obtain a permit to do the work and WtardA-wV;e • i • that no .work or installation has commenced prior to the issuance of a permit and that all work -will be performed to meet standards of all laws regulating constructionin this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requir ents of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there maye add onal permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of perm` v fifi t' m that I will notify the owner of the property of the requir ent Flori amen bar 713. Signaturt of wner/Agent Date S nature of Contractor/Age Date v J 4, ; hn, \,,N IIIIII 1,,,,,, Print O/!Agent's Name Print Contractor/Agent's Name \\P,M B• A! !!! ` SIONF Signature of Notary -State of Florida Date Signature of Notary -State of Florida Dat c >ti°bet 252 A9•*. o•; #DD 255071 ; o` Owner/Agent is rsonally Known to Me or Contractor/Agent is"Personally Known to Me or 9 ,d dondedmN t e;• OQ Produced ID — Produced lD i9e if"; 11 O\\\ APPLICATION APPROVED BY: Bldg: q Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Condit. I Pse ER'0 HEILESOIV MY COMMISSION # CC 953782 EXPIRES: July 9, 2004 uti %;j j Bended Tiiru Notary Public Undeneriter, Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL 1:.,<,..<..,„a ,,,„.la rAwn,.,, „ .,''w;,-N ...,Qwa e,•,a Z;r«,,e.-W I tiw 1, Fsi:,\.\«HI K; Back Ag',, I I tz_zt r MW Zvi N f.'.IM r15 OI YR! IIff'. ,. 1 o- 1: 2, r 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market 22-19-30- S3-SANFORD Parcel Id: 502-0000- Tax District: WATERFRONT Number of Buildings: 0 1560 REDVDST Depreciated Bldg Value: $0 C`NT`Y Exemptions: Owner: HOMES Depreciated EXF T Vaiue: $uP Land Value (Market): $26,000 IAddress: 385 DOUGLAS AVE STE 2000 I City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value Ag: $0 0.1E Just/Market Value: $26,000 vroperty Aaaress: iu4 VviLLGVvtstiY RI ST SAN FOR D 32771 I Assessed Value (SOH): $26,000 Subdivision Name: PRESERVE AT LAKE MONROE Exempt \laa lnc• ff1 Dor: 00 -VACANT RESIDENTIAL I Taxable Value: $26,000 J 2003 VALUE SUMMARYISALES12003TaxBillAmount: $2851 I Deed Date Book Page Amount Vac/Imp 2003 Taxable Value: $13,680 Find Comparable Sales within this Subdivision vvCS ^l::T 1KII l II IMC KII-W An :/A Lv OC&A ASSESSMENTS LHiJ u LEGAL DESCRIPTION PLAT Land Assess Frontage Depth Land Unit Land Method Units Price Value LOT 156 PRESERVE AT LAKE MONROE PB 62 PGS 12 - 15 LOT 0 0 1.000 26,000.00 $26,000 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded oropelty your next vear's prooetty tax will be based on Just/Market value. re—web. seminole_county_title7parcel=22193050""200001560&cpad=willowbay%20rtdge&cpa4/9/2004 ACTION ALUMINUM PRODUCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 f• . ° a i •.. ; •. 'ate I hereby name and appoint Debra Johns to be my lawful attorney, in fact to act for me and apply to the (1-E w S`A-N 2cj Building Department for a Poo f screen IG,w i os c c P -c permit to be performed at a location described as: 0 -r /,S-& P2 LSC2vp-olJIZJC 10q wr*tiow bpi And to sign my name and do all things necessary to this appointment. avid Allan Jo ns CGC 053605 SUBSCRIBED BEFORE ME THIS 1'72, DAY OF 20_Q Notary as to Contractor My Commission % PM B. AgN lll, 1$SIOy • • O F er 25 r09• BOG DD 255071 ; o a 7dedl OQ y. . i` •: public llllll 1111No\\\\\ METRO ORLANDO (407) 648-9948 • Fax (407) 648-9949 . BREVARD (407) 632-0264 e VOLUSIA (904) 252-7835 State of Florida pi5as[ElfTfii i..{:tuiiGi;3ais;at;ius..aenf6.e,ier.:ei.:r.0 N®1-J®H' o111M1J1\I Y.JMlJ Com' i fP, Y County of Seminole 5d nit No, 0q Tax Folio No. (PID) undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter Florida Statutes, the following information is provided in this Notice of Commencement. I SCRIPTION OF PERTY (Legal description of the property and street address) NERAL DESCRIPTION OF IMPROVEMENT`.0 INER INFORMATION - ne and address. 64- C.P/'l4t rest in property (Fee Simple, Partnership, etc.) owner/builder U ME AND ADDRESS OF FEErSIMPLE TITLE HOLDER•(IF OTHER THAN OWNER) J NTRACTOR ne and adds o fhoh RETY (Bonding Company) ne and address ount of Bond vDER ne and address DOCUMENT PREPARED BY: KJ-. "F00Ry. 3 S b acmes Atle ons within the State of Florida designated by Owner upon whom notice or other documents may be served as provided ection 713.13(1)(a)7., Florida Statutes: 1e and address-- ddition to himself, Owner designates i of to receive a copy of the Lienor's Notice as rided in Section 713.13(1)(b), Florida Statutes. dration Date of Notice of Commencement jv S expiration date is 1 year from date of recording unless a dif r d specified.) Signature 6f Ojwner t /jj fAT EsRK OF Cl rn to and subscribed before me this Day of My Commission Expires: 4 ary Public 1 4 Z u foregoing instrument was acknowledged before me this day of P (name of person acknowled ed), who i ersonally know5to or who has produced - (type of identification) s i iertt m0ion who did / did not take an oath>.- =F.# CRTC NE3LESON 6r3 nrid. ih hof "v'uMu. od iters y ~Yy==w•ssa:r i&':TS.Liwi l a .'M1Yu U) 0 R; January 01, 2004 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering 2004 "ALUMINUM STRUCTURES DESIGN MANUAL". Dear Building Official/.Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" for the year 2004. This authorization also applies to contractor Master File Drawings, "ONE JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for the contractor. David A. Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Tr. Orlando, FL 32805 The 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" will be sent out in March of 2004, so as to include any 2004 code changes. They are hereby added to my 2004 Master File.. Should you have r4r questions please contact me at your convenience. r% Sincerely, 16644 SECTION 1 I SCREENED ENCLOSURES Table 1.1 Allowable Spans For Primary Screen Roof ame MFrembers Aluminum Alloy 6063 T-8 - - For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North (Jacksonville, FL) Hollow Sections 3'40" Tributary Load Width W = Beam Spacing 9'-0" T-0" 1 4'-0"., 1 5'-0" 1 6'-0" 7%0" 1 8'-0" 1 9'-0" Allowable Span 'L' / bending'b' or deflection'd' 2" x 2" x 0.044" 9'-10" b 8'-7" b 1 T-8" b 6-11" b 6'-6" b 6'-1' b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4' b8'-4" b T-7" b T-1" b 6-7" b 6-3" b 2" x 3" x 0.045". 13'-4' b 11'-7' b 10'-4" b 9'-5" b 8'-9' b 8'-2" b 7'-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'-4" b 10'-4" b 9'-7' b 8'-11" b 8'-5" b Self Mating Sections 3'40" Tributary Load Width. -W.-.= Beam Spacing 1 4'-0" 1 5'-0" 1 6'-O: 11 8'-0" Allowable Span V1 bending'b' or deflection'd' 9'-0" 1 9'-0" 2" x 4" x 0.044 x 0.100" 19'-11' b 17'-4" b 15'-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2".x_6" x.0,050'rx 0.1.20" 28'-7" b 24'-9" b 22'-2" b ..20'-3"- b _ IT -9" ...b_ 17'-6" b 16'-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11' b 22'-9" b 21'-1" b : 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ Insert ' 42'-10" b 3T-1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1' b 32'-3' b 29'-5" b 27'-T' b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11' b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-4" b 35-0" b 32'-5" b 30'-4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b 34'-4" b Snap Sections T -O" Tributary Load Width 'W' = Beam Spacing 4'-0" 1 5'-0" 1 6%0" 7..'-0" 8'-0" Allowable Span 'L' / bend'ing 'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b T-1" b 8'-4" b T-8" b T-2" b 6-9" b 2" x 3" x 0.045" 15'-1' b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 2" x 4" x 0.045" 18'-5' b 15-11' In 14'-3" b 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1' b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'-9" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10x / SG. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam - connection to the above spans for total beam spans. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center pudin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center pudin need lateral bracing. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" = 11'-4" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX (386) 767.6556 PAGE COPYRIGHT 2003 " 1-54 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. BEAM -SCREEN w ROOF Q a 0f ui uioM w e 6 o\ ~ v 7 eee I ENGTH E BRAC HOST STRUCTURE ROOFING 2).2" LAG SCREWS (SEE SECTION,,9 FOR SCREW SIZES) STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL 1. PAGE 1-20 2" x 2"x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST BEAM CAP (SEE PAGE 1-20) OPTIONAL 3/8" LAG SCREW AND.3/4" FERRULE FASCIA AND SUB -FASCIA SCREENED ENCLOSURES 0.05" H -CHANNEL OR GUSS II COMPOSITE 2 x 3 EAVE RAIL I POST TO BEAM FASTENING SEE TABLE 1.6) e e_ e e SCREEN 00 MAY FACE IN OR OUT) 6 e REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) ATTACHED NO MORE THAN 6" ABOVE TOP OF GUTTER Co d Lu e Co e e e e e e A SUPER OR SOFFIT EXTRUDED 6^ GUTTER MAX. DISTANCE TO HOST STRUCTURE WALL 24" WITHOUT - SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL (CD- FASCIA DETAIL 6 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767.6556 SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans For Secondary Screen Roof Fame Members1 Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) A Sections Fastened To Beams With Cli s Hollow Sections 3'-6" Tributary Load Width 'W = Purlin Spacing 6'-8" 2" x 2" x 0.044 3'-6" 4' 0`' 4'-6" 5'-0" 5'-6" 1 6'-0" 6'-8" 8'-1" d 1 T-9" d T-6" d 1 7'-3" d 7'-0" d Allowable Span V/ bending 'b' or deflection 'd' 2" x 3" x 0.045" 2" x 2" x 0.044" 7'-8" d 7'-4" d 7'-0" d 6'-9" d 6'-6" b 6'-3' b 5'-11" b 2" x 2" x 0.055" 8'-1" d T-9" d T-5" d T-2" d 6-11" d 6'-9" d 6-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d 7'-5" d T-3" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b , 9'-3" b 8'-10" b 8'-5' b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections 3'-6" Tributary Load Width 'W'= Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 16'-0" Allowable Span 'L'/ bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044 8'-5" d 8'-1" d 1 T-9" d T-6" d 1 7'-3" d 7'-0" d 6.-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" di 10'-4" dj 9'-11" b 9'-6- b 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 1 12'-9" b 1 12'-2" b 11'-8" b 11'-1" b Hollow Sections 3'-6" Tributary Load Width 'Yr = Purlin Spacing 1 4'-0" 1 4'-6" 1 5'-0" ; -' 5'-6" j 6'-0" AllowableSpan'L' I bending "ti' o`r deflection'd' 6--8-- S" Allowable 2" x -2—x 0.044" l 9'-2" b 8'-7" b 1 8'-1" b 1 7'-8" b -Tom" b 6'-11" b 6'-7" b 2"-x Xx-0':055" 9'-11" b . 9'-4" b 8'-10" b 8'-4" b' '"7'-11" 'b T-7" b 7'-3" b 2" x 3" x 0.050" 12'—'" b 11'-7" b 10'-11" b 10'-4" b q'-10" b 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11'-4". ' b 10'-10" b 10'-4" b 9'-10" In Tributary Load Width Yr, =.Purlin Spacing Snap Sections 3'-6" 4'-0" 1 4'-6 5'-0" t 5'-6" 1 6'-0" 1 Allowable Span 'L' / bending'b' or deflection'd' 2" x 2" x 0.044" 10'-11" b 10'-2" b 1 9'-7" b 1 9'-1 )1 8'-4" b 1 7'-11" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 104 / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wail connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed U-8". For beam spans greater than 40'-0' the beam at the center pur in and one pudin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail- 48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center pudin need lateral . bracing.. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'Y'J' = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (326) 767-4774 FAX (386) 767-6556 SCREENED ENCLOSURES SECTION 9 I I 2" x 2" x 0.063" PRIMARY ANGL SCREEN EACH SIDE O.B. BASE PLATE (TYP.) d' VARIES q 4" SHOW I 10 x 3/4" S.M.S. EACH SIDE( SEE SCHEDULE NEXT PAGE) SECONDARY 2" x (d - 2 ") x 0.063" ANGLE EACH-SIDE 9 8 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMNOFCOLUMNW/ #10 6 p TO OUTSIDE EDGE OF SLAB S.M.S. SEE SCHEDULE NEXT PAGE) BOLT fd ' Sd DISTANCE CONCRETE ANCHOR e ° a q• 1-1 4" SEE_ SCHEDULE NEXT PAGE) 7, g GRADE NOTE: DETAIL ILLUSTRATES i -- 1-1/4" MIN. CONCRETE TYPICAL 2" x 4" SAI.B. COLUMN I—_`_ I ANCHOR EMBEDMENT CONNECTION 2" 5d MIN.) (MIN.) SIDE VIEW SCREEN TYPICAL S.M. OR SNAP SECTION COLUMNCONCRETEANCHORTHRU ANGLE OR WITHIN 6" OF 2) #10 x 3/4" S.M.S. EACH SIDE UPRIGHT IF INTERNAL SCREWS INTO SCREW PRIMARY 2" x 2" x 0.063" ANGLE BOSSES xxx 1" x 2" BASE PLATE (TYP.) NOTE: SELECT.CONCRETE I IANCHORFROMTABLE9.1 I`-- 6' (MAX.) — I 6" (MAX.) — 3000 P.S.I. CONCRETE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2"x 4" OR LARGER SELF MATING OR SNAP SECTION PO ST TO DECK DETAILSSCALE: 3"= 1'-0" SECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post I Upright Heights For Primary Screen W 11 I Frame Members Alun*KLm Alloy 6063 T-6 - - For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.' Hollow Sections 3'-0" i Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0"1 8'-0" Allowable Height'H' I bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 8'-4' b 7'-3' b 6'-6" b 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-11" b 7'-1" b 6'-5" b 5' 11" b 5'-7" b 5'-3" b 2" x 3" x 0.045' 11'-3" b 9'-9' b 8'-9" b 7'-11" b 7'-5" b 6'-11" b 6'-6" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7' b 8'-9" b 8'-1" b 7'-7" b 7' 2" b Self Mating Sections p - - --- 3'-0" Tributary Load Width -7r= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 11 8'-0" Allowable Hei ht'H'-!_bendin b' or. deflection' d' 9'-0" 2".x -4'-'-x-0.044 x.0.100" 16'-11" b 14'-8" b 13'-1" b 11'-11" b 11'-1" b 10'-4' b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10' b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1' b 15-10" b 14'-10' b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1' b 19'-3" b 17'-10" b 16-8" b 15'-9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'-4' b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35-2" b 30'-6' b 1 27'-3" b 24'-10" b 1 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11' b 23' ;' b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 33'-11" b 35'-7" b 32'-11" b 30'-10' b 29'-1' b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 4'-0"5'-0" 6'-0", 8'-0" Allowable Height'H' / bending or deflection'd' 1 9'-0" 2" x 2".x 0.044" 9'-11" b 8'-7" b 1 7'-8" b 7'-0" b- 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" , 12'-9" b 11'-0" b 9'-10" '6 9'-0" b 8'-4' b 7'-10" b 7'-4" b 2" z'4" x 0.045" 15'-7" b 13'-6" b "-12'-1" -b 1'1'-0" b 10'-2" b 9'-7' b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11' b 1 16'-11" b For allowable heights at wino velocities ozner in an rcu mrr,, see Guitvw -r-=- for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are `nominal" industry standard tolerances. No wall thickness shall be lass than 0.040". 2. Using screen panel width W select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044' min. and set @ 36' in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368• SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX (386) 7676556 PAGE COPYRIGHT 2003 1-56 . , NOT TO BE REPROOUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT P.E. M. SECTION 1 SCREWS OR THRU-BOLTS SEE SECTION 9) 1"X 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF, EACH SIDE OF EACH POST AND @ 24" O.C. MAX, SELECT CONCRETE ANCHORS FROM SECTION 9 SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBE MESH CONCRETE POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" 2" x 2":x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN, 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 . ELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE . MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA,, FL 32121 TELEPHONE (386) 767.4774 FAX (386) 767.6556 I SCREENED ENCLOSURES I SECTION 1 Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights For Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.` Hollow Sections 3'-6' Tributary Load Width'W' 4'-0" 4'-6" 5'-0"1 5'-6" 1 6'-0" Allowable Heights 'H' I bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" 6'-10' d 6'-6" b 6'-1" b 5'-9" b 5'-6" b 5'-3" b 5'-0" b 2" x 2" x 0.055" 7'-3" d 6'-11" d 6-8" b 6'-4" b 6-0" b 5'-9" b 5'-6" b V x 2" x 0.045" 7'-9" d 7'-5" d 7'-1" d 6'-10" d 6'-7" b 6-4" b 5'-11" b 2" x 3" x 0.045" 9'-4" b 8'4" b 8'-3" b 7'-10" b 7'-5" b T-2" b 6-9" b 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b T-10" b 7'-5" b Snap Sections Allowable Heights 'H' / bending 'b' or deflection'd' 2" x 2" x 0.044" 7'-6" d T-2" d 6'-11' d 6'-8" b 6'-4" 5'-9" b TL- ..L C:.I .. I-*- C-... =- Hollow Sections 3'-6' Tributary Load Width NY 4-_011 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 Allowable Heights 'H' I bending'b' or deflection'd' 6'-8" 2" x 2" x 0.044" 1 T-9" b 7'-3" b 6'-10' b 1 6'-6" b 6-2" b 5'-11" b 5'-7" b 2"'x"2" x-0.055" 8'-5" b 7'-11" b 7'-5" b 7'-1" b 6-9" b 6'-5" b 6-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'-9" b 7'-5" b T-1" b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'-4" b T-11" b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'-4" b Snap Sections Allowable Heights 'H' / bending'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 1 8'-7" b 1 8'-1" b 7'-8" b 1 7'-4" b 1 T-0" b 6-8" b t -or anowame nelgnts at winoveiocmes umuf uidii ILV nlrf,, __ , • •• ,••- specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0' in span. 6. Girt spacing shall not exceed 6-8". 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR, TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767.4774 FAX (386) 767.6556 SCREENED ENCLOSURES 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6x6 -10x10 ELDED WIRE MESH OR FIBER MESH CONCRETE SECTION 1 POST SIZE 2" x:4" MAX SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" 1 x 2 EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2'' SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. 2"x2".2"x3"OR2"x4" HOLLOW SECTION SEE TABLES) MIN: (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTSGeneralNotesandSpecifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beamspacingxthescreenloadof7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACINGOFTUSE: l 2. Table 1.6 of thismanual'uses the worst case loads for alUPLIFT l cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 COPYRIGHT 2003 PAGE: NOT TO BE )2EPR000CED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT P.E. 145 Refers to each side of true connection of cne oeani anti UP111311L anti r •• --_....__.. _... 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 112 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used.tne number of screws is the same for each splice with 1/2,the screws on each side of the cut. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on.each side of the cut. Table 1.7 Minimum Size Screen Enclosure Knee Braces And Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System 0' - 2'_0" 2" x 2" x 0.044" 2" H Channel -With 3)_#10-x.1/2" EACH SIDE-- To 3'-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE `? _ To_4'-6` 2" x 4" x 0.044" x 0.12' 2" H -Channel With (4) 3/4' long screws size to be determined by beam size, see table 9.6) See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used foe host structure attachment when knee brace length exceeds 4'-6". SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Beam Size upright Size 14inimurn Purlin, Girt Deck Notes hlinimum Number of Screws' Knee Brace Size- Anchors #8 x'h" #10 x'/:" #12 x'h"- beam Stitching Screw@ 24" O.C. 2"x3" 2"x3" 2"x2"x0.044" 2 Full Lap 6 4 4 2" x 4" 2" x 3" 2" x 2" x 0.044" 2' Fu Lap 8 6 4 8 2" x 4" 2"x 4" 2" x 2" x 0.044" 2 .. Full Lap 8 6 4 10 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 1 6 4 98 2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 8 6 10 2" x 6" 2" x 4" 2' x 2" x 0.044" 4 Partial Lao 10 8 6 10 2" x 7" 2" x 4" 2"'k2""x`0':0471"-" 4':' Partial Lap <: 14 12 (3 10. 12 2" x 8" 2" x 8" 2" z 3" z ' 0.0 4"6 Partici Lap 16 14 - 12 14 2" x 9" 2" x 6" 2" x 3" x 0.045" 6 Partial Lap 18 16 14 14 2" x 9" 2" x 7" 2" x 4" x 0.050" 8 Partial Lao 20 18 16 14 2" x 10" 2" x 8" 2" x 4" x 0.050" 1 10 Partial Lap 20 18 16 914 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness 8 10 912 14 or 1/4" 5/16" 5116" 5/8" 3/8" 3/4" 1/2" 1" 3/4" 1.1/2" 7/8" 1=3/4" 2" x 7" x 0.055" x 0.120" , 2" x 8" x 0.072" x 0.224" 2" x 9" x 0.072" x 0.224" 2" x 9" x 0.082" x 0.306" 2" x 10" x 0.092" x 0.369" 1/16" = 0.063" 1/8" = 0.125" 1/8" = 0.125" 1/8" = 0.125" 1/4" = 0.25" 3/8" 1• 2" Refers to each side of true connection of cne oeani anti UP111311L anti r •• --_....__.. _... 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 112 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used.tne number of screws is the same for each splice with 1/2,the screws on each side of the cut. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on.each side of the cut. Table 1.7 Minimum Size Screen Enclosure Knee Braces And Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System 0' - 2'_0" 2" x 2" x 0.044" 2" H Channel -With 3)_#10-x.1/2" EACH SIDE-- To 3'-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE `? _ To_4'-6` 2" x 4" x 0.044" x 0.12' 2" H -Channel With (4) 3/4' long screws size to be determined by beam size, see table 9.6) See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used foe host structure attachment when knee brace length exceeds 4'-6". SECTION 1 SCREENED ENCLOSURESIE 2"x4"OR2"x6" SELF MATING BEAM 1" x 2" SNAP SECTIONS ATTACHED TO 2" x 2" W/ 10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED T&POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2" x 2" PURLINS TO SELF MATING BEAMS W/ (2) 10 x 1-1/2" S.M.S. INTO SCREW BOSSES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE'TABLE 1.6) 2' x6 J 1 IF ALTERNATE FLAT ROOF I SELECT FASTENER SIZE, NUMBER AND PATTERN SEE TABLE 1.6 & 9.5A OR 9.5B) 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL PARTIAL LAP SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA FL 32121 TELEPHONE (386) 767.4774 FAX ON) 767.6556 PAGE CopCOPYRIGHT 20031-8 ¢ NOT TO BE REPRODUCED IN WHALE OR IN PART OUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I1 SCREENED ENCLOSURES SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) i H I I I II ALTERNATE CABLE SEE TABLE 1.3) 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES # H U RISER WALL WHERE QUIRED IRLINS (TYP.) 4GONAL ROOF BRACING E SCHEMATIC SECTION 1) ABLE BRACING K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) SW ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL`DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (326) 767-4774 FAX(386)767-6556_._ PAGE COPYRIGHT 2003 1 NOT TO BE REPRODUCED INWHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION,OF_LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES PURLIN ('v^ SCREEN(' SEE Tf I SECTION 1 CABLE CONNECTION SEE DETAILS SECTION 1) GIRT (TYP.) 1" x 2" (TYP.) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTL' SIZE MEMBERS P APPROPRIATE TABL RISER WALL WHERE REQUIRED PURLIN (TYP.) ALUMINUM BEAM TABLE 1.1 OR 1.8) IAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) K -BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) I./ Q9 SCREEN (TYP.) SW PERIMETER WALLS FRAMING GIRT (TYP.) TABLE 1.3 OR 1.4) 1"x 2" (TYP.) TYPICAL TRACABLE BRACING NSVERSE GABLE ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 COPYRIGHT20037 "' — - NOT T , e:. .; R O BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LA`NRENCE E BENNETT, P E i SECTION 1 SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) x A -1 /2" x 8" FLAT BAR L 0 0 0 125" PLATE OUT ON 45° ANGLE ^ 1 LT OR TURNBUCKLE FOR CABLE TENSION Z' ESS STEEL (SEE TABLE) RIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS @CORNER -DETAIL 1 SCALE: 3" = V-0" 0 0 0 0 A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED 10 x 3/4" S.M.S. EACH SIDE (TYP.) FOR CABLES MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = V-0". 3 SCREENED ENCLOSURES SECTION 1 LAB MIN. (2) 1/4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL -DETAIL 2 SCALE: 3" = V-0° SELECT ANCHOR FROM TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" SLAB FOR 1/8" CABLE SHALLCABLE, FOR 3/32" CABLE 5/16" O HAVE A THICKENED EDGE TOx2" CONCRETE ANCHOR W/ _' ACHIEVE AND A 3/8"x 2" CABLE THIMBLE AND WASHER ANCHOR v ( MIN.) 3-1/2" (4" NOMINAL) SLAB (MIN.)J 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS FOUNDATION -DETAIL 2A SCALE: 3" = l'-0" SECTION 1 ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS 10) 98 x 1/2" S.M.S. EACH SIDE OF BEAM / POST 1" x 2" SNAP SECTIONS ATTACH TO 2" x 2" W/ 10 x 1-1/2" S. M. S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION SCREENED ENCLOSURES N EXISTING 2"x 6" SELF MATING BEAM X10 x 3 1/2" S.M.S. 16" O.C. PROPOSED 2" x 3" x 0.050" SMOOTH SIDE DOWN 1/8" x 2-3/4" x 8" GUSSET EACH SIDE OF POST AND BEAM W/ 6 3 x 1/2" S.M.S. EXISTING 2"x 4" ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B. SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767.4774 FAX (386) 767-8556 PAGE COPYRIGHT 2003 4.. NOT -TO BE REPRODUCED IN WHOLE OR IN PART 1NITHOUT THE WRITTEN'PERN SSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U` CHANNEL EACH SIDE OF CONNECTING BEAM WITH SCREWS (PER SECTION 9) CARRIER BEAM SEE TABLE 1.4) --' PAIN. NUMBER S,M.S. 3/4" LONG REQUIRED IS, EQUAL TO BEAM DEPTH SEE SECTION 9) SCREENED ENCLOSURES EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) 10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION SCALE: 3" = V-0" ANGLE OR RECEIVING CHANNEL I' J C) Co i< - IDD C PRIMARY BEAM e W (SEE TABLE 1.1 AND/OR TABLE 1.5) _ AND/OR TABLE 1.5) 6 a 6 u a EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) 10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION SCALE: 3" = V-0" ANGLE OR RECEIVING CHANNEL I' L J 6 G8 PRIMARY BEAM ~ SEE TABLE 1.1 u 8 AND/OR TABLE 1.5) _ e Lu 0 6 BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WITH MINIMUM2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE ORMASONRYWALLADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U -CHANNEL ATTACHED TO WOOD WALL WITHMINIMUM (3) 3/8"x 2" LAG SCREWS OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE ORMASONRYWALLADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM LARGER THAN 3" CARRIER BEAM TO WALL CONNECTION SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CP/IL ENGINEER - DEVELOPMENT CONSULTMT P.O. BOX 214366, SOUTH DAYTONA, FL 32121 TELEPHONE (366) 7674774 FAX (386) 767-6556 PAG COPYRIGHT 2003 1-36 NOT TO BE REPROOVCEO IN YIHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P. SECTION 1 1/4"x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) 410 x 3/4" S.M.S. STRAP TO POST AND 1) 1/4" x 1-3/4" CONCRETE SCREENED ENCLOSURES ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB W/ 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANCHOR TO SLAB OR d , (3) #30 BARS OR (1) o #50 BAR W/ 2-1/2" COVERFOOTING ( TYP ) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WAI I SCALE: 3/4" = V-0" (3) #3 BAR CONT. OR 2 #3 BAR CONT. OR 1 #5 BAR CONT. . 2'-0" MIN. 3-1/2" (TYP. 1 115 BAR CONT. a BEFORE SLOPE ALL SLABS) AT IEEI 1 fMiI—_- 1= _V . d/ ® a III=1II-1II=1II :.III-III-III=III=II - I -- — III -I I -III -III -I 11- III III -I11-1 I I I I 8 V-011 TYPE I TYPE II TYPE IIIFLATSLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING0-2" / 12" 2" / 12" - V-10" > 1'-10" Notes: 1. No footing required except when addressing erosion until the slab width in the direction of the primaryexceeds32ft., then a type II footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a type II footingisrequiredforallwalls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 3. The slab /_foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or fiber mesh may be used in lieu of mesh. 5. If local building codes require a minimum footing, use type II footing or footing sections required bylocalcode. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = V-0" L-awrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 . PAGE COPYRIGHT 2003 1-52 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THEWRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 6 of /f z-::, PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 156, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA n A=2'51'5.9" L=50.03' R=1000.00' CB=N61'25'19"W C=50.02' CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC P I LOT 158 iY I GRAPHIC SCALE s 0 15 30 LOT 157 NOTE: 1. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 02-19-04, UNLESS OTHERWISE SHOWN, 2. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, REST14ICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 3. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN, 4. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I 'n. 1I' 1 A Lo FORMBOARD FOUNDATION v TOP OF FORMS v ELEVATION -15.03 10' UTILITY I EASEMENT III1I 7.1' 1I LB #68 (01/26/03) IZ SET 1/2" IRON ROD AND CAP IWI 6-5'36'08" a I W LOT 155 I DO, R=975.00' PT CB=N64'13'36"W D o I 7 1 n C=144.11' _ 1 W Mo . off. W d I z 1 z n II I L-239.58' 5. ALL INTERIOR DIMENSIONS WERE VERIFIED IN THE FIELD AND SHOWN UPON THIS DRAWING. 6. THIS IS AN AS -BUILT SURVEY DELINEATING CONSTRUCTED IMPROVEMENTS ONLY AND COMPLIES WITH SECTION 61G17-6.005 OF THE FLORIDA ADMINISTRATIVE CODE FOR AN AS -BUILT SURVEY. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. ELEVATIONS SHOWN HEREON ARE BASED ON LAKE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 156 BEING N 89'5241" E PER PLAT. FIELD DATE:) 2-19-04 SCALE: 1 = 30 FEET APPROVED BY: SJ I JOB NO. ASM39768 DRAWN BY: REVISE D: 4BOARD 3-4-04 CKB PLAN 12-02-03 SOO FIT 12-30-02 CKB LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE 15 3 EXISTING ELEVATION O CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FIND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 (407) 426-7979 QFIND NAIL AND DISC Iv o LB #68 (01/26/03) 6=8'28'35"i$q SET 1/2" IRON ROD AND CAP 6-5'36'08" L=144.24' CORNER NOT ACCESSIBLE 1n " L=95.33' R=975.00' PT CB=N64'13'36"W 1?9 IN 75.00, CB9N57'If'15"W 1 n C=144.11' _ PI C=95.30' n nPC rU CENTERLINE OF 6=14'04'43" PT uFt- f"•-\' RIGHT-OF-WAY L-239.58' A/C AIR CONDITIONER CBW R=975.00' RP RADIUS POINT CHU CB=N61'25'32'W ID IDENTIFICATION POL C=238.97' PCC POINT OF COMPOUND CURVE WILLOWBAY RIDGE STREET 50' RIGHT-OF-WAY 5. ALL INTERIOR DIMENSIONS WERE VERIFIED IN THE FIELD AND SHOWN UPON THIS DRAWING. 6. THIS IS AN AS -BUILT SURVEY DELINEATING CONSTRUCTED IMPROVEMENTS ONLY AND COMPLIES WITH SECTION 61G17-6.005 OF THE FLORIDA ADMINISTRATIVE CODE FOR AN AS -BUILT SURVEY. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. ELEVATIONS SHOWN HEREON ARE BASED ON LAKE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 156 BEING N 89'5241" E PER PLAT. FIELD DATE:) 2-19-04 SCALE: 1 = 30 FEET APPROVED BY: SJ I JOB NO. ASM39768 DRAWN BY: REVISE D: 4BOARD 3-4-04 CKB PLAN 12-02-03 SOO FIT 12-30-02 CKB LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE 15 3 EXISTING ELEVATION O CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FIND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 (407) 426-7979 QFIND NAIL AND DISC LB #68 (01/26/03) 0 SET 1/2" IRON ROD AND CAPLB #6393 (01/26/03) CNA CORNER NOT ACCESSIBLE 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH C. B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT CHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE I HEREBY CERTIFY, THAT THIS SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. FOR THE LLIAM"R. MUCCATELLO JR. PSM#4928 DA L PermitV. Job Address: Description of'Worhs 11-t Historic Distried:, Permit Type: Building, Electrical Meshimic,11 Plumbing, FireSprink'let/Alamo 1 oQr Electrical: New Service —# of PS Addition/Alteration Change of S'erarice Terri; vxt'iy P c I ._ Mecllanicalt! Residential Non -Residential Replacement New (Duct Layout Energy Cali 1aequ iredol Plumbing/ New Commercial: # of Fixtures, # of mater & Sewer' Lines It'cif Cm5 Lines Plumbing/New Residential # of W< r ClosetsPlumbing Repair— Residential orCopwiereigli Occupancy Type: Residential 1 COMM Industrial Total Square Footage: Construction Type: # of Stories: - V of Dwelling Units: Flood Zone: (FEMA forst petttntsec%C,t. orTtFtrrltlta } Parcel i?: (Attach Pruoi'of Orrnership & Legal Description) Owners Name. & Address; t\ X2. Contractor Name &'Address: Phone_ License Nu Phone & Fax: L ART MARY FLORiitlrAcP i '3i(A lZf O." .--744W Bonding Company: Address.--- Ylortgape Lender: --- Address: _ Architect/Engineer: Phone: Address; Fay: m Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work. or' installation has corn-Mcriced prior w [lie _ issuance of a pe—unit and that all work will b: Performed to Tineelstarndards of all laws regulating, construction in this jurisdiction. I understand that a: "separate permit must be secured for ELECTRICAL WORK, PLUMBING, SiGNS; WELLS; POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing infoznation is accurate and that all work will be done in compliance 'with 91i`applieabl< i. w:: t ct ,'Jai ing. construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MA'_ Ri,SUL' JN Y(X J71 f /' ``TIdG TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER f51z.A AT'T'ORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT., NOTICE: In addition to the requirements of this permit, there may be additional restrictionsapphcab to this pro & chai maybe found r,r th:c public'records of this county; and there may be additional permits required from other governmental entities such i r mans ent distracts, state agencies, of fa deal agencies. Acceptance: of permit is verification that l N:Il notify the owner of the property of the Signature of Owner/Agent Print Owner/Agent's Name: Signature of Notary -State of Flonda Owner/Agent is _ PerSonall\ tnor n to Me or Produced ID APPLICA1 ION APPROVED BY: Bldg: Initial & Date; pCC a! (onditions; Date 4tfirements 9T FlAdaXen Taw„PS 7 Si i Co ct ort1/ Agent , ate ll t eSSO Qij-: nt Contractor 4ent.`s Name1% f Date Si --nature of No_---Siate of Florida Date Coniractor/Ase-.: >S _ Pcrsonaii,,' Known to Me or Product, :D Zoning: Initial & Date) Lt l - Lf FD: fsltsrCt3t'd't1)trtia &IDat MIRINDA C. TURNEERiMYCOMMISSION # DD 212893 Bonded Thru Notary Public Undemuters Contractor Name &'Address: Phone_ License Nu Phone & Fax: L ART MARY FLORiitlrAcP i '3i(A lZf O." .--744W Bonding Company: Address.--- Ylortgape Lender: --- Address: _ Architect/Engineer: Phone: Address; Fay: m Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work. or' installation has corn-Mcriced prior w [lie _ issuance of a pe—unit and that all work will b: Performed to Tineelstarndards of all laws regulating, construction in this jurisdiction. I understand that a: "separate permit must be secured for ELECTRICAL WORK, PLUMBING, SiGNS; WELLS; POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing infoznation is accurate and that all work will be done in compliance 'with 91i`applieabl< i. w:: t ct ,'Jai ing. construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MA'_ Ri,SUL' JN Y(X J71 f /' ``TIdG TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER f51z.A AT'T'ORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT., NOTICE: In addition to the requirements of this permit, there may be additional restrictionsapphcab to this pro & chai maybe found r,r th:c public'records of this county; and there may be additional permits required from other governmental entities such i r mans ent distracts, state agencies, of fa deal agencies. Acceptance: of permit is verification that l N:Il notify the owner of the property of the Signature of Owner/Agent Print Owner/Agent's Name: Signature of Notary -State of Flonda Owner/Agent is _ PerSonall\ tnor n to Me or Produced ID APPLICA1 ION APPROVED BY: Bldg: Initial & Date; pCC a! (onditions; Date 4tfirements 9T FlAdaXen Taw„PS 7 Si i Co ct ort1/ Agent , ate ll t eSSO Qij-: nt Contractor 4ent.`s Name1% f Date Si --nature of No_---Siate of Florida Date Coniractor/Ase-.: >S _ Pcrsonaii,,' Known to Me or Product, :D Zoning: Initial & Date) Lt l - Lf FD: fsltsrCt3t'd't1)trtia &IDat MIRINDA C. TURNEERiMYCOMMISSION # DD 212893 Bonded Thru Notary Public Undemuters CITY OF SANFORD PERMIT APPLICATION Permit 1: 0 4* 1 0 7 Date: 1121.104 Job Address: 104 WILLOWBAY RIDGE STREET Description of work: New Single Family Residence Historic District: Zoning: Value of Work: $ Lot #: 156 Permit Type: Building Electrical _X_ Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS T n n Addition/Alteration Change of Service_ Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair —Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel M Attach Proof of Ownership & Legal Description) Owners Name & Address: CentexHomes 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Phone: 407-661-2150 Contractor Name & Address: Approved Electric Co. of Florida 4874 S. Orange Avenue Orlando, Florida 32806 State License Number: EC0002494 Phone & Fax: Fax 407-851-1226 Contact Person: John Findlay_ Phone: 407=851`4220 Bonding Company Address:- - - Mortgage Lender:_ Address: Architect/Engineer:_ Address: hone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construdtion and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements , FS 71 Special Conditions: J a ` ySignatureofOwner/Agent Date n ure of ractor/Agent Date Charles W. Cannon Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Date ignature of Notary -State -of Florida- Date PATP ICIA A XAPIAC Owner /Agent is PersonaflyKnown to Me or Contractor/Agent is Personally, nOv vlLfr"oitastt # L14 fli3zas EXPIRES: March 23, ZC45ProducedIDProducedIDao 1X0 -3 -NOTARY FL Notary Service £ ;10:16r- 2, Irc. APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) Initial & Date) (Initial & Date) Special Conditions: r- .. _-__ CITY OF SANFORD PERMIT APPLICATION Permit # : 6 —I -102-7 f Date: 17 —O/ Job Address: I W lyloW ba P-f 4gp S- A Ar q e I-Q-P.5e1111e Description of Work: Historic District: Zoning: Value of Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets -- Plumbing Repair — Residential or Commercial Occupancy Type: Residential _I,/ Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address: Cie,,\t ex t+q- cs Phone: Contractor /NaaJme & Address: V -it e,0 mt -L: p am tyuQ f hone: a3s P( J rG 977-5-7S State 'cense Number: Phone & Fax: O 7 ` Z3 O o —5-7 'Contact Person: Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent Date Signature of Contractor/ g nt Date Print Owner/Agent's Name Print C cto gent' me y r i c t `S Signature of Notary -State of Florida Date Signa re of Notary -State of Florida Oate 0' nc Owner/Agent is _Personally Known to Me or Cs ntractor/Agent i Pers pally Known to Me or 0 rnProducedID ,2roduced ID q ?'jl•} tf o 1 p (3) Z APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Special Conditions: Initial & Date) (Initial & Date) FD: Initial & Date) (Initial & Date) POWER OF ATTORNEY Date:-2,- 1, ate:2'` I, rl vae4 do hereby authorize jwcz A.- t)rle/h^j . to pull the P(aN" permit for LO5 . ylc /c4G type of PCMUV Wress Signature µ SLONES MY COMMISSION # DD 152189 4°son dmRES: November 30, Notary 2008; r, nblary Pubk Personallyknown t me drivers license # State of Flor'da, County of _6 Ig eiQ; on day of r Name, CENTEX POOLS & SPAS Address, 104 WLLLOWBAY RIDGE`STIRIET Cl+,-SANFnRD L- 156 Subdivisions PRESERVE @ LK MONROE 81-0# 11 X 2 I 704i FTT-2 qm KII1, F2-772 1 I Ell h 6, 81-0# I 40'-0" NO KNEE BRACES x 2 2 x 2 11 X 2 I 704i FTT-2 F2-772 1 lrxo lcxu E l lcxu rcxu0i 12 X 2 F277-2] I 40'-0" NO KNEE BRACES x 2 2 x 2 61-61— 61-6# — 71-0# — 7/-0# —61-6# — 6/-6# — I 704i WIF1.4 61-61— 61-6# — 71-0# — 7/-0# —61-6# — 6/-6# — JOB No. eRMON156 WIF1.4 IV 1 JOB No. eRMON156 RMIff #Y FRUIL PLANS REVIEWED CITY OF SANFORD w IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 104-75845 BUILDING UNIT ADDRESS / `\7'77 TRAFFIC ZONE a PITY&E.56MIEW PLAT BOOKa I - PLAT BOOK PAGE OWNER NAMEx _ _ ADDRESS - 77------- r r^-^~'`+'^r' ------- APPLICANT NAME: _ ____________/r ADDRESS: '| LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential SCH8OLS CO -WIDE O WORK DESCRIPTION: Single SIGNATURE DATE ABOVE, BUT NOT LATER THAN Family Hb~se: Detached - Constructick) FEE BENEFIT RATE 'FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OFn1NITS | ROADS T'ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 | LIBRARY CO -WIDE Q dwl unit $ 54.00 BE 1 $ 54.O0 SCH8OLS CO -WIDE O dwl unit $1,384.00 SIGNATURE DATE ABOVE, BUT NOT LATER THAN 1 $ 1,384.00 OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST AMOUNT DUE OF THE 2,285.00 STATEMENT --^ RECEIVED BY:' ,MAY PLEASE PRINT NAME) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE DISTRIBUTIONx 1 -COUNTY 3 -CITY 2 -APPLICANT 4 -COUNTY NOTE** PERSONS ARE DUE OWNER AND FEE. * ** ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. ERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MOST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE; 101 EAST FIRST STREET, SANFORD, FLORIDA 32771; 407) 665-7474. PAYMENT SH[8jLD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 30O NORTH PARK AVENi1E SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP r LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION 1 Permit # \! f Date: Job Address: f Uy W i 1 lowbUu (Zi d Ue St. — Description of Work: CONSTRUCT CONCRETE -BLOCK SING FAMILY DWELLING Historic District: (0 Zoning: Value of Work: s4-?— ( O!tC7C% Permit Type: Building XX Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole_ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Cl Occupancy Type: Residential _V_ Commercial Industrial Total Square Footage: F 3s c)o Construction Type: # of Stories: 2 # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel#: 22-19-30-502-0000— I5(P 0 (Attach Proof of Ownership& Legal Description) Owners Name & Address: CENTEX HOMES, 385 DOUGLAS AVE., STE . #2000 , ALTAMONTE SPGS . , FL 32714 Phone: 407-661-2176 Contractor Name&Address: PATRICK J. KNIGHT/CENTEX HOMES (SAME AS ABOVE) State License Number: CG .0049689 Phone&Fax:_ 407-661-2176/661-4089 contact Person: J KIE CAINES Phone: 407-467-2643 Bonding Company: NA _ ..,A R w i 1 n Address: I Mortgage Lender: NA Address: Architect/Engineer: HURRICA Phone: 407-774-9003 Address: i -; F` 32716 ` Fax: 407-774-8477 Application is hereby made to obtaina permit to do the work and instal' tio$tsa n 'cared. I cert' . that no work or installation has commenced prior to the issuance of a permit and that all workii0l 6e:Perfo ed, o meet stQad Jftpolaw regulatinge- truction in this jurisdiction. I understand that a separate permit must be secured for ELECTRI FiL: ORK, ^UMB' G IG1 S, ESL DOLS, FUCES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. pP OWNER'S AFFIDAVIT: I certify that. Zf the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records, of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 0 Y 2 5 2003 Signature of Owner/Agent Date Signature of Co t -m r/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg( I • aZ ! _91-- Zoning: initial & Date) Special Conditions: PAT KNIGHT Print Contractor/Agent's Name NO V 2 5 2003 Signature of Notary -Stat lorida Date Contractor/Agent is XX Personally Known to Me or Produced ID Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) i'aY'eN. KIMBERLY A. BROWN MY COMMISSION 4 DD 098590 EXPIRES: March 29, 2004 to Nd' Bonded Thru Notary Public Underwriters Serninole County Property Appraiser Get Information by Parcel Number Page 1 of 1 http://www. scpafl.org/pls/web/re_web. seminole_county_titl e?parcel=22193050200001560... 12/10/03 Back P PARCEL DETAIL r Seminulr i ounI PCr1v&,0 PM)g", c rrices YRr 1101 R. First St. Santord El. 32771 w. 40v rdS-75tK. 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market 22-19-30-502- S3-SANFORD Parcel Id: Tax District: WATERFRONT 0000-1560 Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: Depreciated EXFT Value: $0 HOMES Land Value (Market): $13,680 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Just/Market Value: $13,680 Property Address: 104 WILLOWBAY RIDGE ST SANFORD 32771 Assessed Value (SOH): $13,680 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0 Dor: 00 -VACANT RESIDENTIAL Taxable Value: $13,680 2003 VALUE SUMMARY SALES 2003 Tax Bill Amount: $285 Deed Date Book Page Amount Vac/Imp 2003 Taxable Value: $13,680 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 156 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 13,680.00 $13,680 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www. scpafl.org/pls/web/re_web. seminole_county_titl e?parcel=22193050200001560... 12/10/03 City of Sanford Building Division Submittal Requirements for Residential Building Permit 3 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. **The State of Florida requires bathroom compliance with Florida Accessibility Code. c. An elevation of all exterior walls - east, west, north, and south_ Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure, bearing and non-bearing interior and exterior walls, show all components of wall sections. C. Framing plan for floor joists where conventionally framed_ Plan is to indicate span, size and species of materials to be used. f Engineered truss plan with details of bracing, engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h_ Square footage table showing footagcs: 1. Garages/Carports sq. 11 2. Porches/Entries sq. 11 3. Patio(s) sq. ft. 4. Conditioned Stricture 301(. sq. 11- 5- Total Gross Area 050(p sq. ft. 3. Three (3) sets of completed Flonda Energy Code Forms. 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure is to be built on fill, a report may be requested by the Building Official or his representative_ 0 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit issued by Seminole County Health Dept. c. Arbor permit when trees to be removed from property_ Contact the Engineering Dept. for details regarding the.arbor ordinance and permit. d. Seminole County [load Impact fee statement. e. Property ownership verification - f. Driveway permit issued by City Engineering Department_ 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor and property owner. If electrical, mechanical, or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under city ordinances. DatNff .5 inns Owncr/Agent Signature Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, Fl- 32714 Office: (407) 661 -21 50 Fax: (407) 661-4089 www.centex-orlando.com TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will serve as authorization for Jackie Caines or Nan Holmes to sign permit applications and energy calculations.for any lots owned by Cented Homes, obtain permits for same and receive Certificates of Occupancy, in my name and license, for the subdivision and lot specified below: SUBDIVISION: PRESERVE AT LAKE MONROE A- PAftI.Ck J. KNIGHT CGC049689 LOT 1(15`-v STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this NOV 2 5 2003 by Patrick J. Knight, Division President of Centex Homes - Orlando). He is personally known to me and did not take an oath. i 1PPV P. A iJTARPPULC =*: .= A4y!;O',MIF,5,^J# . ,)y„sa ` 'FX:'IP , r; ,E,, March 29; 2004. IIZ n1r,itotep-Public!.hxlertvni.rs 2nd FLOOR PLAN SCALE - 1/4'= I'-0' 04D DOOR STAIR INFORMATION ESD Tfdl'.IS &di • S'-0' AFF. HEIGHT. 9'-4' - LEPC FiT. 11'-8' NOT6 ALL HiEit10R 1I4Ll.S TO BE 3 VP Nlet-t AiRRISERS. 15 B l.5' EACH IKE88 OTHEFUME NOTED- t,aLL IIIII _ TREADS, 14 0 10' E r -H NOTE: ELEVATION 'X NOW W/ CE Q i NLu OFT. A/C UXATM --. -- ' 4m -m• Q' -S' SN -25 (.22/ -24) SH -25 (+22/ -24) - 4N EE;REy, f RE5 i SH -25 (+22/ -29) BEDf 1 4 LANAI m 4 4x4 FUS7 W I CAM BEDW 113 r- a - err. BEDW 02 Nr RAT CA2PETRR 00 9 ursTgN-1 CAiBETTaR ALL STRUCTURAL WOOD HEADER.5 TO BE DOUBLE 2' X 10" UNLESS 4' RAT C4O ERC. POINT 0' RAT I12'-4' PATIO 4m 0 x NOTE:. 2--I' Y-4 2._4. b,_,T. 3._2. 3'_2. _m. T,_T. cmc O N ALL STRUCTURAL- WOOD HEADERS TO BE DOUBLE 2' X 10" UNLESS FLUE FOUNDATION PIAN FOR 3 OPT. C O n 2' WALL r U 4L'!9 BI_FRD Oar 6000 &df7lD I -R 10 aFLV AOC 001EJ 2'-0' LAJ I 2x4 WALL 42' N. WALL m/ CAP, TYPwJ aqTUB I4 toss s SH -23 AIR HANDLER TO NAVE UNDM TRM GO 5M n MRL OF 4' CLEARANCE CN ALL SIDES AND ENCLOSURE SPACE SHALL 5E MM. r2' II WIDER THAN APPLIANCE no I BEDW '5 CAW2660 FI 10' RAt 34 r- 2660 ' e OT : 2668 DOOR AND C SET UV OPT. BEDR I. DEC) '6 OPT. CAfWET R.R V RAT 1N(77j W zIt n_a r. LIj:' Iu DBL -25 21/-28) oo/ 2nd FLOOR PLAN SCALE - 1/4'= I'-0' 04D DOOR STAIR INFORMATION ESD Tfdl'.IS &di • S'-0' AFF. HEIGHT. 9'-4' - LEPC FiT. 11'-8' NOT6 ALL HiEit10R 1I4Ll.S TO BE 3 VP Nlet-t AiRRISERS. 15 B l.5' EACH IKE88 OTHEFUME NOTED- t,aLL IIIII _ TREADS, 14 0 10' E r -H NOTE: ELEVATION 'X NOW W/ CE Q i NLu OFT. A/C UXATM --. -- ' SQ. FT. CALCULATIONSIst4m -m• FLOOR m; 1 1- 4N PLANS REVIEWED N aees 4'=1'-m" CITY OF SANFORLANAIm4 ENTRY 49 4 OTHER m 4 GARAGE - 401 4 ALL STRUCTURAL WOOD HEADER.5 TO BE DOUBLE 2' X 10" UNLESS TOTAL AREA MDER ROOF } 34bb 4 I H g PATIO 4m 0 x NOTE:. ENGINEERING cmc O N ALL STRUCTURAL- WOOD HEADERS TO BE DOUBLE 2' X 10" UNLESS zO G1 FOUNDATION PIAN FOR 3 Y C O n n+wws J. ANDER" ru M19 U 7 Oar SQ. FT. CALCULATIONSIst4m -m• FLOOR m; 1 1- 4N PLANS REVIEWED TOTAL LIVINCT AREA' 3016 4 4'=1'-m" CITY OF SANFORLANAIm4 ENTRY 49 4 OTHER m 4 GARAGE - 401 4 ALL STRUCTURAL WOOD HEADER.5 TO BE DOUBLE 2' X 10" UNLESS TOTAL AREA MDER ROOF } 34bb 4 NOTED OTWEfW6E H g PATIO 4m 0 NOTE:. ENGINEERING ALL STRUCTURAL- WOOD HEADERS TO BE DOUBLE 2' X 10" UNLESS FOUNDATION PIAN FOR 407) Tu-e4m Ree pstt 774-4M77SEE ra eox +s+eu uTN1011+E SPRe1c3. FL 32716 TOTAL AREA "' 350b 4 I. NOTED OT WERIMISE FILLED CELL LOCATION. n+wws J. ANDER" ru M19 7 jq1n LL E W s Q Jill s fill M LUPI 3g3 rd sheet A2 Of- This Instrument Prepared By: NAME: Debra A. Riggs -Centex Homes 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Permit No. NOTICE OF COMMENCEMENT SEMINOLE STATE OF FLORIDA COUNTY OF ORANGE I IAAI {IIIA 11 AAI {I 11111 AA 1111111111111011II 11111 it all a (ad 111111 tool MARYANNE MORSE, CLERK OF CIRCUIT COURT SfMINDLE COUNTY RK 05132 PG 1734 CLERK'S #! 2003220478 RECQNDED 12/12/2003 08:49:23 AM RtiQURDIN6 FEI<S 6.00 RW]RUE D 8Y 8 O'Kelley THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: LOT ,PRESERVE AT LAKE MONROE Recorded in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 2. General Description of Improvement: SINGLE FAMILY DWELLING 3. Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property: FEE SIMPLE INTEREST Name of Fee Simple Titleholder: N/A 4. Contractor: CENTEX HOMES 385 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (407) 661-2150 Fax: (407) 661-4089 5. Surety: N/A Amount of Bond: N/A 6. Lender: N/A 7: Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-2150 Fax: (407) 661-4089 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date of Notice of Commencement (the expiration is date is 1 year from the date of recording unless a different date is specifie Debra A. Riggs OFFICE MANAGER FOR CENTEX HOMES, 383 DOUGLAS AVENUE SUITE 2000, ALTAMONTB SPRINGS, FLORIDA 32714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS N 0 V 2 5 2003 BY DEBRA A RIGGS., OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION WA 2728 HOLDING CORPORATION, A NEVADA CORPORATION, DEBRA A. RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH. 0 NOTARY PUBLIC CERTIFIED COPY mARYANNE MORSE, CLERK OF CIRCUIT COUR'A IJ'CKICAINES SEMINOLE COUNTY. FLORIDA OyP&,''- r' mm#DDO252902 Fxpirea 7/YU2008 ay c F ^ ed Ihru (800)432-4254: r I-r+ { ., K i7 . Florida Notary Assn., Inc3.............................. s ...........i r r eKr»i? r4w;Lak ri c Fps .wk 17T:`a;s W ,PiY I'- t g.J' R..vu-.,:— fhI T;:'-J? :'l.c` ttr ;/ Crl? F`b• g v - - •r•; •-- - NiAb iiiAesilt ........'t .. +'B F:; ! _ clef'-.''BS?'¢hL: ?i'3•V crRa 5.v f_ I`J'' {ln j:i r r.-xfi. m`.'. LLPifcUa`yy` (..`cr•C. 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Fa /.N. Si!s o E t ieY/F s_+ • o :t; iJaw ROBERT G. DELLO RUSSO CFI Z Yd E ,it I s-'* ' gig . ri4,- CIS511/V#DD212855' L} EXPIRES June'i4,2007 CITY OF SANFORD PERMIT APPLICATION Permit # :' ` Date: I S Job Address: , t1 l i i- t 1 i G1Q- Lot #:_ G Description of Work: New Single Family Residence Historic District: Zoning: Value of Work: $ Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS ';M Addition/Alteration Change of Service_ Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # ofWarr Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: orm re wired for other than X) 35 ILAI Construction Type: # of Stories' _. # of Dwelling Units: Flood Zone: ( q Parcel Attach Proof of Ownership & Legal Descrtpttonj Owners Name & Address: CentexHomes 385 Douglas Avenue Suite 2000 Altamonte Springs FL 32714 Phone: 407-661-2150 Contractor• Name & Address: Approved Electric Co of Florida 4.874 S Oranl?e Avenue Orlando Florida 32806 State License Number: EC0002494 Phone & Fax: Fax. 407-851-1226 Contact Person: John Findlay Phone: 407-851-1220 Bonding Company:_ Address: Mortgage Lender:_ Address: Architect/Engineer. Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of apermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured forELECTRICALWORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatingconstructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT M YOUR PAYING TWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO'OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition io the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of thiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements FS 71 Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditio Agent Date Charles W. Cannon PriaLContractor/Agent's Name gnature- of Notary -State of Flor' " P` e4r Contractor/Agent isPerson 11 , Q or N Produced ID Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) Cf— k. Notary Public State of Florida Patricia A Kadlac to {{yeC nmission DD403373tires03/28/2009 RECEIVED REVISION 1 j NO V 0 2 2005 PERMIT # 0 5-029 DATE PROJECT ADDRESS WILLOWBAY RIDGE STREET CONTRACTOR CENTEX HOMES PHONE # 407-467-2643 FAX # 407-327-0910 DESCRIPTION OF RF,,'VISION CHANGED TRUSS CONTRACTOR UTILITY DEPT FIRE PREVENTION PLANNING BUILDING RE: 3514D - LMR243 MiTek Industries, Inc. 1801 Massaro Blvd. Tampa, FI 33619 Site Information: Phone: 813/675-1200 Project Customer: CENTEX HOMES Project Name: LMR0243 Fax: 813/675-1148 Lot/Block: 43 Subdivision: LAKE MONROE Address: ORANGE COUNTY City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2001/TP12002 Design Program: MiTek 20/20 6.2 Wind Code: ASCE 7-98 Wind Speed: 120 mph Design Method: Main Wind Force Resisting System ASCE 7-98 Roof Load: 37.0 psf Floor Load: N/A psf This package includes 29 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No 1 Seal# j 71823379 Job ID# 3514D Truss Name Date AH11 10/26/05 No 18 Seal# - T1823396 Job ID# 3514D Truss Name Date CJ 1 10/26/05 271823380 3514D AH11A 10/26/05 119 13514D 10/26/05 3 4 5 T18233813514D 71823382 71823383 3514D 3514D AH13 AH13A AH15 10/26/05 10/26/05 10/26%05 20 21 22 71823398 T1823399 71823400 13514D 3514D ..----_ 13514D CJ5 EJ7 - HJ7 110/26/05 110/26/05 _ 110/26/05 6 J1823384 3514D AH15A 110/26/05 23 IT1823401 3514D M1 _ 10/26/05 7 J1823385 3514D AH17 10/26/05 24 71823402 3514D M2 110/26/05 8 j T1823386 3514D AH17A 10/26/05 25 T1823403 3514D MGE 10/26/05 9 T1823387 3514D AH19 10/26/05 26 T1823404 3514D Vol 110/26/05 10__ j T1823388 3514D AH19A 1.0/26/05 27 71823405 3514D V02 110/26/05__! 11 171823389 3514D AH7 10/26/05 J28 71823406 3514D VO3 10/26/05.__.-! 12 j 71823390 3514D AH7A 10/26/05 29 71823407 3514D VO4 110/26/05 13J18233911 14 15 16 17 1 T1823392 T1823393:3514D IT1823394 71823395 3514D 3514D 3514D 3514D AH9 AH9A B BGE BGR 10/26/05 10/26/05 10/26/05 10/26/05 10/26/05 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by CTX Builders Supply -Plant City, FL. Truss Design Engineer's Name: Zhang, Guo-jie My license renewal date for the state of is February 28, 2007. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. 70ctober 26,2005 1 of 2 Zhang, Guo jie y 4,o russ cuss Type ry y 1MR243 T1823379 s 3514D AH1 t HIP 1 1 Job Reference (optional) CTX BuildersSupply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:33:59 2005 Page 1 0-q 8-0-0 11-0-0 16-9-5 22-6-11 28-4-0 31-0-0 39-4-0i11F 1-0-0 8-0-0 3-0-0 5-9-5 5-9-5 5-9-5 3-0-0 8-0-0 Scale= 1:66.5 5x6 M1120= 5x6 M1120= 5.00 12 2x4 M1120\\ 4 5 6 7 8 2x4 MII20// 3 9 v 10 2 a1 to 15 14 13 _ 12 11 3x8 M1120H— 01-8 11-0-0 19-8-0 28-4-0 39-4-0 0-0-8 10-11-8 8-8-0 8-8-0 11-0-0 Plate Offsets (X,Y): [2:0-4-2,0-1-81, [4:0-3-0,0-241, 8:0-3-0,0-2-4 10:0-4-2,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.32 10-11 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.92 10-11 >508 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 184 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD 2 X 4 SYP 240OF 1.8E BOT CHORD Rigid ceiling directly applied or 74-7 oc bracing. WEBS 2 X 4 SYP No.2 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any REACTIONS (Ib/size) 10=1447/Mechanical, 2=1510/0-3-8 particular jurisdiction should be confirmed with the building official prior to truss fabrication. Max Horz2=139(load case 5) This determination is not the responsibility of the component/truss designer. Max Upliftl 0=-501 (load case 4), 2=-564(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3039/1144, 3-4=-2766/1080, 4-5=-2529/1020, 5-6=-3050/1267, 6-7=-3050/1267, 7-8=-2544/1029, 8-9=-2784/1092, 9-10=-3068/1161 BOT CHORD 2-15=-985/2742, 14-15=-1128/3007, 13-14=-1128/3007, 12-13=-1123/3012, 11-12=-1123/3012, 10-11=-989/2774 WEBS 3-15=-347/355, 4-15=-256/876, 5-15=-713/374, 5-13=0/171, 7-13=0/164, 7-11=-703/369, 8-11=-265/888, 9-11=-370/371 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category Il; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x8 M1120 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 Ib uplift at joint 10 and 564 Ib uplift at joint 2. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744. MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building ComponentMiTek° Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. I 6-4-8 I dimensions shown in ft -in -sixteenths Dimensions are in ff-in-sixteenths. f1 ' 1I 1. Additional stability bracing for truss system, e.g. diagonal Apply plates to both sides of truss or X -bracing, is always required. See BCSI1. and securely seat, 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z cz-s N. 4 o3,4 3. Provide copies of this truss design to the building WEBS designer, erection supervisor, property owner and all For 4 x 2 orientation, locate o 0 other interested parties. plates 0 - /ib" from outside IL 6 U 4. Cut members to bear tightly against each other. edge of truss. IL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7-8 c6-7 cs-s O BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI II. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHESTTO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING 14. Connections not shown are the responsibility of others. Indicates location where bearings supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. ob Truss Truss Type Qty Ply 1MR243 T1823380 3514D AH11A HIP 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:00 2005 Page 1 11-0-0 8-0-0 11-0-0 16-9-5 22-6-11 28-4-0 31-4-0 39-4-0 40-4-0 1-0-0 - 8-0-0 3-0-0 5-9-5 5-9-5 5-9-5 3-M 8-0-0 1-0-0 Scale = 1:68.1 5x6 M1120= 5x6 M1120= 5.00 12 2x4 MII20\\ 4 5 6 7 8 2x4 M1120// 3 9 v 1 2 1011 to 16 15 14 13 12 4x8 M1120= 0-r 11-M 19-8-0 28-4-0 1 39-4-0 0-0-8 10-11-8 8-8-0 8-8-0 11-M Plate Offsets (X,Y): [2:0-4-2,0-1-81, [4:0-3-0,0-2-41, [8:0-3-0,0-241, 10:0-4-2,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.32 10-12 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.92 10-12 >511 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2001rrPI2002 Matrix) Weight: 185 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CHORD 2 X 4 SYP 240OF 1.8E BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. WEBS 2 X 4 SYP No.2 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. REACTIONS (Ib/size) 2=1510/0-3-8, 10=1505/0-1-8 This determination is not the responsibility of the component/truss designer. Max Horz2=130(load case 5) Max Uplift2=-563(load case 3), 10=-558(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3037/1143, 3-4=-2763/1079, 4-5=-2527/1019, 5-6=-3047/1264, 6-7=-3047/1264, 7-8=-2539/1023, 8-9=-2778/1084, 9-10=-3059/1152, 10-11=0/19 BOT CHORD 2-16=-973/2740, 15-16=-1116/3004, 14-15=-1116/3004, 13-14=-1111/3008, 12-13=-1111/3008, 10-12=-956/2765 WEBS 3-16=-347/355, 4-16=-256/875, 5-16=-712/373, 5-14=0/170, 7-14=0/164, 7-12=-704/370, 8-12=-260/883, 9-12=-365/364 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 3x8 M1120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 Ib uplift at joint 2 and 558 Ib uplift at joint 10. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®®0 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the EWER erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSI1. and securely Seat. 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 c2-3 WEBS c3, 4 3. Provide copies of this truss design to the building a:' designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 , o other interested parties. plates 0 -/ie" from outside a6 U 4. Cut members to bear tightly against each other. edge of truss. o " 0 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are FL - 71-11 c6-7 cs-s 0 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43,96-20-1, 96-67, 84-32 respects, equal to or better than that specified, by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13, Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer, number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® j Connected Wood Trusses. Job I russcuss ype city Ply LMR243 71623381 3514D AH13 HIP 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:01 2005 Page 1 11-0-0 8-0-0 13-0-0 19-8-0 26-4-0 31-4-0 39-4-0 i 1-" 8-0-0 5-0-0 6-8-0 6-8-0 5-0-0 a-0-0 Scale = 1:70.1 5x6 M1120= 2x4 M 1120 11 5x6 M1120= 4 5 6 5.00 ri2 2x4 M1120 11 2x4 M112011 3 7 0 1 2 8 o to 3x8 M1120= 13 12 11 10 9 3x8 M1120= 3x8 M1120= 3x8 M1120= 3x8 M1120= 3x8 M1120= 3x8 M1120= 0-Q-8 8-0-0 19-8-0 31-4-0 39-4-0 r 0-0-8 7-11-8 11-8-0 11-8-0 8-0-0 - Plate Offsets (X,Y): [2:0-4-2,0-1-81, f4:0-3-0,0-2-41, 6:0-3-0,0-2-4 [8:0-4-2,0-1-81, [9:0-3-8,0-1-81, 13:0-3-8,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.35 11-13 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.97 11-13 >483 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code FBC20011TPI2002 Matrix) Weight: 185 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.2 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any REACTIONS (Ib/size) 8=1447/Mechanical, 2=1510/0-3-8 particular jurisdiction should be confirmed with the building official prior to truss fabrication. Max Horz 2=159(load case 5) This determination is not the responsibility of the component/truss designer. Max Uplift8=-468(load case 4), 2=-536(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3138/1018, 3-4=-3104/1129, 4-5=-2672/1059, 5-6=-2672/1059, 6-7=-3140/1151, 7-8=-3167/1036 BOT CHORD 2-13=-874/2810, 12-13=-753/2287, 11-12=-753/2287, 10-11=-742/2296, 9-10=-742/2296, 8-9=-876/2843 WEBS 3-13=-345/393, 4-13=-395/779, 4-11=-161/638, 5-11=-387/336, 6-11=-156/628, 6-9=417/811, 7-9=-364/405 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 468 Ib uplift at joint 8 and 536 Ib uplift at joint 2. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53718 MiTek Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSI1, and securely seat. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z cz-s 34 4 3. Provide copies of this truss design to the building Cc WEBS designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 5 , ,, o other interested parties, plates 0 -' /16" from outside yan6 " U4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7-8 c6-7 ce-s 00 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBG 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 960413, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING 14. Connections not shown are the responsibility of others. Indicates location where bearingsNnel (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior 17 reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise, Industry Standards: ate® ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. L 1/\/Q Dob cuss Truss Type ty Ply LMR243 71823382 3514D AH13A HIP 11 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdl 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:02 2005 Page 1 8-0-0 13-0-0 19-8-0 26-4-0 314-0 39-4-0 404-011-0-0r 1-" 8-0-0 5-0-0 6-8-0 6-8-0 5-0-0 8-0-0 1-0-0 Scale = 1:70.3 5x6 M1120= 2x4 M1120 11 5x6 M1120= 4 5 6 5.00 12 2x4 M1120 11 2x4 M1120 11 3 7 CPN 1 2 8 9 0 3x8 M1120= 14 13 12 11 10 3x8 M1120= 3x8 M1120= 3x8 M1120= 3xB M1120= 3x8 M1120= 3x8 M1120= 01-8 B-0-0 19-8-0 31-4-0 39-4-0 0-0-8 7-11-8 11.8-0 11-8-0 8-0-0 Plate Offsets (X,Y): [2:0-4-2,0-1-81, [4:0-3-0,0-241, [6:0-3-0,0-241, [8:0-4-2,0-1-81, [10:0-3-8,0-1-81, 14:0-3-8,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.34 12-14 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.94 12-14 >497 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.16 8 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 187 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOT CHORD 2 X 4 SYP 240OF 1.8E 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 11-13 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.2 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. REACTIONS (Ib/size) 2=1510/0-3-8, 8=1505/0-1-8 This determination is not the responsibility of the component/truss designer. Max Harz 2=-150(load case 6) Max Uplift2=-536(load case 5), 8=-531 (load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3138/1017, 3-4=-3103/1127, 4-5=-2668/1057, 5-6=-2668/1057, 6-7=-3130/1137, 7-8=-3159/1025, 8-9=0/19 BOT CHORD 2-14=-862/2809, 13-14=-741/2285,12-13=-741/2285,11-12=-725/2293, 10-11=-725/2293, 8-10=-841/2834 WEBS 3-14=-342/391, 4-14=-393/780, 4-12=-160/636, 5-12=-387/336, 6-12=-157/627, 6-10=-403/803, 7-10=-358/398 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6). Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 Ib uplift at joint 2 and 531 Ib uplift at joint 8. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®®@ MEDesignvalidforuseonlywithMiTekconnectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Ellisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in fit -in -sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI1, and securely seat, 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 cls WEBS 4 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 other interested parties. plates 0 - /ib" from outside O 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7 -e c6-7 ce-6 BOTTOM CHORDS e *This symbol indicates the regulated by ANSI/TPI1, required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication, software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements, LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearingsU14 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior L F reaction section indicates joint approval of a professional engineer, number where bearings occur, 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeka DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. G'Q v o russruss Type Qty y LMR243 T1823383 3514D AH15 HIP 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:03 2005 Page 1 ii-0-0 8-0-0 15-0-0 19-8-0 24-4-0 31-4-0 39-4-0 i 1-0-0 8-0-0 7-0-0 4-8-0 4-8-0 7-M 8-M Scale = 1:66.5 5.00 12 5x6 M1120= 2x4 MII20 11 5x6 MII20= 5 6 7 2x4 M1120 11 2x4 M1120 11 4 8 3 9 10 2 of to 15 14 13 12 11 0- -8 8-0-0 19-8-0 31-4-0 39-4-0 i 0-0-8 7-11-8 11-8-0 11-8-0 8-M Plate Offsets X Y : [2:0-4-2,0-1-81, (5:0-3-0,0-2-41, 7:0-3-0,0-2-4 [110:0-4-2,0-1-81, [11:0-3-8,0-1-81, 15:0-3 8,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) War L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.34 13-15 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.96 13-15 >490 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 190 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.2 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. REACTIONS (Ib/size) 2=1510/0-3-8, 10=1447/Mechanical This determination is not the responsibility of the component/truss designer. Max Harz 2=178(load case 5) Max Uplift2=-564(load case 5), 10=-485(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3149/945, 3-4=-3138/1119, 4-5=-3061/1139, 5-6=-2292/853, 6-7=-2292/853, 7-8=-3095/1166, 8-9=-3173/1146, 9-10=-3178/968 BOT CHORD 2-15=-917/2824, 14-15=-614/2127, 13-14=-614/2127, 12-13=-599/2133, 11-12=-599/2133, 10-11=-809/2856 WEBS 3-15=-405/441, 5-15=-503/944, 5-13=-49/450, 6-13=-228/192, 7-13=-46/443, 7-11=-527/978, 9-11=-423/452 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 3x8 M1120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 Ib uplift at joint 2 and 485 lb uplift at joint 10. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® IMMMIDesignvalidforuseonlywithMiTekconnectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering system General safety'Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 I dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. II 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSII . and securely seat. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. C1-2 c2-3 a. 4 3. Provide copies of this truss design to the building 0 4 designer, erection supervisor, property owner and all For 4 x 2 orientation, locate ZWEBS 3 , 0o other interested parties. plates 0 - 1/16" from outside U 4. Cut members to bear tightly against each other. edge of truss. o C) 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are717c6-7 cs-s BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction Of slots in 8 y 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication, software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section Of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING location where bearings 14. Connections not shown are the responsibility of others. U14Indicates Supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates jointLF approval of a professional engineer. number where bearings Occur. 16, Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. a ti Job Truss Truss Type Oty PlyLMR243 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 0 ® MSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719, T1823384 3514D AH15A MIP 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:04 2005 Page 1 8-0-0 15-0-0 19-8-0 24-4-0 31-4-0 39-4-0 j0-4- i1-0-0 1-0-0 8-0-0 7-0-0 4-8-0 4-8-0 7-0-0 8-0-0 1-0-0 Scale = 1:68.1 5.00 12 5x6 M1120= 2x4 M1120 11 5x6 MII20= 5 6 7 2x4 M1120 I I 4x6 M1120-- 4 8 3 9 r 1 2 1011 tv o 17 16 15 14 13 12 01-8 8-0-0 19-8-0 31-4-0 37-0-0 39-4-0 0-0-8 7-11-8 11-8-0 11-8-0 5-8-0 2-4-0 Plate Offsets (X,Y): f2:0-4-2,0-1-8], [5:0-3-0,0-2-4], f7:0-3-0,0-2-41, [10:0-4-2,0-1-8], [13:0-3-8,0-1-81, 17:0-3-8,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.33 13-15 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.90 13-15 >491 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.13 12 n/a n/a BCDL 10.0 Code FBC2001lTPI2002 Matrix) Weight: 201 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt 9-12 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any REACTIONS (Ib/size) 2=1422/0-3-8,12=1593/0-3-8 particular jurisdiction should be confirmed with the building official prior to truss fabrication.. Max Harz 2=-170(load case 6) This determination is not the responsibility of the component/truss designer. Max Uplift2=-546(load case 5), 12=-589(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-2926/899, 3-4=-2916/1073, 4-5=-2838/1094, 5-6=-2022/773, 6-7=-2022/773, 7-8=-2185/814, 8-9=-2262/793, 9-10=-275/398, 10-11=0/19 BOT CHORD 2-17=-867/2619, 16-17=-544/1920, 15-16=-544/1920, 14-15=-491/1793, 13-14=-491/1793, 12-13=-523/2016, 10-12=-291/363 WEBS 3-17=-407/442, 5-17=-503/946, 5-15=-9/351, 6-15=-228/191, 7-15=-71/518, 7-13=-264/353, 9-13=-70/312, 9-12=-2659/928 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 3x8 M1120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 Ib uplift at joint 2 and 589 Ib uplift at joint 12. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. 14515 N. Outer Forty, ®® Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 _ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 0 ® MSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719, Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. I 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths, I 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSI1. and securely Seat. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses, c, -z cz-a WEBS 3. 4 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate o other interested parties. plates 0 -/ie" from outside a U 4. Cut members to bear tightly against each other. edge of truss. o CL 5. Place plates on each face of truss at each joint and fully. Knots and wane at joint locations arec7-8 c6-7 cs-s 0embed BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of Slots in 8 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection, dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING 14. Connections not shown are the responsibility of others. Indicates location where bearings supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction Section indicates joint approval of a professional engineer, number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: MAN ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. iTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. R R Job russT- r1uss ype Qty ly LMR243 71823385 3514D AH17 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 25 08:34:05 2005 Page 1 0-0 8-0-0 12-6-0 17-0-0 22-4-0 26-10-0 31-4-0 39-4-01 1-0-0 8-0-0 4-6-0 4-6-0 5-4-0 4-6-0 4-6-0 8-" Scale = 1:66.5 5x8 M1120= 5.00 12 5x6 M1120= 6 7 2x4 M1120 11 5 8 4 9 2x4 M1120 11 3 10 utn 11 2 Ei01 to 17 16 15 14 13 12 0-7-8 8-M 17-M , 22-4-0 31-4-0 _ 39-4-0 0-0-8 7-11-8 9-0-0 5-4-0 9-0-0 8-0-0 Plate Offsets (X,Y): 2:0-4-2,0-1-8 [6:0-5-12,0-2-81, [7:0-3-0,0-2-41, [11:0-4-2,0-1-8], [12:0-3-8,0-1-81, 15:0-3-8,0-1-8 17:0-3-8,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.23 11-12 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.64 15-17 >734 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 205 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt 6-14 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any REACTIONS (Ib/size) 2=1510/0-3-8,11=1447/Mechanical particular jurisdiction should be confirmed with the building official prior to truss fabrication. Max Harz 2=198(load case 5) This determination is not the responsibility of the component/truss designer. Max Uplift2=-589(load Case 5), 11=-510(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=0/20,2 -3= -3129/1002,3 -4= -3100/1150,4 -5=-3037/1163,5-6=-2170/730,6-7=-1980/714,7-8=-2174/733, 8-9=-3072/1193, 9-10=-3136/1179, 10-11=-3159/1026 BOT CHORD 2-17=-986/2803, 16-17=-739/2320, 15-16=-739/2320, 14-15=-488/1976, 13-14=-582/2331, 12-13=-582/2331, 11-12=-843/2836 WEBS 3-17=-359/377, 5-17=-380/751, 5-15=-535/385, 6-15=-202/535, 6-14=-184/194, 7-14=-141/537, 8-14=-546/392, 8-12=-404/783, 10-12=-378/390 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 3x8 M1120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 589 Ib uplift at joint 2 and 510 Ib uplift at joint 11. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Vertjg design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty MEWDesignvalidforuseonlywithMiTekconnectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal X bracing, is See BCSII and securely seat. 1 2 3 or always required. . 16 2, Never the design loading and never stackTOPCHORDSexceedshown inadequately braced trusses. c,-z c2-s materials on WEBS ca- 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and allO0otherFor4x2orientation, locate 3 - 3 °C Oz interested parties. p plates 0 -/ie" from outside d a6 4. Cut members to bear tightly against each other. edge of truss. CL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arecsac5-s BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI]. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, Y SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearingsN14 14. Connections not shown are the responsibility of others, supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior LirFl reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M Tek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. Job russ Truss Type Qty Ply LMR243 T1823386 3514D AH17A HIP 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:06 2005 Page 1 B-0-0 12-6-0 17-0-0 22-4-0 26-10-0 31-4-0 39-4-0 40-4-011-0-0 1-M B-0-0 4-6-0 4-6-0 5-4-0 4-6-0 4-6-0 8-0-0 1-" Scale = 1:68.1 5x8 M1120= 500 F12 5x6 M1120= 6 7 2x4 M1120 11 5 8 4 9 4x6 M1120-- 3 10 7 r 1 2 1112 e$ I yo 19 18 17 16 15 14 13 0-Q-8 8-0-0 17-0-0 22-4-0 31-4-0 37-" 39-4-0 0-0-8 7-11-8 9-0-0 5-4-0 9-0-0 5-8-0 2-4-0 Plate Offsets (X,Y): [2:0-4-2,0-1-81, J6:0-5-12,0-2-81, [7:0-3-0,0-2-41, [11:0-4-2,0-1-81, [14:0-3-8,0-1-81, [17:0-3-8,0-1-8], 19:0-3-8,0-1-8 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.20 17-19 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.57 17-19 >776 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.14 13 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 216 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt 6-16,10-13 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in anyREACTIONS (Ib/size) 2=1422/0-3-8,13=1593/0-3-8 particular jurisdiction should be confirmed with the building official prior to truss fabrication. Max Herz 2=-189 load case 6 This determination is not the responsibility of the component/truss designer. Max Uplift2=-569(load case 5), 13=-615(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-2908/954, 3-4=-2879/1102, 4-5=-2817/1116, 5-6=-1944/670, 6-7=-1712/631, 7-8=-1886/647, 8-9=-2152/821, 9-10=-2212/808, 10-11=-274/375, 11-12=0/19 BOT CHORD 2-19=-933/2600, 18-19=-685/2113, 17-18=-685/2113, 16-17=-433/1768, 15-16=-442/1880, 14-15=-442/1880, 13-14=-473/1986, 11-13=-273/366 WEBS 3-19=-361/378, 5-19=-381/755, 5-17=-537/385, 6-17=-201/529, 6-16=-248/152, 7-16=-117/452, 8-16=-292/281, 8-14=-156/225,10-14=-34/241,10-13=-2599/970 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 5) All plates are 3x8 M1120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 Ib uplift at joint 2 and 615 Ib uplift at joint 13. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component 0MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. l . Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSI1. and securely seat. 2 30-1/01 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ci- cz-3 4 WEBS c'4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate T_ - , ,o3 other interested parties. plates 0 -/ie" from outside a6 U 4. Cut members to bear tightly against each other. edge of truss. o IL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are FIL- c1 -s c6-7 ce-6 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber_ shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second s to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. L... Ob Truss fU55 Type ty ly LMF2243 T1823387 Sob51 AH19 HIP 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Schadschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:07 2005 Page 1 1-0-0 8-0-0 13-6-0 i 19-0-0 20-4-01 25-10-0 31-4-0 39-4-0 1-M 8-0-0 5-6-0 5-6-0 1-4-0 5-6-0 5-6-0 8-M Scale = 1:66.5 5x6 M1120= 5x6 M1120= 5.00 F12 6 7 5 8 2.4 Ml 120 \\ 9 4 2x4 M1120 3 10 Mm 11 1 2 o to 16 15 14 13 12 5x12 M1120= 0-¢8 10-0-0 19-8-0 29-4-0 39-4-0 0-0-8 9-11-8 9-8-0 9-8-0 10-0-0 Plate Offsets X Y : 2:0-4-2,0-1-8 [6:0-3-0,0-2-41, [7:0-3-0,0-241, 11:04-2,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.28 11-12 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.68 11-12 >690 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 200 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins, except BOT CHORD 2 X 4 SYP No.2 2-0-0 oc purlins (4-5-0 max.): 6-7. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 1 Row at midpt 5-14,8-14 This truss design is based upon the building code shown. This code has been specified REACTIONS (Ib/size) 2=1510/0-3-8,11=1447/Mechanical by the project engineer/architect, or building designer. The applicability of this code in any Max Horz 2=218(load case 5) particular jurisdiction should be confirmed with the building official prior to truss fabrication. Max Uplift2=-61 1 (load case 5), 11=-532(load case 6) This determination is not the responsibility of the component/truss designer. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3083/1081, 3-4=-2863/1027, 4-5=-2758/1043, 5-6=-1965/701, 6-7=-1807/694, 7-8=-1965/697, 8-9=-2782/1063, 9-10=-2887/1047, 10-11=-3095/1104 BOT CHORD 2-16=-1079/2766, 15-16=-766/2256, 14-15=-766/2256, 13-14=-586/2265, 12-13=-586/2265, 11-12=-915/2797 WEBS 3-16=-358/360, 5-16=-234/621, 5-14=-674/447, 6-14=-239/552, 7-14=-236/549, 8-14=-684/454, 8-12=-251/643, 10-12=-376/373 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 3x8 M1120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 Ib uplift at joint 2 and 532 Ib uplift at joint 11. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE-BEFORE USE. 14515 N. Outer Forty, ERMUI ®® 8 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding p fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1a *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. I 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. If 1. Additional stability bracing for truss system, e.g, diagonalApplyplatestobothsidesoftruss or X bracing, is always required. See BCSI1. and securely seat. 1 2 3x/16 TOP CHORDS 2. Never exceed the design loading shown and never stack c, -z cz-s materials on inadequately braced trusses. WEBS c,, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate i, " A 3 CE other interested parties. plates 0 -/ie" from Outside O tb6 " = 4. Cut members to bear tightly against each other. edge of truss. o 1 CL 5. Place plates on each face of truss at each joint and c7-8 cs- c5-6 0embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from Connector laces. p the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber -shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20- l , 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 96048, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeka DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. R Job Truss Truss Type Oty Ply LlIR243 I T1823388 351 4D AH19A HIP 1 Job Reference (optional) tir -Builders Supply, Plant City, Florida, Bob Scharfschwerdt 5.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:08 2005 Page I 1-0-9 8-0-0 13-6-0 19-0-0 0-4-0 25-10-0 31-4-0 39-4-0 i 1-M 8-0-0 5-6-0 5-6-0 1-4-0 5-6-0 5-6-0 B-0-0 Scale 1:66.5 5x6 M1120= 5x6 M1120= 5.00 F12 6 7 5 8 2x4 Ml 120 9 4 4x6 M1120-- 10 c? c 3 1 2 0 17 16 15 14 13 12 5x12 M1120= 0-7-8 10-0-0 19-8-0 29-4-0 37-M 39-4-0 0-0-8 9-11-8 9-8-0 9-8-0 7-8-0 2-4-0 Plate Offsets (X,Y): [2:0-4-2,0-1-81, f&0-3-0,0-2-41, 17 0-3-6,-O--2-41,[11 0-4-2,0-1-81 LOADING (psf) SPACING 2-0-0 CS11 DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.62 Vert(LL) 0.24 2-17 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.63 2-17 >706 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.14 12 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 210 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOPCHORD Structural wood sheathing directly applied or 2-11-6 oc purfins, except BOTCHORD 2 X 4 SYP No.2 2-0-0 oc purfins (4-8-6 max.): 6-7. WEBS 2 X 4 SYP No.2 BOTCHORD Rigid ceiling directly applied or 5-9-5 oc bracing. WEBS 1 Row at midpt 5-15, 8-15,10-12 REACTIONS (lb/size) 2=1426/0-3-8,12=1535/0-3-8 Max Horz2=218(load case 5) Max Uplift2=-591 (load case 5), 12=-565(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0/20, 2-3=-2870/1032, 3-4=-2649/977, 4-5=-2544/993, 5-6=-1752/633, 6-7=-1604/643, 7-8=-1753/647, 8-9=-2115/822, 9-1 0=-2219/806, 10-11 =-11 27/201 BOTCHORD 2-17=-1 034/2570, 16-17=-720/2059, 15-16=-720/2059, 14-15=-467/1877, 13-14=-467/1877, 12-13=-624/1999, 11-12=-112/198 WEBS 3-17=-360/361, 5-17=-235/620, 5-15=-673/447, 6-15=-208/464, 7-15=-217/495, 8-15=-457/360, 8-13=-100/284, 10-13=-71/242,10-12=-2431/952 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 3x8 M1120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 591 lb uplift at joint 2 and 565 lb uplift at joint 12. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard This truss design is'based upon the building code shown. This code has been specified by the project engiheer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. Guo-Jie Zhang, FL Lic #47744 This determination is not the responsibility of the component/truss designer. MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FIL Cert.#6634 October 26,2005 WARNING - V.,ify d.ig. p....ters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 rq. Outer Forty, Design valid for use only with M!Tek connectors. This design is based only upon parameters shown, and is for an individual building component Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719, Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required, See BCSI1. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 cz-s materials on inadequately braced trusses. WEBS c3,4 4 3. Provide copies of this truss design to the building Cc designer, erection supervisor, property owner and all For 4 x 2 orientation, locate other interested parties. plates 0 - 1/16" from outside O 0- 6 " = 4. Cut members to bear tightly against each other. edge of truss. o cL 5. Place plates on each face of truss at each joint and c7_8cs- cs-s embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from Connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber, PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11, Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing Section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Su (supports) occur, Icons vary but 15, Do not cut or alter truss member or plate without prior I IF IV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component iTek° Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/a *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX-bracing, is always required. See BCSI1. and securely seat. 1 2 3U ,/16 TOP CHORDS 2, Never exceed the design loading shown and never stack materials on inadequately braced trusses. c,-z cza WEBS c, 4 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all For 4 x 2 orientation, locate Cc other interested parties. plates 0 - /ie" from outside O6 " v 4. Cut members to bear tightly against each other, edge of truss. oo IL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7-8 cs-7 c5-6 00 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector laces, p the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHESTTO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is anon-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Z su (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior L F reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. R Job russHiss ype ty P y LMR243 T1823389 3514D AI-17HIP 1 Z Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:09 2005 Page 1 7-0-0 13-4-14 19-8-0 25-11-2 32-4-0 39-4-0 40.4-011-04 1-0-0 7-" 6-4-14 6-3-2 6-3-2 6-4-14 7-M 1-0-0 Scale = 1:69.7 5x8 M1120= 5x8 M1120= 5.00 F12 2x4 M 1120 11 3x8 M1120= 3x8 M1120= 2x4 MI120 II 3 4 5 6 7 8 MM 2 9 10 71t9qi00 4x6 M1120= 17 16 15 14 13 12 11 4x6 M1120= 2x4 M1120 11 5x12 M1120H= 2x4 M1120 11 4x8 M1120= 2x4 M1120 11 4x8 M1120= - 4x8 M1120= 0-Q$ 7-0-0 13-4-14 19-8-0 25-11-2 32-4-0 39-3-8 39y1-0 0-0-8 6-11-8 6.4-14 6-3-2 6-3-2 6-4-14 6-11-8 0-0-8 Plate Offsets (X,Y): [3:0-5-12,0-2-81, 8:0-5-12,0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.71 14 >656 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Veri -1.10 14 >427 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 4261b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. WEBS 2 X 4 SYP No.2 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. REACTIONS (Ib/size) 2=3081/0-3-8, 9=3081/0-3-8 This determination is not the responsibility of the component/truss designer. Max Horz 2=-93(load case 6) Max Uplift2=-1568(load case 3), 9=-1568(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-3=-7322/3768, 3-4=-10064/5348, 4-5=-10064/5348, 5-6=-10064/5348, 6-7=-10064/5348, 7-8=-10064/5348, 8-9=-7322/3768, 9-10=0/23 BOT CHORD 2-17=-3413/6697, 16-17=-3422/6733, 15-16=-5837/11216, 14-15=-5837/11216, 13-14=-5837/11216, 12-13=-3406/6733, 11-12=-3406/6733; 9-11=-3398/6697 WEBS 3-17=-179/723, 3-16=-1991/3763, 4-16=-765/732, 5-16=-1308/676, 5-14=0/427, 5-13=-1308/676, 7-13=-765/732, 8-13=-1991/3763, 8-11=-180/723 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category Il; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1568 Ib uplift at joint 2 and 1568 Ib uplift at joint 9. Guo-Jie Zhang, FL Lic #47744 10) Girder carries hip end with 7-0-0 end setback. MiTek Industries, Inc. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 475 Ib down and 282 Ib up at 32-4-0, 1801 Massaro Blvd and 475 Ib down and 282 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of Tampa FL 33619 others. FL Cert.#6634 LOAD CASE(S) Standard October 26,2005 WARNING - Verdesign parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ify 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek- Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSI1. and Securely seat. 1 2 3 16 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. C1-2 C2-3 WEBS 3-4 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 other interested parties. plates 0 - 1/16" from outside O U 4. Cut members to bear tightly against each other. edge of truss. 0 CL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec6-7 cs-s BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in. 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection, dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. NNA (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior 17 reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. TOIT Truss Truss Type City Ply LMR243 T1823389 3514D AH7 HIP 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:09 2005 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-118(F=-64), 8-10=-54, 2-17=-20, 11-17=-44(F=-24), 9-11=-20 Concentrated Loads (lb) Vert: 17=-475(F) 11=-475(F) WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSH Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonal Apply plates to both sides of truss or X -bracing, is always required. See BCSI1. and securely seat, 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z cz-s oNWEBS c,, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate T_, o3 other interested parties. plates 0 -' /16" from outside a6 U 4. Cut members to bear tightly against each other. edge of truss. O " a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec6-7 cs-s O BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of Slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI]. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Comber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING 14. Connections not shown are the responsibility of others, Indicates location where bearingsU14 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeka DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. 0a o runs cussType ty T1823390 3514D AH7A MONO HIP P7LMR243 1 , Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:10 2005 Page 1 7-M 13-4-14 19-9-13 26-2-11 32-7-10 39-4-0 0 7-M 6-4-14 6-4-14 6-4-14 6-4-14 6-6-6 - Scale = 1:69.8 5x6 M1121 5.00 12 3 4 5 6 7 8 9 10 21 0 17 16 15 14 13 12 11 5x12 M1120H WB = 5x12 M1120H WB = 6x8 M1120= 01-8 7-0-0 15-0-2 23-0-4 31-0-6 39-4-0 0-0-8 6-11-8 B-0-2 8-0-2 B-0-2 B-3-10 Plate Offsets (X,Y): f2:0-4-2,0-1-81, [3:0-3-0,0-2-41, 17:0-3-8,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.74 14-15 >636 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -1.18 14-15 >397 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.26 11 1 n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 372 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, except BOT CHORD 2 X 4 SYP 240OF 1.8E end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 1 Row at midi 9-11 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any REACTIONS (Ib/size) 11=3176/Mechanical, 2=3050/0-3-8 particular jurisdiction should be confirmed with the building official prior to truss fabrication. Max Harz 2=192(load case 5) This determination is not the responsibility of the component/truss designer. Max Upliftl 1=-1698(load case 3), 2=-1555(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-7102/3646, 3-4=-6575/3454, 4-5=-10059/5269, 5-6=-10059/5269, 6-7=-10203/5334, 7-8=-6968/3624, 8-9=-6968/3624, 9-10=-222/91, 10-11=-387/353 BOT CHORD 2-17=-3406/6466, 16-17=-5219/9677, 15-16=-5219/9677, 14-15=-5773/10632, 13-14=-5113/9396, 12-13=-5113/9396, 11-12=-3256/5975 WEBS 3-17=-973/2203, 4-17=-3432/1959, 4-15=-106/803, 6-15=-673/594, 6-14=-585/597, 7-14=-301/1098, 7-12=-2853/1750, 9-12=-772/2088,9-11=-6312/3474 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x8 M1120 unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1698 Ib uplift at joint 11 and 1555 Ib uplift at Guo-Jie Zhang, FL Lic #47744joint2. 11) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. MiTek Industries, Inc. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 475 Ib down and 282 Ib up at 7-M 1801 Massaro Blvd Tampa FL 33619 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. FL Cert.#6634 LOAD CASE(S) Standard October 26,2005 WARNING - Ver!N design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/Ti Quality Criteria, DSB-89 and BCSI1 Building Component ® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/a *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths, l . Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSI1. and securely seat, 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z cz-s WEBS 3, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate o other interested parties. plates 0 - /ie" from outside o a6 " U 4. Cut members to bear tightly against each other. edge of truss. o 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7 -e c6-7 cs-s 00 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from - connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHESTTO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. N14 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur.— 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. a I_..- - ---. _ Job Truss I russ I ype Qty Ply LMR243 71823390 3514D A117A MONO HIP 1 2 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdl 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:10 2005 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1 -3= -54,3 -10= -118(F= -64),2-17=-20,11-17=-44(F=-24) Concentrated Loads (lb) Vert: 17=-475(F) WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonal Apply plates to both sides of truss or X -bracing, is always required. See BCSI1. and securely seat. 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 cz-s WEBS c3, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate o3 other interested parties. plates 0 - 1/16" from outside Sa6 4. Cut members to bear tightly against each other. edge of truss. o " 0 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec6-7 c5-6 O BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHESTTO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9, Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31,95-43,96-20-1,96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730,9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. U14 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. Ms ek° DSB-89: Design Standard for Bracing. IT BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. a ObJob FUSS ype ly yLMR243 T1823391 uss HIP 1 t Job Reference (optional) C, X Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:112005 Page 1 th 9-0-0 16-1-5 23-2-11 30-4-0 394-0 10-4- i 1-0-0 9-0-0 7-1-5 7-1-5 7-1-5 9-0-0 1-0-0 Scale = -1:70.3 5x8 M1120-- 5x8 M1120 -- U8 MII20= 3x8 M1120= 3x8 M1120= 5.00 F12 3 4 5 6 7 v 2 8 9 1a] I v 0 6 3x8 M1120= 14 13 12 11 10 3x8 M1120= 4x8 MI120= 3x8 M1120= 3x8 M1120= 3x8 M1120= 4x8 M1120= 0-¢8 9-0-0 19-8-0 304-0 39-3-8 39{3-0 0-0-8 8-11-8 10-8-0 10-8-0 8-11-8 0-0-8 Plate Offsets (X,Y): [2:0-4-2,0-1-81, [3:0-5-0,0-2-8], [7:0-5-0,0-2-8], [8:0-4-2,0-1-81,[10:0-3-8,0-1-81,[14:0-3-8,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.41 12 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.87 12-14 >539 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code FBC2001ITP12002 Matrix) Weight: 171 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt 4-14,6-10 REACTIONS (Ib/size) 2=1506/0-3-8, 8=1506/0-3-8 Max Harz 2=-110(load case 6) Max Uplift2=-595(load case 3), 8=-595(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3067/1190, 3-4=-2768/1164, 4-5=-3704/1556, 5-6=-3704/1556, 6-7=-2768/1164, 7-8=-3067/1190, 8-9=0/20 BOT CHORD 2-14=-1009/2741, 13-14=-1473/3610,12-13=-1473/3610,11-12=-1468/3610, 10-11=-1468/3610, 8-10=-988/2741 WEBS 3-14=-153/747, 4-14=-1119/540, 4-12=0/289, 6-12=0/289, 6.10=-1119/540, 7-10=-153/747 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 Ib uplift at joint 2 and 595 Ib uplift at joint 8. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular. jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® parameters Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 PSI Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Al Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and securely seat. 0 cr O For 4 x 2 orientation, locate T_ plates 0 -'/16" from outside 0 - edge of truss. edge 0 This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft -in -sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBG 4922, 5243, 5363, 3907 SBCCI 9667, 9730,9604B, 9511, 9432A 0 a 0 TEE-LOK WNSEM.MI L_ _......-_ _,nm... ... . - . _ _ .._ . _ General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Oz 4. Cut members to bear tightly against each other. 0 IL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job_ Truss russ ype Qty Ply LMFt243 T1823392 35.14D AH9A MONO HIP 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:11 2005 Page 1 i1-0-0 9-0-0 16-7-14 24-2-0 31-8-2 1 39-4-0 1-0-0 9-0-0 7-7-14 7-6-2 7-6-2 7-7-14 Scale = 1:70.4 5x8 M1120 3x8 M1120= 5x8 M1120= 2x4 M1120 1 4x6 M1120= 5.00 12 - 3 4 5 6 7 1 2 0 3x8 M1120= 14 1312 11 10 9 8 3x8 M1120= 4x8 M1120= 2x4 MII20 II 3x8 MI120H= 5x8 M1120= 3x8 M1120 3x8 M1120= 0-?-8 9-0-0 16-7-14 24-2-0 31-8-2 39-4-0 0-0-8 8-11-8 7-7-14 7-6-2 7-6-2 7-7-14 Plate Offsets (X,Y): (2:0-4-2,10-116j, (10-5-0,121-2-81, [4:0-3-8,0-1-81, [5:0-4-0,0-3-0], 12:0-3-8,0-1-8 , 14:0-3-8,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.44 11-12 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.80 11-12 >583 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.19 8 n/a n/a BCDL 10.0 Code FBC2001ITP12002 Matrix) Weight: 194 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt 4-14, 5-9, 7-9 REACTIONS (Ib/size) 8=1444/Mechanical, 2=1507/0-3-8 Max Harz 2=238(load case 5) Max Uplift8=-664(load case 3), 2=-607(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3063/1232, 3-4=-2765/1202, 4-5=-3691/1673, 5-6=-2392/1098, 6-7=-2392/1098, 7-8=-1363/698 BOT CHORD 2-14=-1197/2739,13-14=-1 673/3691, 12-13=-1673/3691, 11-12=-1642/3600, 10-11=-1642/3600, 9-10=-1642/3600, 8-9=-39/84 WEBS 3-14=-156/704, 4-14=-1038/539, 4-12=0/247, 5-12=-70/102, 5-11=0/303, 5-9=-1353/610, 6-9=-414/364, 7-9=-1186/2587 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 Ib uplift at joint 8 and 607 Ib uplift at joint 2. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N Outer Forty, m®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 -_ _ is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Tek° Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 14 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSI1. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stackgg c1-2 cls materials on inadequately braced trusses. a4WEBS 4 3. Provide copies of this truss design to the building m designer, erection supervisor, property owner and all For 4 x 2 orientation, locate X, 3 ¢ other interested parties. plates 0 - 1/16" from outside O a6 " T 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and c7 -e c6-7 c5-6 embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. e required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. Plate location details available in MiTek 20/20 7. Unless otherwise noted; moisture content of lumber shall software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHESTTO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified, by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, BEARING SBCCI 9667, 9730,9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: 1111ILMSANSI/TPI1: National Design Specification for Metal am Plate Connected Wood Truss Construction. M i1ribk0 DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. a Ob russRISS ype y LMR243 T1623393 3514D B COMMON 717 1 Job Reference (optional) CTX Builders Supply, Plant City, FI da, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:12 2005 Page 1 1-0-0 5-5-14 10-4-0 15-2-2 20-8-0 21- I F 1-M 5-5-14 4-10-2 4-10-2 5-5-14 1-0-0 Scale = 1:37.0 4x6 M1120 4 5.00 12 2x4 MI120'\ 2x4 M1120// 3 5 6 2 7 q 1 Iad 3x8 M1120= 10 9 8 3x8 M1120= 3x8 M1120= 3x8 M1120= 3x8 M1120= 0-Q-8 7-1-4 13-6-12 20-7-8 20i$-0 0-0-8 7-0-12 6-5-7 7-0-12 0-0-8 Plate Offsets (X,Y): [2:0-4-2,0-1-81, 6:0-4-2,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.06 2-10 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.18 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2001rrPI2002 Matrix) Weight: 91 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-9-13 oc bracing. WEBS 2 X 4 SYP No.2 REACTIONS (Ib/size) 2=816/0-3-8, 6=816/0-3-8 Max Horz2=123(load case 5) Max Uplift2=-360(load case 5), 6=-360(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-1480/525, 3-4=-1306/476, 4-5=-1306/477, 5-6=-1480/526, 6-7=0/20 BOT CHORD 2-10=-506/1312,9-10=-236/894,8-9=-236/894,6-8=-383/1312 WEBS 3-10=-276/274, 4-10=-177/457, 4-8=-177/457, 5-8=-276/274 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 Ib uplift at joint 2 and 360 Ib uplift at joint 6. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety dotes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 I dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1I l . Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSI1. and Securely Seat. 1 2 3hd' TOP CHORDS 2, Never exceed the design loading shown and never stack materials on inadequately braced trusses. C1-2 c2-3 4 WEBS '4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate m C 3 " 3 other interested parties. plates 0 -/1e" from outsideU 0 4. Cut members to bear tightly against each other. edge of truss. o 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7 -e c6-7 ce-6 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of Slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI II. 7. Unless otherwise noted; moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to Slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING 14. Connections not shown are the responsibility of others. Indicates location where bearings Supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: NilANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, 0Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. a TrussJob I cuss Type Oty Ply IMR243 T1823394 3514D BGE COMMON 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Flodda, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:13 2005 Page 1 1-0-0 10-4-0 21 21-8-0 r 1-0-0 10-4-0 10-4-0 1-0-0 Scale = 1:36.7 4x6 101120z' 7 8 5.00 12 6 5 9 4 10 11 3 12 2 El 13` 0 3x8 M1120-_ 23 22 21 2019 18 17 16 15 14 3x8 M1120= 3x8 M1120= 20-8-0 20-8-0 Plate Offsets (X,Y): [2:0-4-2,0-1-81, [12:04-2,0-1-81, [19:0-3-0,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 13 n/r 180 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 12 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 98 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2 X 4 SYP No.2 Press. Treated BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 4 SYP No.2 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. REACTIONS (Ib/size) 2=142/20-8-0, 12=142/20-8-0, 18=141/20-8-0, 20=148/20-8-0, 21=149/20-8-0, 22=143/20-8-0, 23=167/20-8-0, 17=148/20-8-0, 16=149/20-8-0, 15=143/20-8-0, 14=167/20-8-0 Max Horz2=123(load case 5) Max Uplift2=-79(load case 5), 12=-101(load case 6), 20=-88(load case 5), 21=-88(load case 5), 22=-90(load case 5), 23=-84(load case 5), 17=-86(load case 6), 16=-89(load case 6), 15=-90(load case 6), 14=-83(load case 6) Max Grav2= 1 42(load case 1), 12=142(load case 1), 18=141(load case 1), 20=152(load case 7), 21=149(load case 1), 22=143(load case 7), 23=167(load case 1), 17=152(load case 8), 16=149(load case 1), 15=143(load case 8), 14=167(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-3=-105/55, 34=-52/85, 4-5=-29/112, 5-6=-29/142, 6-7=-29/167, 7-8=-29/158, 8-9=-29/109, 9-10=-29/59, 10-11=-30/30, 11-12=-50/20, 12-13=0/19 BOT CHORD 2-23=0/102, 22-23=0/102, 21-22=0/102, 20-21=0/102, 19-20=0/102, 18-19=0/102, 17-18=0/102, 16-17=0/102, 15-16=0/102, 14-15=0/102,12-14=0/102 WEBS 7-18=-101/0, 6-20=-113/112, 5-21=-109/113, 4-22=-105/111, 3-23=-120/116, 8-17=-113/110, 9-16=-109/113, 10-15=-105/111, 11-14=-120/116 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 2x4 M1120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. Guo-Jie Zhang, FL Lic #47744 9) A plate rating reduction of 20% has been applied for the green lumber members. MiTek Industries, Inc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 Ib uplift at joint 2, 101 Ib uplift at joint 12, 1801 Massaro Blvd 88 to uplift at joint 20, 88 Ib uplift at joint 21, 90 Ib uplift at joint 22, 84 Ib uplift at joint 23, 86 Ib uplift at joint 17, 89 Ib uplift at joint 16, 90 Ib Tampa FL 33619 uplift at joint 15 and 83 Ib uplift at joint 14. FL Cert.#6634 October 26,2005 LOAD CASE(S) Standard WARNING - Verdesign parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ijg 14515 N. Outer Forty, ®®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 _ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Welke, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. I 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. II' 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftruss or X -bracing, is always required. See BCSI1. and securely seat. 1 2 3b. TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z c2-3 0WEBS c3-4 4 3. Provide copies of this truss design to the building Cr designer, erection supervisor, property owner and all For 4 x 2 orientation, locatei, 3 ,, CE 3 other interested parties. plates 0 -/1a" from outside O a6 " U 4. Cut members to bear tightly against each other. edge of truss. o IL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7 -e c6-7 cs-s 00 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber, PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. L--- v-•-- - ..-- . . Jtlo Truss russ Type City Ply LMR243 71823395 3514D BGR COMMON 1 nL Job Reference (optional) GTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:14 2005 Page 1 1-" 1 4-0-5 7-M 10-4-0 13-8-0 16-7-11 20-8-0 - 21-8-0 I 1-" 4-0-5 2-11-11 3-4-0 3-4-0 2-11-11 4-0-5 1-0-0 Scale = 1:37.1 5x6 M1120-- 1120- 55 5.00 12 4x6 M1120% 46 M1120 4 6 2x4 M1120-- 2x4 MII20 i 3 7 2 8 9 Io 4x12 M1120= 13 14 12 11 10 4x12 M1120= 7x8 M1120= 5x12 M1120H= 6x8 M1120= 7x8 M1120= 01-8 7-M 10-4-0 13-8-0 20-7-8 20$-0 0-0-8 6-11-8 3-4-0 3-4-0 6-11-8 0-0-8 Plate Offsets (X,Y): 2:0-0-9,Ed e , [5:0-3-9,0-2-81, 8:0-0-9,Ed e , [10:0-3-8,0-4-12], 13:0-3-8,0-4-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.35 8-10 >699 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.60 8-10 >411 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 240 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP 240OF 1.8E TOP CHORD Structural wood sheathing directly applied or 2-104 oc purlins. BOT CHORD 2 X 6 SYP 240OF 1.8E BOT CHORD Rigid ceiling directly applied or 8-1-3 oc bracing. WEBS 2 X 4 SYP No.2 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. REACTIONS (Ib/size) 2=5572/0-3-8, 8=7855/0-3-8 This determination is not the responsibility of the component/truss designer. Max Horz 2= 1 26(load case 5) Max Uplift2=-2577(load case 5), 8=-3641 (load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-3=-13570/6174, 34=-13458/6098, 4-5=-10281/4702, 5-6=-10281/4698, 6-7=-14196/6440, 7-8=-14637/6674, 8-9=0/23 BOT CHORD 2-13=-5718/12448, 13-14=-5600/12409, 12-14=-5600/12409, 11-12=-5600/12409, 10-11=-5785/13050, 8-10=-6106/13547 WEBS 3-13=-44/131, 4-13=-1581/3597, 4-11=-3866/1812, 5-11=-3428/7567, 6-11=-4711/2207, 6-10=-2018/4532, 7-10=-554/370 NOTES 1) 2-ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 4-13 2 X 4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2577 Ib uplift at joint 2 and 3641 Ib uplift at joint 8. 9) Girder carries tie-in span(s): 39-6-0 from 8-0-0 to 20-8-0 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3176 Ib down and 1480 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. LOAD CASE(S) Standard Massaro Blvd 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 TamTampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verity design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, llll= ®u Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017_ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 * Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSII . and securely seat. 1 2 3Vi TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z cz-s WEBS ca -Q 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 7 , 3 'A 3 other interested parties. DIC0 - 1/16" from outside O 4. Cut members to bear tightly against each other. edge of truss. von- 5. Place plates on each face of truss at each joint and fully. Knots and wane at joint locations arec6-7 cs-s 0embed BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur.® 16. Install and load vertically unless indicated otherwise. Industry Standards:M1ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. R Jot TrussType City Ply LMR243 T1823395 3514D BGR COMMON 1 2 Job Reference (optional) OrX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:14 2005 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-54, 5-9=-54, 2-14=-20, 8-14=-708(F=-688) Concentrated Loads (lb) Vert: 13=-3176(F) WARNING - Ver!N design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 0300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, 163017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSI1. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 c2 -a WEBS J. 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate T_ , 3 3 other interested parties, plates 0 - /ie" from outside O 4, Cut members to bear tightly against each other, edge of truss. Uoa 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arecs-ce-6 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector later. p the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHESTTO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber, PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9, Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection, dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design, if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730,9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearingsU14 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates jointLi approval of a professional engineer. H_' number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate i` 0 2004 Mitek® Connected Wood Trusses. Job- Truss Type Qty PlyLMR243 T1823396 3`-140 CJ1 JACK 6 1 JobReference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:15 2005 Page 1 3 1-0-0 1-0-0 1-0-0 1-0-0 Scale = 1:5.5 5.00 F12 2 0 o (2) 16d Toenails 1 4 008 I -M 0-0-8 2x4 M1120= 0-11-8 LOADING(psf) SPACING 2-M CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) 0.00 4 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 5 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1-M oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=121/0-3-8, 3=6/Mechanical Max Horz 2=54(load case 5) Max Uplift2=-125(load case 5) Max Grav 2=1 21 (load case 1), 3=22(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19,2-3=-19/9 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 2. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 1, *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesOftrussorX -bracing, is always required. See BCSI1. and securely seat. 2 3 16 TOP CHORDS 2. Never exceed the design loading shown and never stack on inadequately braced trusses. c, -z WEB 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate MC2- 3materials 0 , 3 other interested parties. plates 0 -'/ie" from OutsideT_4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are c7 -e 0 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1 . required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from - connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator, General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section Of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 951 1, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearingsU—"w 14. Connections not shown are the responsibility of others, supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: gyp ANSI/TPI I : National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. Jo Truss Truss Type Qty y LMR243 T1823397 3514D CJ3 JACK 6 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:16 2005 Page 1 1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:9.2 5.00 12 2 0 N 2) 16d Toenails 1 4 3x4 M1120 O08 3-M 0-0-8 2-11-8 Plate Offsets (X,Y): 2:0-2-15,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.07 4 >464 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.18 4 >182 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP 240OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2 X 4 SYP 240OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=92/Mechanical, 2=178/0-3-8 Max Harz2=98(load case 5) Max Uplift3=45(load case 5), 2=-129(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20,2-3=-28/32 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MW FRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 3 and 129 Ib uplift at joint 2. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSI1. and securely Seat. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z cz-a CE WEBS c,,4 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 3 other interested parties. plates 0 - /ie" from outside O CL a6 " U 4, Cut members to bear tightly against each other, edge of truss. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7 -e cs- c5-6 00 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator, General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43,96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Su (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction Section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. R Jou russrUSS ype ty Ply LMR243 T1823398 35140, CJ5 JACK 6 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:16 2005 Page 1 1-0-0 5-0-0 1-0-0 5-0-0 3 Scale = 1:12.8 5.00 12 0 2 0 N 1 4 7x4 M1120= 4-11-4 590 r— 4-11-4 0-0-12 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.03 2-4 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.07 2-4 >831 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=122/Mechanical, 2=247/0-3-8, 4=48/Mechanical Max Harz 2= 1 44(load case 5) Max Uplift3=-126(load case 5), 2=-147(load case 5) Max Grav3=122(load case 1), 2=247(load case 1), 4=96(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20,2-3=-66/38 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 Ib uplift at joint 3 and 147 Ib uplift at joint 2. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty,® VUMUM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Te ItISafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSII. and securely seat. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z cz-a WEBS c,4 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 a other interested parties. plates 0 -' /1e" from outside ILS 6 < U 4, Cut members to bear tightly against each other. edge of truss. o ° a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are FL - 77 c6-7 cs-s BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI II. required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from Connector plates. p the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is anon -structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 951 1, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Su (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards:M1ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate w 0 2004 Mitek® Connected Wood Trusses. V ® Jos, russTil'uc: IS ype Qty y LMR243 71823399 3514D EJ7 31 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:17 2005 Page 1 1-0-0 7-0-0 1-0-0 7-0-0 3 Scale = 1:17.7 5.00 52 cl 2 4 2x4 M1120= 7-0-0 7-0-0 Plate Offsets (X,Y): 2:0-0-0,0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.11 2-4 >730 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.28 2-4 >292 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=178/Mechanical, 2=318/0-3-8, 4=68/Mechanical Max Horz 2=1 90(load case 5) Max Uplift3=-185(load case 5), 2=-168(load case 5) Max Grav3=178(load case 1), 2=318(load case 1), 4=136(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20,2-3=-93/56 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 Ib uplift at joint 3 and 168 Ib uplift at joint 2. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N'Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/d *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorXbracing, is always required. See BCSII . and securely seat. 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 c2 -a o WEBS ca 4 4 3. Provide copies of this truss design to the building m designer, erection supervisor, property owner and all For4 x 2 orientation, locate 3 3 ir other interested parties. plates 0 -/ie" from outside a6 " T_ 4. Cut members to bear tightly against each other. edge of truss. o IL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7 -a cs- ce-s 0 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from - connector laces. p the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Sw (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate hill 0 2004 Mitek® Connected Wood Trusses. R J Truss ype ty ly LMR243• T1823400 3514D HJ7 7U1 3 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:18 2005 Page 1 1-5-0 6-4-0 9-9-5 1-5-0 6-4-0 3-5-5 4 Scal 3.3 3x4 M1120% 3.54F1-2 3 2 7 6 5 2.4 M112011 2x4 M1120- 2x4 M1120= 6-4-0 9-9-5 6-4-0 3-5-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.03 2-7 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.07 2-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 40 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SYP No.2 REACTIONS (Ib/size) 4=154/Mechanical, 2=397/0-5-10, 5=422/Mechanical Max Horz2=235(load case 3) Max Uplift4=-167(load case 3), 2=-263(load case 5), 5=-170(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-711/197, 3-4=-63/31 BOT CHORD 2-7=-3621655,6-7=-362/655,5-6=0/0 WEBS 3-7=0/296, 3-6=-769/424 NOTES 1) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 4, 263 Ib uplift at joint 2 and 170 Ib uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=-3(F=25, B=25) -to -4=-134(F=-40, B=-40), 2=-O(F=10, B=10) -to -5=-49(F=-15, B=-15) This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, _®® mama[ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 0fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. F r Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. I 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. If 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSI1. and securely seat. 1 2 3 TOP CHORDS 2, Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 c2-3 WEBS C34 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate T_ 6 , 3 3 other interested parties. plates 0 - 1/16" from outside O IL yp6 U 4. Cut members to bear tightly against each other. edge of truss. o a- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7-8 c6-7 cs-6 00 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector laces. p the environment in accord with ANSI/TPI II. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection, dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20- l , 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: as® M1ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. JO ` Hiss ype ty ly MR243T1823401 35WD Mt 7- r-ulss- TRUSS 7 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:18 2005 Page 1 1-0-0 7-0-0 i 1-0-0 7-0-0 Scale = 1:15.1 3xB M1120= 5x8 M1120= 3 3.00 12 5 02 3x8 M1120= 4 2x4 M112011 7-M 7-M Plate Offsets X Y : [2:0-2-8,0-0-21, [5:0-3-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.09 2-4 >865 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.22 2-4 >346 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 26 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (Ib/size) 2=305/0-3-8, 5=240/0-3-8 Max Harz 2=111(load case 3) Max Uplift2=-184(load case 3), 5=-123(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-164/76, 4-5=0/128, 3-5=-151/138 BOT CHORD 24=-120/133 NOTES 1) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MW FRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 Ib uplift at joint 2 and 123 Ib uplift at joint 5. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verity design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty,M ARM[ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. 1 I Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/a *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSIII. and securely seat, t 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses, c, -z cz-3 4c''4 3. Provide copies of this truss design to the building WEBS designer, erection supervisor, property owner and all For 4 x 2 orientation, locate i, , 4 0 other interested parties. plates 0 - 1/16" from Outside yp6 U 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7-8 c6-7 cs-s BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 951 1, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Z su (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur.®® 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI 1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses, L--_.._.. .... .-- 0 Truss Truss Type Qty PlyLMR243 71823402 35`14D 102 MONO TRUSS 2 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:19 2005 Page 1 1-0-0 9-4-0 1-M 9-4-0 Scale = 1:18.2 3x8 M1120= 6x8 M1120= 3 3.00 12 5 2 0 6 4 3x8 101120 11 3x8 M1120= 9-4-0 9-4-0 Plate Offsets (X,Y): 2:0-2-8,0-0-2 , 3:Ed e,0-2-8 , 5:0-3-8,0-1-8 LOADING(pst) SPACING 2-M CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.11 2-4 >920 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.32 2-4 >329 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 34 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M'oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (Ib/size) 2=390/0-3-8, 5=328/0-3-8 Max Horz2=143(load case 3) Max Uplift2=-218(load case 3), 5=-169(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-337/87, 4-5=0/196, 3-5=-175/183 BOT CHORD 2-4=-141/277 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 Ib uplift at joint 2 and 169 Ib uplift at joint 5. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Dotes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftruss or X-bracing, is always required. See BCSI1. and securely Seat. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 cz-3 materials on inadequately braced trusses. WEBS c,, 4 3. Provide copies of this truss design to the building a: 4 Om Cc designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 3 0 other interested parties, plates 0 -'/ie" from outside T_ 4. Cut members to bear tightly against each other. edge of truss. c) 5. Place plates on each face of truss at each joint and c7-8 c6-7 cs-s embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43,96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730,9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate e 2004 Mitek® Connected Wood Trusses. a Job0 NSS rUSS Type ty Ply LMR243 TGE MONO TRUSS 1 1 T1823403 Job Reference (optional) V,TX Builders Supply, Plant City, Florida, Bob Schartschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:20 2005 Page 1 1-0-0 7-0-0 r— 1-0-0 7-M Scale = 1:15.1 3x8 M1120= 5x8 M1120= 3 3.00 12 2x4 M112011 5 2 0 q Ll 3x8 M1120= 2x4 MII20 11 4 2x4 M112011 7-" 7-0-0 Plate Offsets (X,Y): [2:0-2-8,0-0-21, [5:0-3-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.09 2-4 >865 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.22 2-4 >346 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 27 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (Ib/size) 2=305/0-3.8, 5=240/0-3-8 Max Horz 2=111(load case 3) Max Uplift2=-184(load Case 3), 5=-123(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-164/76, 4-5=0/128, 3-5=-151/138 BOT CHORD 24=-120/133 NOTES 1) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable studs spaced at 2-M oc. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 Ib uplift at joint 2 and 123 lb uplift at joint 5. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 14515 N. Outer Forty, WARNING - Vertjg design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/a *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. I 6-4-8 I dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. If ll l . Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX-bracing, is always required. See BCSII . and Securely seat, 1 2 3a' TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 c2-s WEBS c3 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 0 , 3 , 3 Cc other interested parties. plates 0 -' /ie" from outside O a a6 " U 4. Cut members to bear tightly against each other. edge of truss. o 5. Place plates on each face of truss at each joint and fully. Knots and wane at joint locations arec7-8 cs- cs-s 0embed BOTTOM CHORDS v *This symbol indicates the regulated by ANSI/TPI II. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from Connector laces, p the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeka DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, 0Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. r b Fob NSS IruVol ruSS Type city Ply LMR243 T1823404 VALLEY 1 1 Job Reference (optional) KX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:20 2005 Page 1 8-2-11 8-2-11 2x4 M1120 11 Scale = 1:20.7 3 5.00 12 2x4 M1120 11 2 1 2x4 101120% 2x4 M1120 11 2x4 M1120 11 8-2-11 8-2-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 30 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (Ib/size) 1=88/8-2-11,4=115/8-2-11,5=341/8-2-11 Max Harz 1=168(load case 5) Max Uplift4=-68(load case 5), 5=-203(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-155146,2-3=-50/24,34=-84/87 BOT CHORD 1-5=0/0, 4-5=0/0 WEBS 2-5=-249/258 NOTES 1) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MW FRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 Ib uplift at joint 4 and 203 Ib uplift at joint 5. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty,®®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite *300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 _ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component a Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I C Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. l . Additional stability bracing for truss system, e.g. diagonal Apply plates to both sides of truss or X -bracing, is always required. See BCSI1. and securely seat. 1 3 16 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 c2-3 WEBS ,,. 4 3. Provide copies of this truss design to the building M designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 0 m * ,a CZ v ,,, 3 3 O other interested parties. plates 0 - 1/16" from outside 0_ sp6 " U 4. Cut members to bear tightly against each other. edge of truss. 00 a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec6-7 cs-s OF- BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator, General practice 4 x 4 perpendicular to slots, Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: MalANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling,y Installing & Bracing of Metal Plate I lea 1.V 2004 Mitek® Connected Wood Trusses. R i O Truss Truss ypety. ly LMR243 A 4D V02 VALLEY 1 1 71823405 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:21 2005 Page 1 6-2-11 6-2-11 2x4 M1120 11 Scale = 1:16.4 3 5.00 F12 2x4 M1120 11 2 1 2x4 M1120 2x4 M1120 II 2x4 M1120 11 6-2-11 6-2-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (Ib/size) 1=60/6-2-11,4=87/6-2-11,5=250/6-2-11 Max Horz1=122(load case 5) Max Uplift4=-52(load case 5), 5=-148(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-114/33, 2-3=-37/18, 3-4=-63/66 BOT CHORD 1-5=0/0, 4-5=0/0 WEBS 2-5=-182/189 NOTES 1) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 4 and 148 Ib uplift at joint 5. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Ve rtJy design parameterss and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1/ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI1 Building Component MiTekeSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Mv1 R Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ff-in-sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSI1. and securely seat. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z c2 -s WEBS c3,4 4 3. Provide copies of this truss design to the building Cl designer, erection supervisor, property owner and all For 4 x 2 orientation, locate o , ,, ` 3 ° o other interested parties. plates 0 -'/a" from outside 6 4 v 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and embed fully, Knots and wane at joint locations arec7 -e BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates, the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8, Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design, if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 951 1, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Su (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur.®® 16. Install and load vertically unless indicated otherwise. Industry Standards: nilANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. a J JO R15S fu55 Type ty Ply LMR243 T1823406 35140 V03 VALLEY 1 1 Job Reference (optional) TX Builders Supply, Plant City, Florida. Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:22 2005 Page 1 2x4 M1120 11 4-2-11 4-2-11 2 Scale = 1:9.9 5.00 52 1 2x4AUIS0- 4-2-11 _-- -2M M112q 11 4-2-11 LOADING (psf) SPACING 2-M CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2001ITP12002 Matrix) Weight: 14 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (Ib/size) 1=124/4-2-11,3=124/4-2-11 Max Harz 1=77(load case 5) Max Upliftl=-42(load case 5), 3=-74(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-46/28,2-3=-90/94 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ib uplift at joint 1 and 74 Ib uplift at joint 3. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - VerttN design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017MEisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/q *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX-bracing, is always required. See BCSI1. and securely seat. 1 3 b TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c,-z cz-a WEBS ca. 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 o other interested parties, plates 0 - /1e" from outside U 4. Cut members to bear tightly against each other. edge of truss. O C) 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7-8 c6-7 cs-s 00 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI II. required direction Of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from- connector plates. the environment in accord with ANSI/TPI 1 . 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Su (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing, BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 I.dy 2004 Mitek® Connected Wood Trusses. R L_ 1 Truss Truss Type ty Ply LMR243 71823407 3514D VO4 VALLEY 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:23 2005 Page 1 2 2-2-11 2-2-11 5.00 F12 Scale = 1:6.3 2) 16d Toenails 1 2-2-11 2x4 M1120-- 2-2-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 6 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=41/2-2-11,2=30/2-2-11,3=11/2-2-11 Max Harz 1=34(load case 5) Max Upliftl=-10(load case 5), 2=-35(load case 5) Max Grav 1 =41 (load case 1), 2=30(load case 1), 3=22(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-21/12 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3 -second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint 1 and 35 Ib uplift at joint 2. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,.2 005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 R94Applicabilityofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown Chesterfield, MO 63017 Wisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the PA erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component iTek° Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. s Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required. See BCSII . and securely Seat. 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z cz-a Q WEBS ca. 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 0 , 3 3 O other interested parties. plates 0 - /a" from outside a6 " 4. Cut members to bear tightly against each other. edge of truss. U a 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations arec7 -e G6-7 C5_6 O BOTTOM CHORDS o *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from - connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection, dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output, Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING 14. Connections not shown are the responsibility of others. Indicates location where bearingsZsu (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeka DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. I BEARING ELEVATION 8'1 1/8e r = SIMPSON TRUSS HANGER Roof Layout Elevation 'D' 5/12 SCALE: 1/8'= V-0' STANDARD CORNER SET UPLIFT CHART LARa SCRIPTION AH7 L 1366 R 1366 AH7A L 1333 R 1698 BGR L 2377 R J641 MATERIAL LIST TY DESCR/PTION 6 HUSH 1 h US28-2 0 leo Z Rt- 5 O vmlect: 0 r i i O oa reNslom: Job d: 3016 0 drawn by. KLL checked by. date: 6/11/05 t® ROOF TRUSS LAYOUT sheet: S203 RE: 3514FLOOR - LMR243FL Site Information: Project Customer: CENTEX HOMES Project Name: LMR0243 Lot/Block: 43 Subdivision: LAKE MONROE Address: ORANGE COUNTY City: SANFORD State: FLORIDA MiTek Industries, Inc. 1801 Massaro Blvd. Tampa, FI 33619 Phone: 813/675-1200 Fax: 813/675-1148 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2001/TP12002 Design Program: MiTek 20/20 6.2 Wind Code: N/A Wind Speed: N/A mph Design Method: N/A Roof Load: N/A psf Floor Load: 55.0 psf This package includes 12 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Job ID# Truss Name Date 1 IT1823408 13514FLOORIF01 10/26/05 12 I T1823409 1 3514FLOORI F02 110/26/05 J 13 _ Tl 823410 13514FLOOR F03 X10/26/051 1 4 I T1823411 1 3514FLOORI F04 110/26/05 15 I T1823412 1 3514FLOORI F05 110/26/05 16 ___ T18234_t3514FLOOR F0613I110/26/05 17 T1823414 1 3514FLOORI F07 110/26/05 18 I T1823415 1 3514FLOORI F08 110/26/05 J 19 I T1823416 1 3514FLOORI F08A 110/26/05 1 10__IT1823417 13514FLOORIF09 _ __.L10/26/05___f 11 I T1823418 13514FLOORI F10 110/26/05 112 I T1823419 1 3514FLOORI FG3 110/26/05 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by CTX Builders Supply -Plant City, FL. Truss Design Engineer's Name: Zhang, Guo-jie My license renewal date for the state of is February 28, 2007. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. ctober 26,2005 1 of 2 Zhang, Guo jie Job Truss Truss Typety Ply LMR243FL 3514FLOO t F01 FLOOR 1 1 T1823408 Job Reference o tional CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:37 2005 Page 1 01x8 01" Scale = 1:33.4 3x6 M1120 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3 0 379 3x6 M1120 FP= 20-7-0 i 20-7-0 Plate Offsets X 18:0-1-8 Ed a 19:0-1-8 Ed a[37:0-1-8,0-1-01, [40:0-1-8,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ii L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 39 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 90 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 PT G end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.2 REACTIONS (Ib/size) 36=53/20-7-0, 39=-2/20-7-0, 19=5/20-7-0, 35=146/20-7-0, 34=147/20-7-0, 33=147/20-7-0, 31=147/20-7-0, 30=147/20-7-0, 29=147/20-7-0, 28=147/20-7-0, 27=147/20-7-0, 26=147/20-7-0, 25=147/20-7-0, 24=147/20-7-0, 23=147/20-7-0, 22=145/20-7-0, 21=152/20-7-0, 20=109/20-7-0 Max Uplift39=-2(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 36-37=-48/0, 37-38=-48/0, 1-38=-48/0, 19-39=0/0, 39-40=0/2, 18-40=0/2, 1-2=-3/0, 2-3=-3/0, 3-4=-3/0, 4-5=-3/0, 5-6=-3/0, 6-7=-3/0, 7-8=-3/0, 8-9=-3/0, 9-10=-3/0, 10-11=-3/0, 11-12=-3/0, 12-13=-3/0, 13-14=-3/0, 14-15=-3/0, 15-16=-3/0, 16-17=-3/0 17-18=-3/0 BOT CHORD 35-36=0/3, 34-35=0/3, 33-34=0/3, 32-33=0/3, 31-32=0/3, 30-31=0/3, 29-30=0/3, 28-29=0/3, 27-28=0/3, 26-27=0/3, 25-26=0/3, 24-25=0/3, 23-24=0/3, 22-23=0/3, 21-22=0/3, 20-21=0/3, 19-20=0/3 WEBS 2-35=-133/0, 3-34=-134/0, 4-33=-133/0, 5-31=-133/0, 6-30=-133/0, 7-29=-133/0, 8-28=-133/0, 9-27=-133/0, 10-26=-133/0, 11-25=-133/0, 13-24=-133/0, 14-23=-134/0, 15-22=-132/0, 16-21=-138/0, 17-20=-104/0 NOTES 1) All plates are 2x4 M1120 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 39 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 Ib uplift at joint 39. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 This truss design is based upon the building code shown. This code has been specified MiTek Industries, Inc. by the project engineer/architect, or building designer. The applicability of this code in 1801 Massaro Blvd any particular jurisdiction should be confirmed with the building official prior to truss Tampa FL 33619 fabrication. This determination is not the responsibility of the component/truss designer. FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek° Safety Information available from Truss Plate Institute, 583 D"Onofrio Drive, Madison, WI 53719. Symbols Numbering System A\General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 131 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorXbracing, is always required. See BCSI1. and securely seat. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. C1-2 C2-3 0WEBS ca 4 3. Provide copies of this truss design to the building M designer, erection supervisor, property owner and all For 4 x 2 orientation, locate o , 3 ,' 3 Cc other interested parties. plates 0 - 1/16" from outside yap6 4. Cut members to bear tightly against each other. edge of truss, 0 ° IL 5. Place plates on each face of truss at each joint andFL_ 717 c6-7 cs-s 0embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 .6 5 b. Design assumes trusses will be suitably protected from Connector laces. p the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearingsUk 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior 0 p reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty PlyLMR243FL T1623409 514FLOOk F02 FLOOR 15 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Schartschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:38 2005 Page 1 0-1-8 H2 -6-0 1-11-8 0 11-rr8 Shale = 1:35.7 3x4 M1120= 3x4 M1120 II 3x8 M1120= 2x4 M112011 3x4 M1120= 2x4 M112011 3x6 M1120 FP= 2x4 M1120 II 3x8 M1120= 3x4 M1120 11 1 2 3 4 5 6 7 8 9 10 18 20 9v 17 19 15 14 13 12 1 3x6 M1120 FP= 3x10 M1120= 2x4 M1120 SP= 3x10 M1120= 20-7-0 20-7-0 Plate Offsets X 1:Ed a 0-1-8[17:0-1-8,0-1-81, 118:0-1-8,0-1-81, [20:0-1-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.34 13 >715 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.54 12-13 >449 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code FBC2001/TP12002 Matrix) Weight: 105 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP 240OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP 240OF 1.8E end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 16=1105/0-3-8,11=1105/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 16-17=-104/0, 17-18=-107/0, 1-18=-104/0, 11-19=-103/0, 19-20=-106/0, 10-20=-103/0, 1-2=0/0, 2-3=-3567/0, 3-4=-3567/0, 4-5=-4616/0, 5-6=-4616/0, 6-7=-4616/0, 7-8=-3567/0, 8-9=-3567/0, 9-10=0/0 BOT CHORD 15-16=0/2119, 14-15=0/4366,13-14=0/4366,12-13=0/4374, 11-12=0/2121 WEBS 9-11=-2335/0, 2-16=-2332/0, 9-12=0/1598, 2-15=0/1602, 8-12=-243/0.3-15=-252/0, 7-12=-893/0, 4-15=-882/0, 7-13=0/267, 5-13=-221/0, 4-13=0/292 NOTES 1) All plates are 3x6 M1120 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Ellisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI] Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System EGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property I3/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSI 1. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 c2.3 materials on inadequately braced trusses. WEBS c3.9 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 , 3 other interested parties. plates 0 - /1e" from outside O 6 4. Cut members to bear tightly against each other. edge of truss. CL 5. Place plates on each face of truss at each joint and c7-e c6-7 ce-6 embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from Connector plates. the environment in accord with ANSI/TPI1. Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is anon-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBG 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. Sw (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior aF reaction section indicates joint approval of a professional engineer, number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iiek0 DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. Ob fussTruss Type Qty Ply LMR243FL 71823410 514FLOOR F03 FLOOR 5 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:38 2005 Page 1 0-1-8 Fi 1 2-6-0 11--0-0 i Gi-ll-8 Scale = 1:29.8 3x4 M1120 II 3x4 M112011 3x6 M1120= 3x6 M1120= 3x6 M1120= 3x6 M1120= 2x4 M1120 11 3x4 M1120= 3x4 M1120= 2x4 M112011 3x6 M1120= 3x6 M1120= 1 2 3 4 5 6 7 8 16 18 4v 1s 1 7 13 12 11 10 3x6 M1120= 3x8 MII20= 2x4 M112011 2x4 M112011 3x8 M1120= 3x6 M1120- 17-3-0 17-3-0 Plate Offsets X 1:Edge, 0-1-8 4:0-1-8 Edgel, 5:0-1-8 Edge], 11:0-1-8 0-0-0 12:0-1-8 Edge], [15:0-1-8,0-1-8], 16:0-1-8 0-1-8 17:0-1-8 0-1-8 18:0-1-8 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.19 12 >999 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.30 11-12 >671 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code FBC2001rrP12002 Matrix) Weight: 90 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. REACTIONS (Ib/size) 14=921/0-3-8, 9=921/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 14-15=-104/0, 15-16=-107/0, 1-16=-104/0, 9-17=-104/0, 17-18=-107/0, 8-18=-104/0, 1-2=0/0, 2-3=-2786/0, 3-4=-2786/0, 4-5=-3196/0, 5-6=-2786/0, 6-7=-2786/0, 7-8=0/0 BOT CHORD 13-14=0/1721, 12-13=0/3196,11-12=0/3196, 10-11=0/3196, 9-10=0/1721 WEBS 7-9=-1895/0, 2-14=-1895/0, 7-10=0/1177, 2-13=0/1177, 6-10=-288/0, 3-13=-288/0, 5-10=-669/0, 4-13=-669/0, 4-12=-101/117,5-11=-101/117 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, oass®@ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 11300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 111112111 W fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. l . Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftruss or X bracing, is always required. See BCSI1. and securely seat. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. C1-2 C2-3 WEBS ca, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate other interested parties. plates 0 - /1e" from outside 4. Cut members to bear tightly against each other. edge of truss. 0 IL 5. Place plates on each face of truss at each joint and c7-8 c6-7 cs-s P embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from Connector later. p the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication, software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI I : National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. Job russ Truss Typety Ply LMR243FL T1823411 514FL06R F04 FLOOR 2 i Job Reference o tional CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:39 2005 Page 1 01" 0}18 Scale = 1:31.5 3x6 M1120 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 35 33 3x6 M1120 FP= 3x4 M1120= 18-6-10 i 18-6-10 Plate Offsets X 16:0-1-8 Edge], 33:0-1-80-1-0[34:0-1-8,0-1-01,-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 17 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 81 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 PT G end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.2 REACTIONS (Ib/size) 32=56/18-6-10, 17=48/18-6-10, 31=142/18-6-10, 30=148/18-6-10, 29=146/18-6-10, 27=147/18-6-10, 26=147/18-6-10, 25=147/18-6-10, 24=147/18-6-10, 23=147/18-6-10,22=147/18-6-10,21=147/18-6-10,20=146/18-6-10, 19=149/18-6-10,18=138/18-6-10 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 32-33=-50/0, 33-34=-50/0, 1-34=-50/0, 17-35=-43/0, 16-35=-43/0, 1-2=-6/0, 2-3=-6/0, 3-4=-6/0,4-5=-6/0, 5-6=-6/0, 6-7=-6/0, 7-8=-6/0, 8-9=-6/0, 9-10=-6/0, 10-11=-6/0, 11-12=-6/0, 12-13=-6/0, 13-14=-6/0, 14-15=-6/0, 15-16=-6/0 BOT CHORD 31-32=0/6, 30-31=0/6, 29-30=0/6, 28-29=0/6, 27-28=0/6, 26-27=0/6, 25-26=0/6, 24-25=0/6, 23-24=0/6, 22-23=0/6, 21-22=0/6, 20-21=0/6, 19-20=0/6, 18-19=0/6, 17-18=0/6 WEBS 2-31=-131/0, 3-30=-134/0, 4-29=-133/0, 5-27=-133/0, 6-26=-133/0, 7-25=-133/0, 8-24=-133/0, 9-23=-133/0, 10-22=-133/0, 11-21=-133/0, 13-20=-133/0, 14-19=-135/0, 15-18=-125/0 NOTES 1) All plates are 2x4 M1120 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, o® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Dotes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 14 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely Seat, or X-bracing, is always required. See BCSI1. x/16 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c,-z cz-3 WEBS a., 4 3. Provide copies of this truss design to the building O o designer, erection supervisor, property owner and all For 4 x 2 orientation, locate m 3 3 ( other interested parties. plates 0 - 1/16" from outside O a 6 " = 4. Cut members to bear tightly against each other. edge of truss. CL 5. Place plates on each face of truss at each joint and c7-8 c6-7 cs-s 0 embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43,96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearingsN14 14. Connections not shown are the responsibility of others. Supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior IV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. Ob Truss Truss Type Qty Ply LMR243FL 71823412 514FLOOR F05 FLOOR 18 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Schartschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:40 2005 Page 1 0-1-8 H 1 2-6-0 2-6-9 Scale: 3/8"=1' 3x4 M112011 3x6 MI120= 2x4 M112011 3x6 M1120= 3k8 M1120= 2x4 M1120 II 3x4 M1120= 3x4 M1120= 3x6 MI120 FP= 3x8 MI120= 3x4 M112011 1 2 3 4 5 6 7 8 9 17 qv 16 14 13 12 11 3x6 M1120= 3x6 M1120 FP= 3x4 M1120= 3x8 M1120= 3x6 M1120= 3x8 M1120= 8-0-1 13-3-10 18-6-10 i 8-0-1 5-3-9 5-3-0 Plate Offsets X 1:Ed a 0-1-8 4:0-1-8 Ede 12:0-1-8 Ede[16:0-1-8,0-1-81, [17:0-1-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.26 11-12 >844 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.44 11-12 >496 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.08 10 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 95 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 15=1000/0-3-8, 10=1000/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 15-16=-103/0,16-17=-106/0, 1-17=-103/0, 9-10=-106/0, 1-2=0/0, 2-3=-3116/0, 34=-3116/0, 4-5=-3729/0, 5-6=-3120/0, 6-7=-3120/0, 7-8=-3120/0, 8-9=0/0 BOTCHORD 14-15=0/1891, 13-14=0/1891, 12-13=0/3729, 11-12=0/3700, 10-11=0/1894 WEBS 8-10=-2086/0, 2-15=-2082/0, 8-11=0/1355, 2-13=0/1354, 6-11=-245/0, 3-13=-249/0, 5-11=-641/0, 4-13=-675/0, 5-12=0/32, 4-12=0/17 NOTES 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 S@ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety dotes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ff-in-sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX -bracing, is always required, See BCSI1. and securely seat. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c, -z c2-3 WEBS c3- 4 3. Provide copies of this truss design to the building a:4 O o designer, erection supervisor, property owner and all For 4 x 2 orientation, locate v s ,-, 3 ' other interested parties. plates 0 -/ie" from outside 0 yaa6 a Oz 4. Cut members to bear tightly against each other. edge of truss. C) 11 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7 -e c6-7 c5-6 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI II. v required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from Connector plates. p the environment in accord with ANSI/TPII. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10, Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Su (supports) occur. Icons vary but 15. Do not cut or alter truss member"or plate without prior I-iF reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: M1ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, n0Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type aty Ply LMR243FL T1823413 514FLOOR F06 FLOOR 2 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:41 2005 Page 1 0-1-8 H- 2.6-0 2-1-6 %3.12 tcale = 1:27.5 3x4 M112011 3x6 M1120= 3x4 M1120= 3x6 M1120= 3x6 M1120= 2x4 M1120 11 3x4 M1120= 3x4 M1120= 2x4 M112011 6x8 M1120= 1 2 3 4 5 6 7 8 15 44q 14 12 11 10 9 3x6 M1120= 3x6 M1120= 3x4 M1120= 3x10 M1120= 2x4 M112011 15-5-14 15-9-10 15-5-14 0-3-12 Plate Offsets X Y : 1:Ed a 0-1-5 4:0-1-8 Ed a 8:0-1-8 Ed a 9:0-1-8 Ed a 11:0-1-8 Ed a[14:0-1-8,0-1-81, 115:0-1-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.13 11 >999 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.24 10-11 >751 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2001ITP12002 Matrix) Weight: 83 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 13=835/0-3-8.8=835/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 13-14=-102/0, 14-15=-105/0, 1-15=-102/0, 8-1 1-2=0/0, 2-3=-2401/0, 3-4=-2401/0, 4-5=-2660/0, 5-6=-1549/0, 6-7=-1549/0, 7-8=-1554/0 BOT CHORD 12-13=0/1536, 11-12=0/2660, 10-11=0/2384, 9-10=0/0 WEBS 8-10=0/1690, 2-13=-1691/0, 6-10=-237/0, 2-12=0/957, 5-10=-923/0, 3-12=-225/0, 5-11=0/305, 4-12=-294/0, 4-11=-99/0 NOTES 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®®() Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 11300 MAN Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown Chesterfield, MO 63017 — is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering system General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSI1. 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c, -z c2 -s materials on inadequately braced trusses. WEBS C3,4 4 3. Provide copies of this truss design to the building m designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 cr other interested parties. plates 0 -/ie" from outsideo a6 1 4. Cut members to bear tightly against each other. edge of truss. CL 5. Place plates on each face of truss at each joint and c7-8 c6-7 cs-s embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is anon -structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearingsU14 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. pp M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. Ob Truss Truss Type oty Ply LMR243FL 71823414 3514FLo6R F07 FLOOR 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:42 2005 Page 1 OH8 0H8 Scale = 1:23.1 1 2 3 4 5 6 7 8 9 10 11 12 25 8 25 1 F 7 14-3-0 r 14-3-0 Plate Offsets X Y : 12:0-1-8 Ede 13:0-1-8 Ede[25:0-1-8,0-1-01, [27:0-1-8,0-1-01, [28:0-1-8,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Il Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 63 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 PT G end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.2 REACTIONS (Ib/size) 24=53/14-3-0,13=30/14-3-0, 23=146/14-3-0, 22=147/14-3-0, 21=147/14-3-0, 20=147/14-3-0, 19=147/14-3-0, 18=147/14-3-0, 17=147/14-3-0, 16=145/14-3-0, 15=152/14-3-0, 14=119/14-3-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 24-25=48/0, 25-26=-4810,1-26=-48/0,13-27=-2510, 27-28=-25/0,12-28=-25/0, 1-2=4/0, 2-3=-4/0,34=-4/0, 4-5=4/0, 5-6=-4/0, 6-7=4/0, 7-8=-4/0, 8-9=4/0, 9-10=-4/0, 10-11=-4/0, 11-12=4/0 BOT CHORD 23-24=0/4, 22-23=0/4, 21-22=0/4, 20-21=0/4, 19-20=0/4, 18-19=0/4, 17-18=0/4, 16-17=0/4, 15-16=0/4, 14-15=0/4, 13-14=0/4 WEBS 2-23=-132/0, 3-22=-134/0, 4-21=-133/0, 5-20=-133/0, 6-19=-133/0, 7-18=-133/0, 8-17=-134/0, 9-16=-132/0, 10-15=-138/0, 11-14=-111/0 NOTES 1) All plates are 2x4 M1120 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering system General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 14 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 I dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. jlApplyplatestobothsidesoftruss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X -bracing, is always required. See BCSII . 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 c2-3 materials on inadequately braced trusses. 0 WEBS a. 4 3• Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate C) 0 , , U other interested parties. plates 0 - /16" from outside yab6 4. Cut members to bear tightly against each other. edge of truss. O IL 5. Place plates on each face of truss at each joint and CTS c6-7 ce-s embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI lI. required direction of slots in 8 7 6 5 6, Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber shall software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearingsNrIA 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior 17 reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. O rU33 Type ty Ply LMR243FL 71823415 514FLOOR TI.' FLOOR 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:42 2005 Page 1 0-1-8 H 2-0-0 0 7-8 0}1-1-8 Scale = 1:24.5 3x4 M112011 3x4 M112011 3x6 M1120= 3x4 M1120= 3x6 M1120= 3x6 M1120= 3x4 M1120= 2x4 M1120 2x4 M 1120 11 3x4 M1120= 3x6 M1120= 1 2 3 4 5 6 7 14 16 4Y 13 15 11 10 9 8 3x6 M1120= 3x4 M1120= 3x6 M1120= 3x6 M1120= 2x4 M1120 11 14-3-0 14-3-0 Plate Offsets X Y : 1:Edge, 0-1-8 3:0-1-8 Edgel, 4:0-1-8 Edgel, 10:0-1-8 0-0-0 11:0-1-8 Edgel, 14:0-1-8 0-1-8 15:0-1-8 0-1-8 16:0-1-8 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.11 9-10 >999 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.17 8-9 >987 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2001/TP12002 Matrix) Weight: 75 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 12=756/0-3-8,8=756/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12-13=-103/0,13-14=-106/0, 1-14=-103/0, 8-15=-104/0, 15-16=-107/0, 7-16=-104/0,1-2=0/0, 2-3=-2094/0, 3-4=-2094/0, 4-5=-2088/0, 5-6=-2088/0, 6-7=0/0 BOT CHORD 11-12=0/1371, 10-11=0/2094, 9-10=0/2094, 8-9=0/1365 WEBS 6-8=-1502/0, 2-12=-1509/0, 6-9=0/800, 2-11=0/808, 5-9=-286/0, 3-11=-210/0, 4-9=-291/231, 4-10=-160/16 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017— allisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System hGeneral Safety dotes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal X is See BCSII and securely seat. ll x/161 1 3 or -bracing, always required. . TOP CHORDS 2. Never exceed the design loading shown and never stack inadequately braced trusses. c, -z cz-3 materials on WEBS ca 4 a:' 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 0011) s , , 3 CC O other interested parties. plates 0 - /ie" from outside 4. Cut members to bear tightly against each other. edge of truss. 00 CL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7-8 csa cs-s BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from Connector laces. p the environment in accord with ANSI/TPI1. Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9, Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearingsU14 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior E F reaction section indicates joint approval of a professional engineer. number where bearings occur.®® 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type City Ply LMR243FL 71823416 3514FLOOR F08A FLOOR 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:43 2005 Page 11 44 Scale= 1:10.3 1 2 3 4 5 6 4 3 1-4-0 2-8-0 4-0-0 5-4-0 6-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-0 Plate Offsets X 6:0-1-8 Edge], 7:0-1-8 Edge],[13:0-1-8,0-1-01, 16:0-1-8 0-1-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2001ITP12002 Matrix) Weight: 30 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 PT G end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.2 REACTIONS (Ib/size) 12=53/6-4-0, 7=36/6-4-0, 11=146/6-4-0, 10=146/6-4-0, 9=151/6-4-0, 8=123/6-4-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12-13=-49/0, 13-14=-49/0, 1-14=-49/0, 7-15=-30/0, 15-16=-30/0, 6-16=-30/0,1-2=-4/0, 2-3=-4/0, 3-4=-4/0, 4-5=-4/0, 5-6=-4/0 BOT CHORD 11-12=0/4, 10-11=0/4, 9-10=0/4, 8-9=0/4, 7-8=0/4 WEBS 2-11=-132/0, 3-10=-133/0, 4-9=-137/0, 5-8=-114/0 NOTES 1) All plates are 2x4 M1120 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the and erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat, or X bracing, is always required. See BCSI l . x/16 1 2 3 TOP CHORDS 2. Never exceed the design loadinggg shown and never stack C1-2 c2-3 materials on inadequately braced trusses. WEBS c3,4 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate cr 3 U other interested parties. p plates 0 -'/16" from outside O p6 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and c7 -e c6-7 ce-6 00 embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from Connector plates. the environment in accord with ANSI/TPI1. Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber shall software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practicepy 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. J Job Truss Truss Type Qty Ply LMR243FL T1823417 3514FL60R FOS FLOOR 8 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:44 2005 Page 1 0-1-8 H- 2-6-0 1-1-0 018 S621e = 1:33.7 3x8 M1120= 3x4 M1120= 34MII20 FP= 3x4 M1120= 3x8 M1120= 1 2 3 4 5 6 7 8 9 10 18 20 q V 19 16 15 14 13 12 3x6 M1120= 3x10 M1120= 3x6 M1120 FP= 3x4 M1120= 3x10 M1120= 3x6 M1120= 19-7-0 19-7-0 Plate Offsets X 4:0-1-8 Ed a[5:0-1-8,0-0-01,10:0-1-8 Edge],13:0-1-8 Ed a 14:0-1-8 Ed a[18:0-1-8,0-1-01, [20:0-1-8,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.35 12-13 >662 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.58 12-13 >400 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 98 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except BOT CHORD 4 X 2 SYP No.2 *Except* end verticals. 11-15 4 X 2 SYP 240OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No.2 2-2-0 oc bracing: 14-16. REACTIONS (Ib/size) 17=1054/0-3-8,11=1060/0-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 17-18=-104/0, 1-18=-104/0, 11-19=-102/0, 19-20=-102/0, 10-20=-102/0, 1-2=-5/0, 2-3=-3363/0, 3-4=-3363/0, 4-5=4165/0, 5-6=-4165/0, 6-7=-4165/0, 7-8=-3353/0, 8-9=-3353/0, 9-10=0/0 BOT CHORD 16-17=0/2019, 15-16=0/4165, 14-15=0/4165, 13-14=0/4165, 12-13=0/4081, 11-12=0/1987 WEBS 9-11=-2197/0, 2-17=-2216/0, 9-12=0/1509, 2-16=0/1486, 8-12=-233/0, 3-16=-278/8, 7-12=-805/0, 4-16=-1058/0, 7-13=-277/508, 4-14=-69/168, 5-13=-121/11 NOTES 1) Unbalanced Floor live loads have been considered for this design. 2) All plates are 2x4 M1120 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, UDesignvalidforuseonlywithMiTekconnectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 go I0 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII . 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c, -z c2a materials on inadequately braced trusses. QWEBS X34 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 0 3 Cc other interested parties. plates 0 - /16" from outside O n a6 " = 4. Cut members to bear tightly against each other. edge of truss. oo ° 0 5. Place plates on each face of truss at each joint and c6-7 c5-6 00 embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior 17 reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, 0Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. O NSS Truss Type Qty F10 FLOOR 2bnPlyLIMVR243FLT18234183514FLOOR Reference (optional) CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:44 2005 Page 1 1 3x4 M112011 2 3x4 MI120= 3 3x4 M1120 II 1-7-0 Scale: 1.5"=1' 44 5 3-8-0 U6 M1120— 3-8-0 M1120- Plate Offsets X 1:Ed a 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.03 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 231b LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=188/0-3-8,4=188/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-65/0,3-4=-65/0,1-2=0/0,2-3=0/0 BOT CHORD 4-5=0/150 WEBS 2-5=-184/0,2-4=-184/0 NOTES 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, o®5 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 WE IR Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 ME is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII . 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 c2-3 WEBS q,-4 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate o , 'q 3 other interested parties. plates 0 -' /16" from outside O 4. Cut members to bear tightly against each other. edge of truss. o i IL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7-8 76-7 cs-s 10 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI II. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI II. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur.® 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling-, Installing & Bracing of Metal Plate Q 2004 Mitek® Connected Wood Trusses. a Job n15S Truss Type ty Ply LMR243FL 71823419 3514FLOOR 3x6 10112 3 FLOOR 4x6 M1120 I I 1 1 Job Reference (optional) 3x6 10112011 CTX Builders Supply, Plant City, Florida, Bob Scharfschwerdt 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Oct 26 08:34:45 2005 Page 1 1 6 2 7 3 1-7-0 S ale = 1:7.0 4 5 X X 3-8-0 113x6M1120= US M1120= 3-8-0 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) 0.00 5 — 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.27 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2001ITP12002 Matrix) Weight: 26 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=821/0-3-8,4=1023/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-293/0, 3-4=496/0, 1-6=0/0, 2-6=0/0, 2-7=0/0, 3-7=0/0 BOT CHORD 4-5=0/990 WEBS 2-5=-1118/0, 2-4=-1118/0 NOTES 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 828 Ib down at 1-0-8, and 828 Ib down at 3-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-5=-5,1-3=-50 Concentrated Loads (lb) Vert: 6=-828 7=-828 This truss design is based upon the building code shown. This code has been specified by the project engineer/architect, or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the component/truss designer. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 October 26,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 14515 N. Outer Forty, ®® Suite 4300 Chesterfield, MO 63017 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek° Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Dotes PLATE LOCATION AND ORIENTATION Center Failure to Follow Could Cause Property 13/4 plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply to both sides of truss l . Additional stability bracing for truss system, e.g. diagonalplates and or X bracing, is always required. See BCSII . securely seat. d 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 cz-3 WEBS c 4 a4 3. Provide copies of this truss design to the building O designer, erection supervisor, property owner and all For 4 x 2 orientation, locate r v other interested parties. plates 0 -'/1b" from outside O yaa6 " = 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and c7-8 ccs-s 0embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 191/. at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/orBOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511,9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Z w (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior I IFLiH reaction section indicates joint approval of a professional engineer. number where bearings occur.® 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek° DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. i v BEARING ELEVATION 8' 1 1/8- 1 8-- 1 r = SIMPSON TRUSS HANGER Roof Layout Elevation 'D° 5/12 SCALE: 118' =1'-0' STANDARD CORNER SET UPLIFT CHART LABELDESCRIPTION AH7 L 1368 R 1368 AH7A L 1333 R 1698 aw L 2577 R J641 MATERIAL LIST OTY DESCRIPTION 6 HUS26 HGUS?6_2 0 cz z I- O proJx;t Q O O aa K U K Q O LL a mrAslons: n mw a am: r Job A 3016 0 drawn by. NU - checked by. date: 8/14/03 ROOF TRUSS LAYOUT sheet: S203