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HomeMy WebLinkAbout287 Clydesdale CirPERMIT ADDRESS �Ig / V►��_���� CONTRACTOR ADDRESS D R Horton 6250 Hazelfiiie Nat'l Dr #10 Orlando, FL 32822 (497)857-9101`---__ PHONE NUMBER CBC055300 PROPERTY OWNER _ ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION a PERMIT #Q3' G� DATE PERMIT DESCRIPTION ^`Ql PERMIT VALUATION SQUARE FOOTAGE �o i r 9v CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 287 CLYDESDALE CIR for which permit 03-00002015 has heretofore been issued on 6/06/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit asRQALj complies with all the building, plumbing, electricAl, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL BUILDING: FIRE: Finaled 0•Z7"03 LF Inspected ~~ ZONING: Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Drainage Maintenance Bond PUBLIC Street Name Signs Storm Sewer Street Work WORKS: :lo- --5 DESCRIPTION ors WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE Street Paved Street Lights Driveway FEES PAID - DATE AMOUNT 6/23/03 7/15/03 6/10/03 8/15/03 6/13/03 6/10/03 6/10/03 6/10/03 20.00 20.00 10.00 10.00 10.00 10.00 59.27 54.00 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 287 CLYDESDALE CIR for which permit 03-00002015 has heretofore been issued on 6/06/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-OPEN SPACE 6/10/03 279.61 01-POLICE IMPACT - RESID 6/10/03 91.93 01-RADON GAS TAX FEE 6/10/03 17.34 01-ROAD IMPACT FEES 6/10/03 847.00 01-RECOVERY FD/CERT. PGM. 6/10/03 17.34 01-SCHOOL IMPACT FEE 6/10/03 1384.00 WD IMPACT:SINGLE FAMILY 6/10/03 650.00 SD IMPACT:SINGLE FAMILY 6/10/03 1700.00 4Vfdq 0 0Wk2R EnILDING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: LIU 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 Utilities O K Q 5 wo-&T []Fire V �j ❑Zoning ❑ Licensing _� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) i - CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION * * * * SINGLE FAMILY RESIDENCE DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yy') - 8 -�) a - '� 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 ❑Fire n ublic Works []Zoning_ {� Utilities DLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1 i i CERTIFCATE OF OCCUPANCY ®' REQUEST FOR FINAL INSPECTIONO Z5 ; **** SINGLE FAMILY RESIDENCE**** �. o DATE: a PERMIT o v o . ,IJ ADDRESS: �� �U 0�2 _ CONTRACTOR �r U- w 0- PHONE #: 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. :1 Engineering ❑ Fire , D Public Works / ❑ Zoning {� ti tilities ❑Licensing CONDITION': (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOM'INSURANCE PROGRAM Expires December 31, 200E ELEVATI- N CERTIFICATE Important: Read the instructions on pages 1- 7, SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number D.R. HORTON BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 287 CLYDESDALE CIRCLE CITY STATE ZIP CODE SANFORD FL ' 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 42, BAKERS CROSSING, PHASE 2 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): or ##.#####) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NAP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3° STATE SEMINOLE COUNTY 120289 SEMINOLE FLORIDA B4. MAP AND PANEL B7° FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER , B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE 88. FLOOD ZONE(S) (Zone AO, use depth of flooding) . 1202890045 E 4117/95 4/17195 X 24.6 B10. Indicate the source of the Base Hood Elevation (bF-L) aata or ease n000 aeprn emerea in ml. ❑ AS Profile ❑ FIRM ❑ Community Determined ® Other (Describe): NEAL HILER ENGINEERING, INC. B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): 812 Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? [:]Yes ®No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) 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. C2. Building Diagram Number I (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.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, ARIAE, ARIA1-A30, ARIAH, ARIAO Complete Items C3; as 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 . 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 Section D or Section G, as appropriate, to document the datum conversion. Datum _ ConversionlComments _ Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? ❑ Yes ®No o a) Top of bottom floor (including basement or enclosure) 43. 8 ft°(m) o b) Top of next higher floor 53.2 ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) N/A. ft°(m) o 0 o d) Attached garage (top of slab) 43. 4 ft.(m) w c o e) Lowest elevation of machinery and/or equipment 6 servicing the building (Describe in a Comments area) 42. 9 ft°(m) E 16 o f) Lowest adjacent (finished) grade (LAG) 41 .8I L(m) z , m o g) Highest adjacent (finished) grade (HAG) 43. 5 ft°(m) o h) No. of permanent openings (flood vents) within 1 fL above adjacent grade 0 c, i) Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement maybe punishable by fine orimprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME: WILLIAM R. MUSCATELLO, JR LICENSE NUMBER:4928 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUTH S RE T, SXA180 ORLANDO FL 32803 SIGNATURE ` DATE TELEPHONE 10/21/03 (407) 426-7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTAN f : In these spaces, copy the corresponding information from Section A For Insurance company use: BUILDING STREET ADDRESS (Including Apt, Unit Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 287 CLYDESDALE CIRCLE CITY SANFORD STATE ZIP CODE Company NAIC Number --. FL - 32773 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenttcompany, 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. El. 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'(see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent 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 owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.1 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. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE 0IUIVN I LIM- 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. ❑ The 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 FEMA4ssued or community4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED Gli. DATE CERTIFICATE OF COMPLIANCEIOCCUPANCY 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 PLXT� SURVEY DESCRIPTION: (AS FURNISHED) LOT 42, BAKERS CROSSING, PHASE 2 AS RECORDED IN PLAT BOOK 62, PAGES 97-99 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). TRACT A CLYDESDALE CIRCLE 50' RIGHT OF WAY Ati $ N89-'17'34"W 501.18 J/ _ T - 434.886630 P7• PC NPCENTERLINE OF - RIGHT-OF-WAY Z S89'17'34"E 50.00' WALK IS I '. _ ::::. p!::5'.py.:.::.:;.•.:.; r[:.... /"s WALK IS 1.6, OFF 1.6' OFF _ �6\ p�. 10' UTILITY EASEMENT;``' ------------ N - ' CONCRETE` 3' C/W': DRIVEWAY,^ --�° 5.0. MCOVERED ENTRY. :;:'x; 5.0' �-- - 14.7 n .7- 19.fi' 5.7 N �9 C M\ . � � TWO STORY CONCRETE BLOCK J � N '& WOOD FRAME: 1" = 30' LOT 43 o RESIDENCE of U0 N LOT 41 GRAPHIC SCALE ,d o FINISH FLOOR o O 15 30 ELEVATION=43.82 o O o o Z o 40.0' d 9 0' O r1 LOT 42 50.00'1 k- IN845'42"W CERTIFIED TO AND FOR THE Aoi I I EXCLUSIVE USE OF: LOT 34 LOT 36 LOT 35 D.R.H. TITLE COMPANY OF FLORIDA INC. FIDELITY NATIONAL TITLE INSURANCE COMPANY OF PENNSYLVANIA RLESSER P ND LI L. coowlN BAKERS CROSSING PHASE l CHMORTGAGE COM.LTD PLAT BOOK 60, PAGES 27-29 NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY LEGEND SET 1/2" IRON ROD INCONSISTENCIES HAVE BEEN NOTED ON THE ® NO ID. (10/20/03) SURVEY, IF ANY. — — BUILDING SETBACK LINE FND NAIL AND DISC - - CENTERLINE LB #6393 (10/20/03) 2. PROPERTY CORNERS SHOWN HEREON WERE - - RIGHT OF WAY LINE SET 1/2" IRON ROD AND CAP ® SET/FOUND ON. 10-20-03, UNLESS OTHERWISE EXISTING ELEVATION LB #6393 (10120103) SHOWN. CNA CORNER NOT ACCESSIBLE U CONCRETE In, - DENOTES DELTA ANGLE 3. THE SURVEYOR HAS NOT ABSTRACTED THE L8 LAND SURVEYING BUSINESS L DENOTES ARC LENGTH LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF LS LAND SURVEYOR C.B. DENOTES CHORD BEARING . WAY, RESTRICTIONS OF RECORD WHICH MAY - PRM PERMANENT REFERENCE MONUMENT PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION AI=FEC1' THE TITLE OR USE OF THE LAND. PCP PERMANENT CONTROL POINT (P) PER PLAT PRC DENOTES POINT OF REVERSF CORVATU'RE (M) MEASURED PT DENOTES POINT OF TANGENCY 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN FND FOUND TYP TYPICAL A/C AIR CONDITIONER LOCATED EXCEPT AS SHOWN. C/W CONCRETE WALK S/W SIDEWALK CBW CONCRETE BLOCK WALL CP CONCRETE PAD RP RADIUS POINT 5. NOT VALID WITHOUT THE SIGNATURE AND THE CS CONCRETE SLAB C CHORD LENGTH CHU OVERHEAD UTILITY LINE ID IDENTIFICATION ORIGINAL RAISED SEAL OF A FLORIDA LICENSED PK PARKER KALON POL P0114T ON LINE SURVEYOR AND MAPPER. R RADIUS PCC POINT OF COMPOUND CURVE - POC POINT OF CURVE I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL I HEREBY CERTIFY, THAT THIS BOUNDARY NO 120289 0045 E DATED 4/17/95 AND FOUND SURVEY, SUBJECT TO THE SURVEYOR'S NOTES THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, CONTAINED HEREON MEETS THE APPLICABLE AREA OUTSIDE 100 YEAR FLOOD. "MINIMUM TECHNICAL STANDARDS' SET FORTH ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY BY THE FLORIDA BOARD,OF PROFESSIONAL VERTICAL CONTROL AS FURNISHED. SURVEYORS AND MAPPERS IN CHAPTER 611517-.5, FLORIDA ADMINISTRATIVE CODE BEARINGS SHOWN HEREON ARE BASED ON PURSUANT TO CHAPTER 472.027, FLORIDA THE NORTHERLY LINE OF LOT 42, STATUTES. AS BEING S89'17'34" E PER PLAT. (FIELD DATE:) 6-10-03 CKB REVISED: SCALE: 1" = 30 FEET APPROVED BY: WRM 4RP//49 AMERICAN SURVEYING & MAPPING ASM41198 FINAL 10-20-03 CKB CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 QN1 M C J08 N0. 320 EAST SOUTH STREET, SUITE 180 BY: - ETES & BOUNDS 05/13/03 SOO ORLANDO, FLORIDADRAWN 32801-;:(407) 426-7979 IL IAATELLOOJ E PLOT PLAN 4-04-03 SOO CITY OF SANFORD PERMIT APPLICATION Permit # :1 Date: 04 Address: Col.> C(y4L5&1G4Jt c4r. D Job A ess: - Description f Work: escrip ion o 4+& Historic District: Zoning: Value of Work Plumbing Fire Sprinkler/Alarm Type: Building — Pool Permit Electrical Mechanical Plum Electrical: New Service — # of AMPS Addition/Alteration — Change of Service Temporary Pole -Residential New -d) Mechanical: Residential — Non Replacement (Duct Layout & Energy CaIc. Require Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets J Plumbing Repair — Residential or Commercial Occupancy Type: Residential — Commercial Industrial Total Square Footage: Construction# of Dwelling Units: Flood Zone: Type: # of Stories: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: (L Phone: G Contractor! Name & Address: ADVANTAGE PI I MININC P.O. BOX 620027 -State License Number: OVIEDO, FLORIDA 32.762,Q 7 Al OR? a Phone & Fax: -on act Person:Phone: i (407) 366 390' 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. OWN ER'S'AF FI DAVIT: 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 c.unty,li 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 Twill notify the owner of the property of the requirements Fl rida n Law, FS 713. Signature of Owner/Agent Date Signature of Contractor/Agent Date 7�OM44- Print Owner/Agent's Name Print Contractor/Agent's Name J3 Signature ofNotary-State ofFlorida Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: MARTHA Y. HALL Contractor/Age nt is %�-'m&M ,MMIWON #CC 875840 Produced ID EXPIRES: February 1 i 2004 Bonded 5ru —Notary PUblic Undetwriteers Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) L COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75501 � DATE: -~ BUILDING PERMIT PERMIT NUMBER: (CITY) COUNTY NUMBER: UNIT ADDRESS: ... ... ... __^x-/__/ I_�_---_LL__________________________________ TRAFFIC ZONEo JURISDICTION: O6 SEC: TWP: __ RN8: _____ PARCEL: ________________ SUBDIVISION: PLAT BOOK: PLAT BOOK PA�E: BL8CK: LOTx �'7 ---- ---- ----- �r~-� / -~ -----rr-�-�----- ---- -- - - ' ADDRESS: _���}_| APPLICANT NAME: ADDRESS:: LAND -----------------------------------------------------------------------------'-- FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS � ----------------------------------------------------------`^--------------------- ROADS -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 O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,364.O0 AMOUNT DUE _ . , $ 2,285.00 STATEMENT RECEIVED BY: SI8NATURE: __------~ ----------- ---_�-- = __-------- ___ _____ - _ (PLEASE PRINT NAME) DATE: -�-r--� ............. ............. NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO / NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. P[RSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/8R EDUCATIONAL (SCHOOL) IMPACT FEES MUST 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 RULESwGOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: 'Y OF SANF8RD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEM NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP iEFT OF THE NOTlCE . � �^�� i�~ ~ ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING I tl11 Is Ito 11 got 11 ss1 ee Itl 11 ip 10 1s1 is Rif as 111 0 911 to Is1 i text THIS INSTRUMENT PREPARED BY: Patricia L. Coulton D.R. Horton, Inc. 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04854 PG 1318 CLERKS # 2003096369 RECORDER 06/06/2003 1118507 AM RECORDING FEES 6.00 RECORDED BY L McKinley RECORD AND RETURN TO: tv,R. Horton Inc. ��S� 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 NOTICE OF COMMENCEMENT (Prepare in duplicate) 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 the Notice of Commencement. Description of ppropperty: Lot(s) 4, 9, 38, 42, 43, and 44 Bakers Crossing Phase 2 Plat Book , Page(s) , Public Records of Seminole County, Florida General description of improvements: Single Family Dwelling Owner(s): D.R. Horton, Inc., a Delaware Corporation Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Owner's interest in site of the improvements: Fee Simple Fee Simple Title Holder (if other than Owner): Name: Phone #: Address: Fax M Contractor: D.R. Horton, Inc. Phone M Fax #: Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Surety (if any): Address: Phone #: Amount of bond: $0.00 Fax #: Lender: Phone #: Address: Fax #: Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7, Florida Statutes: Name: Address: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section'713.13(1)(b), Florida Statutes: Name: Address: Ex *ration date of Notice of Commencement: (the expiration date is one (1) year from the date of recording unless a different date is specified): D.R. Horton 0 by: o ert A. Lakson, AsMtannt Secretary (Corporate Seal) STATE OF FLORIDA COUNTY OF ORANGE � �� — The foregoing � instrument was acknowledged before me this day of 12003 by RobertA. Lawson, Assistant Secretary of D.R. Horton, Inc., —aware Corporation, on behalf o the corporation. He/She is personally known to me. Notary Public, State and County Aforesaid Z5FFlC7ALN0TAR7§RAE PATRICIA COULTON NOTARY PUBLIC STATE OF FLORIDA COMMISSION NO. DD134330 MY COMMISSIOr i F.XP. JULY 262-006 Notary Seal CEI�EdF[ED Copy RyAlftE ORSE CiERK OF CIRCUIT CO 0 NTY, FL0 JUN ®6 CITY ANFORD PERMIT APPLICATION Permit No.: 021,�S Job Address: Permit Type: Building Electrical bescription of Work: �)= Date: -F 3a-1 A Mechanical Plumbing _Fire Alarm/Sprin3tkr Additional Information for Electrical & Plumbing Permits Electrical: -Addition/Alteration _Change of Service !Temporary Pole ,_New AMP Service (# of AMPS ._._ P1ugibing/Residential: Addition/Alteration New Constriction (One Closet Plus Additional) Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines Occupancy Type: / Residential _Commercial _ Industrial Total Sq Ftg: 3� t (ny Value of Work: S'"I$ - Type of Construction: .B,rY` K Flood Zone: Number of Stories: Z Number of Dwelling Ualts: I (Attach Proof of Ownership & Legal Description) Parcel No.: Owner/Address/Phone: i-a=t) SZd `(Uqe 5`q -Riot t-WnDoLk --tv- l.CP- Contractor/Address/Phone:iC��� - �'�, � Q'2, ak F L State License Number: G� SG -- 4bo- Grp �• �� Contact Person: e2:2 t^ oy t � Phone & Fax Number. AO� / q -g 1a ` /ee-q q22S Title Holder (If other than Owner): N Address: Bonding -Company: NX Address: Mortgage Lender: t1 kv Address: Architect/Engineer A .8. !�, E40 C )P Address: ,401 NSR. � 4 St, 115h-1 Prht QOS� . Fl 32a1AE Phone No.: Fax No.: Lb 4 1 --iq- 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 FOP,IIvfPROVEMENTS 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 gostrnmental entities Such as water management districts, state agencies, or federal agencies. Accep oaf 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 of Contractor/Agent Date e r +/G` Print Own Agent's N e Print Co for/Agent' Name Signs e of Notary- tate of Florida Date Signature of Notary -State of Florida Date OFFICIAL NOTARY SEAL PATRICIA COULTON NOTARY PUBLIC 5i'ATE OF FLORIDA COMMISSION NO. DD134330 Y COMMISSION EXP. ULY 26,2006 Owner/Agent is Personally Known to Me or Produced ID PATRICIA COULTON NOTARY PUBLIC STATE OF FLORIDA COMMISSION NO. DD134330 MY COMMISSION EXP. JULY 26,2006 Contractor/Agent is V Personally Knout to Me or Produced ID APPLICATION APPROVED BY: �► �— Dais: s -�-7 Special Conditions: Skol0 y� D. R. HORTON HOMES 2q�qCL SFR PERMIT PACKAGE CITY OF SANFORD CHECK LIST LOT 4 P-2sUBDIVISION: BAKERS CROSSING ADDRESS 54►Arovt�, Pc,. BUILDING APPLICATION POWER OF ATTORNEY 2 SETS OF SEALED PLANS 2 PLOT PLANS 31SETS OF ENERGY CALCS MANUAL J/ DUCT LAYOUT ATTACHED TO THE PLANS 2 SETS OF SEALED TRUSS PROFILES AND LAYOUTS ATTACHED TO THE PLANS UTILITY FORM NOTICE OF COMMENCEMENT APPEx CONTRACT Sri V6 � Rrm l�- Limited Power Of Attorney I hearby name and appoint: Craig Couiton and Fa-�J! j4. each agent's of D.R. Horton Inc. To be my Lawful attorney in fact to act for me and ply The Building Dept. of: C Tto v For a residential permit for work to be performed at: Lot # Subdivision : )al 16 Us Ism Cross,( h9 Address: a& And to sign my name and do all things that are necessary to this appointment. Richard B. Ladd CBC055300 Contractor State Registration Number Signature of Contractor This foregoing instr me t was acknowledged before me this: Dater 03 By: Richard B. Ladd ( Contractor ) Who is personal k own to me. AT OFFICIAL NOTARY :DD SEAL T rFLORIDA State of(Io�rida ON BLICSTFJ ISSION! NO134330County Orange I `.�J'�,SXLY26,2006 Not�blic Signaure Notary Seal CITY OF SANFORD P.O. Box 2847 SANFORD, FL 32772 PHONE # (407) 330-5630 APPLICATION FOR UTILITY SERVICE FAX # (407) 328-7367 ACCOUNT (FULL NAME) MAIDEN NAME NAME SERVICE ADDRESS MAILING ADDRESS TURN ON DATE V. I rl.Q M051 '-,lztP zz` SINGLE FAMILY RESIDENCE MULTI -FAMILY RESIDENCE COMMERCIAL OME# OWNER OF PROPERTY lJ,�•_f�0y WORK#40q-135:�-9t tO -e',4. . ZG& 6 I AM APPLYING FOR CITY OF SANFORD UTILITY SERVICE AT THE ABOVE ADDRESS. I AGREE TO FOLLOW ALL CITY RULES FOR UTILITY SERVICE AND TO PAY CHARGES IN EFFECT AT THE TIME OF DELIVERY. IN ORDER TO' -TRANSFER MY DEPOSIT TO ANOTHER. THE NEW APPLICANT MUST PROVIDE PROPER IDENTIFICATION AND ANY OUTSTANDING CHARGES MUST BE TO ANOTHER SERVICE ADDRESS. I MUST P 1 UNDERSTA-f) THAT NON-PAYMENT OF MY ACCOUNT WILL STOP SERVICE. SIGNED; DO NOT WRITE BELOW THIS LINE DEPOSIT AMOUNT $ APPLICATION FEE $ _ OTHER FEES $ TOTAL DATE CUSTOMER# LOCATION# LAST BILL READ THIS READ CSR DATE PLOT PLAN DESCRIPTION: A PARCEL OF LAND LYING AND BEING IN SECTION 18, TOWNSHIP 20 SOUTH, RANGE 31 EAST, CITY OF SANFORD, SEMINOLE COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCE AT THE NORTHWEST CORNER OF LOT 26, BAKERS CROSSING PHASE 1, PLAT BOOK 60, PAGES 27 THROUGH 29; THENCE RUN S89°17'34"E A DISTANCE OF 459.46 FEET TO THE POINT OF BEGINNING; THENCE RUN N00°42'26"E A DISTANCE OF 110.00 FEET; THENCE RUN S89°17'34"E A DISTANCE OF 50.00 FEET; THENCE RUN S00'42'26"W A DISTANCE OF 110.46 FEET; THENCE RUN N88°45'42"W A DISTANCE OF 50.00 FEET TO THE POINT OF BEGINNING, CONTAINING 0.13 ACRES f. NOTE: WE DO NOT ACCEPT RESPONSIBILITY FOR ANY ERRORS THAT MAY OCCUR FROM THE USE OF THE UNRECORDED / PROPOSED PLAT THIS"PLOT PLAN IS BASED ON. LOT 42 CONTAINS 5511 SQUARE FEET t THIS STRUCTURE CONTAINS 2107 SQUARE FEET t TOTAL CONCRETE 548 SO. FT. t TOTAL SOD 2856 SO. FT. t TRACT A UNNAMED ROADWAY 50' RIGHT OF WAY N89'17'34"W 501.18' - ^ PT 434,88' I 66.30' PC wl I CENTERLINE OF Nio RIGHT-OF-WAY Z50.00' S89'17'34"E FLOOR SLAB ELEVATION MUST BE 16" r1riCZ E t ROWN OF ADJACENT ROAD UNL.S OTHERWISE APPROVED 1" = 30' GRAPHIC SCALE 0 15 30 W LOT 43 0 5`1 O c'1 t O O Z 4000' a n /C (y (D LOT 41 a o N O PROPOSED O MODEL 2879 O FINISHED FLOOR in ELEVATION=44.1 40.0' POINT OF POINT OF 50 PAT10 5.0' COMMENCEMENT BEGINNING .- N O LOT 42 DRAINAGE TYPE B NW CORNER S89'17'34"E 459.46' I LOT y261 N88-45'42"W - - I LOT 26 1 50.00' I BAKERS CROSSING L O T 34 I I L O T 36 PHASE 1 LOT 3 5 PLAT BOOK 60 PAGES 27-29 I BAKERS CROSSING PHASE I BUILDING SETBACKS PLAT BOOK 60, PAGES 27-29 FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: D.R. HORTON 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 120289 0045 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY. APPEARS," 0-0E IN ZON AREA OUTSIDE 100 YEAR FLOOD. '�— BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 26, BAKERS CROSSING PHASE 1 AS BEING S89'17'34" E PER PLAT, (FIELD DATE: ) SCALE: 1" = 30 FEET APPROVED BY: WRM JOB NO. ASM41198 DRAWN BY: REVISED: LEGEND BUILDING SETBACK LINE CENTERLINE RICHT OF WAY LINE X PROPOSED ELEVATION PROPOSED DRAINAGE FLOW OCONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT (P) PER PLAT (M) MEASURED (CALC) CALCULATED END FOUND C/W' CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD PB PLAT S5BOOK NGS NAISRAL GRADE SO. FT. SOUARE FEET AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER L8#6393 TES dt BOUNDS 05/13/03 SDO 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA OT PLAN 4-04-03 SDO 32801- (407) 426-7979 MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY POL POINT ON LINE PCC POINT OF COMPOUND CURVATURE POC POINT ON CURVE OR OFFICIAL RECORD PD PLANNED DEVELOPMENT A 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 COW CONCRETE BLOCK WA'L RP RADIUS- POINT R RADIUS CS CONCRETE SLAB C CHORD LENGTH R/W RIGHT-OF-WAY ORB OFFICIAL RECORDS BOOK 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF " REt.ORD WHICH 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 AND MAPPER. -i 5-03 )i 11 & FOR TIRE Y 1 FIRM . S928 ILLIAM R. SCAT LO JRM/ DATE CITY OF SANFORD DUIL DI TS FOR RESIDENTIAL BOILDING PERMIT SUBMITTAL REQUIREMEN ❑ I, Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures Lures (not to aces) ❑ 2, Two (2) complete sets of construction designdrawings Complete sets to include: cr sues for all bearing walls. Provide side view details ❑ a. Foundation plan indicating foot of these footers with reinforcement bar replacement. ❑ b. Floor plan Indicating interior wall partitions and room identification, room dimensions, door, window, tad�o�Rsizes, coke detector, location(s), landings, decks hroomffxtur~ and distances from walls are to be shown. * Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5) ❑ C. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per CIty Engineering Department or subdivision plat. ❑ ns to be used in the structure. Bearing d. Cross sections of all wall sectio non-bearing inter and exterior. Show all components of wail section. o a Framing plan for floor joists where conventionally framed. Plan 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. 0 9. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handralls and guardrails. h. Square footage table showing footages: 40 0 S.F. Garages/Carports S.F. Porch(s)/Entry(s) Q1__S.F. Patios) S.F. Conditioned structure S.F. Total (Gross Area) rida Energy Code Forms (Form 600-A-97) ❑ 3, Three (3) sets of completed Flo ❑ 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. ❑ 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 to be obtained from Seminole County Health Department at: 400 W. Airport B1vd,Sanford, Fl (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑ 6. Application to be completed thoroughly and signatures provided by,a licensed and Insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. 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 the City Ordinances. REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab S. Lintel- tic beaths - columns- cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation / firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building final 15. Other DATE SIGNATURE (I3y Owne or Authorized gent) P, EST 4C 0NTR0 t_ Sentricon* Colony Elimination System Pretreatment Plan Agreement Date of Install : Contract Number PUCHASERS IN\AME AND ADDRESS Name �3— 0" Address 62—z?D t'' City/State/Zip CaLL� , CO, 322�ZZ Phone & Email �S � Quarterly Payment Amount5c�r`�at� (First payment due on the Install Anniversary Date) Any payment deemed 30 days past due will result In the cancellation of this Warranty and Justify removal of the Sentricon System. CUSTOMERS NAME AND ADDRESS Name Address City/State/Zip Phone & Email INSTALLATION ADDRESS: Gt y DF—SDAt- uIZ�GET , 5lAfAFQrzfQ, PC/. SPECIAL OR ADDITIONAL COMMENTS NOTIFICATION STICKER LOCATED:ft�T' . DAMAGE REPAIR WARRANTY From the date of installation of the Sentricon* Colony Elimination System, Apex will warrant the structure(s) against subterranean termite damage. If subterranean termite damage occurs to the described property during the warranty period, Apex will, upon notification and Inspection, arrange for the necessary repairs and pay the cost of labor and materials not to exceed $1,000,000. Apex may chemically treat the affected area of the property at no additional cost to the Customer. THE UNDERSIGNED CONSENTS TO AND AUTHORIZES THE WORK CONTEMPLATED HEREIN, AND FURTHER AGREES THAT THE TERMS AND CONDITIONS STATED ON EITHER SIDE OF THE AGREEMENT SHALL GOVERN THE RELATIONSHIP OF THE PARTIES. Apex Representative Signature Date "� Customer or Agent Signature Date Apex Pest Control Inc., (Apex) will, In substantial compliance with all federal, state, and local laws, rules, and regulations, and all applicable recommendations contained In literature provided by DowElanco: 1. Install Sentricon* stations (the Stations) in the soil around the outside perimeter of the structure(s). 2. monitor those Stations for twelve months from the date hereof; 3. during those years, add Recruit* termite bait and remove It from the Stations as appropriate; and 4. during those years, inform the Customer of: a, any new or increased termite activity noted at the Stations b. any addition or removal of Recruit* of Recruit* termite bait; and C. any observed effect of the Sentricon* Colony Elimination System (Sentricon) on termite activity. The Company will extend this Service Commitment following the original twelve month obligation. The Sentricon Pretreatment Plan may,4 maintained for the LIFETIME of the identified property subject to the terms and conditions of this agreement for ggtkmer quarter (3mo period) payable on or before the end of the previous monitoring period. After the fifth year, and each year thereafter, Apex reserves the right to revise the quarterly payment amount, not to exceed 10% per year. The Customer warrants full cooperation with Apex during the term of this Agreement, and agrees to maintain the area(s) baited free from any factors contributing to infestation such as wood, trash, lumber, direct wood -soil contact, standing Nvater. under pier type structure, or as noted In "Special or Additional Comments". The Customer also agrees to notify Apex of and eliminate faulty plumbing; leaks; dampness from drains; condensation or leaks from the roof or otherwise Into, onto, or under the area(s) baited. At no time will damage caused to any portion(s) of the Structure(s), even by an active wood destroying insect Infestation, be the responsibility of Apex In areas where any of the conditions described in this Paragraph exist. Failure of Apex to alert the Customer to any of the above conditions does not alter the Customers responsibility under this paragraph. DISCLAIMER: COMPANY DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED; INCLUDING STATUTORY WARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRAINTES. OF MERCHANTABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR WARRANTY OF WORKMANLIKE SERVICE. FURTHER, COMPANY HAS MADE NO AFFIRMATION OF FACT OR PROMISE RELATING TO THE PRODUCT OR SERVICE PROVIDED HEREUNDER THAT HAS CREATED OR AMOUNTED TO AN EXPRESS WARRANTY, Customer expressly waives and releases any claims In any lawsuit, arbitration or other legal proceeding against Apex for negligence, torts, personal Injury, death, violation of any statute, rule, or regulation, loss of use, diminution of value, economic, compensatory, Incidental, consequential, exemplary, punitive, Iiquidated, treble, or special damages If any kind, and in no, event shall Apex be liable for any amount greater that amount paid by the Customer to Apex for the service to be performed. SENSITIVITY/PHYSICAL FACTORS: Customer understands and agrees that (I)lt Is the responsibility of all family members, visitors, guests, and/or other temporary or permanent occupants to consult a physician if necessary regarding any affects the Property treatment may have and (2)lt Is their responsibility to notify Apex in writing not less than two (2) days prior to treatment regarding any allergy or sensitivity concerning odors, dust, pollen, respiratory Illness, or other condition that may be activated or exacerbated by the products and or techniques utilized by Apex. GENERAL TERMS AND CONDITIONS By specific reference hereto, the Customer understands that the general terms and conditions are hereby made part of this contract and apply without exception. 1. COMPONENTS: The Customer understands that: Ali components DOWELANCO OWNERSHIP OF SENTRICON* SYSTEM of the Sentricon *System (Components) are and will remain to property of DowElanco. The Customer has no rights to any of the modify the components In any way, other than the right to their use as Components, and the Purchaser may not alter, remove, or Installed by Apex on the Customer's premises under this agreement. 2. On expiration or termination of this Agreement, Apex and DowElanco or its representative are authorized by the Customer to retrieve from the Customer's premises the Stations and other Components contained therein for appropriate disposition. 3. If Apex, for whatever reason, ceases to represent or to be authorized to represent, the Sentricon* System a. Apex will: (I)so notify the Customer; (2)offer Customer the alternatives of either using a different form of termite protection or discontinuing the relatlonship (note, Conventional "liquid barrier" method of termite control may not offer an effective means of controlling certain termite Infestations of certain structures. In such event Apex may not be able to offer a different form of termite protection, and therefore may have to discontinue the relationship.); (3)lf the Customer and Apex (Parties) agree on use of a different form of termite protection, give the Customer credit for service paid for but not yet received; (4)If the Customer elects to discontinue the relationship, or If Apex cannot offer an effective different form of termite protection, refund to the Customer an amount equal to the fee paid for services not yet received, and;. (5)retrieve, or advise DorvElanco or its representatives where to retrieve, the Components from the Customer's premises; and b. the Customer will; (1)grant Apex and DowElanco or Its representative reasonable access to the premises for the retrieval of . the Components; and; (2)elther agree with Apex on the use of a different form of termite control or elect to discontinue this relationship. ADDITIONS AND/OR ALTERATIONS This Agreement covers the Structure(s) identified herein as of the date of the initial instailation. Prior to; (1)the Structure(s) being structurally modified, altered, or otherwise changed or; (2) to any termiticlde being applied on or close to the location of any Station, or; (3) soil is removed or added around the foundation, or; (4) any tampering of baiting equipment or supplies. occurs, the Customer will immediately notify Apex in writing. Failure to notify Apex in writing of the events listed above may void this Agreement. Additional services because of any alteration, addition, or other such event, may be provided, by Apex at the Customers expense, and may require and adjustment in the annual fee. DAMAGE RELATED TO SERVICE Apex will exercise due care while performing any work her In avoidance of damaging any pert of the Customer's property, plants, or animals. Under no circumstances or conditions shall Apex be responsible for damage caused at the time the work Is performed except those damages resulting from gross negligence on the part of Apex. PAYMENT/DEFAULT. All payments due pursuant to this Agreement shall be made at the Apex Corporate Headquarters located in Merritt Island, Brevard County, Florida. In the event of failure to make payment when due, or any other default by Customer (1) Apex may without notice, terminate this Agreement and pursue all other available remedies, which shall be cumulative, and (2) interest shall accrue at the highest rate allowed by law during the period of any delinquency, and (3) Customer agrees to pay all costs and attorneys fees Incurred by Apex, whether or not suit Is brought. VENUE/SEVERABILITY. Venue for any and all legal proceedings shall be in Brevard County, Florida. If any part of this Agreement is held to be invalid or unenforceable for any reason, the remaining terms and conditions of this Agreement shall remain in full force and effect. CHANGE IN LAW. In the event of a change In applicable law as It pertains to the services promised herein, Apex reserved the right. to revise the annual extension charge or terminate this Agreement. DISCLAIMER/CONDUCIVE CONDITIONS Apex's liability under this Agreement will be terminated if Apex is prevented from fulfilling Its responsibilities under the terms of this Agreement by any reason of delays in transportation, shortages of fuel/or materials, strikes, embargoes, fires, floods, hurricanes, storms, quarantine restrictions, or any other act of God or circumstances beyond the control of Apex. Apex disclaims any liability for special, incidental, or consequential damages. This Agreement does not cover and Apex will not be responsible for; (1)termite damage resulting from water leakage; (2)termite damage resulting from masonry failure or grade alterations; (3)termite damage resulting from direct wood to soil contact; (4)furniture and contents; (5)areas of existing damage unless areas have been repaired by Customer's evidence of receipts. ARBITRATION. Not withstanding any provision contained herein regarding litigation, in the event of any dispute arising hereunder, Customer agrees to submit the dispute to the least expensive procedure of arbitration In accordance with the rules and procedures fot commercial arbitration of the American Arbitration Association or any successor organization, and In accordance with and subject to all the provisions of the Uniform Arbitration Act as in force in the State of Florida, or the Federal Arbitration Act, 9 U.S.C. section 1, et seg. The proceeding shall be governed by one arbitrator, and the location of arbitration will be Brevard County, Florida at the of Ices of Apex or it! designee. The arbitrator will have the complete power to determine all issues of fact and law, and any determination of the arbitrators wil be flnal and conclusive, and binding on both parties. Customer agrees that any such arbitration shall be conducted on an Individual basis and not a class wide basis. Apex shall recover all fees, costs, and attorneys fees associated with the arbitration proceeding. ENTIRE AGREEEMENT. The service Agreement signed at the time of purchase constitutes the entire Agreement between the parties an( no other representations of statements will be binding on the parties. REFUNDS. .Apex at any time on or after 36 (thirty-six) months from the Initial date of installation, terminate this Agreement and b relieved of any liability hereunder If Apex determines, In its sole discretion, that it is unable to prevent or stop further damage to Propert from subterranean termite activity. Partial refunds may be made under the discretion of Apex Pest Control Inc. NOTICE OF CLAIMS, ACCESS TO PROPERTY. Any claims under the terms of this Agreement must be made Immediately In writing t The Apex Corporate Office. Apex is only obligated to perform under this Agreement if the Customer allows Apex access to the identifie Property for any purpose contemplated by this Agreement, including but not limited to re -inspection, whether the inspection was requeste by the Customer or considered necessary by Apex. LIMITED ASSIGNABILITY. This Agreement Is assignable by Customer for a period of 1 (one) year from Its effective date. After th Initial 12 (twelve) month period, Customer may transfer or assign this Agreement with a transfer fee payable to Apex wlthin (thirty) days of the transfer of the treated Property. *Trademark of DowElanco Brevard Area Orlando Area Tampa/Sarasota Area 508 S Plumosa St. 7006 Stapoint Ct. #G 5314 Faulkenburg Rd N Merritt Island, FL 32952 Winterpark, FL 32792 Tampa, FL 33510 407-459-2847 407.858-0540 813-221-2847 800-929-2847 888-764.2847 877.459.2847 =T 'I June 9, 2003 Roger Dixon, City Manager City of Sanford 300 North Park Avenue Sanford, FL 32771 RE: Estoppel Letter This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for the issuance of Permit No.C7 3 - dcor for the following work: Construction of a SFR on Lot 42, Bakers Crossing Phase 2, 287 Clydesdale Cir. Sanford, FL 32773 D.R. Horton Inc., hereinafter referred to as the "Owner', recognizes that issuance of Permit No. 03.7,b 1 �_ will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or buildings from any applicable development regulations. By issuing Permit No. 03 • Z,6 i the city does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the above mentioned property until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The owner hereby grants the City the right to deny use of the SFR for occupancy until all of the above -referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and it's officers, employees and agents harmless for any and all losses, damages, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above - referenced project or the issuance of Permit No. 0 3 " LO 1 S . The owner also agrees to the following as additional conditions for Permit No.03- 2-01 S_ . 6250 Hazeltine National Drive - Suite 102 - Orlando, Florida 32822 - (407) 857-9101 - Fax (407) 857-9228 � 120 1 A04 Roger Dixon, City Manager The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, sub -contractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this documents. Signature Patricia Coulton Printed/ Typed Name 4a6� Signature Medalid Jorge Printed/ Typed Name STATE OF FLORIDA COUNTY OF ORANGE (Owner) Signature Robert A. Lawson Printed / typed Name Assistant Secretary Title The foregoing instrument was acknowledged before me this 6th day of June, 2003 Robert A. Lamson 'as the assistant secretary for D.R. Horton Inc. who is )ersonally knownto me,or who produced their Florida State Identification. I i 7DD134330 CPATRICIA CONOTARY PUBLIC STAORIDACOMMISSION N MY C 0 M /I IS5ION ExP�IIJI.Y 26,2006 Notary Signature otary Stamp 6250 Hazeltine National Drive - Suite 102 - Orlando, Florida 32822 - (407) 857-9101 - Fax (407) 857-9228 F<UM _ _._ 5-1�b-2b3 7 : C�`=iAt•t 1� 1-ilJM v.,v+. 0.'r i ....� .. � - Ir'r.'n v.� r.ry (:`!t• Y;l H.. .S ... . CITY OF SANFORD PERNIIT APPLICATION Permit A Job A1441444 -�-/ _a3 . -)(( Z pciF(�p►Sop v( W06; Vz` Lu I I e... , -------- h1q.0 P416fP Poll$. v�lui � w�rtil Fire S nnklcr/Alarm Pool Permit Typci Building Electrical „-11" Moehanieal Plumbing „ P r Tempor8ry Pole_ Service - P of AMPS Addition/Alteration Change of Scrvicc __ Electrical. New Nov (Due[ Layout &Energy CBIc. Required) Mechanical: Residential _ Non•Rcsidcrstia) m Replaceent Plumbing/ New Commercial: is of Fixtures 0 of Wam & Sewer Lincs # 0 Residential or Commercial ' PlumbingfNew Residential: k of Water Closcts._ Plumbing Repair Occupancy T)'pe Residential V, Commercial Industnal Total Square Footage: _ (FEMA form requlrvd for other than X) Construc(lon Type; p of Stories: fa Dwelling Unih: _, rlood Tone: (Attach Proo( of OWntrlhip R Ug-&I Dmci Spoon) C �v� Pared a' % I 0-ncrr Name Q: `A,ddreer.: Contractor amc 6 Addret�'.VC) _j e- r` 27y� iMateLlt'cm Number_.._ - — Phone: - /(. �i 4 Yhonc & Fix: `tU� " .� �� 1 � �� - - Contact Person: Bonding Compsny. —• - -- n ddreas .. .. _ ..._ .. ._ Ytorip agt Lender - Addreti: ... .. .._ '� Phont. . ArchltvcUEnginecr: za Address: -. Appli<alion is hereby made to obtain a permit to do the work and insullilions is indicated. I certify that no wvrk or insullsnon has convnenced pnor to the Issuance of a permit and that all work Will be perfnrmod to rroet alanduds or all laws �OLSIFURNACEng IS BOIion in ILERShis nHEA�RS, TANKS and t e scpank permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, AIR CONDITIONERS, cic. AIR FR'S AFFIDAVIT: IT: I certify that all OI'the foregoing in is accurate and d-U, all ..vrk r' ll be done in compliance vrieh all apphcoble laws NSO nnit constncnon and zoning. WARN(NC TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMF N'f MAY RESULT IN YOUR PAYfNC' OVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTArN FINANCING, CONSULT WrM YOUR LENDER OR AN T�V}CE FOR IMPR ATTORNEY BEFORE REC:ORO DINYOUR NOTICE OF COMMENCEMENT, NOTICE: In addition in she requirements of thia permit, there may he addironal resrrietrons applicable to this Property tIU( rtvy be found in the public records or this county, re m , and the" be addidonal permits required fmm other Qovvmmenul rnnna Such as wller mynagcmant distracts, Style kgencle S, or federal ag me KS. FS 71 AcccPlaru c of permit is vcnrl"tton ih�i I will notify the owner of the properly of the requlreme s f Plo a U �— 7'� 3 Slgnuurc of Owner/ASenl _ - Ualc hi[malurt:orCon mclnr/A�clit Date ..... ... Ynnl Ctmtrsc torlA s Namc Print Own7Agcr11's Namc L, - _ etc nr lorida Dulc Sign.stutc Or Nvlary•Sl�lr n( Flnnda (late Signature osl F ('vnlnel nrU;cnt IX • Yrr:nnaJv Klwwn it) Mr �L..ncr/ngcnt is _.._ YciiunPlly Known to etc ul ...._ Y rvduuid II) "'"' nl'I'LIi AIIO.\ AI'I'IcOv(10 IIY* 111ds: IY.Ic) L Oa r- (Initial A': I)alu) (hllli'al Dale) MARI E A. 7ETTLEMOYER a MY COMMISSION # CC 855100 'eOF flpQL� EXPIRES: Jul 15.2003 t-W&3-NOTARY Fla [doearyser C8 & ®msding Co, Permit # 4 l Job Address: Description of Work: Historic District: FRI CITY OF SAPIFORD PERMIT APPLICATION ate: 0 Zoning: slue of Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool.. Electrical: New Service — # of AMPS Addition/Alteration Change of Service Tempor* Pole ^ _ sue•__._, - Mechanical' Residential Non -Residential Replacement New. (Duct Layout & Energy Cali. -Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Wat losets Plumbing Repair— Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required f'or o,Vter than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Addres4))tR Phone: Contractor Name & Address: . .f MATMIN & AVD PINWI,% License Numbe Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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 . compliance withail'applicable. laws rcg,-uIa6 g construction and zoning. WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COMM•ENC MENT MAY RESULT IN YOUI< PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCON L� IN��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 appl' ble to thi rope that may be found in the public records of this county, and there may be additional permits required from other governmental entities sus as water e nt districl�slate agencies,/i federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date O%wier/Agent is _ Personalh �no..n to ,Me or Produced ID AI'I'LICATION APPROVED BY: Bldg: ! Initial & Date, Zoning: en La , FS 13. �/ I �r/Agent Date 5,OMRT G. DELLO-RUSSO P t Contractor Agent' Name ') i q0- 3 Signature of No -:-,-State of Florida Date Contractor/Ace-.: i _ Personali. Known to Me or Produces :D (Initial & Date) FD: (I_ICI • (Initial & Date'p (Itritia Da, Spccial Conditions: o� MIRINDA C. TURNER MY COMMISSION 4 DID 212893 EXPIRES: June 14, 2007 od bt°P` Bonded Thru Notary Public Underwriters ONE BY V1300 BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE a WOOD BUCK STUCCO BY OTHERS .. ' -fERI1ETCR CAULK By. GTHERS RIGID_ V(HYL GLAZIHG BEAD N cTYPJ DO ,MI) CONCRETE OR MASONRY OPENING I BY OTHERS T / CAULK BETWEEN W000 BUCK I' MAS'Y. OPENING BY OTHERS 1-1/4' MIN. 4 EMBEDMENT INSTALLATION ANCHOR 3/16' DIA. TAPCON Ex (_BUCK HEIGHT) CAULK BETWEEN WINDOW FLANGE L PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK. OR APRv'0. EQI. FLANGE TYPE PERIMETER CAULK WINDOW FRAME SILL BY OTHERS B.v. (BUCK WIDTH) INSTALLATION ANCHOR, ONE By WOOD 3/16- DIA TAPCON BUCK BY OTHERS SHIM AS REO'D- RIGID VINYLMAX. GAZING BEAD (SEE NOTES) CTYR.) BY 1-1/4' MIN EMdE DHENTI` D v CAULK BETVEENJ WOOD BUCK 7. MAS'Y- OPENING BY OTHERS SECTION B-B CONCRETE OR MASONRY OPENING BY OTHERS a W.W. � CAST SILLJ a c A IY OTHERSS SECTION A A BI C NOTES" -A 1) $HIM AS REO'D. AT EACH INSTALLATION ANCHOR. MAx. ALLOW-BLE r — SHIN STACK TO BE 1/4-. l D 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOT 6063. r- 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4- INTO MASONRY OR CONCRETE 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEA !< JAM£S. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH B VULKEM 116 ADHESIVE CAULK OR APPR�D EOUAL. 5) USE. SaJCL"ZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H I - EXTERIOR OF WINOOw FLANGE. 6) IF EXACT WINOOW SIZE IS NOT LISTED IN ANCHOR CHART, US - ANCHOR GJANTIIY LISTEN WITH NEXT LN-iGErt SIZE. FOP T='_ APPROPRaTE DESIGN PRESSURE REO C'. 7) GLASS TNICxNESS MAY VARY PER THE P.£OUIR.EMENTS GF ASTm / / E1300 GLASS CHARTS. 8) LETTEP. CESiGNATIONS ON THE TAPCON LOCATION CHART INDICATE WHERE TAPCO14 ANCHORS ARE TO BE INSTALLED WHEN U-iNG T r L- EXTERIOR ELEVATION AS A KEY 9) ALL FACTORY APPLIED HOLES NOT DESIG)4ATED FOR TA.:CCN i ANCHOR SHOULD BE FILLED WITH la SCREWS OF SUF ;CIE:;: 17H. TO PRO_ A W,!` MIN 5/a IN. MPEUM Ni N'J .0(LO FUCK 10) FLORIDA ExTRVO GO S 1 f NUI '- Nf I HO" 1 i':15 PRINT ALSO APPLIES o f ORIOA A l O C �:CO SERIES S:NGLE HUNG ' i r •; //� I I �)(\ 1 — \V1 I_ y/•``l \ 1 1 E 1 K G 4-1 STRR Jr A' w 7 - -�. r . 'J .. -F SUF IC 1 =NG -I /. 1 -u _ 1 — - r -' /'.. r r. ALLr_ h E _/ Mr _ _,._.. �I _. lI F�.tiif = IElv A TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN 'JAMB SIZE SIZE 30Si TO l0— <fcs TO 70PSF' 30IV TO 4W,, 41 W',TO:70osi 12 13 18 t/8 x 25 1D 7/a X 37 3/8 -6 8 F,G -- aFG-v 14 745 - 78. 1/9 X 49 5/e + t8'1/e x 55 1/a '.B B X 62 16 87 '_ ' . '.. °`..`FG , ,.�`T'f.GJ.K.• AM2 1M3 ; 25 1/2 X 25 -n 1/2 X 7 3/e 6 e It .FF x ar i.4 •25- 1/2 X 49 5%d ' 1H45 25 t/2 x 55 1/4 - 1H5 25 1/2 x 62 B B, `FC 1H6 25 1/2 K 71 - 8 8 -FC )M7 '25 1/2 X 83`- - 30 1/2 + 25 29 1/2 X 25 8 - 6 30 1/2 + 38 3/8 29 1/2 X 77 3/8 6 - 8 -. - -RFC - FG - 30 t/Z . 50 5/6 29 1/2 X 49 5/8 B 8 ' `RFC 30 1/2 56-1/4 29 1/2 X 55 1/4 B 6 FG " FCHJ 30 1/2 + 63 29 1/2 X 62 6 6 - - F-G F,GHJ -�- . 30 1/2 . 72 29 1/2 x 71 8 _ 6 F.G HJ F,G.Mi 30 1 . 84 1a 1 2 X b3 a 8 F.GJJ( - F.GJJ(., 36 x 25 _F.G 23 36 X 37 3/6 8 B - F.0 24 36 x 49 5/6 B e F.G F,G,MJ 245 36 X S5 1/4 8 e F.G --F.G.Mi -.. 25 36 X 62 8 B - F.GH.1 - F.G. 26 36 x 71 6 11 -F.G.MJ -O.EF.GHJ- 27 36 x 83 6 8 F,GJ.K F.G.H)J.K - 42 : 5 - 41 X 25 42 . 38 J/0 41 X 37 3/t F.G- f G,HJ s2 . 50 5/8 •1 x 49 3/8 8 8 -' F.G FG,MJ 42 . 56 1/s 4/ X 55 i/4 8 E :'F,GH,I - FG,MJ 4 . 63 41 X 62 8 8 - F.GHJ -- .O.E.F.GHJ -: 42 : 72 41. x 71 B 8 - F,GHJ D.EF.GHJ .42 . 84 41 X 153 B 8- F.GJ.K F GHJJ.K 48 26 47 x 25 £ A,C F.G I F.G 48 . 3Z 3/8 a7 X 37 3/Z B A,C F.0 FGHJ 48 . 50 1/. 7 A 49 S/3 B A.0 . F.G ` F G.HJ 48 . 56 1/4 47 X 55 1/4 £ A.0 F.G.MJ - f G,HJ 45 . 63 47 x 62 8 A,C F,GH,1 0 £.FCHJ 72 s7 x 71 O hC F.G.MJ O.EF.GHJ 43 4 47 x 83 P. r FGjK 0 FGHIJK 32 52 1/3 X 25 B AC F.G F.G 33 52 1/8 x 37 3/8 B A.0 F.G " F.GH.1 34 52 i/8 x 49 5/8 1s A.0 F.GHJ ". F,G.HJ 345 52 1/8 x 55 1/4 B I A,C F.C..H.1 D.E.F,G.H.1 35 52 1/8 : 62 'c A.0 F,C.H.1 O.EF.G.H.1 36 52 1/8 x 71 B A.0 F,G.HJ O.E.F.G.H.1 -. - 37 52 1/3 X 83 s A.0 F.G.J.K O.EF.G.J.'F..J.K 37 St_= NOT —LABL= IN 1000 OR 1500 SERIES. FLORIDA EXTR�DERStSANFORD,F�ORIDA TITLE: iNSTAi_1_-^T;CN DEis V SGI_ HUN- r LAN(GE SERIES 1000 , i 500 ti 2000 DRAWN BY. i APPROVED BY: DATE: i SCALE: Dwr.. F L E X 0 0 1 i. - PERIMETER CAULK HY OTHERS INSTALLATION ANCHOR #8 WOUD SCREW FIN TYPE WINDOW FRAME SINARnlE SILL STOOL 3Y OTHERS TWO Sr vr_.pD 3Y D..+ERS STUCCO /�1 U BY OTH-E3S CAULK DET`J'=EN WiNDO`J FIN $SEA T_?N� 6 SI!EAT:y1NG 3, DT--_ I ;?- I EmE=Dn NT i 6I1 : I:I I 3) INSTALLATION ANCHOR MUST E£.:OF .SUFFICiENf. LTH.., TO ACHIEVE MIN. EMQEDMENT OF T MOD TO WOBUCK. ) t USE SIUCONRED ACRYLIC -CAI LK BEHIND WINDOW FtN P. ("T MA; MAX. (T ELEVATION vtEwED FROM EXTERIOR a) FLORIOA EXTRUDERS T000 SERIES SINGLE HUNG IS . AT HEAD. SILL & JAMSS_ 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SW ram— 6" YP.J AROUND EXTERIOR OF WINDOW FRAME.,-'-, _ - 1 H: 6) IF EXACT WINDOW SIZE IS NOT-LISTED'TN ANCHOR C USE ANCHOR OUANTITY LISTED wITN .NEXT LARGER, SIZE T) GLASS THICKNESS MAY vA.� PER THE-_R£OUIREMENTS, ASTM E1300 GLASS. CHARTS.'- St THIS PRINT ALSO APPLIES TO THE FLORIDA ETRVOERS AND 2000 SERIES SINGLE HUNG WINOOWS REV DESCRIPTION DATE I INI FLORIDA EXTRUDEPS INTERNATIONAL. INC SANFORD. FLORIDA TIT INSTALLATION D -iL W/9? SCREWS ,INGL= allNG rIN I00 500, a _000 1 I D=`W'' BY::,;- APPROVED BY: SHEATHING - BY OTHERS CAULK PETVEEN WINDOW FIN ILSHEATHING INSTALLATION ANCHOR ;8 SCREW EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS WINDOW HEIGHT EXTERIOR PERIMETER CAULK BY OTHERS VS TAL'_ATiON ANCHOF. :2 WOO] SCREW —� EXTER.10P FiNK4 BY oY DIHERs r 1" MIN. F E M BC DnE N T VppO FRAMING �BY OTP..EP,S — GLAZING ,SEE NOTE 6) CAUL,' _ETWN / WINDO'-' c:N $HEATHIfI EM�F ^,r.!cilj JCS SHIN AS REO'D.CENTRAL SLOPJDA B-0-AL•S (SEE NOTES) lt/fANUFt>,aJ A p ['�T R NAME e 1/4MAX. SHIM SPADE—j MASTER ME # GLAZING (SEE NOTE 6) BUCK HEIGHT FIN TYPE WINDOW FRAME SHI. RE) D. 1/4' 4AX ,SEE NOTES) WnGO FRA4!NG BUCK 91 CTHE.S WE HE EXTERIOR FIN TYPE WINDOW FRAME [GMT IGNT WINDOW W}DiH A / 1 B '3 A—j ELEVATION VIEWED f,`-;OM EXTERIOR WINDOW WIDTH [— i/a MAX. SHIM SPACE I y� WOOD FRAMING BY OTHERS _ SHEATHING SY OTHERS INSTALLATION ANCHOR a8 SCREW CAULK BETVEEN / V [NDOV FIN 6 SHEATHING SECTION B—B PERInETER CAULK EXTERIOR FINISH _ BY OTHERS BY OTHERS NOTES' 1) SHIM AS REO-D, AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4 . 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHORS MUST BE OF SUFFICIENT LENGHT TO ACHIEVE MIN. EMBEDMENT OF I - INTO WOOD FRAME. 4) USE SIUCONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR. OF WINDOW FRAME. 5) USE SIUCONIZED ACRYLIC CAULK BEHIND WINDOW FIN. 6) GLASS THICKNESS MAY VARY PER REOUIREMENTS OF ASTM E1300 GLASS CHARTS. SINGLE GLAZING IS SHOWN. INSULATING GLASS ALSO OUAUFIED. 7) FLORIDA EXTRUDERS 2000 SERIES FIXED PICTUPE —� WINDOW IS SHOWN. THIS PRINT ALSO APPLIES TO ' THE FLORIDA EXTRUDERS -1500 AND 1000 SERIES PICTURE WINDOW. B 8) SPACE INSTALLATION ANCHORS AT 6 MAX. FROM CORNERS AND MAX. 24 O.C. DESIGN PRESSURE CAPACITY OF INSTALLATIONS_ 'Al TH ANCHOR. SPACING AS STATED, IS 70.0 PSF FOR ALL AVAILABLE SIZES UP TO 73 X 71 OR 63' X 95 OR 119' X 37-3/8- MAX. 9) WINDOW UNIT CAN BE MULLED TO OTHER UNITS USING ALUMINUM TUBE MULI:ON. SEE MUL:ON INSTALLATION SHEETS FOP.=.E,1,IF.EMENTS. TERNATIONAL, INC FLORIDA EXTRUDERS I�ANFORD, FLORIDA TITLE: INS TALL in. T ' UN _ c I L W/ '-S WOOD Scr'clW F I XE D-iIND SF_.ES' 2000 \000 DRAWN EY BE A?PROVED BY: ATE: ! / 1 2/0 _ ALE:... _.ID'NG.. ; I =;<: 1-11 ..j r SHIM AS RE'O'D SHEATHING (SEE NOTES) BY OTHERS CAULK BETWEEN DOOR FLANGE L SHEATHING OP.;SIDING BY OTHERS PERIMETER CAULK BY OTHERS i 411�T_172, _NIA c SLIDING GLASS DOOR FRAME SILL Ir —J/4' MAX. SHIM SPACE - - INSTALLATION ANCHOR - TWO BY WOOD '8 SCREW ,.� .... -.BT OTHERS_ _. ... —r"' _.. _.__... ' ... `...�-_—. .. ..TWO By WOOD ., EY OTHERS CAULK BETWEEN '... HWK STRIP i S)inATHIT(GSLIDING GLASS DOORHOOK STRIP 1) DOOR MATERIAL. ALMD4N ALLOT 6061 MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. ENBEDNENT _ 2) -KB TN_TALLATR+M SCREVS OF 1-1/8' INTO VOO.-TAPCOH TYPE- INSTALLATIM .VCMORS AT SILL LUST BE :OF y G -MASONRY SUFFICIENT LENGTH ID ACHCVE-MIN. EMBEDMENT OF I-V4' INTO. OR CONCRETE, INSTALLATION' ANCHOR CART ON BACK. OF THIS SHEET. 3) ..-.;,1 - s) USE SILICCMZED ACRYLIC CAULK..SEMND FLANGE AT HEAD L JAMBS . - .DOOR. C , ..*k SILICONiZEO ACRYLIC CAILK FOR PERIMCtER SEAL A, me £KTERIOR D< 0!%12, ItI 6) IF £KACT DOOR SIZE IS MOT LISTED IN ANCHOR CHART, USE ANCHOR OUANTITT. LISTED VITH t."T }. LARGER SIZE. FOR TK APPR13PRIATE DESIGN PRESSIA.£ REO'0. T) FOR POCKET DOOR SIZES USE CLOSEST -BYPASS DOOR SIZE S. COWIGURATIM TO F04SHED-O'OUNG , - -PLACE INSTALLATION ANCHORS. _ IN . FRONT OF — STRIP AS SHO— 8) GLASS THICKNESS MAY VARY PER REDUIREMENTS OF AST. -C13M GLASS CHARTS. 9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSMATING GLASS. • 10) JAMB / SILL CORNERS ARE TO SEE SEALED VITH A SMALL HINT SEAN SEALCP_ 113SHIM A; REO'D- AT EA. SET IF IN TALLATION ANCHORS. NA.. ALLOWABLE SHIM STACK TO 8E 1/4' , 12) ALL R+STALLATIM ANCHORS MAT B< MADE OF CGRROSIM RESISTANT MATERIALS., 13) vHER£ — REPRESENTS MOVING PANEL AMR. 'D' REPRESENTS FIxEO PANEL APPROVED I _1� CONFIGURATIMS ARE AS L.!STED ON ANCHOR CHART ONSACK OF THIS SHEET MTON I I •� EXTERIOR ELEVATION iA) NOT ALL COiFIGURATiS LISTED ABOVE ARE nVM THIS DRAVING. FIIVEVER INSTALLATION EMBEDMENT -SECTIONS 'A -A'. '9-9' L NOOK STRIP NAIL APPLY TO INSTALLATION OF ALL APPROVED d 1-1/4' MIN. - 2 PANEL DOOR SHO`JN 2m SERIES 1S) FLORIDA EXTRUDERS 1000 rRi St1D1TG (BASS DOOR ii THOVN. TM12 PRINT ALSO APPLIES iO 1 I AND S00 SERIFS I �) REVI DESCRIPTION DATE IN[ EXTRUDERS LIBERALLY APPLY - \ 7 _ I❑ P I D A CAULKING. WDER SILL - - � INT. INC. 'OR SET SILL IN DEC - �— iNS iALLATION ..ANCHOR - ^ UA SANFORll �LaF eaNCR TE ;.:, D'e= iArLaN TITLE: SLIDING GLASS DOOR; INS I ALLATION WITH I ? SCREWS S' C i TUN A —A ! I D�=AWN BY: 93 I APPPOVED BY: F20,32 , ATE: !2117101 SCALE: Ni IDWG _ aEXM27 i �1 r 1000 SR JAMB CTYPJ 1000 SA i X 2 X 3/8 TWO By -WOOD DETAIL C i X 2 X 1/8 JAMB, CTYPJ. %TUBE MULLION TUBE, MULLION ( BUCK BY OTHERS - wK i8tX L/2 SF1F #8 X 1/2 SELF 1 1/8' MINw. 1 -. TAPPING SMS TAPPING SMS s; EMBEDMENT. .s � s � c . �' _ 's �--, `"il s -� � 4 � SNEATkIING � �--• - � *:r:'TUBE tA.IILION �t �`„-'�""' •-",-`"'�'',:- ts_�C`� AILATdOri_�A�ntCtUIR�C8�D: Ih� :SEALANT.$ETVEEN ;;3J�.ct. A# e.VW004 FRANEc.,... T'..-•,._,-_-,--� .r-``-i::MA.LIONx_ n..,,_..m..,.L. 'n:�' .._i-'MOLIION°.. � ___ ._x-_ f �r ... F ��'i# r ISts �aa 37° t_D(TERNAI HULL:ION: - � t� 3s,ci .'. b C 4sT�4 c g _ s Gc X 1-SELF ''TTAPPING .t# fig : • 4 ,..}TAPPING SMS v'' . IaALION rSMS-3. _- a SECTION A -A (2)TION'A �4'� 1 _ l0ao SR x APPUES.TO' F1EAD dc.SILLERE 7�i1 ¢ _. _- --- w.. .. ARE _.._, 1 X27/16 7C1/8 1 X 2`7/16 X�/8 .-' JAMB.:CTYPJ _ - MUa O c a f d000 S.H } _ _ _-..:Y TUBE ?iULLIi]N _: 1000 SN , - , TUBE MULLION _ - _ _ SILL= WHERE L JC x:` i. JAMB CTYPJ JAMB -CTYPJ 't_ - s� s.�,r , .rr ; .- _.. .. - 1. _ _ � & /EAO 1)5ED _ _ SS X `1%2 SELF O75 ib ARE yAr nR "- APPUES T do Ydc , UJONS INST TION R- . _ ,. _ .. - . TAPPING SMS ::: X - /� 2 TUBE b1U _ . -#8MX va sEL.F ! ' TnPPtN CHSLF- DETAIL B. ... i CTYPJL fA a.D-SCREv 1000 S.M; JAMB CTYPJ 4 Oj { X c X 1/0 S N L.<. - =r'S^�h .4 ..LiYr.1 I: -TLC 'a �.'EY OJT-Y.= RS -,:, "rt e! _�'`,.<:.,� r -',-- .___ L�'F.L��es, - Sk- ...,. , . y �.:..._ ..: ._ -A r t�ue> •.::.. xS'r- :r t {Sk8 X C f StX` / S� -TAPPING 'tr ).G'z+ - ax ^ -•�- _ i ~< 'jr �.. -, e3i-. e $ t r i '"�t'�+•�-�F.- L <, __ . c.r 11: L.a�' �. '7�-'y,-`r_.'.-._?-._'t• L. - .-.._.'.•iw.•�-c,F s,..�a.`i ..Y+'\ t' 2�R''r _ �.' __-^^' e-:.:.: '�`'$ f'rL,4:f i�.; f ! *a ae4i_i�L fi'f, - i'4i :Sj..' i'. i _ t'.•i.."' _ �'.� -, [ � 's.:s� 5� q��_.,1+`:. ^+ �T . _�. '�� � '_ _MSTAL�I`'ATI.,M1�'.�ti�jS/15 1? - t- >tR setts v a, -"'SEA.1J32'-�L�T1a'c.TN ---._,__.'---_-" 3 .. ..', ... E' .:,? I l;,i;,�}•- _ T�.^' F•.��_"' _ , . i•-- r-•" Sr'aii'•"S/-r a.RAirS `4� t t ; - ,�i. �_-:,- -u _ ....:iUIiX= �>.,, __ . _ - = 'K• , ,. _.,_--- �. _` / �r ' RN `: ¢;MIY�tI•IYd_ «_ F R'I � .. �:.: r. ,�t•,A, a 3 .. .{ ...��.fi �i :aa.::i ,1:. a.�i� •_ �, , : X X. x.. r,: � :, f.,c• ...;::�. _� .. - - RAC, I 1 ctiS£' p,. Yu3t--1s:1t�.i�?.: jta,.^ j� itSTR1.� tsk'xIIF�.i+ a s ..:>- ...�?J(lir„/?..5�(j..}: ,}r {•:.: F >',.::.:.:.TAPPII�::S!!5 :, # I i4 - �' �, , __ - �L' e: ; " r TY�,s"E�Oti+on . rO ccn ±ate rr >'- ` _ -, [_ S�CTiO� A= ' i2 Nei . r E To IiE�3 a sf�i wH SECT10Rr kt.A_ _:-..:.., __,,-. ...:.._; •----:::,_ ..,._::� _,�_..: ` _ r.' - _ -;[� /-i[�C:c 7/15.XCi♦r: '? .• ,r,..���' 'I<'Y - _..'- T , r 1L76 a x lr•+r S.N t E KJIL:ii` r �� . _ DETA! JAKE CTJYrT _ .. ga v {/e I TAP LY SMS I CIF , 4ald. - 7 - t a`2 I/2 S�' ;, iKr,Ln. FlFlv�_nN \ 3� a - •'7 ;Ni�Y'� ~�+" - `.Y + 5 ALAN n TV c4 . TAPING S-ms t 'SEAtl.NT: CG,4 �\ ,: Vibee^..FL4fiG£S- VINA7V FLAKZS —_ _ .\ - _ F—; - 3 - `8"X'1'-i/2'--SE_F - ' -. •_, •� —�� S, SI' L E. C7tRS _ ' TAPF[NG-SNS '..�:"_ .-: ,,..:TAF?I„G SHS _ __ � � ! e_!Xtifap� Ff°,�l ;. _. t ^_.i . .. ._ -te r... �,, : W±4EN _..a . - u) - S� C TIOi\ �,—A t 3 —t, t r8 AEG T 1C• ak - -TUBE7. o BAIL f •'rP • a yC Jii+E t YP.3 1 J09 C= T :T: _. .- - , X i/% SE' ( 1%�EY••�.. :`Tc^�al CXTCG'UfC J ♦ - — —_� -. -?; \ a INTERcNATIOKAL: INC SM FLORIDA EXTRUDERS SANFORD FLORA ANGE Jr';.T t °FCC;TITLE :ciir/_ r G �) rGfl e '. y.t-r'_ I-PPROVED BY: ,, V 9 � MIAMfMDE PRODUCT CONTROL NOTICE Or ACCEPTANCE Premdor Entry Systems 911 E. Jcferson, P.O. Box 76 Pittsburgh ,KS 66762 MIAryll-DADS COUNTY. FLORID METRO-DADE FLAGLER BUILDU BUILDINC CODE COMPLIANCE OFFI METRO-DADC FLAGLER BUILDr'i 140 wmir FLAGI.ER sTRr.L-i r, surd: I,. MIAMi, FLORIDA 33130.1' (105) 375-2901 FAX (303) 375-1 (:ONTIL\C'COit LICENSING Sti(.TI', (303) 375.2527 VAX (3US) 375-: ( O,�'1'iL\C!'Uft 1s\'I OItC'I:,ltl{N'1' mvisl (305) 375.29" VAN (305) 375-: mtol)u(: r CON'ritot. Divis: (303) 373-2902 I:AX (305) 372-1 Your application for Notice of Acceptance (NOA) of. Entergy 6-8 S-W/E Ins\ving Glaze- d Double w/sidelites Residential Steal Door under Chapter 8 of the Code of Ml iami-Dade County governing the use of Alternate Materials and Types Construction, and completely described herein, has been recommended for acceptance by the Miami -Da(' County Building Code Compliance Office (BCCO) under*the conditions specified herein. This NOA shali not be valid after the expiration date stated below. BCCO reserves the riglit to secure I, product or material at any time from a jobsite or manufacturer's plant for quality control testing. if I. product or material fails to perform in tiie approved manner, BCCO may revoke, modify, or suspend use of such product or material immediately. BCCO reserves the right to revoke this approval, if it determined by BCCO that this product or material fails to meet the requirements of the South Flor *Buildin, Code. The expense of such testing will be incurred by the manufacturer. c- ACCEPTANCE NO.: 01-0314.25 EXPIRES: 04/02/2006 Raw tcoarisucz Chicf Product Control Division THiS 1S THE COVERSHEET, SEE ADDiTIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE R PRODUCT REVIEW CONItii1TTEE This application for Product Approval has been reviewed by the BCCO and approved by tiie Buildi Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions forth above. APPROVED: 06I05/200i Francisco J. Quintana, R.A. Director Nlian)I-Dude County Building Code Complinnce Of'iic Premdor Entry Systems ACCEPTANCE No.: 01-0314.25 APPROVED : JUN 0 5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.27 which was issued on April 28, 2000 approves a residential insulated door, as described in Section 2 of this Notice of Accepta designed to comply- with. the South Florida Building Code (SFBC), 1994 Edition for Miami-t County, for.the locations where the pressure requirements, as determined by SFBC Chaptcr 23 not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-NV/E Insiving Glazed Double ,12esidential Insulated Steel Doors Sidelites- and its components shall. be constructed in strict compliance with the follo� documents: Drawing No 31-1028-EtiV-I, Sheets 1 through 6 of 6, titled "Premdor (Entergy Br. Double Door with Sidelites in Wood Frames with Bumper Threshold (Inswing)," preparec manufacturer, dated 7/29/97 with revision C dated 01/11/00, bearing the Miami -Dade Co, Product Control approval stamp with the Notice of Acceptance number and approval date by Miami -Dade County Product Control Division. These documents shall hereinafter be referred t the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shown i approved drawings. Sin lc door units shall include all components described in the active lcafo this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is'lcss than 45 degrees. Unless unit is installed.ir non -habitable areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance wit the approved drawings. 4.2 Hurricane protection system (shutters): the installation of this unit will require a hurri, protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved 6. BUILDING PERMIT.REQUIRENIENTS 6.1 Application for building pennit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installatio 6.1.3 Any other documents required by the Building Official or the South Florida Building Co, (SFBC) in order to properly evaluate the install ion of this system. Mani 1 Pcrcz, P.E. Product Co C Exam: Product Control Division Prenidor Entry Systems ACCEPTANCE No.: 01-0314.25 APPROVED ; JUN 0 5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been fi and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. c. If the Acceptance holder has not complied with all the requirements of this acceptar including the correct installation of the product. d. The engineer who originally prepared, signed and sealed the required documentation initi" submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the proddct or process shall automatically be cause for ternination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate feel and granted by this office. 5. Any of tlic following shall also be grounds for rcmoval of this Acceptance: a. Unsatisfactory performance of this product or process. b. - Misuse of this Acceptance as an endorsement of any product, for sales, advertising or other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by talc expiration date may be displayed in advertising literature. if any portion of the Notice of Acceptance is displayed,, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at talc job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFT111S ACCEP"'ANCI: Manu Perez, P.E., Product Con tr :scam Produ 'ntrol Division Glazed Units COP-WL-MA010002 FIBERGLASS DOORS 6'8" Height — Inswing X I I 2'D" 1 1 COP-WL-MA0141-02 02-0419.08 (Application Filed) 52.0 NO 2'6" 2'8" 2'10" TO" 3'6" Not Listed Not Listed — — X0, OX, OXO I j 'WIT,, 2'8" + IT COP-WL-MA0143-02 r.l• r 02-0419.08 (Application Filed) r 1 52.0 :, NO 2.8" + 1'2" 2'10" + 1'G" 2'10" + 1'2" TO" + 1'0" TO" + 1'2" IV' + 2'8" + 1'0" COP-WL-MA0144-02 02-0419.08 (Application Filed) 52.0 NO I 1'0" + 2'10" + 1'0" 1'2" + 2'8" + 17' 1'O" + 2'8" + 1'0" 1'G" - 3'0" + 1'0" 17' + 2'10" + 1'2" 1'2" + TO" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 37 + TO" + TO" XX, OXXO 2'8" + 2'8" COP-WL-MA0142-02 02.0419.08 (Application Filed) 52.0 I NO 2'8" + 2'8" 2'10"+2'10" 3'0" + 3'0" 2'6" + 2'8" + TV + 2'6" COP-WL-MA0145-02 02-0419.08 (Application Filed) 52.0 NO I 2-8" + 2'8" + TV + 2'8" 2'10" + 2'10" + 2'10" + 2'l0" 3'0" + 3'0" + TO" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonile International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other struclLwes). National, state or local bui'ding codes specify the edition required. Masonite lWarna:ional structural, cyclic, air, water, forced entry/or impact testing Is done In accordance with Miami -Dade 8CCO protocol PA201, PAK,1. O aka aff ,ARTEW n,l , . "� H U PkC1.ASS 1.K7'FY D009t tbn.Tn.aN Fb,U"En" Do Api t 29. 2002 Our cononw'y Dr,,Q, n of p,"; ,l f"p.ti tptCdiotioni, des pn ]nd D'oduel dd-lil -.01tq 10 Chmpe'00ul nolite. M.sonite Internatlonal Corporation COP-WE-MA0100-02 -_ `.j FIBERGLASS DOORS Glazed Units 6'8" Height — Clutswing X TV COP-WL-MA0161-02 02-0418.03 (Application Filed) 55.0 NO 2'6" _ 2'8" 2'10" 3'0". 3 Not Listed Not listed - I' IMasonille 2'8" + 1'0" + 1'2" 3'G" - 1.0 , _ 37 + 1'2" International►.I COP-WL-MA0163-02 OCCO 02-0418.03 (Application Filed) 55.0 NO X0, OX, OXO 1 l ! 'IT + 2'8" + 1'G" COP-WL-MA0164-02 02-0418.03 (Appfication Filed) 55.0 NO f 1'0" + 2'10" + 1'0" 17' + 2'8" + 1'2" 1'0" + 2'8" + 1'0" 1'0" + 37 + 1'0" 1'2" + 2'10" + i'2" 1'2" + 3'0' + t'2" 2,6" ' 2,6„ _ 2,6" 2'8" + 2'8" + 2'E" 21G"+210"+2'1G' i 3'0" + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0162-02 02-0418.03 (Application Filed) 55.0 NO 2'8" + 2'8' 2'10" + 2'10" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0165-02 02-0418.03 (Application Filed) 55.0 j NO 1 2'8" + TV + 2'8" + 2'8" 2'10" + 2'l0" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" + 3'0" - LC�: 1. Cccr a, rangernents using fewer panels than wiia! is shoe;*n in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masoni a inWriational website (www.masoiile.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miaml-Dade BCCO protocol PA201, PA202 & PA203. �J akcra t AR M,:. t �•. -r A< F..NikY LOON{ —A—d Fb.ee U"cl::: loaM.M2 Masonite I n t e f n a t i O n a( C O r p O I d t i 0 r. Om comw-,o orooram of poe a iniofovemem makes soeciLcu-os. oesion eao oro9un EN]it a-'.i Y� 10 ainge withoof rJn[t. Glazed Units COP-WL-MA0100-02 FIBERGLASS DOORS 8'0" Height — Inswing X j 2'0" COP-WL-MA0146-02 02-0423.01 (Application Filed) 40.0 NO 2'6" 2'8" _— 2'10" 3'0" TV Not Listed Not Listed - - (Multiples(th) 2'8" + 1'0" masonite InternationalMiami-DadeOCCO COP-WL-MA0148-02 r Rating 02-0423.01 (Application Filed) 40.0 1 I NO i 2'8" + 17' 2'10" + 1'0" 2'10" + 1'2" r Xu. OX, ^XO COP-WL-MA0149-02 02-0423.01 (Application Filed) 40.0 NO "0" - 2'10` + 1'0" 1'2 + 2'8" + 17' _ 1'0" + 2'8" + 1'0" 1'0" + 3'0" + 1'0" 1'2" +2'10" + 1'2" 1'2" + 3'0" + 1'2" TV + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 3 6" + To" + 3'0" XX, OXXO 2,8" + 2,3" COP-WL-MA0147-02 02-0423.01 (Application Filed) 40.0 NO 2'10" + 210" _ 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0150-02 02-0423.01 (Application Filed) 40.0 NO 2'8" + 2'8" + 2.8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from, the Masonite trlernalional website (www.masonite.com) or from the technical center. 3. insta"a;ion ins?ructions are available from the t'.asonite international website (www.masonite.com) or from the technical center. ;. Actua; design pressure requirement for a specific e'uilding design & geographic location is determined by ASCE 7 (Minimum design loads for but dings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done In accordance with Miami -Dade BCCO protocol PA201, PA202 & PA203. O akc-raft MTEK," wn •.1. i-1 "11.N r:,-.\ii f:N'1'YY nCl(1I:S N•"-i••w•J iO•.r"uGYrpwn AA 2 J. 20"-2 Gar <?e1:11rt Ire, in1 Of Df06ar1 ilr-PIN01CM ease<. 1pt:if[.:M4, Cts'gr::: I px.-I [ul"peat Lo/mom%/ •.. n p,at.t D,•r, Masonite International Corporation COP-WL-MA0100.02 FIBERGLASS DOORS Glazed Units 8'0" Height — Outswing Arrangement Singles (width) M.11 2'0" 2'6" 02-0423.03 X 2'8" COP-WL-MA0166-02 (Application Filed) 47.0 NO 2'10" 3'0" 3'6" Not Listed Not Listed — — K207Oulliples (width) 2'8" + 1'0" 2'8'. + 1'2" 2'10" + 1'0" 02-0423.03 210" + 17' COP-WL-MA0168-02 (Application Filed) 47.0 NO 3'0" + 1'0" 3'0" + 17 1'0" + 2'8" + 17 17 + 2'10" + 1'0" X0, OX, OXO 17 + 2'8" + 1'2" 'IT + 2'8" + 1'0" 17 + 3'0" + 17 02-0423.03 17 + 2'10" + 1'2" COP-WL-MA0169-02 (Application Filed) 47.0 NO 1'2" + 3'0" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 37 + 3'0" + 37 2'8" + 2'8" 2'8" + 2'8" 02-0423.03 2'10" + 2'10" COP-WL-MA0167-02 (Application Filed) 47.0 NO 3'0" + 3'0" XX, OXXO 2'6" + 2'8" + 2'6" + TV 2'8" + 2'8" + 2'8" + 2'8" 02-0423.03 2'10" + 210" + 2'10" + 2'10" COP WL-MA0170-02 (Application Filed) 47.0 NO 3'0" + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201, PA202 & PA203. 0 Oakc aff ARTEKry E.Uu.rvel� l.am Fhhlh.G..Ass F.TRY OOOkS a T.vw.W F6_Vh•v Env/ Dew+ PREMDa"Z�n//..J:, a Ap`429. 2002 m o"..:.• o. e.. Masonite International Corporation Ow COnunuing ptognm 01 produCt improvement makes speciliGliOns• desip and pmduCl deud suOKn 10 Change .00u1 n01— Opaque Units COP-WL-MAOIOO.02 �: 1 FIBERGLASS DOORS 6'8" Height — Inswing 0 111 FT t COP-WL-MA0101-02 01-1031.01 76.0 ill, 1 NO 1'ME X Singles1 2'0" 2'6" 2'8" 2'10" 3'0" 3'6" Not Listed Not Listed — — 11111111101111, MIM11111 2'8" + 1'0" 2'8" + 17 2'10" + 1'0" 210" + 17' 37 + 17 3'0"+17' aso ile InlernalionalD.E COP-WL-MA0103-02 i 02-0109.10 (Application Filed) UP Raling;�k 55.0 E. NO X0, OX, OXO 1 V' + 2'8" + 1'0" COP-WL-MA0104-02 02-0109.10 (Application Filed) 55.0 NO IT + 2'10" + 1'0" 1'2" + 2'8" + 1'2" 11'0" + 2'8" + 17 17 + 3'0" + 1'0" 17' + 2'10" + 17' 1'2" + 3'0" + 17 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2' 10" + 2' 10" + 2'10" 3'0" + 37 + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0102-02 02-0109.10 (Application Filed) 55.0 NO 2'8" + 2'8" 210" + 210" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0105-02 02-0109.10 (Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 210" + 2'10" + 210" + 210" 3'0" + 3'0" + 37 + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201 PA202 & PA203. Oak _raff _ AR k EK'" FIKE:".Lass ENTRY 130OKS—T..—iLw(4n Ew 0— Awd 29. 2002 Ou, com.nv 0 d,o0nm of D,oduct mP o EMem mzkt S"Ci A-s. &sign and D,odutt leUij SW.111 In 091 .1"W -1- ., Masonite International Corporation FIBERGLASS DOORS Opaque Units EMEEM X 2'0" 2'6" _ 2'8" 2'10" 3'0" COP-WL-MA0121-02 01-1031.02 6'8" Height 76.0 — Outswing NO X0, OX, OXO 3'6" 2'8" + 1'0" 2'8" + 17 2'10" + 1'0" 2'10" + 1'2" 3'0" + 1'0" 3'0" + 17 Not Listed COP-WL-MA0123-02 Not Listed 02-0109.09 (Application Filed) — 55.0 — NO, 1'0" + 2'8" + 1'0" COP-WL-MA0124-02 02-0109.09 (Application Fled) 55.0 NO 1'0" + 2'10" + 1'0" 17 + 2'8" + 1'2" 1'0" + 2'8" + 1'0" 1'0" + 3'0" + 1'0" 1'2" + 2'10" + 17 1'2" + 3'0" + 17 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2,8" 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0122-02 02-0109.09 (Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP WL-MA0125-02 02-0109.09 (Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 210" + 2'10" 3'0" + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201, PA202 & PA203. 0 O akir, aff AR' EW E I HEIt OI.ASS E:N"I'KY UOONS NemT .vW f4..N... Emry O""n ❑ T o". r dean Apo 29. 2002 Masonite International Corporation our continuing program or product improtemem makes specillGlions. design and product detail suolect 10 change without rwlice. - 00-WL-MA0100-02 FIBERGLASS DOORS Opaque Units 8'0" Height — Inswing 1 1 COP-WL-MA0106-02 I1' I 02-0109.08 (Application Filed) I• 1 70.0 1. 1 NO 1' X , 1 2'0" 2'6" 2'8" 2'10" 3'0" TV Not Listed Not Listed — — 1 1 h h h 2'8" + 17 2'8" + 17 2'10" + 1'0" 2'10" + 17 37 + 1'0" 37 + 17 h 1 I1 r 02-0109.08 COP-WL-MA0108-02 (Application Filed) I• h 55.0 NO X0, OX, NO 1'0" + 2'8" + IV' COP-WL-MA0109-02 02-0109.08 (Application Filed) 55.0 NO 1'0" + 2'10" + 1'0" 17 + 2'8" + 1.2" 1'0" + 2'8" + 1'0" 1'0" + 3'0" + 1'0" 17 + 2'10" + 1'2" 17 + 3'0" + 17 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" XX, OXXO 2,8" + 2'8" COP-WL-MA0107-02 02-0109.08 (Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0" + 37 2'6" + 2'8" + 2'6" + TV COP-WL-MA0110-02 02-0109.08 (Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 3'0" + TO" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201, PA202 & PA203. Oakcraff ;M EK" YIM11:"(i 1..�\G FN'1'"Y ,1)00"C "w.OfM.a1•u E""rOwn ♦o,a 29.2002 Our Conlmumg Ologram 01 Olodutl �D We nenl makes SoeCiliCalq $. oes.gn and O,o0ut1 OelaA subject to Change'Aftoue oohce. ou. Masonite International Corporation Opaque Units FIBERGLASS DOORS 8'0" Height — Outswing . I• X Singles(width) 2'0" 1 1 COP-WL-MA0126-02 I• I 02-0109.07 (Application Filed) I• • 1 70.0 1 1 NO 2'6" 2'8" 2'10" TO" 3'6" Not Listed Not Listed — — I'iaff Multiples1 2'8" + 1'0" 1 1�rFT5M1FrFJ:IJM=jJ;J;fJ COP-WL-MA0128-02 02-0109.07 (Application Filed) 1 1 1 55.0 NO 2'8" + 1'2" 2'10" + 17 2'10" + 1'2" TO" + 1'0" TO" + 1'2" X0, OX, OXO 1'0" + 2'8" + 1'0" COP-WL-MA0129-02 02-0109.07 (Application Filed) 55.0 NO 1'0" + 2'10" + 1'0" 1'2" + 2'8" + 1'2" 1'0" + 2'8" + IT 1'0" + TO" + 1'0" 17 + 2'10" + 1'2" 1'2" + TO" + 17' 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 3'0" + 3'0" + TO" XX, OXXO 2'8" + 2'8" COP-WL-MA0127-02 02-0109.07 (Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0130-02 02-0109.07 (Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 37 + TO" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201. PA202 & PA203. 13 Oakyaff ..I.� 1 <.1 AR O EK'� E'IMI:N(il.. S.%t:N"I NY 1)OONS ebmT�•ewW fMr�l.0 f�vy Dwn Q April 29. 2002 Masonite International C o r o r a t i o n Our com.—no program of product imorovemem makes Speciftcalons. design and product p dew subject to charge wilhout notice. X Unit TYP. 6'8" UNIT 8'0" UNIT 13.15/16' 17-1/8' MAXIMUM ON CENTER TYP. • 6 per vertical framing member • 2 per horizontal framing member Hinge and strike plates require Iwo 2-1/2" long screws per location. • Width of door unit plus 1/2" • Height of door unit plus 1/4" MID•WL•MA0061.02 SINGLE DOO Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA At 56.2) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3146 or 3166 Compliance requires that 8" GRADE 1 (ANSI/BHMA Al56.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include #8 and #10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. Ea<rurr•ry room ' Aotil 29, 2002 Our commmnp orogram of product anorovemenf makes soecif¢af,ons. aesgn and drodna dead suhiccf to mange wdhoW notice. XO or OX 'ttl Unit r SINGLE DOOR WITH 1 SIDELITE 3 6' 6' CL TYP. TYP. TYP. TYP. ET . 6'8" UNIT 8'0" UNIT 13-15/16' 17.1/8• MAXIMUM ON CENTER TYP. i • 6 per vertical framing member • 7 per horizontal framing member Hinge and strike plales require two 2-1/2" long screws per location. ' � t 1,11MI 1 • Width of door unit plus 1/2" • Height of door unit plus 1/4" Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include k8 and #10 wood screws or 3/16"' Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. E •<I v,• v o.. Apn129 2992 Masonite International Corporation Oy. x.4',tn, UI OIUOUcI in.;I�.Cnll'nl nti4C] SUCGIeel Un S. Oesgn anc rocea Owl S.0110 to cWge wnnom nonce. Ox0 , ItII• l Unit SINGLE DOOR WITH 2 SIDELITES 6- TYP. 6'8" UNIT 8'U" UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYP. Mill r • 6 per vertical framing member • 11 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. Rough ;Opening 1 • Width of door unit plus 1/2" • Height of door unit plus 1/4•' t t t t t t t t t t t Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include #8 and #10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively each with minimum 1-1/4" embedment.' 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. ups E.<lua•v•ly lr••� • m J..r.•r u April 29. 2002 Masonite International Corporation U"r COr"�i•v�•J orulr Jru Ul Ir•UJu:� r�i�ovrnrCnl n4il•S Slrfl�rs,Jl.urr'. JnNn �nC Uro0uC1 JCUrI Su4'ec, li :r,rnQe wdmul .0'. oxxo 1111 1 Unit E DOUBLE DOOR WITH 2 SIDELITES 6" 3, 6" CL TYP. TYP. TYP.I TYP. 1 11 11 1 11 11 1 11 11 1 ~I fi it 1 1i 11 f 11 11 i~ 1 11 1 1 1 1 1 1 1 1 ♦ 1 1 /. I I 6. TYP. r6'8' UNIT 8'0' UNIT 13.15/16' 17-1/8" MAXIMUM ON CENTER TYP. 1 1 1 t l' 1 MI) • 6 per vertical framing member Width of door unit plus 112" • 16 per horizontal framing member Height of door unit plus 1/4" Hinge and strike plates require two 2-1/2" long screws per location. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA At 56.2) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3147 or 3167 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include X8 and k10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NDS for southern pine lumber with a side member thickness of 1.1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. /)()r., E•c1uvelY from //� n O�• V L/ April29.2002 Masonite International CorpoEaUon Our —,,-OQ p109nM of plod.0 -o--M makes zoeciLOigni desgn and 9,odun delad 10 CIa OQe w000.0ha XX Glazed Inswing Unit APPROVED ARRANGEMENT: Ov o0 FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". r Double Door Maximum unit size = 6'0" x 6'8" Design Pressure +52.0/-52.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0002-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. , APPROVED DOOR STYLES: 1/4 GLASS: °09On a as00o ao as H nn 100 Series 133.135 Series 136 Series 822 Series 1/2 GLASS: o a as oa as as as ao 105 Series 106. 160 Series' 129 Series' 12 Rk 23 RA-. 24 R/L 107 Series' 108 Series 304 Series Series' 'This glass kit may also be useo in the following door style: Eyebrow 5-panel with scroll Oak raft AR1EK'� F.<I.r.ely,rem Io,ry r<J 1'I1,11EK(:LASS LN'I KY OOOKS Non-T .err,d FAerNu Emry 0— April 29. 2002 Masonite International Corporation nur Conlinume omgr of produtl en]ro, menl makes sp,%dical,ons. deS.bn ind orodW W'd Sublea to mange wdnoul nd14e. XX CO_P WLMA01:42 02' a `e Glazed Inswing Unit FIBERGLASS D • s APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: 404 Series 410 Series 109 Series 114, 120, 122 152 Series 149 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). i�/ &EX�5 State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak raft AR EK" —l.IoLl» IN I., t.rlrr..S Hon -Lowed EA<•fau Eovy boon April 29, 2002 Our continuing program of produa irnpro—ent makes spttdicalionS. design and producl Mail $uoiect to mange without noble. E.<lu rr.ely morn ' Masonite International Corporation XO or OX Glazed Inswing Unit APPROVED ARRANGEMENT: COP-WL-MA014302 FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed TO" x 68". Single Door with 1 Sidelite Maximum unit size = 6T x 6T Design Pressure +52.0/-52.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or MAD-WL-MA0006-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: a0 a0 � a0 00 00 00 100 Series 133. 135 Series 136 Series 822 Series 1/2 GLASS: n ii 00 00 00 00 00 DO 105 Series 106, 160 Series' 129 Series' 12 RA.. 23 AIL. 24 RA. 107 Series' 108 Series 304 Series Series' This glass kd may also be used in the following door style: Eyebrow 5-panel with scroll. Oak raff AR k EK" E.. r rro rcxcr.na tiNIN\' Un1,M\ e.w...w..a r.e..tl+•+bn.r oae., April2g 2N? Masonite International Corporation a, Co,,, p'oV�ain or p,pauo mo.o•catmt nu+es ipttdrcn a.s. oes�pn a�:a p�xvct 0et]�I f�4�e.t IC C']npe w.inoN nOrite. XO or OX . Glazed Inswing Unit . FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: as oa 404 Series 410 Series 109 Series 114, 120. 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: �cF1 129 Series 200 Series 12R. 12L, 23R. 23L, 450 Series 152 Series 149 Series 109 Series 120, 122 Series 300 Series 24R. 24L Series CERTIFIED TEST REPORTS CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed. of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida. Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak; raft AR k EK " I-1II I: K1:1. L.ti"I `-)1 IK\ Non-T..—"r—g—E. "Cloon April 29. 2002 Our commw^9 oro9nm or proow «oolovemml makes speeihcawm. cimon 3.d product Bela" S� Iecl to Change ."houl nm"Ce Masonite International Corporation oxo Glazed Inswing Unit r FIBERGLASS DOORS APPROVED ARRANGEMENT: ° I �? o e s y Note: Units of other sizes are covered by this report as long as the panels used do not exceed TO" x 6'8". Single Door with 2 Sidelites Maximum unit size = 9Y x 6T Design Pressure +52.0/-52.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0004-02 or MAD-WL-MA0007-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02. APPROVED DOOR STYLES: 1/4 GLASS: as210 as ao oa oa 100 Series 133, 135 Series 136 Series 822 Series 1/2 GLASS: n a Hu du ii a 00 as as as ao ao 105 Series 106, 160 Series' 129 Series' 12 RIL. 23 R/L, 24 All. 107 Series- 108 Series 304 Series Series' This glass kit may also be used in the following door style: Eyebrow 5-panel with scroll Oak raft AR k EK'" E.clu,;..ly Lam I�InLKe%1A.1\ LN'rKl' 0()0K1 fJon-4..n.d Fe..NuEnvr Uc^n April 29. 2002 Masonite International Corporation our coni.n.,no nrooram of product ..Un--nt makes SDKd�olrons. debdn and producl "'a., Suolecl to Chang, nhow nUl2e. OX0 A0144 02 ,� v Glazed Inswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: r a an oa 404 Series 410 Series 109 Series 114, 120,122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: a a a 129 Series 200 Series 12R, 12L, 23R, 23L. 450 Series 152 Series 149 Series 109 Series 120. 122 Series 300 Series 24R, 24L Series CERTIFIED TEST REPORTS: CTLA-805*2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer I Kurt Balthazor, P.E. — License Number 56533 l Oak raft AR EW 1:1HLM ;LAS-S LNIXs",DOOKs Non-T..ar.d E­.i.0 Em 0— April 29. 2002 OW cominumg program of product unoroverllem makes snecilicalions. design and orodutt deldil WOICcl 10 dung, wimoul police. ,' fvlluliv<ly from v �ral?�.1/r.�i• m Q-111 Oao.. Masonite International Corporation 0XX0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT:. p a 'it . _ +s Note: Units of other sizes are covered by this report as long as the panels used do not exceed TO" x IST". Double Door with 2 Sidelites Maximum unit size = 12'0" x 6'8" Design Pressure +52.0/-52.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location Is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0005-02 or MAD-WL-MA0008-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02. APPROVED DOOR STYLES: 1/4 GLASS: a 0 on 00 00 00 D0� 00 100 Series 133. 135 Series 136 Series 822 Series 1/2 GLASS: n El OU 1 a a 00 00 00 00 00 00 105 Series 106. 160 Series' 129 Series' 12 R/L. 23 R/L. 24 R/L 107 Series' 108 Series 304 Series Series' This glass kit may also be used in the following door style: Eyebrow 5-panel with scroll. O-ak raft ,AR 1 EW I:InLRGLTSS CN'1'RV t 3Las Non-T--J ra e—Envy Door, April29.2002 n O..• Masonite International Corporation Ow conbo"np orognm of prooutl thofo,ehient makes snecniatronz. des,Qn and orodUtl oeud suoieu 10 change wdnom not -cc. - OXXO Glazed Inswing Unit APPROVED DOOR STYLES: 3/4 GLASS: Eoa 404 Series 410 Series APPROVED SIDELITE STYLES: a a a 129 Series 200 Series 12R. 12L, 23R, 23L, 24R. 24L Series „'.COP WL=MA0145 02g qa 'Ni FIBERGLASS DOORS FULL GLASS: 77 109 Series 114, 120. 122 152 Series 149 Series 300 Series Series al 0 450 Series 152 Series 149 Series 109 Series 120. 122 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core.:Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). IN ** State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak raft AFC 1 EK" E.r1 1 .ely ,rpm C11.1 0.11-1 —<— f­r..Eovr 0oo11 ❑ April 29.2002 Masonite International Corporation Our [umnuing program of oroa,a imo—emern makes soecrfi owns. design and product devil subject to change WOW npeCe. - - XX OM rl I Glazed Inswing Unit f 810" FIBERGLASS DOORS APPROVED ARRANGEMENT: o x° F.. o Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Double Door Maximum unit size = 6'0' x 8T Design Pressure +40.0/-40.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0002-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: 00 404 Series 11111 on on 822 Series a 108 Series O ak�raff AR EK'� !t--l.tr. n Ic ,urc.l f FIUCKGLAS1 LN1'.Y UUVN] Non-T..w.E ip.rNu E,wr Dow+ PRUY,C., Da?�i I.r,�.e _ r9 April 29.2002 Masonite International Corporation Our com,n�,.+g of producl unyo+emenl makes spttdiCj14n5, design am vooun dela,l wbfeo Io change _1noul nonce. XX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 0 810 Series 852 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). IState of Florida, Professional Engineer - Kurt Balthazor, P.E. — License Number 56533 0akcraff AR k EKf� �r.a I'IU .H ;LA .I .\ LIMNw•-T..f.,.w Earv.Euu E.—Doovf April 29, 2002 Our conlinumg orooram of Dfodun enprovelnenl makes spnikawns. design and p,oducl delay Suolecl 10 change wdnoul nol-Ee /�/�C,, E.v lufively I.om Masonite International Corporation XO or OX Glazed Inswing Unit APPROVED ARRANGEMENT. *COP WL-MA01,48 02;m A 810" FIBERGLASS DOORS o o Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Single Door with 1 Sidelite Maximum unit size = 6'0" x 8'0" Design Pressure +40.0/-40.0 Limited water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or MAD-WL-MA0006-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 822 Series 1/2 GLASS: 0 n 00 404 Series - 108 Series Oak raft AIR � EEC" ♦0.....I..,� , I�., ..I a t PREMD...':'�..��-✓�.... APId 292002 Masonite International Corporation ow conrw,ng If Q,a,n of p,oava imp,ovwnem makes spm,1-1gns. des,gn and rnodua .1.1 ."a w cringe _-W nonce. Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Single Door with 1 Sidelite Maximum unit size = 6'0" x 8'0" Design Pressure +40.0/-40.0 Limited water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or MAD-WL-MA0006-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 822 Series 1/2 GLASS: 0 n 00 404 Series - 108 Series Oak raft AIR � EEC" ♦0.....I..,� , I�., ..I a t PREMD...':'�..��-✓�.... APId 292002 Masonite International Corporation ow conrw,ng If Q,a,n of p,oava imp,ovwnem makes spm,1-1gns. des,gn and rnodua .1.1 ."a w cringe _-W nonce. • or • WL=MA0148r02 -� _' Glazed Inswing Unit " FIBERGLASS • APPROVED DOOR STYLES: FULL GLASS: 810 Series APPROVED SIDELITE STYLES: a 450 Series CERTIFIED TEST REPORTS: CTLA-805W 0- 300 Series 852 Series 810 Series 300 Series Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 O akWraff AR k EK`� 1'10C96LAS3 UN'I NY`UOONS Nm4••w.N F-q..E—YD— April 29. 2002 Our connnu,no dropram or Oroaun enarovernent makes svwi,calions, design and Oroducl dew suolto to cnanae -n— n.,K . F•clu.ively Lum ff m 0� r 0• Masonite International Corporation • • Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: > a� Y 0 0 - `�` Note: Units of other sizes are covered by this report as long as the panels used do not exceed TO" x 8'0". Single Door with 2 Sidelites Maximum unit size = 9'0' x 8'0" Design Pressure +40.0/-40.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have beeA followed — see MAD-WL-MA0004-02 or MAD-WL-MA0007-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02. APPROVED DOOR STYLES: 1/4 GLASS: am 00 00 822 Series 1/2 GLASS: 00 404 Series Oakcraff AR k EEC'" 1-t:tt(:LA1ti LN'I NI `t)1)(11(\ W"-T..e 4F—,u.. Envy D. 108 Series r lllJY, V�n�.✓�r✓i. � Masonite International Corporation April 29. 2002 Our comnnump program of pmaucl .mptovemem mates specihawns. aes,on and product detail subject 10 change without n0l.". OXO Glazed Inswing Unit APPROVED DOOR STYLES: FULL GLASS: 810 Series APPROVED SIDELITE STYLES: ....COP-WL-MA0149.02 8'0" FIBERGLASS DOORS 300 Series Y >4. a 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME . CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). i�/ aaf3� State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 O ak raft AR E�Cr� C.<Iuf;•eI, l.om FIUIRGLASS EN't'rtl' 000N5 " E.o.,-r..vM EL.' 1. Ewe Ooo.+ PREM �':'(..✓/...ri.,. � m ��a April29.2002 �+ 0..• r Oe Masonite International Corporation Our continuing program of product vnorovemenl makes Specifications. design and product detlo subject 10 Change without notice. OXXO Glazed Inswing Unit 1 .8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT. O O Note: Units of other sizes are covered by this report as long as the panels used do not exceed TO" x 8'0"_ Double Door with 2 Sidelites Maximum unit size =12T x 8W Design Pressure +40.0/-40.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location Is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0005-02 or MAD-WL-MA0008-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: a oa 404 Series ao 00 822 Series 1-1 108 Series Oak raft All[: EK`° E.ctus..ely tram IIULK(:L.\S..%EN1'Kl'DO OKS - Wn-T—ftd Fa,g—EwF 0. ✓VI\ .y��vr ii yr April 29.2002 Masonite International Corporation Our eorninumg progom of product improvement rnakeS sottifwt,ons, deSien and product aeNA Subiecl tb clNnpe wdhOid nm�Ce. Oxxo Glazed Inswing Unit APPROVED DOOR STYLES: FULL GLASS: 810 Series 8'0" FIBERGLASS DOORS 300 Series APPROVED SIDELITE STYLES: � r 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both Stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged . exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). IState of Florida, Professional Engineer KurtBalthazor, P.E. — License Number 56533 L '13 O a4raft AR k EK'V E• luuve y Irom J21HL6tGLA%N LN'1'VV Dr11/Nti r,br.T.I.—Fpwrav Eovl Door /�) Mn- "" f�t1,_,.. (...I/, 1 i. AP, 29. 2002 .+ O�•�1, Oaer Masonite International Corporation 0., COrgmmOp orp0nm 01 0+00u a DlolenM[ mates 50Ki1gl1qns. de g- ind Orrb� 0H]il suolen 10'N.Qp w h-, .04!e I XX Glazed Outswing Unit APPROVED ARRANGEMENT: COP WL-MA0162 021_'� fps,{ FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". Double Door Maximum unit size = 6'0" x 6'8" Design Pressure +55.0/-55.0 limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 00 00 00 00 D0� 00 100 Series 133, 135 Series 136 Series 822 Series 1/2 GLASS: El 00 00 00 00 00 00 105 Series 106, 160 Series' 129 Series' 12 RA., 23 R/L, 24 R/L 107 Series' 108 Series 304 Series Series' 'This glass kit may also be used in the following door style: Eyebrow 5-panel with scroll r_ Oak raff AR 4EK'. E.eluuve y I,om t `IIt1:Xe;L .\.I Lim -I KI 11110— 11rn-te.urN 1 b*r,u Envy t r. Apra29.2002 Masonite International Corporation Our copbw,ne orooram of orodun -nd enient makes soMI-C31 ns, design and droduct detail s.oject io mange wdnout nonce xx Glazed Outswing Unit r FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: a CI 013 404 Series 410 Series 109 Series 114, 120.122 152 Series 149 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 I 1 Oak raft AR EK" 1`IULR(;LASS LN'I Ms' UO()KS Nnn.Te. 4Ft T. Env, Oaon /l%ln-. ❑ 9 April 29. 2002 Masonite International Corporation 0w conlinuinp program of propucl i p,ovement makes spttilip4ons, pes,on anp prrn0u[I aela'l svolen IU mange __.' n 'I XX Glazed Outswing Unit APPROVED ARRANGEMENT. 8'0" FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed TO" x 8'0". Double Door Maximum unit size = 6T x 8T Design Pressure +47.0/-47.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: oa 822 Series 112 GLASS: n r_1 00 404 Series 108 Series O ak raft AR 4 EK" W ..,•,I. ra n "fc x, urc,l FIBERGLASS ENKY DOnKS E." noon a April 29. 2002 V Masonite international Corporation 0., m 1,mmrd p,dQ,Nn of p,00.0 anV,0v ,n, makes spttdrcabons. 0c 0n and product Mail Subleei 10 cNnoe without nolife . r j 4 3 2 1 (25 A (5) INTERMEDIATE STIES FOR 16' WIDE Doom. REVISIONS 4R � T�� ( Ge' BOT) REV. NO. ZONE: DATE: ECN NO. APPVD: DESCRIPTION O SSE1 CLASS OR A 1 B2 11/00 - MWW I OTY (1) WAS (2) FOR TRACK BOLT I/gam ACRYLIC UTE5 AVAILABLE ( SECTION B-8) _'�j HORIZONTAL TRACK SUPPORT BY 20 CA WIN. FLH SINES ATTACHED TO ODOR DOOR UISULLFR (TO SUIT) ON WITH PATENTED TLAG SYSTEM ( T�• BOTTOM r CENTER). ERJ. D VIEW'a' 13 C.A GALA. SIFA FIAC BRAgCET. EACH FASIENm TO WOOD JAMB WI1N (3) 3/16'xl-3/e' W000 UG SCREWS. p C LISTED � DOUBLE,RACK Sae memnHEADROOM LOIN AVAABLEASA 6 AVAILABLE S AN OPTION NEW 'C' b H�tHi!f l' M® 3a 2' CAW. STEEL TRACK, g ®i MW. TRACK TNK1ME55:.080' LOG( POSITION O Z vq TYP. RACX AC GM. GALA. OL TRICK BRACKET. •'.A ,—(BOTH WO POINT 111CIQIM g (1) TRICK BRACKETS PER ACE. FA �L 0 lNR TOP BRACKET REPORT#9606C HORIZONTAL J T 3 20 DOUBLE PATTERN (M C1XW. 8M5' LOW NFInaOOM OPTION ON BOTTOM SECTION. ONE U-BARS ON NEXT SECTION, ETC.) /1{x3/8' SHEET METAL SCREWS LOCATION OF 10 A OPTIONAL VENTS OPf10NAL OUTSIDE KEYED LOCK POSITION I MAX. DOOR WIDTH � Ig'-0' o 0 Wa0 NATKkK TAPPING SCREWS. 4FRIM yI�R ARILIIMFM Am HW .F AYOOD FRAME BIK�1: NfW f]{N WHGES Ie .A NIX C. 'C• 3 NOTE I. 1/2 rJ VG SCREWS ON 19'rWITERS. DOORS UP TO 7'-0' HICK COMM OF (4) SECTIONS (SHOWN)). FRONT FRAME WITH U.V. WASHER REWIRED. W SCREWS MAY BE COUNTERSINK DOORS OVER 7'-0' OUCH CONSIST OF (3) SECTIONS (NOT RIO'MI). OUAi1HC ON OlI1R0E SURFACE (BUT NOT REC(ARED) To PROVIDE A FLUSH MOUNTING STOP MOULDING Br DOOR INSTALLER (TO SIN) SURFACE HORIZONTAL ,NIBS DO NOT TRANSFER LOAD. tag YELLOW PINE JAMB 20 GA MIN. GALA, SIM END ST" n n OPTIONAL 10 2RFW 20 GA, GALV. STEEL WIER. STILE -i h- 2' THICK �PSB GLASS OR W1NDDw L 25 GA MIN. STEEL 1 SKIN COATED WITH G-40 WIN. GALVMIZINC. BARED -ON PRIMER. AND A BAKED -ON POLYESTER TOP COAT APPUED TO BOTH SIDES OF STEEL SKIN. SNIP LAP JOINTS, 3' TALL U-BAR 20 GA GALV. STEEL MIN. YOU) STRENGTH: 50 KSI Ld3'I- 1-7/8' T 4 1/3 ACRYLIC UTE MOLDED INSIDEgECil(YN a-R 12 GA GALA. STEEL TRACK LINE RETAINER IBxJ/4' PAN ITEM SCREW - _ BRACKETS FASTENED TO WDOO JAM WITH ONE 3/Ig'a1-3/8'lAG SORIY (10 SCREWS PER LITE) ] 8 x4 REEVE ANCHORS ON 21 CENIET6 (C-90 PER TRAC( BR/CKEf. - BLOCK) 011 2C CF7NTER5 (2000 PSI 4W. CONCRETE) OR 7/IB' I.D. ROUND PUS14N T 1/4'a4' iAPCON SCREWS OH T7-I/2' CENTERS (2.000 SNM IATCN ENGAGES FASTENER (ONE PER ROU.ER) F�� GALroV. Hl CFMFJL HINQ 12 GA GALV. STEEL TOP ONTO VERTKIL TPICN. ROLLER BRMKEL. EACH ONE SNAP UTCH ON S�IfEVW"£ ANCHOIS, 1' OWAD MN. NASTIER REQUIRED STEEL TOILER 14x3 8' 311ISFCSREW/S( WITH TMCANS. INC110R5 WY BE COUNTERSUNK 2' GALA. STEEL TRACK FASTENED TO 14 GA GALV. 12 GA GALV. STEEL TRACK BRACKETS. FASTENED ro ENO mlES f.1C11 W a) SHEET YETK BRACKET ATTACHED W/(4) EACH SIDE OF DOOR. / INTER. STILE I4a5 8' SNEEf METAL g� NOT REQUIRED) ro PROVIDE A fLUSII IFE ( TRACKWITH TO EACH 'x3/BBOL7UT MOUNTING HORIZONTAL AANBS DO NOT TAPPING SCREWS PER ENO TIIIGE m- ONE 1/E4D ({) 1/t xJ/94F LOAD TRANSFER LOAD. OR TWO 1/4' OA RIVETS. OUTSIDE KEYED HANDLE ENO END 2' DIA SHORT STEM. 10 BALL STEEL ROUER. 14 GA. END HINGE.V.EAC EL STILEST1lE AM- ONNVIRATKW MARK WESTERFIELD. P.E. FASTENED TO ENO INTER PREPARATION OF JAMBS BY OTHERS. CEY'IION C-C FLORIDA P.E. I48495 STILES W/(4) I4a5/8' INSIDE HANDLE STU NORTH CARD P.E I2X32 SHEET MET 1/4'.J/ OUTSIDE KEYED LOCK LOCK BAR TAPPING SCREWS. �NM .ram OrnONENGACES 1N DESIGN LOADS: +24.0 PSF & -24.5 PSF TRACK ON 2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS OUTSIDE HANDLE .NOTE EACH SIDE SRAU BE THE RESPONSIBILITY OF THE PROFESSION& OF TEST LOADS: +36.0 PSF & -37.0 PSF OF DOOR. RECORD FOR THE BUILDING OR STRUCTURE AND W ACCORDANCE 3' TAL a 20 u GALA. SIEFL V-BARS END .SLIDE BOLT W A 2-1-2-1 PATTERN (I.E TWO U-BARS mlE LOCI( ENGAGES WITH CURRENT BUILDING CODES FOR THE LAMS LISTED ON NYaaINAt Hxuwws APE scHNm N NWMAE THIS OtANONG. Nt aWN A RNam a DTa.4 PART NO.: - ON BOTTOM SECTION, ONE U-BAR ON NEXT INTO VERTICAL SECTION ETC)). EACH U-BAR ATTACHED TRACK. ONE WITH 1/4'x3/4' SELF TAPPING SCREWS LOCK OW Unleaa Slated Othenrlae 312 Walnut St. 5UW I6M Conr°an4W/PropA.lary FYonnauon IDEA Cincinnati OH 45202 PER STLE LOCATION. EACH SIDE m CJIPAY BUILDING PRODUCTS 00. TOLERANCES me Td. No. I-�13-381-48W OF DOOR. + mnla'aWA Arab me nm nM aw, aNPEwMd, .0 = t.03 Va�W��1. Fax Na. 1-513-762-3519 INSIQF vOE rw� I DCK WiNN -13 CA. GALV. STEEL BOTTOM BRACKET. SCREWS. moa. a W. > alaaRwR.° .00 = t.015 DESCRIPTION:. MODEL 6RST W4 16-0 x 8-0: 24/-24.5 DESIGN LOAD alllwut na PHar �anaanL Faawa m —K b .000 t.005 NbeWq Ra.'+' °anises' °n° .DOoo t.001 DRAWN BY: BMM DATE: 4/18/00 SCALE: NTS DWG. beau n.Awq Naralrorn ATTACHED WITH (2) I14aS/8' SHEET META_ UI Degrees = t 1/2' CHECKED BY: MWW DATE: 4/18/00 SHEET 1 OF 1 SIZE LJ -A.UMNUM EXTRUSION : VINYL WEATHERSTRIP. Third Angle / + - Unl<sa Stated Olherebe Projection DIMENRONS ARE IN wcHEs. DWG. NO.: 102138 REV. NO. 1 DID. i A �F J41 L I MODEL: 6RST (25 GA. STEEL SKIN) REVISIONS MODEL: 4R5T (24 GA. STEEL SKIN) LISTED REV. N0. ZONE: DATE: ECN NO. APPVD: DESCRIPTION OPTIONAL OSO GLASS OR 1 A4 11/00 - MWW OTY (1) WAS (2) FOR TRACK BOLT 1/8" ACRYLIC UTES AVAILABLE (1) INTERMEDIATE STILE (SEE SECTION B-8) 20 CA MIN. END STILES ATTACHED TO DOOR ATTACHED W TOG-L-LOG (TOP & BO1� SKIN WITH PATENTED TOG-L-LOC SYSTEM (- 2" THICK 3" TALL U-BAR - HORIZONTAL TRACK SUPPORT BY AND URETHAN .ADHESIVE (ALONG CENTER) r, _y A TOP, BOTTOM & CENTER). D ®� 20 GA GALV. STEEL POOR INSTALLER (TO SUIT) ® 3' (� o L� 1-7/8" T_ 13 GA. GALV. STEEL FLAG BRACKET. REPORT#9606C ROI�GALV. BR BRACKET. TOP (3) 5FASTENED -8 WOOD JAMB SCREWS. 'tl BRACKET ATTACHED W/(3) NOrE: DOUBLE TRACK • ) 25 GA MIN. GALV. /14x5/a' SHEEP uETAL LOCK POSITION STEEL SKIN COATED ��' �. TRACK CONFIGURATION LOW HEADROOM IS (BOTH SIDES) W�(A BAKED -ON PRIMER, SHIP LAP JOINTS. w AVAILABLE AS AN OPTION TWO POINT LOCKING AND A BARED -ON POLYESTER x TOP COAT APPLIED TO BOTH DOOR SIDES OF STEEL. SKIN. 14 GA CAI.V. STEEL $ HEIGHT ONE 3" TALL x A � 0 a0 2" GALV. STEEL TRACK, 6 -6 70 I 20 GA U-BAR (50 KSI) SHEET M/( 14"S e" , MIN. TRACK THICKNESS: .060" 7 _O g6 PER DOOR SECTION. ENp SLIDE SOLT & (4) 1/4"s3/4" SELF 8-0 88 1'; I STILE LOCK ENGAGES TANG SCREWS. INTO VERTICAL = - C TRACK. ONE cs TYP. 2-1/2"x12 GA. GALV. STEEL TRACK BRACKET. LOCATION OF LOCK ON 3' TAIL x 2O cA GALV. z (4) TRACK BRACKETS PER SIDE. M OPTIONAL VENTS —'�A EACH SIDE STEEL u-BAR. aNE u-BAN PER SECTION. EACH U-BAR ATTACHED w OPTIONAL OUTSIDE KEYED LOCK POSITION OF DOOR. WITH TWO 1/4'zS/4' SELF TAPPING ao LHR TOP BRL MAX. DOOR WIDTH 9'0" SCREWS PER STILE LOCATION. N INSIDE SLIDE BOLT DONTAL 114x5/8"SHEET METAL SCREWS LOCK OPTION TR ODONORS SUP TO 7'-0' HIGH CONSIST OF 4) SECTIONS (SHOWN). - FRONT FRAME WITH U.V. DOORS OVER 7'-0' HIGH CONSIST OF (5) SECTIONS (NOT SHOWN). COATING ON OUTSIDE SURFACE K 13 GA. O O VERTICAL JAMB ATTACHMENT 4W000 FRAME BUILDINGS): ewwr. ATVTA& E� WITH OjwO LOW PTION 1 2"z3' UG SCREWS ON 24 CENTERS: I" O.D. MIN. /14x5/8 SHEET METAL SCREWS. i/4"x3/4" SELF / � OPTIONAL 10 SCREIV TAPPING SCREWS. WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK ALUMINUM EXTRUSION SSB GLASS OR WINDOW LITE 14 GA. END HINGES 18 GA INTERMEDIATE HINGE (OUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING k VINYL WEATHERSTRIP, 1/8" ACRYLIC LUTE �, .C. SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. SECTION 8-6 MEW ,SECTION A -A (SIDE VIEW) /8x3/4" PAN HEAD SCREW VERTICAL JAMB ATTACHMENT (C-90 BLOCK OR (10 SC PER UTE) END 2,000 PSI MIN, CONCRETE COLUMN): MOLDED INSIDE STILE B 570P MOULDING BY DOOR INSTALLER (TO SUIT) 3/8"x4" SLEEVE ANCHORS ON 24 CENTERS (BOTH LITE RETAINER INTER.III 2x6 YELLOW PIN£ JAMB 20 GA MIN. GAL". STEEL ENO STILE C-90 BLOCK OR 2,000 PSI MIN. CONCRETE) OR . _ SNAP UTCH ENGAGES STV c �' T 1/4"x4" TAPCON SCREWS ON 24' CENTERS (2,000 ONTO VERTICAL TRACK. 20 CA. CALV. STEEL INTER. STILE PSI MIN. CONCRETE). WASHERS INCLUDED WITH ONE SNAP LATCH ON SLEEVE ANCHORS, 1" O.D. MIN. WASHERS REQUIRED EACH SIDE OF DOOR. WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK INTER. STILE 12 GA. GALV. STEEL TRACK (BUT NOT REQUIRED) TO PROVIDE A FLUSH OUTSIDE BRACKETS FAST-ENED TO WOOD JAMB MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT HANDLE WITH ONE 5/16-x1-5/8' LAG SCREW TRANSFER LOAD. OUTSIDE KEYED PER TRACK BRACKET. HANDLE ' 1n re rely crrn rcNTrra ulMrr END FASTENED TO INTER. STILES W/(4) 511Lt J14x5/8" SHEET METAL SCREWS. I OUTSIDE KEYED LOCK LOCK BAR LOCKING 2" GALV. STEEL TRACK FASTENED TO 14 GA. GALV. STEEL ROLLER HINGES. 12 GA. GALV. STEIEL TRACK BRACKETS. FASTENED TO END STILES EACH W/(4) TRACK ATTACHEID TO EACH BRACKET 14x5/8" SHEET MEFAL SCREWS AND WITH ONE 1/4.'"x5/8" BOLT & NUT 4) 1/4"x3/4" SELF TAPPING SCREWS PER ENO HINGE. OR TVVQ 1 /4" DIA. RIVETS. PREPARATION OF JAMBS BY OTH RS V2- DIA. SHORT STEM, 10 BALL STEEL ROLLER. ,9 JAMBCONFIGURAT10N0N SECTION 2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THIE BUILDING OR STRUCTURE AND IN ACCORDANCE MARK WESTERFIELD, P.E. TWITH CURRENT HIS DRAWING. BUILDING CODES FOR THE LOADS LISTED ON FLORIDA P.E. #48495 NORTH CAROLINA P.E. #23832 4 9 I � 3 LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR, INSIDE HANDLE - DESIGN LOADS: +25.0 P.S.F. & -32.0 P.S.F. OUTSIDE SNAP KEYED K TEST LOADS: +37.5 P.S.F. & -48.0 P.S.F. LATCH LOCK OPTION awmu� awiencs n¢ saan n ewe .n artN A PART NO.: - N01� ualeaa Stator orh.n9.. 312 Wdnut SL W. I600 A �ndMa�,•°� �° a papAY aUanlNc rwaoucls w. TOLERANCES.. IDEAL Cincinnati, OH 45202 Td Na I-513-3t11-M8W cMani° hush a,a �r e.t b. 6acbe0. .Pod. d.pFcotw, .0 s i:.03 Wy�Om CO ANL Fax Na. I-513-762-3519 aromM..., ramwtw ,;y1e,At ,y �. T m .00 1.015 DESCRIPTION: MODEL 6RST W4 9-0 x 8-0: +25/-32 DESIGN LOAD .�•�• n,a -y awr a> x . ft cmxq 1« .ro °°'"°°" . Love reWenq lhml,wn. ooD t.00s .0000 ±.001 Degrees tt/Z DRAWN BY: BMM DATE: 4 18 00 / / SCALE: NTS DWG. CHECKED BY: MWW I DATE: 4/18/00 SHEET 1 OF 1 SIZE Third Angle r - Prof«Non Unlaaa Stated Othxw4e DIMENSIONS ARE IN INCHm DWG. ND.: 102137 REV. NO. 1 2 rT v#fiaasrr y- 'UKM�60OA-2001 �tiz FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2879 Builder: DR HORTON Address: C"De7r�,LE c-i�zCLE_� Permitting Office: City, State: Permit Number: Owner: -D. Z . Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems ISingle family or multi -family Single family _ a. Central Unit Cap: 60.0 kBtu/hr 3. Number of units, if multi -family 1 _ SEER: 12.05 _ 4. Number of Bedrooms 4 _ b. N/A _ 5. Is thi;.a worst case? No 6. Conditioned floor area (ft2) 2872 ft2 c. N/A _ 7. . Glass area & type _ a. Clear - single pane 319.0 ft2 _ 13. Heating systems b. Clear -double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 60.0 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft2- HSPF: 8.25 _ d. Tint/other SHGC - double pane 0.0 ft2 b. N/A 8. Floor types _ _ a. Slab -On -Grade Edge Insulation R=5.0, 173.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 460.0ft2 _ c. !N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=3.0, 876.0 ft2 _ _ EF: 0.86 b. Frame, Wood, Exterior R=11.0, 785.0 ft2 _ b. N/A _ c. Frame, Wood, Adjacent R=11.0, 622.0 ft2 _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 2091.0 ft2 _ 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: Interior Sup. R=6.0, 320.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.11 Total as -built points: 33937 PASS Total base points: 38807 hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY:S1ti� DATE: 03 . o2 t hereby certify that this building, as designed, is in J compliance with the Florida Energy Code. OWNER/AGENT: DATE: I �l� Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: EnergyGauge® (Version: FLRCSB v3.2) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 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 2872.0 25.78 13327.2 Single, Clear W 1.0 10.0 32.0 53.47 0.99 1701.9 Single, Clear W 4.0 15.0 8.0 53.47 0.90 385.7 Single, Clear W 4.0 7.5 10.0 53.47 0.72 385.5 Single, Clear S 1.0 . 15.0 16.0 44.66 0.99 709.6 Single, Clear E 1.0 17.0 16.0 59.31 1.00 945.6 •- Single, Clear E 1.0 22.0 16.0 59.31 1.00 946.2 Single, Clear E 1.0 13.0 53.0 59.31 1.00 3128.7 Single, Clear N 1.0 5.0 10.0 27.96 0.96 268.9 Single, Clear N 1.0 7.0 23.0 27.96 0.99 633.5 Single, Clear E 1.0 10.0 15.0 59.31 0.99 884.5 Single, Clear W 1.0 12.0 30.0 53.47 1.00 1597.3 Single, Clear S 1.0 6.0 60.0 44.66 0.94 2529.5 Single, Clear S 1.0 6.0 15.0 44.66 0.94 632.4 Single, Clear E 1.0 10.0 15.0 59.31 0.99 884.5 As -Built Total: 319.0 15633.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 622.0 0.70 435.4 Concrete, Int Insul, Exterior 3.0 876.0 1.40 1226.4 Exterior 1661.0 1.90 3155.9 Frame, Wood, Exterior 11.0 785.0 1.90 1491.5 Frame, Wood, Adjacent 11.0 622.0 0.70 435.4 Base Total: 2283.0 3591.3 As -Built Total: 2283.0 3153.3 DOOR .TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Wood 18.0 2.40 43.2 Exterior 20.0 .4.80 96.0 Exterior Wood 20.0 7.20 144.0 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 2091.0 2.13 4453.8 Under Attic 19.0 2091.0 .2.82 X 1.00 5896.6 Base Total: 2091.0 4453.8 As -Built Total: 2091.0 5896.6 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 5.0 173.0(p -31.70 -5484.1 Raised 460.0 -3.43 -1577.8 Raised Wood, Adjacent 11.0 460.0 1.80 828.0 Base Total: -7079.2 As -Built Total: 633.0 -4656.1 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCSB v3.2 FC7RM 60OA-2001 SUMMED CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2872.0 14.31 41098.3 2872.0 14.31 41098.3 Summer Base Points: 55516.3 Summer As -Built Points: 61313.1 Total Summer Points X System = Multiplier Cooling Points Total X Component Cap Ratio X Duct X System X Multiplier . Multiplier (DM x DSM x AHU) Credit Multiplier = Cooling Points 55516.3 0.4266 23683.2 61313.1 61313.1 1.000 1.00 (1.087 x 1.150 x 0.90) 0.283 1.125 0.283 0.950 0.950 18544.5 18544.5 EnergyGaugeTM' DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCSB v3.2 T FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 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 2872.0 5.86 3029.4 Single, Clear W 1.0 10.0 32.0 10.74 1.00 343.5 Single, Clear W 4.0 15.0 8.0 10.74 1.01 87.0 Single, Clear W 4.0 7.5 10.0 10.74 1.05 112.5 Single, Clear S 1.0 15.0 16.0 7.73 1.00 123.3 Single, Clear E 1.0 17.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 22.0 16.0 9.96 1.00 159.7 Single, Clear E 1.0 13.0 53.0 9.96 1.00 529.7 Single, Clear N 1.0 5.0 10.0 12.32 1.00 122.9 Single, Clear N 1.0 7.0 23.0 12.32 1.00 282.9 Single, Clear E 1.0 10.0 15.0 9.96 1.00 150.0 Single, Clear W 1.0 12.0 30.0 10.74 1.00 322.1 Single, Clear S 1.0 6.0 60.0 7.73 1.01 467.7 Single, Clear S 1.0 6.0 15.0 7.73 1.01 116.9 Single, Clear E 1.0 10.0 15.0 9.96 1.00 150.0 As -Built Total: 319.0 3128.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 622.0 1.80 1119.6 Concrete, Int Insul, Exterior 3.0 876.0 3.80 3328.8 Exterior 1661.0 2.00 3322.0 Frame, Wood, Exterior 11.0 785.0 2.00 1570.0 Frame, Wood, Adjacent 11.0 622.0 1.80 1119.6 Base Total: 2283.0 4441.6 As -Built Total: 2283.0 6018.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Adjacent Wood 1&0 5.90 106.2 Exterior 20.0 5.10 102.0 Exterior Wood 20:0 7.60 152.0 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 2091.0 0.64 1338.2 Under Attic 19.0 2091.0 0.87 X 1.00 1819.2 Base Total: 2091.0 1338.2 As -Built Total: 2091.0 1819.2 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 5.0 173.0(p -2.40 -415.2 Raised 460.0 -0.20 -92.0 Raised Wood, Adjacent 11.0 460.0 1.80 828.0 Base Total: -420.7 As -Built Total: 633.0 412.8 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2872.0 -0.28 -804.2 2872.0 -0.28 -804.2 Winter Base Points: 7758.4 Winter As -Built Points: 10832.4 Total Winter X Point. System Multiplier = Heating Points Total X Component -Cap Ratio . X Duct X System X Multiplier Multiplier (DM x DSM x AHU) Credit Multiplier = Heating Points 7758.4 0.6274 4867.6 10832.4 10832.4 1.000 1.00 (1.078 x 1.160 x 0.92) 0.414 1.150 0.414 0.950 0.950 4897.7 4897.7 I c" EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.86 4 1.00 2623.63 1.00 10494.5 As -Built Total: 10494.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 23683 4868 10256 38807 1.8544 4898 10495 33937 PASS TBE STq?�O.D 6 _ `„ i C7 COD WE � EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 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 .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends 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, ' 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 reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA-22 OTMFR PRFSCRIPTIVF MFA-RIIRFS /m"ict hp mat nr aveaarlarl by all racirlanr-ac 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 trap 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 flow must 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 Se arate readil 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 EnergyGaugeO/FlaRES'2001 FLRCSB v3.2 f ENERGY PERFORMANCE LEVEL (EPL) ' DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.7 The higher the score, the more efficient the home. 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 60.0 kBtu/hr 3. Number of units, if multi -family 1 _ _ SEER: 12.05 4. Number of Bedrooms 4 _ b. N/A _ 5. Is this a worst case? No _ 6. Conditioned floor area (ft2) 2872 ft2 c. N/A 7. Glass area & type a. hear - single pane 319.0 ft2 _ _ 13. Heating systems b. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 60.0 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft2 _ _ HSPF: 8.25 d. Tint/other SHGC - double pane 0.0 ft2 b. N/A _ 8. Floor types a. Slab -On -Grade Edge Insulation R=5.0, 173.0(p) ft _ _ c. N/A b. Raised Wood, Adjacent R=11.0, 460.0ft2 _ _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=3.0, 876.0 ft2 EF: 0.86 b. Frame, Wood, Exterior R=11.0, 785.0 ft2 _ b. N/A _ c. Frame, Wood, Adjacent R=11.0, 622.0 ft2 _ _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 2091.0 ft2 _ 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: Interior Sup. R=6.0, 320.0 ft _ RB-Attic radiant barrier, b. N/A 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) Z sT in this home before final inspection. -Otherwise,. a_new.EPL Display Card will be completed 04 9�A0. based on installed Code compliant features. � �o Builder Signature: :P.@ Date: q (awlff b3 nnr Ode E7 a. Address of New Home: o't% Q 2U - City/FL Zip: r`1!'bTZf�r f✓ L. 3 �� �� �'Coa N,E *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarmdesignation), your home may guar for energy efficiency mortgage (EEM) incentives if you 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 of certified 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) For: DR HORTON Notes: F, F w.y..Desi g i Info`rmation Weather: Orlando —AP, FL, US Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 43 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 40970 Btuh Structure 35571 Btuh Ventilation air 0 cfm Ventilation 1485 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 OF Design heat load 40970 Btuh Use mfg. data n Rate/swing multiplier 0.98 Infiltration Total sens. equip. load 36315 Btuh Method Simplified Latent Cool ing :Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 1150 Btuh Ventilation 2212 Btuh Heating Cooling Infiltration 4526 Btuh Area (ft2) 2872 2872 Total latent equip. load 7888 Btuh Volume (ft3) 22976 22976 Air changes/hour 0.70 0.40 Total equipment load 44203 Btuh Equiv. AVF (cfm) 269 153 Heating Equipment Summary Cooling Equipment Summary Make TRANE Make TRANE Trade Trade Efficiency . 8.4 HSPF Efficiency 10.0 EER Heating input Sensible cooling 40600 Btuh Heating -output 0 Btuh @ 47°F Latent cooling 17400 Btuh Heating temp rise 0 OF Total cooling 58000 Btuh Actual heating fan 0 cfm Actual cooling fan 1933 cfm Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.054 cfm/Btuh Space thermostat Load sensible heat ratio 82 % i BoWltalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. ,,Z- wrjghtsoft RightSuite ResidentialTM 5.0.64 RSR26015 2002-Feb-28 13:29:06 ACCA E:\Files\drhorton\2879\2879REVD.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 22976 ft3 x 0.0167 = 269 cfm 2. Winter infiltration load 1.1 x269 cfm x 32 *F Winter TD = 9454 Btuh 3. Winter infiltration HTM 9454 Btuh / 355 ft2 Total window = 26.6 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 22976 ft3 x 0.0167 2. Summer infiltration load 1.1 x 153 cfm x 18 °F Summer TD = 3. Summer infiltration HTM 3039 Btuh / 355 ft2 Total window = and door area 153 cfm 3039 Btuh 8.6 Btuh/ft2 Procedure C - Latent Infiltration Gain 0.68 x 43 gr/lb moist.diff. x 153 cfm = 4526 Btuh hroceaure u - tquipment 5izing Loads 1. Sensible sizing load Sensible ventilation load 1.1 x 75 cfm vent. x 18 *F Summer TD = 1485 Btuh Sensible load for structure (Line 19) + 35571 Btuh Sum of ventilation and structure loads = 37056 Btuh Rating and temperature swing multiplier x 0.98 Equipment sizing load - sensible = 36315 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 75 cfm vent. x 43 gr/lb moist.diff. = 2212 Btuh Internal loads = 230 Btuh x 5 people + 1150 Btuh Infiltration load from Procedure C + 4526 Btuh Equipment sizing load - latent = 7888 Btuh *Construction Quality is: a No. of Fireplaces is: 0 i Boldltalic values have been manually overridden `— Printout certified by ACCA to meet all requirements of Manual J 7th Ed. ,,z wt rightSC) Right -Suite Residential TM 5.0.64 RSR26015 2002-Feb-28 13:29:06 ACCA E:1Files\d&.,ton\287912879REVD.rsr Page 1 RIGHT-J WINDOW DATA F DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 3274"206 Phone: (407) 831-2665 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 LIV/DIN/FOY a n nw a c n 0 d 1 1 90 1.0 1.0 5.0 5.0 39.4 32.0 0.0 a n sw a c n 0 d 1 1 90 1.0 1.0 2.0 5.0 47.4 23.0 0.0 a n nw b c n 0 n 1 1 90 1.0 3.5 5.0 7.0 62.4 7.0 0.0 a n nw b c n 0 n 1 1 90 1.0 3.5 1.0 3.0 62.4 9.0 0.0 LAUNDRY RM WIC SITTING RM a n sw a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 47.4 16.0 0.0 MASTER BATH a n se a c n 0 d 1 1 90 1.0 1.0 12.0 5.0 47.4 16.0 0.0 MASTER BEDRM a n se a c n 0 d 1 1 90 1.0 1.0 17.0 5.0 47.4 16.0 0.0 MASTER HALL BATH FAMILY RM b n se a c n 0 d 1 1 90 1.0 1.0 6.0 7.0 47.4 53.0 0.0 KITCHEN a n ne a c n 0 d 1 1 90 1.0 1.0 2.0 3.0 39.4 10.0 0.0 BEDRM 2 a n se b c n 0 d 1 1 90 1.0 1.0 5.0 5.0 47.4 15.0 0.0 UP BATH RM ACTIVITY RM a n nw b c n 0 n 1 1 90 1.0 1.0 7.0 5.0 62.4 30.0 0.0 a n sw b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 76.4 60.0 7.6 wrightsoft Right -Suite ResidentialTM 5.0.64 RSR26015 2002-Feb-28 13:29:06 j4CCA E:\Files\drhorton\2879\2879REVD.rsr Page 1 a n sw b c n 0 d 1 a n se b c n 0 d 1 BEDRM 4 1 90 1.0 1.0 1.0 5.0 47.4 BEDRM 3 1 90 1.0 1.0 5.0 5.0 47.4 ,, vvright50ft Right -Suite Residential TM 5.0.64 RSR26015 AC K E:\Files\drhorton\2879t2879REVD.rsr 15.0 1.9 15.0 0.0 2002-Feb28 13:29:06 Page 2 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job: 2879 MODEL REVISED 10-3-97 NIANUAL J: /tn LO. 1 Name of room Entire House LIV/DIN/FOY LAUNDRY RM WIC 2 Length of exposed wall 314.5 ft 61.5 ft 11.0 ft 19.0 ft 3 Room dimensions 20.0 x 21.0 ft 15.0 x 6.0 ft 13.0 x 11.0 ft 4 Ceiings Condit. Option 8.0 ft heat/cool d 8.0 ft heat/cool 8.0 ft heat/cool 8.0 ft heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg I Clg (ft') Htg I Clg (ft2) Htg Clg (ft') Htg Clg (ft2) Htg Clg 5 Gross a 14B 4.6 2:1 1028 '"' '"" 284 '* *"' 0 "*' "' 88 Exposed b 12C 2.0 1.9 1000 «,,, «««, 64 «««« ,,,, 0 ,,,, :««« 0 walls and c 13C 3.2 1.2 552 '"*' *'*' 144 "" "" 88 "" '*" 64 '*`* •'*' partitions d 0.0 0.0 0 **" ""* 0 "" "" 0 "" •"' 0 e 0.0 0.0 0 «,,, .,«« 0 «,«, „«« 0 «,,, «,,, 0 f0.0 0.0 0 ,,,, .,,. 0 ««, ,.«* 0 --- ,,., 0 6 Windows and a 1C 37.0 ' 264 9757 "'* 71 2624 *•** 0 0 ***" 0 0 glass doors b 8C 37.0 *" 53 1959 "'* 0 0 "" 0 0 - 0 0 Heating c 9C 38.7 " 0 0 "" 0 0 0 0 "" 0 0 d 0.0 0 0 «", 0 0 «««« 0 0«««. 0 0 «««« f 0.0 0 0 "" 0 0 "" 0 0 *"' 0 0 7 Windows and North 27.6 9 " * 261 0 *"' 0 0 '"" 0 0 glass doors NE/NW 51.4 88 "' 4525 48 ""' 2259 0 0 0 ""` 0 Cooling E/W 0.0 0 '•" 0 0 *'*' 0 0 "" 0 0'"" 0 SE/SW 54.3 220 `"" 11927 23 **" 1090 0 '* ` 0 0 :•" 0 South 0.0 0`"" 0 0*"' 0 0'**' 0 0 "" 0 Horz 0.0 0 "" 0 0 *'"' 0 0 "" 0 0 "* 0 8 Other doors a 11A 18.9 12.7 38 717 484 20 378 255 18 340 229 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 862 3972 1775 229 1055 472 0 0 0 88 406 181 exposed b 12C 2.9 1.9 849 2445 1650 48 138 93 0 0 0 0 0 0 walls and c 13C 3.2 1.2 534 1682 625 144 454 168 70 221 82 64 202 75 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0. 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 ' Ceilings a 16D 1.7 2.2 2134 3619 4750 420 712 935 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 01 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 233 3050 0 62 807 0 11 144 0 19 249 0 (Note: room b 19B 1.3 0.0 460 589 0 0 0 0 0 0 0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 .Infiltration a 1 26.6 8.6 355 9454 3039 91 2424 779 18 479 154 0 0 0 13 Subtotal loss=6+8..+11+12 '"' 37246 - "*• 8592 - "'" 1184 *"' •"` 856 `*'* Less external heating •*-« 0 «,«, ,«.« 0 «,,, «.,: 0 ..«, „«. 0 ««,« Less transfer "" 0 "" `*' 0 "" ""` 0 "'" "*' 0 - 14 Duct loss 10 °/ 3725 "" 1 o °/ 859 "*` 10% 118 '*:' 10 °/ 86 - 15 Total loss = 13+14 - 40970 :"` ""* 9451 «.:« «««« 1302 "" «*" 942 - 16 Int. gains: People @ 300 5 '"" 1500 0 '*•• 0 0 '*'* 0 0 "'* 0 Appl. @ 1200 2 ,*,« 1800 0 «„« 0 1 . «„« 600 0 «.«« 0 17 Subtot RSH gain=7+8..+12+16 •*•• '*" 32337 '*" "" 6052 "" "" 1065 "" "" 256 Less external cooling "`* `*" 0 " ' **`* 0 '*'* '*•' 0 `**' "" 0 Less transfer *" "" 0 "" *'*' 0 "" "" 0 '•" "" 0 18 Duct gain 10°/ "" 3234 10°/ "`* 605 10% "" 107 10 26 19 Total RSH gain=(17+18)'PLF 1.00 "" 35571 1.00 •'"' 6657 1.00 '"" 1172 1.00 `*"' 282 20 Air required (cfm) *`*` 0 1933 ***` 0 362 `*** 0 64 '*" 0 15 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Right -Suite ResidentialTM 5.0.64 RSR26015 2002-Feb-28 13:29:06 ACCP� E:\Files\drhorton\2879\2879REVD.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job: 2879 MODEL REVISED 10-3-97 MHIVUNL J: tin td. 1 Name of room SITTING RM MASTER BATH MASTER BEDRM MASTER HALL BATH 2 Length of exposed wall 10.0 ft 11.0 ft 13.0 ft 0.0 ft 3 Room dimensions 10.0 x 10.0 ft 10.0 x 11.0 ft 13.0 x. 21.0 ft 6.0 x 5.0 ft 4 Ceiings Condit. Option 8.0 ft heat/cool 8.0 ftheat/cool 8.0 fti heat/cool 8.0 It heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg I Clg (W) Htg I Clg (ft') Htg Clg (ft') Htg Clg (W) Htg Clg 5 Gross a 14B 4.6 2.1 80 "*' "*' 88 '*" "" 104 ' '*'* 0 Exposed b 12C 2.9 1.9 0 ""' "" 0 '*'* *"' 0 *"* *"* 0 •*** •"• walls and c 13C 3.2 1.2 0 **" "" 0 '*" `"*' 0 "*' **** 0 partitions d 0.0 0.0 0 "*' "" 0 *"* "" 0 --- ' 0 f 0.0 0.0 0 ,.., .... 0 0 .,,, **** 0 6 . Windows and a 1C 37.0 - 16 591 '**' 16 591 '*" 16 591 '*" 0 0 glass doors b 8C 37.0 *' 0 0 0 0'** 0 0 *'** 0 0 Heating c 9C 38.7 " 0 0 "" 0 0 "" 0 0 "`" 0 0 e 0.0 " 0 0 "" 0 0 `*" 0 0 '*`* 0 0 f 0.0 " 0 0 0 0 0 0 "" 0 0 7 Windows and North 27.6 0 "'" 0 0 "" 0 0 `*" 0 0 "" 0 glass doors NE/NW 51.4 0 "" 0 0'*" 0 0 "" 0 0 "'* 0 Cooling ENV 0.0 0 "" 0 0*" 0 0 ***' 0 0 *'*' 0 SE/SW 54.3 16 "'* 758 16 "" 758 16 '"'* 758 0 '"'* 0 South 0.0 0""' 0 0 "`* 0 0 "`* 0 0 "" 0 Horz 0.0 0 "*" 0 0 "" 0 0'*'* 0 0 "*' 0 8 Other doors a 11 A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 64 295 132 72 332 148 88 406 181 0 0 0 exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 0 0 0 0 0 0 0 .0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 10 131 0 11 144 0 13 171 0 0 0 0 (Note: room b 19B 1.3 0.0 0 0 0 0 0 0 0 0 .0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 .0 0 0 0 Floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 26.61 8.6 16 426 137 16 426 137 16 11426 " -137 0 0 0 13 Subtotal loss=6+8..+11+12 "" 1444 "*' *'*' 1494 *"* "" 1594 ""*" "'" 0 Less external heating "" 0 "* '*'* 0 "*' "" 0 *"' "" 0 Less transfer •"* 0 •'*' *:*• 0«• +*» 0 +*.* .«.: 0 ,*«. 14 Duct loss 10 o/c 144 "" 10"/ 149 *'*' 10°/ 159 *' 10°/ 0 15 Total loss = 13+14 ***` 1588 `*" '**` 1643 "" "" 1753 - 0 16 Int. gains: People @ 300 0 "" 0 0 '*" 0 1 *"' 300 0 "*' 0 Appl. @ 1200 0 "" 0 0 �.. 0 0 ...., 0 0.«.« 0 17 Subtot RSH gain=7+8..+12+16 "'* "*' 1027 " ' "*" 1044 "" *"' .1377 "" '*" 0 Less external cooling "*' "" 0 " "" 0 "" "*' 0 *"' *"` 0 Less transfer 0 ««.. «* . 0 ..«. „*, 0 ,,,, ,"*, 0 18 Duct gain 10 a/c - 103 10°/ "" 104 10°/ "" 138 10°/ "" 0 19 Total RSH gain=(17+18)'PLF 1.00 - 1130 1.00: `**" 1148 1.00 "" 1514 1.00 "" 0 20 Air required (cfm) '*** 0 61 0 62 "" 0 82 - 0 0 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Q w"O"r!5o49C Right -Suite Residential"1 5.0.64 RSR26015 2002-Feb-28 13:29:06 ,Z5, E:1Files\drhorton1287912879REVD.rsr Page 2 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job: 2879 MODEL REVISED 10-3-97 MHNUHL J: fM La. 1 Name of mom FAMILY RIM KITCHEN BEDRM 2 UP BATH RM 2 Length of exposed wall 36.0 ft 12.0 ft 28.0 ft 11.0 ft 3 Room dimensions 17.0 x 19.0 ft 12.0 x 17.0 ft 16.0 x 12.0 ft 11.0 x 13.0 ft 4 Ceiings Condit. Option 8.0 ft heat/cool 8.0 ftj heat/cool 8.0 ft heat/cool 8.0 fti heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg Clg (W) Htg Clg (ft2) Htg Clg (ft2) Htg I Clg (ft2) Htg Clg 5 Gross a 14B 4.6 ill 288 "" '`•" 96 "*' ""' 0 *'*' '"" 0 "*' •*•• Exposed b 12C 2.9 1.9 64 -** '•'• 0 «.., «.«. 96 .... .«.. 0 Walls and c 13C 3.2 1.2 0 "" - 0 *"' "" 128 `*•' *"' 88 partitions d 0.0 0.0 0 *"` "" 0 *'*' "" 0 e 0.0 0.0 0 ...« .*,. 0 ... *«.. 0 ...« ...« 0 .««. «... 6 Windows and a 1C 37.0 " 0 0 "*** 10 370 '"'" 15 554 *""' 0 0 '*'* glass doors b 8C 37.0 " 53 1959 •'«' 0 0 ". 0 0 ` 0 0 Heating c 9C 38.7 " 0 0 0 0 "*' 0 0 "'* 0 0 • d 0.0 " 0 0 .«.. 0 0 .... 0 0 .... 0 0 .«.« e 0.0 `* 0 0 ""' 0 0 "*' 0 0 "" 0 0 f 0.0 '* 0 0 "'* 0 0 "*' 0 0 *"' 0 0 7 Windows and North 27.6 0 "" 0 0 0 0 "" 0 0- 0 glass doors NE/NW 151.4 0 "" 0 10 **" 394 0 `*" 0 0 - 0 Cooling ENV 0.0 0 "" 0 0 *`*" 0 0 '*" 0 0 .«.« 0 SE/SW 54.3 53 "*' 2512 0 *'" 0 15 ""` 711 0 "" 0 South 0.0 0 "" 0 0 "" 0 0 "`* 0 0 "" 0 Horz 0.0 0 "•' 0 0 "*` 0 0 "*' 0 0 "*' 0 8 Other doors a 11 A 18.9 12.7 0 0 . 0 0 0 0 0 0 0 0 0 0 b I 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 235 1083 484 86 396 177 0 0 0 0 0 0 exposed b 12C 2.9 1.9 64 184 124 0 0 0 81 233 157 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 0 0 128 403 150 88 277 103 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 323 548 - 719 204 346 454 192 326 427 143 243 . 318 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 36 472 0 12 157 0 0 0 0 0 0 0 (Note: mom b 19B 1.3 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 26.6 8.6 531 1411 454 .10 2661 86 15 399 .`128 0 0 0 13 Subtotal loss=6+8..+11+12 `"" 5658 "*` "" 1536 *"" "" 1916 `**' "'" 520 Less external heating "" 0 "" "*` 0 "" "" 0 ""' '*" 0 '*'* Less transfer ..i10°/ 0 .*,+ «««" 0 .«+. .,,. .0 „*. ".: 0 14 Duct loss 566 '*"' 10% 154 *'"` 10% 192 "" 10°/ 52 15 Total loss = 13+14 "" 6223 1689 "" '*" 2108 "" "•' 572 16 Int. gains: People @ 300 4 - 1200 0 - 0 0 "** 0 0 ""' 0 Appl. @ 1200 0 - 0 1 "" 1200 0 "`* 0 0 "" 0 17 Subtot RSH gain=7+8..+12+16 *"' - 5493 "" ""• 2311 "" "*' 1574 "" "" 421 Less external cooling *`*' "" 0 *`** **'* 0 0 .»« « .« 0 Less transfer "" "" 0 *"` "" 0 "" "" 0 "" '"" 0 18 Duct gain 10°/ "" 549 10% - 231 10°/ ""' 157 10°/ "" 42 19 Total RSH gain=(17+18)'PLF 1.00 "*' 6043 1.00 - 2542 1.00 `*`* 1731 1.00 "`" 463 20 Air required (cfm) "" 0 328 "'"' 0 138 "" 0 94 "" 0 25 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Right -Suite Residential TM 5.0.64 RSR26015 2002-Feb-28 13:29:06 AC -P, E:1Filesldrfrorton\2879\2879REVD.rsr Page 3 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MANUAL J: /tn L0. 1 Name of room ACTIVITY RM BEDRM 4 BEDRM 3 2 Length of exposed wall 59.0 k 15.0 ft 28.0 It 3 Room dimensions 25.5 x 20.0 ft 15.0 x 10.0 ft 16.0 x 12.0 ft 4 Ceiings Condit. Option 8.0 ft heat/cool 8.0 fti heat/cool 8.0 ft heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area EXPOSURE NO. Htg I Clg (ft') Htg I Clg (ft') Htg Clg (ft') Htg I Clg Htg Clg 5 Gross a 14B 4.6 2.1 0 - "" 0 " ' 0 `*" * Exposed b 12C 2.9 1.9 432 - "" 120 `*" :'"' 224 walls and c 13C 3.2 1.2 40 '*'* 0 ' `"'" '*" 0 partitions d 0.0 0.0 0 '*" "*' 0 "" "*` 0 e 0.0 0.0 0 ..,. .... 0 .,.. ..*. 0 ...* ..,* ..., .,., f 0.0 0.0 0 ..,. «.. .... .... 0 «.. «.. «« .... 6 Windows and a 1C 37.0 «' 90 3326 '*** 15 554 "" 15 554 glass doors b 8C 37.0 0 0- 0 10 '• 0 0 "'• •**• Heating c 90 38.7 ** 0 0 "" 0 0 "" 0 0 d 0.0 .. 0 0 .... 0 0 .... .0 .: 0 .... ,..* e 0.0 :. 0 0 *... 0 0 .... 0 0 ...* .... f 0.0 " 0 0 "" 0 0 "" 0 0 7 Windows and North 27.6 8 *'*` 222 2 *"* 39 0 «**• 0 *'*« glass doors NE/NW 51.4 30 "" 1872 0 `*'* 0 0 "" 0 Cooling ENV 0.0 0 `*'* 0 0 '*`* 0 0 "*' 0 SE/SW 54.3 52 `**' 4006 13 "*' 621 15 `*`* 711 South 0.0 0 "" 0 0 **** 0 0 '*'* 0 Horz 0.0 0 "** 0 0 "" 0 0 "" 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 0 exposed b 12C 2.9 1.9 342 985 665 105 302 204 209 602 406 walls and c 13C 3.2 1.2 40 126 47 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 510 865 1135 150 254 334 192 326 427 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 . 0 0 0 0 0 d 0.0 0.0 0 01 0 0 0 0 0 0 0 e 0.0 0.0 0 01 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 59 774 0 0 0 0 0 0 0 (Note: room b 19B 1.3 0.0 460 589 0 0 0 0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 'o is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 . 0 for slab e- 0.0 0.0 0 0 0 0 0 `0 '0 0 '0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 .12 Infiltration a 26.6 :8.6 90 2397 770 161 399 128 151 399 128 13 Subtotal loss=6+8..+11+12 '*** 9062 "*` *'** 1511 "" " ` 1881 Less external heating "" 0 "*` "" 0 ""' "" 0 Less transfer "" 0 "" •'*` 0 "" "*' 0 *� 14 Duct loss 10°/ 906 "*` 10o/ 151 «**' 10°/ 188 "*' o/ 15 Total loss = 13+14 "" 9968 "" '* ' 1662 "" "" 2070 16 Int gains: People @ 300 0 *"' 0 0 •"' 0 0 "*' 0 Appl. @ 1200 0 *"• 0 0 "" 0 0 "" 0 17 Subtot RSH gain=7+8..+12+16 "" "" 8718 "" `*:* 1326 "" ***` 1673 Less external cooling `**• "" 0 "*' "*" 0 "" "" 0 Less transfer :"' "'• 0 «" "" 0 •'*` '":' 0 "*' •"' 18 Duct gain 10o/ "" 872 10o/ *'*' 133 10o/ "*' 167 % 19 Total RSH gain=(17+18)*PLF 1.00 `*" 9590 1.00 **** 1459 1.00 *`*` 1840 20 Air required (cfm) **** 0 521 **** 0 79 - 0 100 `•" Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr�ghtsoft Right -Suite ResidentialT" 5.0.64 RSR26015 2002-Feb-28 13:29:06 /455k E:\Files\drhorton\2879\2879REVD.rsr Page 4 1■ a I ! • q� �. r ; � �1f��1►�/iliA� M P (D BUILDER: D R HORTON . PLAN : 2879 LOT SUBDIVISION DATE: 8/29/97 DRAWN BY: DOH v� en fU < ru < X � C r ro ° S C7 � c r z r r a w REVISIONS Pell Air TE BY Heatinq, AirCanclltloninq & Refrigeraticn,lrk:. 7/ 9 7 M H 109 Cornmerce Street .6/00 JSC 5AL-1101 B7U2 ---- FD lk Lake Mann Fl. 52146-6206 Phow: 407-651-2665 Fax; 407-555-5855 r�A1f MiTek° MiTek Industries Inc. 14515 North Outer Forty Drive, Suite 300 Chesterfield, MO 63017 USA April 17, 2003 The truss drawings referenced below, have been prepared under my direct supervision based on the parameters provided by Accu-Span Truss Company using MiTek 2000 software. Pages or sheets covered by this seal : I3143941 thru I3143975. Total : 35 drawings. Job :DR2879C Builder :D.R. HORTON Location :STANDARD MODEL 2879, ELEVATION C 4 Z3t-Y Z_ County :SEMINOLE Truss Engineer :Junaidie Budiman, PE # 45161. Address :14515 North Outer Forty Drive, Suite 300 Chesterfield, MO 63017 This serves as the cover sheet in conformance to Chapter 61G15-31 Section 003 of the Florida Board of Professional Regulation. This package include: 1) 35 Truss drawing. 2) Truss Index. April 17, 2003 Junaidie Budiman, PE 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 building designer, per ANSFTPI 1-1995 Sec.2. TRUSS MEX OF JOB DR2879C 'Trusses included=35 0,'1DR2879C\a.tre" 13143941 1,"\DR2879C\a11.tre" 13143942 2,"\DR2879C\a11a.tre" 1 3143943 3,"\DR2879C\a7.tre" 1 3143944 4,"\DR2879C\a7a.tre" 1 3143945 5,"\DR2879C\a9.tre" 13143946 6,"\DR2879C\a9a.tre" 13143947 7,"\DR2879C\b.tre" 1 3143948 8,"\DR2879C\b7.tre" 1 3143949 9,"\DR2879C\b9.tre" 1 3143950 10,"\DR2879C\c1.tre" 13143951 11,"\DR2879C\c11.tre" 13143952 12,"\DR2879C\c13.tre" 1 3143953 13,"\DR2879C\c15.tre" 1 3143954 14,"\DR2879C\c1gab.tre" 13143955 15,"\DR2879C\c7.tre" 1 3143956 16,"\DR2879C\c9.tre" 13143957 17,"\DR2879C\d.tre" 13143958 18,"\DR2879C\d1.tre" 13143959 19,"\DR2879C\d2.tre" 13143960 20,"\DR2879C\f19.tre" 13143961 21,"\DR2879C\f22.tre" 13143962 22,"\DR2879C\f23.tre" 13143963 23,'1DR2879C\j.tre" 13143964 24,"\DR2879C\j3.tre" 13143965 25,"\DR2879C\jg1.tre" 13143966 26,"\DR2879C\jg2.tre" 13143967 27,"\DR2879C\k.tre" 13143968 28,"\DR2879C\k1.tre" 13143969 29,"\DR2879C\1.tre" 13143970 30,"\DR2879C\11.tre" 1 3143971 31,"\DR2879C\m.tre" 13143972 32,"\DR2879C\m1.tre" 1 3143973 33,"\DR2879C\s.tre" 1 3143974 34,"\DR2879C\s1.tre" 1 3143975 rBl,,, Flo'r No. 4.5161 1° NSTATE OF April 26, 2002 AwARmNO - VerM design parameters and READ NOTES ONTws 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 to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not trussidle 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 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 CST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI $3719. Symbols PLATE LOCATION AND ORIENTATION 13/. * Center plate on joint unless dimensions indicate otherwise, Dimensions are in inches. Apply plates to both sides of truss and securely seat. O *For 4 x 2 orientation, locate 0 plates 1/8" from outside edge of a truss and vertical web. o 0 *This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 0 cr 0 U 0- 0 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nail Joint/Plate Placement Chart. FA RTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING n,A Indicates location of joints at which bearings (supports) occur, MiTek® TM ���0 PANEL CLIP FORM018,019 GANG -NAIL ® Hy®R0.A'rR® ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations, 4. Unless otherwise noted, locate chord splices at �/4 panel length(' 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses, © 1993 Mitek Holdings, Inc. , Job Truss Truss Type ty Ply ORTON 13143941 DR2879C /j ROOF TRUSS 11 1 (optional) A U- A - H, LONGWOOD, FL, MiTek Industries, Inc. 4. 1 R1 s un 1 Mi ek Industries, Inc. Fri Apr 26 15:54:49 2002 Page 1 1-0-0 6-0-12 11-7-0 17-1-4 — _23-2-0 1-0-0 6-0-12 5-6-4 5-6-4 6-0-12 Scale = 1:40.8 4x6 = 4 6.00 rff 2x4 \\ 2x4 3 5 6 2 LLIIa 0 0 3x4 - 1 8 7 3x4 = 3x4 = 5x6 = 7-4-2 15-9-14 23-2-0 7-4-2 8-5-12 7-4-2 Plate Offsets MY): [ -1-0, - - 1, [ :0-1- - - 1, [7: - - 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) -0.25 7-8 > 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 1.00 Vert(TL) -0.51 7-8 > 536 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.05 6 n/a BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/deft = 360 Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-0-9 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6 = 1247/0-1-8, 2=1340/0-4-0 Max Horz 2=179(load case 4) Max Uplift6 = -464(load case 4), 2=-651(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-2080, 3-4=-1907, 4-5=-1922, 5-6=-2095 BOT CHORD 2-8 =1845, 7-8 =1240, 6-7 =1865 WEBS 3-8=-344, 4-8=792, 4-7=814, 5-7=-362 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. ,4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464 lb uplift at joint 6 and 651 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. p�+ 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. Pi pVn� s�lwr��•. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) f Vert: 1-4 = -74.0, 4-6 = -74.0, 2-8 = -20.0, 7-8 = -60.0, 6-7 = -20.0 Na. 4.5161 �cc �; STATE OF `rJ O�{t %A10RlQ��'� L April 26,2002 ® WARMING - VeWy design parameters and READ NOTES ON THIS AND REVERSE SWZ BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be _ Instolied and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss -- designer. Bracing shown Is lot lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrloatlon, quality control, storage, delivery, erection and bracing, consult GST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Inslalllnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onolrlo Drive, Madison, W 153719. MiTek® Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13i4 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1, Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. Ye J2 J3 J4 owner and all other interested parties„ 4 TOP CHORDS 2, Cut members to bear tightly against each ca ca other, o WEBS J5 � 3, Place plates on each face of truss at each * For 4 x 2 orientation, locate a ; Q '' joint and embed fully. Avoid knots and wane plates I/8" from outside edge of o at joint locations, truss and vertical web, of a o 4. Unless otherwise noted, locate chord splices at I14 length(+ 6" from �� panel adjacent joint.) BOTTOM CHORDS *This symbol indicates the 5, Unless otherwise noted, moisture content of _ required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10, Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, ® 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. © 1993 Mitek Holdings, Inc. CLIP FORM018,019 GANG -NAIL ® HYDRO,A/R Job Truss Fruss Type ty Ply H RT N 13143942 DR28796 A11 ROOF TRUSS 1 1 .' (optional) A U- PAN- H, LONGWOOD, FL, MiTek Industries, Inc. 4.201 Sill s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 15:64:50 2002 Page 1 1-0-9, 5-9-4 , 11-0-0 17-4-12 23-2-0 112-2-0, � r 1-0-0 5-9-4 5-2-12 1-2-0 5-2-12 5-9-4 Scale = 1:42.0 4x6 = 4x6 = 4 5 6.00 12 3x4 3x4 3 6 7 ro 2 o Id 0 Cr 3x4 =. 11 10 9 8 3x4 = 2x4 II 3x4 = 5x6 = 2x4 II 5-9-4 11-0-0 112-2-0, 17-4-12 23-2-0 5-9-4 5-2-12 1-2-0 5-2-12 5-9-4 Plate Offsets MY): -1- - - 1, [ -1- 1,[ - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.40 Vert(LL) 0.09 10-11 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.12 10-11 >999 BCLL 0.0 _ Rep Stress Incr YES WB 0.43 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANS195 (Matrix) 1 st LC ILL Min I/deft = 360 Weight: 116 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-5-4 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=1076/0-1-8, 2.=1 172/0-4-0 Max Harz 2=172(load case 4) Max Uplift 7=-508(Ioad case 5), 2=-608(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1930, 3-4=-1352, 4-5=-1134, 5-6=-1353, 6-7=-1962 BOT CHORD 2-1 1 = 1633, 10-1 1 = 1633, 9-10 = 1134, 8-9 = 1670, 7-8 = 1670 WEBS 3-11 =132, 3-10=-578, 4-10=338, 5-9=348, 6-9=-620, 6-8=143 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 14) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 7 and 608 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 17L7 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. t 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS !�` �/JJ INDICATED. • ,,,..��. LOAD CASE(S) Standard * ' No, 4 5161 2 hSTATE OF dQNAL April 26,2002 ®WARNING - VerVy design parameters and READ NOTES ON TMS AND REVERSE SWE BEFORE USE. Design valid tot use only with Mliek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. 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 erector. Additional permanent brlicing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult GST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing;and Bracing R*comm*ndatlon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. MiTek® Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/1. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise, Dimensions are in inches, Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each ca 3- other. o WEBS J5 a:3, Place plates on each face of truss at each * For 4 x 2 orientation, locate o ; Q �' L joint and embed fully. Avoid knots and wane plates 1/8' from outside edge of o a M at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chord splices /4 length(+ 6" from C, at panel adjacent joint,) BOTTOM CHORDS *This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates, fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FART14EST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown, Indicates location of joints at 13, Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, ® 14, Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. , ® 15. Care should be exercised in handling, ��® PANEL TM erection and installation of trusses, © 1993 Mitek Holdings, Inc. CLIP FORM018,019 Cia.NG-��� ® HYDRO,A/RO Job I russ russ ype ty ly N � 13143943 DR2879C A11A ROOF TRUSS 1 1 (optional) A U- AN-T , LONGWOOD, FL, Mi e Industries, Inc. 4.201 SR1 s Jun 28 2001 MI ek Industries, Inc. Fri Apr 26 15: 4:51 2002 Page 1 1-0-0, 5-9-4 11-0-0 12-2-01 17-4-12 23-2-0 1-0-0 5-9-4 5-2-12 1-2-0 5-2-12 5-9-4 Scale = 1:42.0 4x6 = 4x6 = 4 5 6.00 12 3x4 3x4 3 6 7 2 t ]a p o 3x4 = 11 10 9 8 3x4 = 2x4 II 3x4 = 5x6 = 2x4 II 5-9-4 11-0-0 112-2-01 17-4-12 23-2-0 — T 5-9-4 5-2-12 1-2-0 5-2-12 5-9-4 Plate Offsets (X, ): [ - - 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.39 Vert(LL) 0.08 10-11 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.12 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 116 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-5-13 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 1071/0-4-0, 2=1167/0-4-0 Max Horz 2 = 172(load case 4) Max Uplift 7 = -504(load case 5), 2=-606(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1919, 3-4=-1341, 4-5=-1124, 5-6=-1342, 6-7=-1933 BOT CHORD 2-1 1 =1624, 10-11 =1624, 9-10 =1 124, 8-9 =1638, 7-8 =1638 WEBS 3-11 =132, 3-10=-579, 4-10=336, 5-9=340, 6-9=-595, 6-8=141 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 7 and 606 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. *_lpi 13 �'4i�i•.'"� LOAD CASE(S) Standard J ��.��.� f- No, 45161 V • y ,.0c R FO��� V-v[l ��sr.ws�M April 26,2002 AwARoNG - vsr{fy design parainetene and sears Nons oNTms mm xevERm swill: Bamm use. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be -. Installed and loaded vertically. 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 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 QST•88 Quality Standard, DSB-89 Bracing Specification, and HIB•91 M iTek® Handling Installlna and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. r-- - - - --- - - -- . . -- -- - -- Symbols PLATE LOCATION AND ORIENTATION Id-1'/4 * Center plate on joint unless dimensions indicate otherwise, Dimensions are in inches, Apply plates to both sides of truss and securely seat, 0 0 *For 4 x 2 orientation, locate plates 1/8" from outside edge of a truss and vertical web. o 0 *This symbol indicates the - required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 0 cc 0 U a 0 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots, BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 401", continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur, M i 0 MiTek® TM PANEL CLIP FORM018,019 GANG -wan. ® HYDRO,A/R ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties., 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations, 4. Unless otherwise noted, locate chord splices at �/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified, 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses, © 1993 Mitek Holdings, Inc. 1� Job russ russ ype ty ly H N 13143944 DR2879C A7 ROOF TRUSS 1 1 (optional) A U- PAN-TH, LONGWOOD, FL, Mi a Industries, Inc. 4.201 R1 s Jun 28 2001 Mi ek Industries, Inc. Fri Apr 26 1 4:51 2002 Page 1 ~; 1-0 3-11-4 7-0-0 1 1-7-0 16-2-0 19-2-12 23-2-0 ?4-2-q 1-0-0 3-11-4 3-0-12 4-7-0 4-7-0 3-0-12 3-11-4 1-0-0 Scale = 1:42.2 4x8 = 2x4 II 4x8 = 4 5 6 ED 6.00 12 3x6 3x6 3 7 o_ M 2 8 1 9 1� 0 0 4x8 = 14 13 12 11 10 4x8 = 3x10 // 3x4 = 7x8 = 3x4 = 3x10 \\ 3-4-10 7-0-0 11-7-0 16-2-0 19-9-6 23-2-0 3-4-10 3-7-6 4-7-0 4-7-0 3-7-6 3-4-10 Plate Offsets MY): [ -4--1-151, 4: -5-4, - - -4, - - -4- - - 1, [1 -4- -4- LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.16 12 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.73 Vert(TL) -0.22 11-12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.07 8 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 139 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-6-10 oc purlins. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2 = 1444/0-4-0, 8 = 2831 /Mechanical Max Horz 2 = 1 15(load case 4) Max Uplift 2 = -793(load case 4), 8=-1333(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=19, 2-3=-2601, 3-4=-2269, 4-5=-2684, 5-6=-2684, 6-7=-3055, 7-8=-5785, 8-9=19 BOT CHORD 2-14=2317, 13-14=2294, 12-13=2038, 11-12=2778, 10-11 =4518, 8-10=5182 WEBS 3-14=73, 3-13=-311, 4-13=243, 4-12=811, 5-12=-329, 6-12=-117, 6-11 =1156, 7-11=-2086, 7-10=2122 NOTES (8) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 31 Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 793 lb uplift at joint 2 and 1333 lb uplift at joint 8. Qi 113 ^ 6) This truss has been designed with ANSI/TPI 1-1995 criteria. �J 7) Special hanger(s) or connection(s) required to support concentrated load(s) 1944.61b down and 993.31b up at 19-8-12 on �.•'�i►.�f bottom chord. Design for unspecified connection(s) is delegated to the building designer. `Qti q:l,• // r� 8) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. �' ••�y, 9) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. f . * : No, 451E1 LOAD CASE(S) Standard -0 : yk 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 ` ".• Uniform Loads (plf) Q � TAT QF Vert: 1-4=-74.0, 4-6 = -74.0, 6-9=-74.0, 2-8 = •° Concentrated Loads (lb) � �•y Vert: 10=-1944.E (1 •�•r.w•••• April 26,2002 AWmmm - Verm design parameters and READ NOTES ON THIS AND RnmRSE SmE 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 to be Installed and loaded vertically. 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 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labrloatlon, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 M iTek® Handling Installinq and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI53719. F_- Symb®Is PLATE LOCATION AND ORIENTATION 13/4 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 cc 0 *For 4 x 2 orientation, locate plates 1/8" from outside edge of ao truss and vertical web. 10 *This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 0 0 U a 0 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MiTek/Gang-Nail Joint/Plate Placement Chart. FA RT14 EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots, BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40,10, continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. N i MiTek® TM PANEL CLIP FORM018,019 GANG -NAIL ® HYDRO -AIR ® ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties., 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully, Avoid knots and wane at joint locations, 4. Unless otherwise noted, locate chord splices at �/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15, Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. Job Truss russ ype Qty Ply HORTON � 13143945 DR2879C A7A ROOF TRUSS 1 1 (optional) -4. A PA -TH, LONGWOOD, FL, Mi ek Industries, Inc. 4901 R1 s un 1 MITek Industries, Inc. Fri Apr 15: - 51 2 Page 1 '-1 0 C`1 3-9-4 7-0-0 11-7-0 16-2-0 19-4-12 23-2-0 i 1-0-0 3-9-4 3-2-12 4-7-0 4-7-0 3-2-12 3-9-4 Scale = 1:41.3 5x8 = 2x4 II 5x8 = 4 5 6 6.00 Fff 2x4 2x4 3 7 � 0 8 r7 2 m ], Io 3x8 = 11 10 9 3x8 = 3x4 = 5x8 = 3x4 = 7-0-0 1 1-7-0 16-2-0 23-2-0 7-0-0 4-7-0 4-7-0 7-0-0 Plate Offsets (X, ): [ - - 1, [4: - - -1 1, , [ -0, - - 1, [1 -4- LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.61 Vert(LL) 0.21 10 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.95 Vert(TL) -0.28 10-11 >971 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.11 8 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 121 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-1-0 oc purlins. 4-6 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directlyappligd or 4-5-1 oc bracing. BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8 = 2176/0-4-0, 2=2267/0-4-0 Max Horz 2=123(load case 4) Max Uplift8 =-1 068(load case 4), 2=-1255(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-4192, 3-4=-4021, 4-5=-4291, 5-6=-4291, 6-7=-4021, 7-8=-4192 BOT CHORD 2-11 =3696, 10-11 =3645, 9-10=3645, 8-9=3696 WEBS 3-11 =-96, 4-11 =814, 4-10=814, 5-10=-797, 6-10=814, 6-9=814, 7-9=-96 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 ,3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1068 lb uplift at joint 8 and 1255 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. ! i B��U 6) Special hanger(s) or connection(s) required to support concentrated load(s) 603.21b down and 613.4lb up at 16-2-0, and 603.21b down and 613.41b up at 7-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building ��..��'•. designer. ••`� f�• 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. �'�y� 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. ` # No. 4 $161 LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 ••� Uniform Loads (pit) STAT F Q Vert: 1-4=-74.0, 4-6=-160.3, 6-8=-74.0, 2-11=-20.0, 9-11=-43.3, 8-9=-20.0 Concentrated Loads (Ib) �.��( d R Vert: 11=-603.2 9=-603.2(�_[+) ��*•r.w.��•Y L April 26,2002 ,&WARNING - VerVy design panzrnetem and READ NOTES ON THIS AND REVERSE SME BEFORE USE. �e Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual bulUing component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss Nil 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 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 OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 683 D'Onofrlo Drive, Madison, WI 53719. M iTek° Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat, 0 0 *For 4 x 2 orientation, locate � plates 1 /8" from outside edge of o truss and vertical web, ►- *This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 0 Q 0 U 0- 0 r- JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTek® TM PANEL CLIP FORM018,019 GANG -NAIL O HYDRO,AZR ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties„ 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully, Avoid knots and wane at joint locations, 4. Unless otherwise noted, locate chord splices at /4 panel length(+ 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14, Do not cut or alter truss member or plate without prior approval of a professional engineer, 15, Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. Job Truss Truss Type ty y HORTON ZP 13143946 DR2879C A9 ROOF TRUSS 1 1 (optional) A U PAN- H, LONGWOOD, FL, Mr ek Industries, Inc. 4.201 SPIT s Jun 98 90W M0TPk Industries, Inc. Fri Apr 26 15:54:52 2002 Page 1 1-0-0, 4-9-4 , 9-0-0 14-2-0 18-4-12 23-2-0 1-0-0 4-9-4 4-2-12 5-2-0 4-2-1 2 4-9-4 Scale = 1:41.4 4x6 = 4x8 = 4 5 6.00 12 2x4 2x4 3 6 r _o a 7 2 all [a 0 0 3x4 = • 9 8 3x4 = 3x8 = 5x6 = 9-0-0 1 14-2-0 1 23-2-0 9-0-0 5-2-0 9-0-0 Plate Offsets KY): [5: - -4, - - 1, 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.07 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.51 Vert(TL) -0.19 7-8 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/deft = 360 Weight: 111 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-8-6 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 1078/0-1-8, 2 = 1 169/0-4-0 Max Horz 2=148(load case 4) Max Uplift7 = -486(load case 5), 2=-631(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1766, 3-4=-1433, 4-5=-1290, 5-6=-1438, 6-7=-1788 BOT. CHORD 2-9 =1563, 8-9 =1295, 7-8 =1590 WEBS 3-9 =-317, 4-9 = 289, 5-9 =-7, 5-8 = 297, 6-8 =-342 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. ,4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 7 and 631 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. !n` 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. t f3(! V 8) THIS DESIGN CONFORMS TO FBC 2001, BASED_ ON PARAMETERS INDICATED. LOAD CASE(S) Standard t : No. 4.5161 A % STATE F-lTE OF V� L April 26,2002 A WAR11RNO - VerVy design pamsneten and READ NOTES ONTMS AND REVERSE SIDE BEFORE USE. s� pgiNn ygl.M for use only with Mliok Connectors. This design is based only upon parameters shown, and Is for on InGllvraval budding ­pon t ,o be in Installed and boded vertically. Appllcablilly of design parameters and proper Incoiporaflon of coihimmml-I! IMMMIlbllliy at build1no doslgfl®i - not Puss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the Ell responsibility of the erector. Additional permanent brImclnq of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST•88 Quality Standard, DSB-89 Bracing SpeetRcatlon, and HIS-91 M iTe k° Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrlo Drive, Madison, WI53719. Symbols PLATE LOCATION AND ORIENTATION 13/. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat, Ye" ye„ 0 Q a"j�*For 4 x 2 orientation, locate 0 plates 1/8" from outside edge of o truss and vertical web. 10 *This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 0 0 0 a 0 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur, MiTeke PANEL TM ® CLIP FORM018,019 GANG MAIL ® HYDRO,A/R® ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties„ 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at �/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. Job Truss russ ype ty y HORTON 13143947 DR2879C A9A ROOF TRUSS 1 1 (optional) A U PAN-TH, LONGWOOD, FL, MiTe( Industries, Inc. 4.201 1 s Jun 28 900 1 -MqTpk Industries, Inc. Fri Apr 26 15:54:52 2002 Page 1 - ; 1-0-0, 4-9-4 9-0-0 14-2-0 18-4-12 23-2-0 __ J r—T 1-0-0 4-9-4 4-2-12 5-2-0 4-2-12 4-9-4 Scale = 1:41.4 4x6 = 4x8 = 4 5 6.00 12 2x4 2x4 3 6 M 6 a 7 M�71 2 `11 tM Ia 0 0 3x4 =, 9 8 3x4 = 3x8 = 5x6 = 9-0-0 14-2-0 23-2-0 9-0-0 5-2-0 9-0-0 Plate Offsets KY): [5: - -4, - - ), ) LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.07 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.19 7-8 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 1 1 1 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-9-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 7 = 1073/0-4-0, 2=1164/0-4-0 Max Horz 2=148(load case 4) Max Uplift7=-483(load case 5), 2=-629(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1756, 3-4=-1422, 4-5=-1280, 5-6=-1422, 6-7=-1756 BOT CHORD 2-9 =1553, 8-9 =1280, 7-8 =1553 WEBS 3-9 =-318, 4-9 = 284, 5-9 =-0, 5-8 = 284, 6-8 =-318 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 7 and 629 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LJ �pi }�'`�,_►I LOAD CASE(S) Standard +�SiF14J- I_ No. 4.5161 i April 26,2002 ®WARNING - VerVy design parameters and READ NOTES ONTIM AND REVERSE SIDE J39MM LME. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. 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 erector. Additional permanent brbrcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Hondling Instaiilnff and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. M iTek® Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other. o Q 3. Place plates on each face of truss at each * For 4 x 2 orientation, locate0 o ;Q Xb joint and embed fully. Avoid knots and wane plates/a" from outside edge of o_ a at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords laces �/4 length(+ 6" from p�,o at panel adjacent joint.) BOTTOM CHORDS *This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials. ® M1 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® � engineer, ® 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. © 1993 Mitek Holdings, Inc. CLIP FORM018,019 GANG NAIL ® Hy0R0.A/RO Job Truss Truss Type ty ly T 13143948 DR2879C B ROOF TRUSS 2 1 (optional) A CU PAIN-TH, LONGWOOD, FL, Mi ek Industries, Inc. 4.201 SR1 s Jun 28 2001 i ek Industries, Inc. Fri Apr 26 15:54:53 2002 Page 1 1-0-0 5-2-4 9-10-0 14-5-12 19-8-0 1-0-0 5-2-4 4-7-12 4-7-12 5-2-4 Scale = 1:34.8 4x6 = 4 6.00 F12 2x4 2x4 i 5. 3 6 2 0, Io 3x4 = 7 3x4 = 5x8 = 9-10-0 19-8-0 9-10-0 9-10-0 Plate -Offsets KY): -4- 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.38 Vert(LL) 0.05 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.55 Vert(TL) -0.22 6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 360 Weight: 86 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-3-6 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-5-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 6 = 914/Mechanical, 2=1005/0-4-0 Max Horz 2 = 158(load case 4) Max Uplift6 = -435(load case 5), 2=-518(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1371, 3-4=-1002, 4-5=-1002, 5-6=-1383 BOT CHORD 2-7 = 1214, 6-7 = 1230 WEBS 3-7=-360, 4-7=540, 5-7=-378 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Refer to girder(s) for truss to truss connections. ,4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 6 and 518 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cit. N., Pembroke Pines, FL 33331. �+ 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. Qi 13LJ�� LOAD CASE(S) Standard .�r:�.i%�:•` k No. 451f1 ,t "0 i STATE OF � Y �QNi4L April 26,2002 AIVARNINO - Verm design parameters and READ NOTES ON THIS AND REVERSE SHlE BEFORE USE. Design valid for use only with MI1ek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not buss - 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 erector. Additional permanent brlacing of the overall structure Is the responsibility of the building designer. For general guidance regarding labrloatlon, quality control, storage, delivery, eiecilon and bracing, consult GST-88 Quality Standard, DSB-89 Bracing Specification. and HIB-91 M iTe k® Handling Installinq and Bracing Rocommondatlon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, W153719. Symbols PLATE LOCATION AND ORIENTATION 13/4 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8„ *For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. *This symbol indicates the required direction of slots in connector plates. * For tabular plating format refer to the MRek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 40" continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. FOIRM016,019 Numbering System J2 J3 J4 TOP CHORDS Cz a u ; C3 o VYEBS J5 1zo u O O �a ce cc BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FA RTH EST TO TH E LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N ?a! 0 MiTek® PANEL TM CLIP HYDRO,A/R ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. Job Truss Truss Typre ty ly H 13143949 DR2879C B7 ROOF TRUSS 1 1 (optional) A U- AN-TH, LONGWOOD, FL, Mi ek Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 15:54:53 2002Page 1 1-0-01 3-9-4 7-0-0 12-8-0 15-10-12 19-8-0 1-0-0 3-9-4 3-2-12 5-8-0 3-2-12 3-9-4 Scale = 1:35.2 6x6 = 5x8 = 4 5 6.00 (-1 £ 2x4 2x4 i 3 6 o_ 7 2 O O1 3x8 .—_ 9 8 3x8 =. 3x8 = 5x6 = 7-0-0 12-8-0 19-8-0 7-0-0 5-8-0 7-0-0 Plate Offsets MY): -1 - - 1, 4: - - -1- 1, [5: - -4, - -1 1, -4- -1- , [8:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.12 8 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.21 8-9 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.08 7 n/a BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/dell = 360 Weight: 97 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-2-2 oc purlins. 4-5 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-10-13 oc bracing. BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 1819/0-4-0, 2 = 1910/0-4-0 Max Horz 2=123(load case 4) Max Uplift7 = -881 (load case 4), 2=-1056(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=17, 2-3=-3437, 3-4=-3247, 4-5=-2951, 5-6=-3247, 6-7=-3437 BOT CHORD 2-9 = 3030, 8-9 = 2951, 7-8 = 3030 WEBS 3-9=-130, 4-9=850, 5-9=-0, 5-8=850, 6-8=-130 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 ,3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881 lb uplift at joint 7 and .1056 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. �r f� 6) Special hanger(s) or connection(s) required to support concentrated load(s) 603.21b down and 613.41b up at 12-8-0, and for is delegated to the building !�` i ;1 603.21b down and 613.41b up at 7-0-0 on bottom chord. Design unspecified connection(s) ��'•�� designer. Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. Ikf 7) Truss Engineer: Junaidie 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. V' * ' No, 4 5161 = LOAD CASE(S) Standard ; 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) .�� OF STATE 1-4=-74.0, 4-5=-160.3, 5-7=-74.0, 2-9=-20.0, 8-9=-43.3, 7-8=-20.0 s Concentrated Loads (lb) Vert: 8=-603.2 9=-603.2 {�-�y� R �D106a aaaa Y(`I� V �QNaL April 26,2002 ®WARNING - VerW design parameters and READ NOTES ON TMS 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 to be Installed and loaded vertloaily. 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 erector. Additional permanent bNcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 MiTek® Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, Wl53719. Symbols PLATE LOCATION AND ORIENTATION 13/1 *Center plate on joint unless dimensions indicate otherwise, Dimensions are in inches. Apply plates to both sides of truss and securely seat. *For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. *This symbol indicates the required direction of slots in connector plates. * For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. Numbering system J2 J3 J4 TOP CHORDS ca c� � WEBS J5 _ OCr O a �' v O a 00 ca c7 cs BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40,10, continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. N ! MiTek® TM PANEL CLIP FORM018,019 �'"�-��� ® HYORova/R ®General safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties,. 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each joint and embed fully, Avoid knots and wane at joint locations, 4. Unless otherwise noted, locate chord splices at I14 panel length(+ 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13, Do not overload roof or floor trusses with stacks of construction materials, 14, Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses, , © 1993 Mitek Holdings, Inc. u 1� Job Iruss Truss Type ty ly H 13143950 DR2879C B9 ROOF TRUSS 1 1 (optional) A U- A - H, LONGWOOD, FL, Mi ek Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 1 4: 4 2002 Page 1 1-0-0 4-9-4 9-0-0 10-8-0 14-10-12 19-8-0 1-0-0 4-9-4 4-2-12 1-8-0 4-2-12 4-9-4 Scale = 1:35.3 4x6 = 4x6 = 4 5 6.00 12 2x4 2x4 i 3 6 ch o_ v 7 2 Irr a 01 - o 3x4 = 9 B 3x4 = 3x4 = 5x6 = 9-0-0 , 10-8-0 19-8-0 9-0-0 1-8-0 9-0-0 Plate Offsets (X,Y): [ 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.29 Vert(LL) 0.09 7-8 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.40 Vert(TL) -0.23 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-10-10 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-8-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 911 /Mechanical, 2=1008/0-4-0 Max Horz 2=148(load case 4) Max Uplift7 = -427(load case 5), 2=-533(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1553, 3-4=-1198, 4-5=-1009, 5-6=-1200, 6-7=-1583 BOT CHORD 2-9 =1333, 8-9 =1009, 7-8 =1370 WEBS 3-9=-374, 4-9=280, 5-8=310, 6-8=-417 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 7 and 533 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. !�`�+� 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. t Ll 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. ., . ` c ,. , ��•� r�• � j 4 LOAD CASE(S) Standard 1. I- 'k No, 4.5161 STATE ofIlly, OR N�1. April 26,2002 ®wARmNG - verit design parameters and READ Nons WYMS AND REDS M =R 11FARE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be installed and loaded vertically. 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 erector. Additional permanent brbrcing of the overall structure Is the responsibility of the building designer. For general guidance regarding lob0catlon, quality control, storage, delivery, erection and bracing, consult OST-88-Ouallty Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommonciallon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. r - 7 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. O 0 *For 4 x 2 orientation, locate plates 1/8" from outside edge of o truss and vertical web. 0 *This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 O Q 0 U a 0 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT MiTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTek® TM PANEL CLIP FORM018,019 GANG -NAIL. ® HYORO,AIR ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at I/4 panel length(+ 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses, , © 1993 Mitek Holdings, Inc. Job Truss Truss Type ty ly HORTON 13143951 DR2879C C1 ROOF TRUSS 18 1 (optional) A U PAN- H, LONGWOOD, FL, MiTek Industries, Inc. 4901 QR1 s un 98 9001 MiTek Industries, Inc. Fri Apr 26 15:54:55 2002 Page 1 ;1-0-9 5-10-8 11-2-8 16-10-0 r- 1-0-0 5-10-8 5-4-0 5-7-8 5x8 6 Scale: 1/4"=1' 5 6.00 F12 3x4= w/wed e 2x4 II 4 5x6 i a 3 2 - �1 0 3x4 = 9 8 7 2x4 II 5x8 = 2x4 II 5-10-8 11-2-8 16-10-0 5-10-8 5-4-0 5-7-8 Plate Offsets (X,Y): [ 1, ,Ed e , [8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) 0.05 2-9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.28 Vert(TL) -0.07 2-9 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) -0.02 5 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 104 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-7-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-2-8 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-8 REACTIONS (lb/size) 5=869/0-3-0, 2=872/0-8-0 Max Horz 2=661(load case 4) Max Uplift 5 = -607(load case 4), 2=-363(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1228, 3-4=-676, 4-5=-688, 5-6=-45, 5-7=56 BOT CHORD 2-9 =1001, 8-9 = 997, 7-8 =13 WEBS 3-9 =130, 3-8 =-545, 4-8 =-405, 5-8 =939 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 607 lb uplift at joint 5 and 363 lb uplift at joint 2. 3) This truss has been designed with ANSUTPI 1-1995 criteria. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) Truss Engineer: Junaidie Budiman, PE#45161 . Address:16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. p 1 t3 �!p LOAD CASE(S) Standards �.•P^����i'� No, 4 5161 ;. ST'ATI E OF Al April 20,2002 ®WAmNO - Verm design parrutneters and READ NOTES oN THIS AND REVERSE SIDE BEFORE USE. ®� O Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. 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 erector. Additional permanent brl3cing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST-88 Quality Standard. DSB-89 Bracing Specification, and HIB-91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. F= S.yrnb®ls PLATE LOCATION AND ORIENTATION 1'i4 * Center plate on joint unless dimensions indicate otherwise, Dimensions are in inches. Apply plates to both sides of truss and sec urely seat. 18 Ye„ 0 rt 0 *For 4 x 2 orientation, locate plates 1/8" from outside edge of a truss and vertical web, o 0 *This symbol indicates the - required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 0 Q 0 U a 0 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT MRek/Gang- Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS .4 X 4 perpendicular to slots, Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 400", continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. M1 MiTek® TM PANEL CLIP FORM016,019 G.a�tVG—NAIL® MYOR®IUR® ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at �14 panel length(+ 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. Job russ russ ype ty ly H ORTON 13143952 DR2879C C11 ROOF TRUSS 1 1 (optional) A t U- PAN-TH, LONGWOOD, FL, Mi ek Industries, Inc. 4. 1 RRII s un9A 9nn1 Mi a ndustries, Inc. Fri Apr 26 1 :57: 7 2002 Page 1 -1-0-0 , 5-9-4 11-0-0 _ 16-10-0 1-0-0 5-9-4 5-2-12 5-10-0 5x6 = Scale = 1:34.2 2x4 II 4 5 6.001 2x4 N, 3 2 1 0 7 6 3x4 = 5x6 = 5x6 = 8-6-8 16-10-0 8-6-8 8-3-8 Plate Offsets (X, ): [4: - - 1, -01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) 0.03 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.39 Vert(TL) -0.13 6-7 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANSI95 1st LC ILL Min I/dell = 360 Weight: 88 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=769/0-3-8, 2=872/0-8-0 Max Horz 2=440(load case 4) Max Uplift6 = -496(load case 4), 2=-455(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1033, 3-4=-747, 4-5=0, 5-6=-210 BOT CHORD 2-7=909, 6-7=489 WEBS 3-7=-340, 4-7=441, 4-6=-683 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition ll partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 496 lb uplift at joint 6 and 455 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED., LOAD CASE(S) Standard f' * : No. 451f# Or 4C Y r J� T j�C ST'ATi E Vr tr April 26,2002 AwARmNG - verM design parameters and READ NOTBs ON Tms AND REVERSE SWE BEFORE USE. ra Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and boded vertically. 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 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Spectficatlon, and HIB-91 M iTe k® Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrla Drive, Madison, WI53719. Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3�4 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches, Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property Ye securely seat. J2 J3 J4 owner and all other interested parties., TOP CHORDS 2. Cut members to bear tightly against each � ca Q other, WEBS J5 3, Place plates on each face of truss at each * For 4 x 2 orientation, locate o ; ; 0 joint and embed fully, Avoid knots and wane plates/a" from outside edge of � o a �� V at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords laces P /4 length(+ 6" from �, at panel adjacent joint.) BOTTOM CHORDS *This symbol indicates the 5, Unless otherwise noted, moisture content of required direction of slots in it J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, ® M1 14. Do not cut or alter truss member or plate without prior approval of a professional M iTek® engineer, ' ® 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. © 1993 Mitek Holdings, Inc. CLIP FORM018,019 GANG �L ® HYDRO,AW Job Truss russ ype ty ly H ORTON • 13143953 DR2879C •C13 ROOF TRUSS 1 1 (optional) A U- PAN-T.H, LONGWOOD, FL, Mi ek Industries, Inc. 4.901 R1 s Jun 1 iTek Industries, Inc. Fri Apr 7:45 2002 Page 1 -1-0-01 6-9-4 13-0-0 16-10-0 ter- 1-0-0 6-9-4 6-2-12 3-10-0 5x6 = Scale = 1:38.4 2x4 II 4 5 6.00 FlT 2x4 \\ 3 2 •01 .�1 0 3x4 = 7 6 5x6 = 5x6 = 8-6-8 16-10-0 17 ;1-12 8-6-8 8-3-8 0-3-12 Plate Offsets KY): [4: - - 1, 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.03 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.38 Vert(TL) -0.13 6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.01 6 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4,SYP No.213 BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-6 REACTIONS (lb/size) 6=769/0-3-8, 2=872/0-8-0 Max Horz 2=5130oad case 4) Max Uplift6 = -523(load case 4), 2=-428(load case 4) - FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-960, 3-4=-737, 4-5=-0, 5-6=-136 BOT CHORD 2-7 = 848, 6-7 = 310 WEBS 3-7=-396, 4-7=619, 4-6=-632 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 6 and 428 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard,.j [ jr 1�q f �•.• •• r Syr (t`• m' 4 5161 Y '-TATE of : 4► fly, April 26,2002 AWARMNO - VerW design parameters and READ NOTES ONTIM AND REVERSE SIDE BEFORE USE. e Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically. 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 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 CST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Becommondatlon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, Wl53719. M iTe k® Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 12/1 * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. J2 J3 J4 owner and all other interested parties„ TOP CHORDS 2, Cut members to bear tightly against each c2 c3 other. WEBS J5 Cr W 3. Place plates on each face of truss at each * For 4 x 2 orientation, locate ,� ; ; �' joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of o a _ at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chord splices /4 length(+ 6" from C, C6 at panel adjacent joint.) BOTTOM CHORDS _ *This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MIV4k/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATEMAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown, Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 1 ® 14, Do not cut or alter truss member or plate without prior approval of a professional M iTek® engineer. ® 15. Care should be exercised in handling, \ PANEL TM erection and installation of trusses. © 1993 Mitek Holdings, Inc. ' 'e { CLIP , FORM018,011-9 �'Nr' ��� ® HYORO,AZR� Job russ truss Type ty ly H • 13143954 DR2879C C15 ROOF TRUSS 1 1 (optional) A AN- , LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR 1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 15:54:58 2002 Page 1 • ;1-0-9 7-9-4 15-0-0 16-10-0 1-0-0 7-9-4 7-2-12 1-10-0 4x6 = Scale = 1:44.0 3x6 II 4 5 6.00 F12 5x6 3 _o 2 c, 0 ao 0 3x6 = 8 7 6 2x4 II 5x6 = 3x6 II 7-9-4 15-0-0 16-10-0 7-9-4 7-2-12 1-10-0 Plate Offsets ): [ , [7:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.68 Vert(LL) 0.31 7-8 >642 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.36 7-8 > 542 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 94 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-6-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 5-6, 3-7 5-6 2 X 4 SYP No.21) REACTIONS (lb/size) 6=764/0-3-8, 2=877/0-8-0 Max Horz 2=585(load case 4) Max Uplift6=-5490oad case 4), 2=-402(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=35, 2-3=-1184, 3-4=-268, 4-5=-107, 5-6=-309 BOT CHORD 2-8=947, 7-8=942, 6-7=108 WEBS 3-8=254, 3-7=-950, 4-7=39 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 31 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 6 and 402 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. p f f 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. i Flo -.,� LOAD CASE(S) Standard � ' .: �`�� J- No. 4 5161 � ,t ��_ STAT[ E OF • L April 26,2002 wARMNO - Ver{ jg design parameters and READ NOTES ON THmB 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 to be Installed and loaded vertically. 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 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 OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. r� Symbols Numbering System &General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t 3/4 * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1, Provide copies of this truss design to the securely seat, building designer, erection supervisor, property F Ye J2 J3 J4 TOP CHORDS owner and all other interested parties.. 73 2, Cut members to bear tightly against each cz other. O Q WEBS , J5 3, Place plates on each face of truss at each * For 4 x 2 orientation, locate ,� ; ; joint and embed fully. Avoid knots and wane plates I/a" from outside edge of c� a �ti o _ at joint locations, truss and vertical web, a o 4. Unless otherwise noted, locate chord splices at �14 length(+ 6" from ca �, panel adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TOTH E LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40" continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. N i @ MiTeko PANEL TM CLIP FORM018,019 CRANG-NAIL ® OfYORO,AW 6, Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. Job Truss Truss Type ty Ply H ORTON 13143955 DR2879C C1GAB ROOF TRUSS 1 1 (optional) A . U- PAN- H, LONGWOOD, , iTe Industries, Inc. 4901 s Jun 1 iTek In ustries, nc. Fri Apr 26 15: Page 1 ;1-0-9 5-10-8 , 11-2-8 16-10-0 1-0-0 5-10-8 5-4-0 5-7-8 3x4 Scale = 1:47.4 6 5 6.00 Fff 4 5x6 3 • � 2 d[1 0 3x4 - 9 8 7 5x8 = 5-10-8 11-2-8 16-10-0 r 5-10-8 5-4-0 5-7-8 Plate Offsets (X,Y): [ , [ -4- - - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.04 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.26 Vert(TL) -0.07 8-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.01 7 n/a BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/deft = 360 Weight: 142 Ib LUMBER BRACING TOP CHORD 2 X 4. SYP No.2D TOP CHORD Sheathed or 5-11-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-7, 5-8 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=804/0-3-0, 2=872/0-8-0 Max Horz 2=650(load case 4) Max Uplift 7 = -592(load case 4), 2=-365(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1068, 3-4=-559, 4-5=-564, 5-6=-8, 5-7=-748 BOT CHORD 2-9=941, 8-9=938, 7-8=0 WEBS 3-9 = 108, 3-8 =-507, 4-8 =-399, 5-8 = 914 NOTES (7) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) All plates are 2x4 M1120 unless otherwise indicated. 4) Gable studs spaced at 2-0-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 592 lb uplift at joint 7 and 365 lb uplift at joint 2. 6) This truss has been designed ANSI/TPI 1-1995 with criteria. ` -� ..,� 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. lFI�+,�f ' ..P'S 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. �y•� � LOAD CASE(S) Standard :• No, 45161 �r}.� STATE 4F r• �•7I1� v April 26,2002 ®WARNING - Ver(fy design parameters and READ NOTES ONTJM AND REVERSE SIDE BEFORE USE. r_ens Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is lot an Individual building component to be Installed and loaded vertically. 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 erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 MiTek® Handling Installing and Bracing Recommendalion available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719. Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property Ye securely seat. J2 J3 J4 owner and all other interested parties.. 4 TOP CHORDS 2. Cut members to bear tightly against each c2 c3 other. WEBS J5 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate o Cljoint and embed fully. Avoid knots and wane plates 1/8" from outside edge of 0 o a _ at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chord splices /4 length(+ 6" from C, at panel adjacent joint.) BOTTOM CHORDS *This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For itabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRak/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4.)(4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots, in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 40�� unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials. ® 14. Do not cut or alter truss member or plate without prior approval of a professional M iTek® engineer. ® 15. Care should be exercised in handling, PANEL TM erection and installation of trusses, © 1993 Mitek Holdings, Inc. CLIP , FORM016,019 GANG NAIL ® HYDRO -AIR® I I Job I Truss Truss Type ty ly RT N 13143956 DR2879C C7 ROOF TRUSS 1 1 (optional) A - PAN- , LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr 26 15:58:13 2002 Page 1 1-0-0 3-9-4 7-0-0 11-11-0 16-10-0 1-0-0 3-9-4 3-2-12 4-11-0 4-11-0 Scale = 1:30.8 5x10 = 3x6 II 4x6 = 4 10 11 5 6 6.00 r'F 2x4 3 ro _o 7 2 cif 9 12 13 8 14 7 3x6 = 3x4 = 7x8 = 4x10 II 7-0-0 1 1-1 1-0 16-10-0 7-0-0 4-1 1: 0 4-11-0 Plate Offsets (X,Y): 14: - - -41, [7: - -4, -5-1 , [ -4- -4- 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.96 Vert(LL) 0.12 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.63 Vert(TL) -0.11 2-9 >999 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) -0.04 7 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 111 lb LUMBER BRACING TOP CHORD 2 X 4 SYP Nb.2D *Except* TOP CHORD Sheathed or 3-8-14 oc purlins, except end verticals. 4-6 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-8-5 oc bracing. BOT CHORD 2 X 6 SYP No.2ND WEBS 1 Row at midpt 6-8 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=1947/0-3-8, 2 = 1651/0-8-0 Max Horz 2=290(load case 4) Max Uplift 7 = - 1 502(load case 4), 2=-1409(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=40, 2-3=-2888, 3-47=-2717, 4-10=-2255, 10-11=-2256, 5-11=-2258, 5-6=-2255, 6-7=-1701 BOT CHORD 2-9=2486, 9-12=2442, 12-13=2442, 8-13=2442, 8-14=91, 7-14=91 WEBS 3-9=-76, 4-9=568, 4-8=-228, 5-8=-603, 6-8=2655 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 ,3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1502 lb uplift at joint 7 and 1409 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 290.1lb down and 574.41b up at 7-0-0, and �+ 168.21b down and 343.51b up at 9-1-1, and 168.21b down and 343.51b up at 11-1-1 on top chord, and 454.21b down and �, ...........� 381.61b up at 7-0-0, 47.71b down at 9-1-1, and 47.71b down at 11-1-1, and 781.21b down and 317.31b up at 13-3-3 on v0lFI bottom chord. Design for unspecified connection(s) is delegated to the building designer. �.�U�.�i�- 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. � ,k No. 45161 LOAD CASE(S) Standard'" * r Plate Increase=1.33 : 1) Regular: Lumber Increase= 1 .33, ,r+ STATE F Uniform Loads (plf) Q41 Vert: 1-4=-74.0, 4-6=-74.0, 2-7=-20.0 ;A, �O�► Concentrated Loads (lb) �(� 4.w-w��s� Vert: 4=-290.1 9=-454.2 10=-168.2 11=-168.2 12=-47.7 13=-47.7 14=-781.2 �j,�0" April 26,2002 ®WARNING - Veryy design parameters and READ NOTES ON TMS 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 to be Installed and loaded vertically. 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 erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB•91 MiTek® Handling Installinq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. *For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. *This symbol indicates the required direction of slots in connector plates. * For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots, Second dim-ension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur FO RM018,019 Numbering System J2 J3 J4 TOP CHORDS cz c� o WEBS J5 c: 0cr 0 O U a ca c7 ce BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N Im! 0 MiTeke O PANEL TM CLIP HYDRO,A/R O ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations, 4. Unless otherwise noted, locate chord splices at �14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses, © 1993 Mitek Holdings, Inc. ' Job Truss Truss Type ty y HORTON 13143957 DR2879C C9 ROOF TRUSS 1 1 (optional) A-CCU-S-P—AN-FH, LONGWOOD, FL, MI ek Industries, Inc. 4.201 SR1 s Jun 1 MiTek Industries, Inc. Fri Apr 26 1 Page 1 -1-0-0 4-9-4 9-0-0 16-10-0 1-0-0 4-9-4 4-2-12 7-10-0 Scale = 1:30.7 4x8 = 2x4 II 4 5 6.00 12 2x4 3 0 a 2 �t lO 7 6 3x4 = 5x6 = 5x6 = 9-0-0 16-10-0 9-0-0 7-10-0 Plate Offsets (X,Y): [4: -5-4, - - 1,[ - - LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.74 Vert(LL) 0.04 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.40 Vert(TL) -0.16 2-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft = 360 Weight: 86 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-6 REACTIONS (lb/size) 6=769/0-3-8, 2=872/0-8-0 Max Harz 2=3680oad case 4) Max Uplift6 = -474(load case 4), 2=-477(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1087, 3-4=-762, 4-5=0, 5-6=-284 BOT CHORD 2-7=953, 6-7=691 WEBS 3-7=-306, 4-7=304, 4-6=-803 NOTES (5). 11 This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 6 and 477 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. F— 13 XD LOAD CASE(S) Standard' ,.� � i via a • S No.45161 y Y V Jac ° 0 ° hSTATI E OF 1 •''11�VVfYnn``R vo �•fnL April 26,2002 ®WARNING - Vsr(fy design parumeters and READ NOTES ON TB7S 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 to be Installed and loaded vertically. AppiloabllBy of design parameters and proper Incorporation of component Is responsibility of building designer - not truss -- designer. Btaclno shown Is lot lateral support of individual web member only. Additional temporary braotno to Insure stabllily during construction Is the responsibility of the eieclot. Additional MIh161"ieli1 bNaln4 of 1hA OWN VIUM18 N the IBsp011slulllly gi Ing 0u1191n9 g9Nner. For 9enetal quldance regarding fabrication, quality control, storage, delivery, election and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 MiTek° Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. F Symbols PLATE LOCATION AND ORIENTATION 1'/. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. �A„ *For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web, *This symbol indicates the required direction of slots in connector plates. * For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS ca Q o WEBS J5 Q 0cr r, O O r- a ce c7 cs I r0 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dirrrension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. N ! MiTeke 7M PANEL CLIP FORM016,019 �''�'G-��� ® Hy®R0v4/R® ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each joint and embed fully, Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. , © 1993 Mitek Holdings, Inc. , Job russ Truss Type ty y ORTON 13143958 DR2879C D ROOF TRUSS 1 1 (optional) ACCU-SPAN-TH, LONGWOOD, FL, Mi ek Industries, Inc. 4.9011 SR1 s lun 9A 9001 MiTek Industries, Inc. Fri Apr 26 15:55:03 2002 Page 1 -1-0-0 4-2-0 8-4-0 1-0-0 4-2-0 4-2-0 1-0-0 Scale = 1:17.3 4x6 = 3 6.00 F12 4 2 JI,t 5 1� t , 6 2x4 II 2x4 = 2x4 = 4-2-0 8-4-0 r 4-2-0 4-2-0 � LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) -0.00 6 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.10 Vert(TL) -0.01 6 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a BCDL 10.0 Code SBC/ANSI95 1st LC ILL Min I/deft = 360 Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=464/1-4-0, 4=464/1-4-0 Max Horz 2=-78(load case 5) Max Uplift2 = -266fload case 4), 4=-266(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=17, 2-3=-372, 3-4=-372, 4-5=17 BOT CHORD 2-6=326, 4-6=326 WEBS 3-6 = 77 NOTES (5) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb uplift at joint 2 and 266 lb uplift at joint 4. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 1 5) Truss Engineer: Junaidie Budiman, PE#45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard f— B ^ �lQ IL * No. 4 5161 4 •; STATE OF � 'ORto��� �Q aL April 26,2002 ® WARNING . Y6r(jg dongn pumut6ro end MW NOTE9 ON Tms Am REVERSE BIDE 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 to be - Installed and boded vertically. 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 erector. Additional permanent br�bcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 MiTek® Handling Installlnq and Bracing Rocommonciation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, Wl53719. Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3i4 * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches, Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat, J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each ca cJ other, WEBS 3, Place plates on each face of truss at each *o For 4 x 2 orientation, locate V 3 ; �'o NJ joint and embed fully. Avoid knots and wane at joint locations, plates I/8' from outside edge of a_ truss and vertical web. a o 4, Unless otherwise noted, locate chords laces p I/4 length(+ 6" from C8 C, C at panel adjacent joint.) _ *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 4 X 4 The first dimension is the width to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, ® 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. ' ® 15. Care should be exercised in handling, ® PANEL TM erection and installation of trusses, ©1993 Mitek Holdings, Inc. ' {"� CLIP FORM018,019 �N�'-��L ® HYORO,A/R® Job Truss Truss Type ty ly HORTON 13143959 DR2879C D1 ROOF TRUSS 2 1 • (o tional) U AN- H, LONGWOOD, FL, Mi ek Industries, Inc. 4201 SR1 s un 9A 9001 MiTek Industries, Inc. Fri Apr 26 1 4 2002 Page 1 -1-0-0 4-2-0 7-0-0 1-0-0 4-2-0 2-10-0 Scale = 1:15.2 4x6 = 3 6.00 F12 4 5 2 ' 1 2x4 = 5x6 6 2x4 II 4x12 II 4-2-0 7-0-0 �-3-1 4-2-0 2-10-0 0-3-13 Plate Offsets ( ,Y): [5: - - 1, -11, - - 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.24 Vert(LL) -0.00 6 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.03 1-2 >415 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 8 SYP SS 1-2-13 REACTIONS (lb/size) 5=319/0-3-8, 2=416/0-1-8 Max Horz 2=90(load case 4) Max Uplift5=-143(load case 5), 2=-244(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=34, 2-3=-368, 3-4=-337, 4-5=-380 BOT CHORD 2-6 = 260, 5-6 = 260 WEBS 3-6=84 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 5 and 244 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. !�`� f� 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. Li 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. •...••• LOAD CASE(S) Standard # �••. * : No. 4 5161 STATE O (V� QNaL April 26,2002 ®WARNING - Var{ jy design parameters and READ NOTES ON TWS AND RE VERSE SIDE BEFORE USE. 0 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss hkiliffill 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 erector. Additional permanent braacing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 MiTek° Handling Instadllnq and Bracing Recommendation available from Truss Plate Institute, 593 D'Onofrlo Drive, Madison, W153719. Symbols PLATE LOCATION AND ORIENTATION 13/, *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 cc *For 4 x 2 orientation, locate 0 plates 1/8" from outside edge of o truss and vertical web. 0 *This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 0 0 U a 0 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40", continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur, MiTeke PANET* L CLIP FORM018,019 [a Q--� HYDRO,A/RO ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at 1/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified, 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14, Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses, © 1993 Mitek Holdings, Inc. Job russ Truss ype ty ly HI UN 13143960 DR2879C = D2 ROOF TRUSS 2 1 ` (optional) A U- PAN-TH, LONGWOOD, FL, Mi ek Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 1 :5 Page 1 4-2-1 7-0-1 4-2-1 2-10-0 4x6 = Scale = 1:24.8 2 6.00 FT2- 3x4 J 3 3x4 i 1 E 6 5 4 2x4 II 3x8 = 3x6 II 4-2-1 7-0-1 7;3-12 r i 4-2-1 2-10-0 0-3-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.23 Vert(LL) 0.00 5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.05 Veft(TL) -0.01 5-6 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=316/Mechanical, 4=316/0-3-8 Max Horz 6 = 81(load case 4) Max Uplift6=-128(load case 4), 4=-158(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-138, 2-3=-138, 1-6=-275, 3-4=-289 BOT CHORD 5-6=-0, 4-5=0 WEBS 2-5 =-125, 1-5 =139, 3-5 =177 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 6 and 158 Ib uplift at joint 4. '5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard No. 4.5161 7�STATE OFI Q�vaL April 20,2002 ®wmil; - VerVy deNgn parameters and HISAD NarES ON TWO MW RevaRse &MR DPWORe Use. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, dhd I! 181 en IndIVIdUOI bUildin4 component IO be Installed and loaded vertically. 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 erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regardirig fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/14 * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise, Dimensions are in inches. Apply plates to both sides of truss and l . Provide copies of this truss design to the securely seat, building designer, erection supervisor, property �8 J2 J3 J4 TOP CHORDS owner and all other interested parties„ 2, Cut members to bear tightly against each other. � WEBS J5 3. Place plates on each face of truss at each * For 4 x 2 orientation, locate o 3 �' ; a:joint and embed fully, Avoid knots and wane plates 1/8"from outside edge of o_ �y o _ V at joint locations, truss and vertical web. a 4, Unless otherwise noted, locate chords laces � p' , Cc6 o at 14 panel length(+ 6" from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur, mi! 0 MiTek® rM PANEL CLIP 6, Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10, Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15, Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. FORM016,019 OfYORO,AW Job . russ russ ype ty Ply TON 13143964 DR2879C J ROOF TRUSS 13 1 (optional) A� U- PAN- H, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Jun 28 2001 Mi ek Industries, Inc. Fri Apr 26 1 Page 1 " -1-0-0 7-0-0 1-0-0 7-0-0 3 Scale = 1:19.3 6.00 12 2 1 4 2x4 = 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.71 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.17 Vert(TL) 0.25 1-2 >59 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/deft = 360 Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 cc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 3=242/Mechanical, 2=418/0-4-0, 4=68/Mechanical Max Horz 2=265(load case 5) Max Uplift3=-275(load case 5), 2=-145(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=88 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 3 and 145 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard Its 13 .`�;�rc'••. * : No. 4 5161 4c s STATE aF d April 26,2002 A WARNING - VerVy design parameter+ and READ NOTES ON TMS AND RE VERSE 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 to be Installed and loaded vertically. 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 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 GST-88 Oualffy Standard, DSB-89 Bracing Specification, and HIB-91 Handling Instollinq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. MiTek® Symbols PLATE LOCATION AND ORIENTATION to- Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 0 *For 4 x 2 orientation, locate � plates/a" from outside edge of o truss and vertical web, 0 *This symbol indicates the required direction of slots in connector plates, Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 0 0 U a 0 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots, Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. M11 MiTek® TM PANEL CLIP FORM018,019 -G--L ® Hy0R0.AfR@ ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at I/4 panel length(+ 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14, Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. I Job Trus Truss Type ty ly HTON 13143965 DR2879C J3 ROOF TRUSS 1 1 (optional) Al P,AN-TH, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 15:55:10 2002 Page 1 -1-0-0 3-4-8 1-0-0 3-4-8 3 Scale = 1:10.7 6.00 12 2 1 4 2x4 - 3-4-8 3-4-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.15 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.02 1-2 >642 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 (Matrix) 1 st LC ILL Min I/defl = 360 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-4-8 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=100/Mechanical, 2=258/0-4-0, 4 = 31 /Mechanical Max Horz 2=135(load case 5) Max Uplift3 = -1 28(load case 5), 2=-126(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=36 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 3 and 126 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PEN45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard p !p iE 13 .•`P�ll=l�gf � No. 4 5161 � ,k �y 4C STATE 4F : A, 's, .0RVD. �• T�L April 26,2002 AWmmm - Vervy design parameters and READ NOTES ON TMS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be _ Installed and loaded vertically. 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. Addflonat temporary bracing to Insure stabllity during construction is the responsibility of the erector. Additional permanent bilacing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing specification, and HIB-91 Handling Installing and Bracing Recommendatlon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. MiTek® Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat, J2 J3 J4 owner and all other interested parties„ TOP CHORDS 2, Cut members to bear tightly against each other, Q WEBS J5 3, Place plates on each face of truss at each * For 4 x 2 orientation, locate o ; ; Q �' joint and embed fully, Avoid knots and wane plates 1/8" from outside edge of 0 O a _ at joint locations, truss and vertical web. o a o 4. Unless otherwise noted, locate chord splices at �14 length(+ 6" from c1 C, 16 panel adjacent joint,) BOTTOM CHORDS *This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10, Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. ® 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, ,TM {\�0 PANEL erection and installation of trusses, © 1993 Mitek Holdings, Inc. ' CLIP FORM018,019 GANG -NAIL ® MYORO-AW @ Job russ russ Type ty ly H ORTON 13143966 DR2879C JG1 ROOF TRUSS 1 1 (optional) A U- PIAN- H, LONGWOOD, FL, Mr ek Industries, Inc. 4.901 QR1 s Jun 9R 9001 iTek Industries,Inc. Fri Apr 26 1 5:11 2002 Page 1 3-4-8 7-0-0 3-4-8 3-7-8 Scale = 1:12.6 6x10 - 6 32x4 II 2 6.00 12 Ll 3x6 = 7 5 8 9 10 4 o- 300 II 4x6 = 3-4-8 7-0-0 3-4-8 3-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) 0.04 4-5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.06 4-5 >999 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.02 4 n/a BCDL 10.0 Code SBC/ANS195 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-11-1 oc purlins, except end verticals. 2-3 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. BOT CHORD 2 X 6 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (1b/size) 1=1507/0-4-0, 4 =1965/Mechanical Max Horz 1 =1 14(load case 4) Max Uplift =-841(load case 4), 4=-1062(load case 4) Max Grav 1 = 1538(load case 6), 4=1994f1oad case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2486, 2-6=1, 3-6=-1, 3-4=-141 BOT CHORD 1-7 = 2184, 5-7 = 2184, 5-8 = 2349, 8-9 = 2349, 9-10 = 2349, 4-10 = 2349 WEBS . 2-5=1830, 2-4=-2588 NOTES (8) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 lb uplift at joint 1 and 1062 lb uplift at joint 4. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 158.71b down and 514.41b up at 3-4-8, and i 13 25.81b down and 134.91b up at 5-1-1 on top chord, and 890.71b down and 298.91b up at 2-0-12, 29.41b down at 3-4-8, 893.61b down and 302.31b up at 4-0-12, and 11.51b down at 5-1-1, and 893.61b down and 302.31b up at 6-0-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer.' +•�i r�-: 8) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 9) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. * % I`i0 4 j16 LOAD CASE(S) Standard �� e 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 STATE OF Uniform Loads (plf) Vert: 1-2=-74.0, 2-3=-74.0, 1-4=-20.0 +` • .••A,10RID Concentrated Loads (lb) (� �''•�-w.•�`� Vert: 2=-98.7 5=-29.4 6=-25.8 7=-890.7 8=-893.6 9=-11.5 10=-893.6�4A1A0 April 26,2002 A WARM G - VarM design parameters and READ NOTES ON THIS AND REYERSE SIDE BEFORE USE. — � Design valid for use only with MITek connectors. This design Is Dgwo only upon pargmeten .h-, and b for an rndvrduol bulydina component to be Installed and loaded verlkaily. AppllcabllNy of deslgn MIaM61611 end 018001 Immolation of Component N iesponsouity 91 DUIIGIng gnNnvi • n91114z5 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 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labrloatlon, quality control, storage, delivery, erection and bracing, consult OST-88 Qualify Standard, DSB-89 Bracing Specification, and HIB-91 M �Tek® Handling Installing and Bracing Recommendation 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 13i. * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. '8�� Ye J2 J3 J4 owner and all other interested parties„ TOP CHORDS 2. Cut members to bear tightly against each ca c� other. o WEBS JS Q 3, Place plates on each face of truss at each * For 4 x 2 orientation, locate o ,� ; ; 0 '' joint and embed fully. Avoid knots and wane plates I/s" from outside edge of o_ a �ti V at joint locations. truss and vertical web. a o 4, Unless otherwise noted, locate chordsplices at 1/4 length(+ 6" from �, panel adjacent joint,) BOTTOM CHORDS *This symbol indicates the 5, Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, M__ ® 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer, ® 15. Care should be exercised in handling, NEL 'TM PA erection and installation of trusses. ©1993 Mitek Holdings, Inc. ' CLiP FORM018,019 GANG--L O ifyoR®,AIR Job Truss Truss Type ty ly ORTON 13143967 DR2879C JG2 MONO TRUSS 1 1 (optional) A U- PAN-TH, LONGWOOD, FL, MiTek Industries, Inc. 4901 OR1 s un 9A 9001 MI ek Industries, nc. Fri Apr 26 1 Page 1 3-11-4 7-0-0 3-11-4 3-0-12 2x4 II Scale = 1:20.9 2 6.00 FIT 1 4 3 3x4 = 2x4 II 3-11-4 7-0-0 r 3-1 1-4 3-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) -0.06 1-3 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.54 Vert(TL) -0.11 1-3 >689 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC ILL Min I/defl = 360 Weight: 33 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 7-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=403/0-8-0, 3=801/0-1-8 Max Horz 1=245(load case 4) Max Uplift =-139(load case 4), 3=-399(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=89, 2-3=-241 BOT CHORD 1-4=0, 3-4=0 NOTES (6) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 1 and 399 lb uplift at joint 3. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 295.51b down and 98.81b up at 4-8-12, and 295.51b down and 98.81b up at 6-10-4 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 1133 f� LOADCASE(S) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (plf) r" Vert: 1-3=-20.0, 1-2=-74.0 Concentrated Loads (lb) P10.45161 ; Vert: 3=-295.5 4=-295.5 yti 0 'r STATE OF =t�- April 26,2002 ®WARNING - Vsr j%y design parameters and READ NOTES ONTBTS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mliek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. 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 erector. Additional permanent br'ocing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 MiTek® Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, Wl53719. r Symbols PLATE LOCATION AND ORIENTATION 13/4 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1A„ Ye" 0 0 *For 4 x 2 orientation, locate X plates 1/8" from outside edge of o truss and vertical web. 0 *This symbol indicates the - required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 0 Q 0 U a 0 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTek® O ���® TM PANEL CLIP FORMOI 8,019 GANG ��L HYDRO,A/R ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at I/4 panel length(+ 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. Job Truss Truss I ype ty Ply ORTON 13143968 DR2879C K ROOF TRUSS 9 1 (optional) A U- P,QN-TH, LONGWOOD, FL, Mi ek Industries, Inc. 4.901 Inc. Fri Apr 26 15:65:13 2002 Page 1 1-0-0 5-0-0 1-0-0 5-0-0 3 Scale = 1:14.8 6.00 12 2 4 2x4 - 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TIC 0.35 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.09 1-2 > 174 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 165/Mechanical, 2=327/0-4-0, 4 = 48/Mechanical Max Horz 2=193(1oad case 5) Max Uplift3=-194(load case 5), 2=-132(1oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=60 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 3 and 132 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard * No, 4 5161 i :. STATE OF ; w If "•r.w.� r �•f�L April 26,2002 AWARMNO - VerM design parameters and READ NOTES ON TWS 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 to be Installed and loaded vertically. 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 erector. Additional permanent bilacing of the overall structure Is the responsibility of the building designer. For general guidance. regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. M iTek® Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t 3/, * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise, Dimensions are in inches, Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. J2 J3 J4 owner and all other interested parties„ TOP CHORDS 2, Cut members to bear tightly against each ca c� other, o J5 � WEBS 3, Place plates on each face of truss at each *For 4 x 2 orientation, locate o , Q `� ; �' ; joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of o a �' M at joint locations. truss and vertical web. Fo 0-4, o Unless otherwise noted, locate chord splices I/4 length(+ 6" from at panel adjacent joint.) �� c' BOTTOM CHORDS *This symbol indicates the 5, Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8, Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified. to slots, BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 00", unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials, ® M1 14. Do not cut or alter truss member or plate without prior approval of a professional M iTek® engineer. ® 15. Care should be exercised in handling, PANEL .TM erection and installation of trusses, ©1993 Mitek Holdings, Inc. ��tP FORM018,019 a''"'�-� ® HYDRO-AIRO , Job • russ russ ype ty Ply N 13143969 DR2879C a K1 ROOF TRUSS 1 1 (optional) A, U- PAN-TH, LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Jun 28 2001 MI ek Industries, Inc. Fri Apr 26 15:5 4 2002 Page 1 5-0-0 5-0-0 2 Scale = 1:14.8 6.00 12 1 3 2x4 - 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.36 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(TL) -0.03 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 16 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.213 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=224/0-4-0, 2 = 177/Mechanical, 3 = 48/Mechanical Max Horz 1=181(load case 5) Max Upliftl=-77(load case 5), 2=-196(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=66 BOT CHORD 1-3=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 1 and 196 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard 101,13 IiFf r � P f � Y t : No. 4 5161 � ,k i 4C xf: SPATE OF r April 26,2002 ®bVmmo - VerVy design parameters and READ NOTES oN Tms AND RE VERSE 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 to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss --- designer. Bracing shown is tot 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 CST-88 Quality Standard, DSB-89 Bracing SpecHlcation, and HIS-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, $83 D'Onofrio Drive, Madison, WI53719. MiTek® Symbols PLATE LOCATION AND ORIENTATION 1'/. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. *For 4 x 2 orientation, locate plates I/a" from outside edge of truss and vertical web. *This symbol indicates the required direction of slots in connector plates. * For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. FORM018,019 Numbering System J2 J3 J4 TOP CHORDS c2 73- WEBS IJ5 a a:0 �'� OU�`N'OcsFO BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. Cd•]►1►1 �•� fd:7] �_\ i �d•7 �7 �_\ J]:Z•1'/_1�9 BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N Im! 0 MiTeke TM CLIP GANG -NAIL O HYDRO- A/R ®Genera! Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13, Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. 1 Job Truss Truss ype ty ly N 13143970 DR2879C L ROOF TRUSS 11 1 (optional) A U- PAN- H, LONGWOOD, FL, Mi ek Industries, Inc. 4.201 SR1 s Jun 28 2001 Mi ek Industries, Inc. Fri Apr 26 1 :15 2002 Page 1 -1-0-0 3-0-0 1-0-0 3-0-0 3 Scale = 1:9.9 6.00 FTT 2 1 4 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.11 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) .0.01 1-2 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 82/Mechanical, 2=242/0-4-0, 4 = 28/Mechanical Max Horz 2 = 121 (load case 5) Max Uplift3=-111(load case 5), 2=-125(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=30 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 1 1 lb uplift at joint 3 and 125 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard 13 � Y * : N0, 4516 Y STATE OF -• A% Oftl April 26,2002 ®WARNING - VerVy design parametem and READ NOTES ON TMS 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 to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss - - - designer. Bracing shown is for iaterol support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brlrcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST-88 Quality Standard, DSB-89 Bracing Specification, and HIR-91 M iTek® Handling Instolllnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI53719. Symbols PLATE LOCATION AND ORIENTATION 1'/. * Center plate on joint unless dimensions indicate otherwise, Dimensions are in inches. Apply plates to both sides of truss and sec urely seat. *For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. *This symbol indicates the required direction of slots in connector plates. * For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS ca c73 o WEBS J5 o Q v o O U r- a c8 c? ce O0 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing, ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. M1 MiTek® 11111MPANEL T"" CLIP FORM01 8,019 —0 —L HYDRO,A/R® ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2• Cut members to bear tightly against each other, 3• Place plates on each face of truss at each joint and embed fully, Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at �14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6• Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14• Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, • erection and installation of trusses. © 1993 Mitek Holdings, Inc. Job Truss Truss Type ty ly H ORTON 13143971 DR2879C L1 ROOF TRUSS 1 1 (optional) A,, U PAN-TH, LONGWOOD, FL, Mi ek Industries, Inc. 4.201 SR11 s Jun 28 2001 Mi ek Industries, Inc. Fri Apr 26 1 :5 :1 Page 1 r' 3-0-0 - 3-0-0 - 2 Scale = 1:9.9 6.00 rl2 1 3 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) -0.00 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP.No. 2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=130/0-4-0, 2 =103/Mechanical, 3 = 28/Mechanical Max Horz 1 = 109(load case 5) Max Upliftl=-43(load case 5), 2=-116(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=39 BOT CHORD 1-3=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 116 Ib uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard p *' No,45161 i �'; STATE OF r� C7 April 26,2002 AWARNING - Ver{fy design parameter+ and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. r_ Q Design valid for use only with M(Tek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applkablllty 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 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 OST-88 Quality Standard, DSB-69 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 593 D'Onofrb Drive, Madison, WI53719. M iTek® Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches, Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property Ye securely seat. J2 J3 J4 owner and all other interested parties.. �e TOP CHORDS 2. Cut members to bear tightly against each ca 7_3 other, � WEBS J5 3. Place plates on each face of truss at each * For 4 x 2 orientation, locate oz ,� ; ; joint and embed fully. Avoid knots and wane plates from outside edge of c� o_ a �ti V at joint locations. d truss and vertical web, a o 4. Unless otherwise noted, locate chordsplices at I /4 length(+ 6" from c8 C, c45 panel adjacent joint.) BOTTOM CHORDS *This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dim-ension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4000, unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials. ® 14, Do not cut or alter truss member or plate without prior approval of a professional M iTek® engineer. ® 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. y © 1993 Mitek Holdings, Inc. CLIP FORM018,019 GANG NAJL ® HYDRDA/RO . ` Job rus truss Type ty y T a 13143972 DR2879C M ROOF TRUSS 11 1 (optional) ACCU-SPAN-T LONGWOOD, FL, Mi e( Industries, Inc. 4.201 SR1 s Jun 28 2001 Mi ek Industries, Inc. Fri Apr 26 15:55:17 2002 Page 1 -1-0-0 1-0-0 _ 1-0-0 1-0-0 3 Scale = 1:5.7 6.00 rTF 2 4 1 2x4 = 1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.08 Vert(LL) ri/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.01 1 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 =-1 1 /Mechanical, 2=173/0-4-0, 4=10/Mechanical Max Horz 2=64(load case 4) Max Uplift3=-29(load case 5), 2=-134(load case 4) Max Grav 3=28(load case 4), 2=173(load case 1), 4=10(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=33, 2-3=-40 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 3 and 134 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. ,6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard l�I �3i]It� iLJ7 * No. 4 5161 � ,k STATE 4F �jLC71 �Nati April 26,2002 ®WARMNO - VerW design parameters and READ NOTES ON THIS AND REVUE MR SMAR Uff. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applloablllty of design parameters and proper Incotporatlon of component Is responsibility of building designer - not truss -- designer. Bracing shown is for literal 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 OST-88 Quality Standard, DSB-89 Bracing Speclllcatlon, and HIB-91 Handling Installing and gracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. M iTek® Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise, Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against each other, o WEBS JS � 3. Place plates on each face of truss at each * For 4 x 2 orientation, locate o ; ; Q joint and embed fully. Avoid knots and wane 'I, plates from outside edge of c� o_ a �y V at joint locations, truss and vertical web. a o 4, Unless otherwise noted, locate chords laces P at �14 length(+ 6" from �, c' panel adjacent joint.) BOTTOM CHORDS *This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating formal refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FART14EST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13, Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. ® 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. ® 16, Care should be exercised in handling, , IPM PANEL TM erection and installation of trusses, f ©1993 Mitek Holdings, Inc. CLIP FORM018,019 [ae,7vG-w.e.IL ® NYOROIA/R ® , + Job , Truss russ Type ty ly H ORTON 13143973 DR2879C M1 ROOF TRUSS 1 1 r (optional) A U- PAN-TH, LONGWOOD, FL, MiTe< Industries, Inc. 4.201 SR1 s Jun 98 9001i ek Industries, Inc. Fri Apr 26 15:55:18 2002 Page 1 1-0-0 1-0-0 6.00 j 1 F 2 Scale = 1:5.7 1 3 2x4 = 1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.01 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) -0.00 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC ILL Min I/defl = 360 Weight: 3 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1-0-0 cc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 1=45/0-4-0, 2 = 35/Mechanical, 3=10/Mechanical Max Horz 1=38(load case 5) Max Uplift =-14(load case 5), 2=-40(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=14 BOT CHORD 1-3=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1 and 40 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE1145161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard N p p_NOES- [3�%�� t : No. 4 5161STATE fit" 1 F OR �• T17L April 26,2002 Awmm m - Verm design parameters and READ NOTES ON TBTS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and baded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is tot 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 OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installlnq and Bracing Reoommendatlon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. M iTek® Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t'/. * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1, Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. J2 J3 J4 owner and all other interested parties., TOP CHORDS 2. Cut members to bear tightly against each a ca other, � JS a WEBS 3. Place plates on each face of truss at each * For 4 x 2 orientation, locate o ; ; joint and embed fully. Avoid knots and wane plates 1 /8" from outside edge of 00 a _ at joint locations, truss and vertical web. 00 a o 4. Unless otherwise noted, locate chord splices at 1/4 length(+ 6" from C, panel adjacent joint,) BOTTOM CHORDS *This symbol indicates the 5, Unless otherwise noted, moisture content of - required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements, The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dim-ension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials. ® 14, Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer, ® 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. ©1993 Mitek Holdings, Inc. CLIP FORM018,019 G'''"G- � ® i/YDRD.AIR® r ' Job Truss russ Type ty Ply H RTON • 13143974 DR2879C S ROOF TRUSS 5 1 (optional) A U- ,AN-T , LONGWOOD, FL, MiTek Industries, Inc. 4.201 SR1 s Jun 1 Mi ek In ustries, Inc. Fri Apr 26 15:55:45 2002 Page 1 -1-5-0 5-2-5 9-10-13 1-5-0 5-2-5 4-8-7 4 Sc 1:19.4 4.24 (i'F 3x4 3 2 Li 7 6 5 2x4 II 3x4 = 2x4 = 5-2-5 9-10-13 5-2-5 4-8-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) 0.05 6-7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.08 6-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 42 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 8-8-2'oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) "4=315/Mechanical, 2=523/0-5-11, 5=431/Mechanical Max Horz 2=3360oad case 2) Max Uplift4=-329(load case 5), 2=-248(load case 2), 5=-179(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=35, 2-3=-946, 3-4=77 BOT CHORD 2-7=868, 6-7=868, 5-6=0 WEBS 3-7 =165, 3-6 =-946 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 4, 248 lb uplift at joint 2 and 179 lb uplift at joint 5. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. ' 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1 .33, Plate Increase = 1 .33 t� xv&— 131�� ...... •■, , Uniform Loads (plf) _� ' • `Q� �i4f.•, // Vert: 1-2 =-74.0 Trapezoidal Loads (plf) I •; Vert: 2=-4.4-to-4=-183.1, 2=0.0-to-5=-49.5 �• No.45161 ; -o * 'tom April 26,2002 ATiVAPMG - Ve ft design parameters and PYCAD NOTES ON THIS MD xEf" WE E2"fiE USE. — --� Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. 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 erector. Additional permanent bibclnq of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, Wi 53719. r- . - - - - - - _. - -- Symbols PLATE LOCATION AND ORIENTATION 13/, *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 0 *For 4 x 2 orientation, locate plates 1 /8" from outside edge of o truss and vertical web. *This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 400". continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeke 0 ir 0 U a 0 F- TM PANEL CLIP ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations, 4. Unless otherwise noted, locate chord splices at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14, Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. FORM018,019 ® MYORMA/R O Job russ Truss Type ty Ply RTON • 13143975 DR2879C S1 ROOF TRUSS 1 1 /' (optional) A U- BAN-TH, LONGWOOD, FL, MiTek Industries, Inc. 4. 1 SR1 s Jun 98 9001 IN "Tpk Industries, Inc. Fri Apr 26 1 :5 1 2002 Page 1 -1-5-0 4-9-4 1-5-0 4-9-4 A 1:10.6 r 4.24 FT£ a 2 1 4 2x4 - 4-9-4 , 4-9-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.05 Vert(TL) 0.05 1-2 >375 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-9-4 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 111 /Mechanical, 2=240/0-5-11, 4 = 36/Mechanical Max Horz 2=86(load case 3) Max Uplift3=-123(load case 5), 2=-129(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=35, 2-3=26 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 129 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.33, Plate Increase= 1.33 ! E 13 Uniform Loads (plf) _`�Q e••u,r� Vert: 1-2=-74.0 Trapezoidal Loads (plf)�/- Vert: 2=-4.4-to-3=-88.3, 2=0.0-to-4=-23.9 iF No. 4.5161 • • AX ••�• STATE 4F � M QNaL April 26,2002 ® WARNING - Vewy design parameters and READ NOTES ONTms AND REVERSE SIDE BEFORE USE. setriiiiiiiiii e MM Design valid for use only with Mfiek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. 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 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 OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Rocommondation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek® Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property i'/. * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise, Dimensions are in inches. Apply 1, Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. J2 J3 J4 owner and all other interested parties„ TOP CHORDS 2, Cut members to bear tightly against each �- c2 73 other, WEBS J5 a:3, Place plates on each face of truss at each * For 4 x 2 orientation, locate o ,; LQ joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of 0 O a at joint locations, truss and vertical web. o0 a o 4, Unless otherwise noted, locate chord splices at 1/4 length(+ 6" from C, C' panel adjacent joint,) BOTTOM CHORDS *This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19% at time of connector plates, fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements, The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13, Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. ® 14, Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling,O PANEL M erection and installation of trusses, f © 1993 Mitek Holdings, Inc. CLIP FORM018,019 re.Nr_-fYAJL ® HYDRO,AIRO,. _r 0 I CD I ('0 22-4-0 V4 P D 0 10: ALL BEARING WALLS TO BE PLACED I J. L, HUS26 ri C Ti CE! ! REVIEW ALL SPAN DIMENSIONS—BRG. WALLS PRIOR TO SETTING TRUSSES.. I AlK I _�I. HGUS26-2 IENIGNEERED DRAWINGS--LOADING--PITCH AND OVER/HANGS I- - - - - - WALLS SHOWN ARE TOBEBEARING._ - - I �J IL SPC.HGR I -SIGNED APPROVAL: X I JOB NUMBER: DR2879E DATE: 6--28-82 PITCH: 6ABRG: LOAD:SHINGLES C CU SPAN CUSTOMER: DR HORTON /H: 12" ?407-321-l440 BY: T.H JOB NAME: 2879 "E" ELEV. .1 23-2-0 - -._T 24- uFl 1 I T -- -- _-_-- ----- LLJ w --- �,D i n N P:) In I T — - -- _-- --- I FLOOR TRUSSES T❑ BE r� �? --—------- f 8-0-0 BRG. i o ----- `` T 21 T 2'---- I ❑ i T 19 --- -- -- ------ i - - NOTE: PLACEMENT MAY VARY f TT19----- pq DUE TO FIELD CONDITIONS j w i A/C PLUTvIBING ECT. T19 q --- I SEE INSTALLATION GUIDEci + Ly I � f LL_ 7 -=-=-- - ------ - -- �L-------- 19-8-0 TRIM IT FE❑❑R SYSTEM W�E1ril�l� ALL BEARING WALLS TO BE PLACED t ` 1 PLY HGR. I�ICTIC�E� I REVIEW ALL SPAN DIMEN I - SIONS--BRG. WALLS PRIOR TO SETTING TRUSSES.. I� 2 PLY HGR. IENIGNEERED DRAWINGS--LOADING--PITCH AND OVER/HANGS, - - - - -WALLS SHOWN ARE TO BE BEARING.. - - _I 3 PLY HGR. SIGNED APPROVAL: X I .—--—-- -------------J JOB NUMBER: DR2879 DATE: CCU SPAN CUSTOMER: D.R. HORTON 407-321-1440 BY: T.H JOB NAME: 2879 ELEV. 1,