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106 Willowbay Ridge St - BR04-000710 (PRESERVE @ LK MONROE) (SFR) (A) DOCUMENTSPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Centex Homes 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 407-661-2176 CGC 049689 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE d d SUBDIVISION , is if, &:k PERMIT # WA • ll 0 DATE • O4i PERMIT DESCRIPTION S F {L PERMIT VALUATION d %tft SQUARE FOOTAGE Q qL(k ee rwreuUr } y of Sanfo?iar 4'O , Certificate of Occupancy This is to certify that the building located at 106 Wilson Bay Court for which permit number 05-2132 has heretofore been issued on April 5, 2005 and 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 New single Family subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: B. Oden 12/15/05. Engineering & Planning: G. Hyatt Public Works: J. Crumpton Utilities: R. Blake Fire Department: 12/21/05 12/20/05 12/21/05 Centex,,. Yy '-f'o 12/22/05. Property Owner Building Official Date CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION PLEASE RUSH - WE New Single )Family **** "`. FORGOT TO ROUTE DATE: PER MIT #: ADDRESS: CONTRACTOR: 12/20/05 (OriLyinal Reauest 12-14-05 05-2132 \\ 106 Wilson Ray Ct \ Centex PHONE #: George 321-229-6514 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 conditio . Your prompt attention will be appreciated. Z Angineering I E-1 Fire. Public Works Utilities Zoning Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION. PLEASE RUSH — WE New Single Family **** t FORGOT TO ROUTE DATE: PER MIT #: ADDRESS: CONTRACTOR: PHONE #: 12/20/05 (Original Request 12-14-05) 05-2132 106 Wilson Ray Ct Centex George 321-229-6514 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 blic Works Zoning Utilities Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION P1, AS U8H. r WENewSingleFamilyotT01R('l fi . t t 5 l DATE: 12/20/05 Ori final Request - 5 1 t PER MIT #: 05-2132 ,. V 0 c jr ADDRESS: 106 Wilson Bay Ct u . V CONTRACTOR: Centex 021 a QS ? Ii U u PHONE #: George 321-229-6514 " _ a 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 0Public Works Zoning It iliti Licensing L !tel l rsg CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 - CITY OF SANFORD Address Misc. Information Inquiry Location ID . . . . . . : 274485 Parcel Number . . . . . : 22.19..30x503-0000-2720 Alternate location ID . : Location address . . . . : 106 WILSON BAY CT Primary related party . : Type options, press Enter. 5 View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 12/21/05 09:19:29 Free -form information PRESERVE AT LAKE MONROE PHASE 2 SW DEV FEE $1700.00 WA DEV FEE $650.00 BP05-2132 PD 4-5-05 SEE REC# 7623 3/4"WA METER SET FEE $190.00 PD 4-14-05 REC#7623 F2 Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel Permit # : v yy — Job Address: (0( Description of Work: Historic District: CITY OF SANFORD PERMIT APPLICATION to Date: A62 a A60 Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing _V Fire Sprinkler/Alarm Pool Electrical: New Service – # of AMPS Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of ater Closets —_ Plumbing Repair – Residential or Commercial Occupancy Type: Residential V Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel hi: Attach Proof of Ownership &Legal Description) Owners Name & Address: .Cd.+e)L }} fS Phone: Contractor Name & Address: State License Number: p Phone & Fax: ly l / 4 70Z Contact Person: / Phone: '770 J7dl Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent Date Signature of Contract gent Date ,ai5 * Ho;."s Print Owner/Agent's Name Print Contra e b x on Signature of Notary -State of Florida Date Signa e o otary-S a of Florida Date( a. o' tS7-CD —..... o 2 Cn Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning: n n. CD IL' Contractor/Agent is _ Personally Known to Me or ( 10 ' N g<PfoducedID o N O Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) POWER OF ATTORNEY Date: I,do hereby authorize to pull the l Gf permit for /0 (,/i`/fa.1 type of peral address r Signature d, T. S. SLONESjr MY COMMISSION # DD 1:x189 NotaryEXPIRES: November 30, 2006140K.0110" Bonded Thru Noway Public Undwwrftm Personally known to me or drivers license # , State of Florida, County of on day of 3i4A) , 2ooq S1 SS•..AA 01W FLe1 `433 A_n1.1a ./AT31l;'i l~eTrir;t , ../ . 7 s„'s Moir Address:'/ llistoris lastrict: sr ftin :, rf V01je 5sf;r'4m fit: Permit Type- Building l lec ia 7l tb rfijan'i i fiatrribit? iS3t':il— E3ectr t9l: New Se: a c€ 0, KPS Changlp of 9 em,.srs`&y Poe, s esfiart'sca} Residential ;don-ResiCie tial Rep8asMe it Nevr Mct layout, JE _Pe_Pj rcal. eti iredt). PlumblDg/ New CominercizL, ,;t ofFi;ttures• tz of Wates `ok Server Lir w Plumbing/NesY ResideritiEl: x of Water" Closets €'lambexi depait= esic ri'rraa or CmT,nraeae'aal r Occilpa.ncy Type: Residential Corfir,iercial Industrial T©U14Sgatpre Fe-vt2ge: Caristruction Tyne: K of Stories: 9 of Dwellitf;;nits: I Ito ti Zine: lorinr r600Eed for c tli4tli<;a", _} Parcel #ti Owners Name & Address: Contractor name t& Address. Phone r& Fax' Bonding Company Address: Mortgage Lender: . Address: ~ Arch itecUEngineer:' Address;-.. _ Ardae3a Frevtof Ownership A 1L.egol Deseriplion) Phone: License :" un, I Phone: Apalication is hereby made to obtain a pe-Irrtit to do the work and installations as indicated: 1 terrify that no work or instaliation has eomn'renr=ed prior'tu file issuance of a petit and that all work will b: —r for n—red to mesi standards of all laws regulating construction in this jurisdiction. -i understand that a separate' permit must be secured for ELECTSIICAL WORK, PLUMBING, SIGNS, WFLLS, POOLS, FUPVACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S, AFFIDAVIT : i Certify that all of the foregoing inforr ration is amuraie and that all work ".rill be done in compliance wiih sll applicable. I vwr: t r y7d tingconstructioriandzoning. WAF6NITI iG TO 0WNER-, "OUR FA1 UY 0O R.EC0RD A N0TACE OF C01vINIEhCEIIME ?dT Il+t A _! F:ES-ULT: iI 1 (1 i' Il 1'/, `, T"\I ts WICE FOR NPROVEMENTS To ATTORNEY BEFORE RFCORDRq YOUR OUR NOTICECOF COMMENCEMENT. 03 T Atm r dA7 iCIidG, CONSULT 17 gd YOUR LEtIDER OR r' NOTICE' In addition to the requirements of this permit, there ,may be additional restrictions applicab to -di r pesty at may ound in die public'records of this county, and there may be additional permits required from other governmental entities such 21cl rr emen districts agenci(z, of fi,dri n:1 agencies.. Acceptance of permit is verification that I sti•ill notify the owner of the property of the requk nts of 'da Lie Law 71 Signature of Owner/AgentDate Si ur f C or/Agent . — — Date, MAR . 0 4 2004, E G. DELL RUSSO Print Owner/Agent's Name Print Contractor Agent's ]Name t_ MAR 0 4 2004 Signature of Notary -State of Florida Date Signature' of iso-n•-Siate of Florida Date Owner/Agent is _ Personall.\ Known to ,Me or Contractor/Ac;7.i is _ I' erson3i ' Known to Me or Produced 1D Produce',' API'LICA1ION APPROVED 0Y: Bldg: Inmal & Date) s-pcc& Condittons' Zoning' Initial &Date) 'I a ETURNER Initial & Dat: MIRINDA C2893 EXPIRES: JuCOMMISSION # BB 2' ' Bonded Thru Notary iters arv+ City 4l,1nfoyftZ' Certificate of Occupancy This is to certify that the building located at 106 Willowbay Ridge St. for which permit number 04-710 was issued has been completed according to the plans and specifications filed in the permit, to wit as New Single Family Detached complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Building: Frank Ortiz Engineering: D. Sweet Public Works: R. Buckner Utilities: Richard Blake Fire Department: N/A Zoning: NIA Centex Homes Property Owner Date 05/04/2004 05/04/2004 05/04/2004 05/06/2004 Conditions (if blank, no conditions apply) Q)3, r'A .. 05/06/04 Building Official Date fi YI 4s CERTI FCATE OF OCCUPANCY REQUEST FOR ANAL INSPEC'T'ION SINGLE FAMILY RESIDENCE"" DATE: 05/03/04 PERMIT #: 04-710 H f ADDRESS: 106 WillowbAy Midge St. CONTRACTOR: Centex PHONE #: Darren 407-466-9799 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the; C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. 3 l ngineering Public Works iltilities Fire N/A Zoning N/A Licensing N/A f CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) u 0 3 170 CER'TIF'CATE OF OCCUPANCY REQUEST FOR FINAL INSPEC'T'ION SINGLE FAMILY RESIDENCE**** DATE: 05/03/04 PERMIT #: 04-710 ADDRESS: 106 Willowbay Ridge St. Venetian Bay CONTRACTOR: PHONE #: Centex Darren 407-466-9799 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering 16Public Works eco S F-yL Utilities Fire N/A Zoning N/A Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) u a; CERTIPCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION r SINGLE FAMILY RESIDENCE"" C.Ci_/C.C: CHECKLIST - UTILITIES DEPT. Request Received -----------TvLaty-___----__ INIPALS DA'iI DA'V'E: 05/03/04 Utility Inspector's fiord ---------- --------- PERMIT #: i gDfP Clearance - mater ---"_____ _________ 04-710 E FDEP clearance - Sewer ---------- city Services Easements ---------- ---------- ADDRESS: 106 Willowli"ay R&dw&r Dona (10% - Iyr) ---------- --------- Venetian Bay CONTRACTOR: Centex PRONE #: Darren 407-466-9799 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the; C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Public Works T(Uti ities TI Fire N/A Zoning N/A Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC0401__- CITY OF SANFORD Address Misc. Information Maintenance 5%04/04' 08:50:13 Locati'on ID . . . 248695 Parcel Number . . 22.19.30.502-0000-1550 Alternate location ID Location address . 106 WILLOWBAY RIDGE ST Primary related party Type information, press Enter. Sequence Code(F4) App Free -form information Date 1.00 PLZN BP PRESERVE AT LAKE MONROE 32603 2.00 CSVC UT LOT 155 ********* 10 4 7-oz CSVC UT SW DEV FEE $1700.00 WA DEV FEE $650.00 10904 4.00 CSVC UT BP04-7 PD 1-8-04 SEE REC 64 7 109D4 5.00 CSVC UT 3 4"WA METER SET FEE $190.00 PD 1-8-04 10904 6_.U6 CSVC UT REC 4 709 4040 7.U0_ T.TU 10.00 Special notes More... F2 Address F3=Exit FS=Notes display F6=Change display F9=Parcel Notes F10=Subdivsion Notes F12=Cancel FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM FO, 5 4' otf ELEVATION CERTIFICATE b tet'—- ) o Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION 1 O.M.B. No. 3067-0077 Expires December 31, 200: BUILDING OWNER'S NAME Poliy Number CENTEX BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO.Company NAIL Number 106 WILLOWBAY RIDGE STREET CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 155, PRESERVE @ LAKE MONORE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, 'rf necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE GPS (Type): If' or ##.#####) NAD 1927 NAD 1983 USGS Quad Map Other- SECTION ther SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME W. STATE SEMINOLE COUNTY 120294 SEMINOLE FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEREVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of Wug) 1202940035 E 4117/95 4117195 X WA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile E FIRM Community Determined Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: E NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Othetwise Protected Area (OPA)? Yes E 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 1(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, ARAE, AR/A1-A30, ARIAH, AR/AO Complete Items C3. -a -i 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 NGVD29 Conversion/Comments NONE Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? [:]Yes E No o a) Top of bottom floor (including basement or enclosure) 15. 2 ft.(m) o b) Top of next higher floor 25.2 ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) N/A.J(m) o d) Attached garage (top of slab) 14. 8 ft.(m) 00 E o e) Lowest elevation of machinery andfo equipment 11' servicing the building (Describe in a Comments area) 14.P.0) E M o I) Lowest adjacent (finished) grade (LAG) 14.3 fL(m) z . o g) Highest adjacent (finished) grade (HAG) 14. 6 ft.(m) . o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 8 J o 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. I understand that any false statement may be punishable by fine or imprisonment 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 1030 N. ORL FEMA Form 81-31, January 2003 CITY STATE ZJP CODE WINTER PARK FL 32789 DATE TELEPHONE 5/4104 (407) 426-7979 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A forlrrsuranoe C rwpyuse BUILDING STREET ADDRESS (Induding Apt, Unit, Suile, andfor Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy ,Number 106 WILLIOWBAY RIDGE STREET CITY STATE ZIP CODE Company MAIC Number SANFORD FL 32T71 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY DESCRIBED IN C3 -E IS AN A /C UNIT Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed —see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(crm) 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.(an) 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, I 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.i only), and E for Zone A (without a FEMA4ssued or community issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE COMMENTS DATE TELEPHONE Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the oommunity 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 FEMA -issued or oommunityassued BFE) or Zone A0. G3. The following information (Items G4 -G9) is provided for community floodplain management purposes. G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: _ OFFICIAL'S NAME COMMUNITY NAME SIGNATURE COMMENTS DATE Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY, 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 05-02-04, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER.' I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 EDATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F.E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. - BEARINGS,SHOWN HEREON ARE BASED ON THE NORTHWESTERLY LINE OF LOT 155 BEING N 28'07'38" E PER PLAT. FIELD DATE:) 1-15-04 REVISED: SCALE: 1" = 30 FEET APPROVED BY: SJ FINAL 05-02-04 VH JOB NO. ASM39767 FORMBOARD 1-20-04 CKB PLOT PLAN 11/17/03 SDO DRAWN BY: Lor FIT 12-30-02 CKB R=975.00' CB-N61.25'32"W - C-238.97' O WILLOWBAY RIDGE STREET X2'51'00" 50' RIGHT-OF-WAY L=49.74' AMERICAN. SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER L8#63S 1030 NORTH ORLANDO AVENUE, SUITE B WINTER PARK , FLORIDA 32789 - (407) 426-7979 R=1000.00' C6=N58'33'49"W C=49.74' SUBJECT TO THE SURVEYOR'S NOTES ONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH 3Y THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 31G17-6, FLORIDA ADMINISTRATIVE CODE URSUANT TO CHAPTER ;472.027, FLORIDA iTATUTES.- R. MUSICATELLO JR. q 4 FOR THE PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 155, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: ry• THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS -OR EXCEEDS THE 1 THE REQUIREMENTS SET FORTH IN THE I CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). It 1 p\ " DOGRAPHICSCALEFj O is 30 nG - IJ 12.. a 00I 0 LEGEND BUILDING SETBACK LINE- CENTERLINE RIGHT OF WAY LINE j j 9110 j 131.4 EXISTING ELEVATION CONCRETE LB LAND SURVEYING BUSINESS I - LS LAND SURVEYOR I o PRM PERMANENT REFERENCE MONUMENT u I z - PCP PERMANENT CONTROL POINT OSSP) PER PLAT MEASURED 1 lM) FND FOUND C/WS//W CONCRETE WALK - SIDEWALK i i nCi' CONCRETE PAD LOT 154 - CS CONCRETE SLAB w ILOT156 C CHORD LENGTH I PK PARKER KALON j R RADIUS 1 - POC POINT OF CURVE I ' QFND NAIL AND DISC I - . •• 1 LB #68 (05/02/04) 1- 6.0' . ATI O FNO 1/2" IRON ROD AND CAP - 8.8, 40.0' - 9'5' LB #6393 (05/02/04) LlJ CNA CORNER NOT ACCESSIBLE00ADENOTESDELTAANGLEa L.*1 - TWO STORY M .CONCRETE BLOCK IL C.B. DENOTES ARC LENGTH DENOTES CHORD BEARING pa Ia o & WOOD FRAME I I I n I d'- PC DENOTES POINT OF CURVATURE SIU FINISH FLOOR 1O I a I qtrPIPRCDENOTESPOINTOFINTERSECTIONiboI< ELEVATION -115.15 1 - I : DENOTES POINT OF REVERSE CURVATURE N z1 - PTTYP DENOTES POINT OF TANGENCY - TYPICAL I Z I COVERED I z I z A/C CBW AIR CONDITIONER 20.T nENTRY CONCRETE BLOCK WALL 68' 1 g•3'i RP CHU RADIUS POINT - OVERHEAD UTILITY LINE I a-.':,.:;'. 1. 03. 0' 6.6' IDPOL IDENTIFICATIONPOINTONLINE I '• CO NCRETEY:` 3 C WPCCPOINTOFCOMPOUNDCURVEI1VEWAY:1 in CERTIFIED .TO AND FOR THEWALK IS '? a °''" ' 10' UTILITY EXCLUSIVE USE OF: s EASEMENT 0.3' OFF WALK IS 0.2' OFF COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC O I A=11'19'35" 5325001 II A=2'45'08" L=192.74' R=975.00' N 0 TE : CB=N62'48'06"W 1 I CB=N55'45'45"W I C=46.83' T C-192.43' _ 1. ALL DIRECTIONS AND DISTANCES HAVE PLS/—CENTERLINE laoa'a3" PC BEEN FIELD VERIFIED AND ANY VV RIGHT—OF—WAY L-239.58' INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY, 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 05-02-04, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER.' I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 EDATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F.E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. - BEARINGS,SHOWN HEREON ARE BASED ON THE NORTHWESTERLY LINE OF LOT 155 BEING N 28'07'38" E PER PLAT. FIELD DATE:) 1-15-04 REVISED: SCALE: 1" = 30 FEET APPROVED BY: SJ FINAL 05-02-04 VH JOB NO. ASM39767 FORMBOARD 1-20-04 CKB PLOT PLAN 11/17/03 SDO DRAWN BY: Lor FIT 12-30-02 CKB R=975.00' CB-N61.25'32"W - C-238.97' O WILLOWBAY RIDGE STREET X2'51'00" 50' RIGHT-OF-WAY L=49.74' AMERICAN. SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER L8#63S 1030 NORTH ORLANDO AVENUE, SUITE B WINTER PARK , FLORIDA 32789 - (407) 426-7979 R=1000.00' C6=N58'33'49"W C=49.74' SUBJECT TO THE SURVEYOR'S NOTES ONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH 3Y THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 31G17-6, FLORIDA ADMINISTRATIVE CODE URSUANT TO CHAPTER ;472.027, FLORIDA iTATUTES.- R. MUSICATELLO JR. q 4 FOR THE CrrY OF &ANPORD PERMIT APPY WA-rinN Permit P Job Addr Descriptif Historic r 4-Vulug• Vxlue of Work: 5 Permit Type: Building Electrical X Mechanical Plumbing Firc Sprinkler/Alarm pogl _ Elecrical: New Service—#of AMPS L Addition/Altera6on Change of ServiceTern, pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & 1;nerSY C4I.i,Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne; # of Stories: # of Dwelling Units: _• _ Flood Lone: (FEMA form required for otoc•r Ll:a;i x) Parcel if: ( A[TAch Proofof Ownership & Legnl Description) OwOM (Name & Addreas: Centex Homes 385 Douglas Ave, Suite 2000 Al tamnnte Spring FL32714 —.—Phone. 407-661-2150 _ Coo Ic;ctor Name & Addrem: Approved Electric Co. of Florida 4874 S. Orange Ave. Orlando FL 32806 State Liceasc.Number: EC0002494 Phone & Fax: Fax 407-851-1226 Contact PCi•son:John Findlay ....-Phone: 407-851-1220 Rondiiip Cornpany: Address. - Iort,,agc Lender _ Al dFo S. Arclutect/Engincer: Phone: Addrirds Fax: Application is hereby made w obtain a pumit to do the work and installations as indicated, I certify that no work or install3non has commeliccd pre•::: n,c issuance ora permit and that all work will be performed to meet standards of all laws regularing oonsoucrion in this jurisdiction. 1 understand that a separate perrriif must be secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES. BOILERS, HEATERS, TANKS, and A I W 70N MTIONERS, ctc. 0\VNER'S AM- DAV fT: I certify that all of the foregoing infornuiion is accurate and that all work will be done in compliance with all applicnt)lc iul : I cj-"Iannp. consp-ucdon and zoning. WARNING TO OWNER. YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESUI, I' IN Y c.i l.11). I TWICE FOR MPROVSMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A170f NEY BEFORE RCCORDING YOUR NOTICE OF COMMENCEMENT, NOTICF: In addition to tic requirements of this permit, there may be 3ddidonal restrictions applicable to this property that may be found in the public rc:coros ai his county, and there may be addidonal permits required from other govemmental entitles such as water managemcn ugcncics, or rcdc,zil arcnctcs 1',cce9ance or permit is vcriGcation that I wilt notify the owner of the property of the req Signature OrOwner/Agent int Owncr/Agcnr's Name S,,):'aiure or Notary -Stare of Florida D3 (c Owner/Al;vnt is – Personelle Knolsn to Me or Yrnduc tl IU iov s';3N AITROVED IIY Lildb: -- • Zuninb: 4 Initial &. I.)aw) r-( vcJ1lnln. Charles Cannon Pryrnlronu3ctOr .-',gent's Name Signawro nl' n y•$tntc or Ronde p tYPU PATRICIA A. KAD C o-,7 MYCOMMISSION,# DD01320i6 ontractpr/Ae:.: Is _ I crsunnl;l' Known to : 0 0 EXPtRFS:March2R,2n031)10Jucc.` .:) - 1-wo. NOTARY FL Naa: S .,ic^ 8 8ondir)c3, Inc. 1;......> _.. 1:0: Initial Uale) (ll)iu11 K' J tcl (IINI 7I r',;;; PA COI UNTY OF GEMINOLE ' IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD ' STATEMENT NUMBER 104-75802 1 7E: BUILDING PERMIT NUMBER-- OL tj6, 11011LSo OWNER NAME:: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USEx Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL D{)E TYPE DIST SCHEDULE DESC. UNIT OF UNITS OADS STATEMENT ` ARTERIALS CO -WIDE O dwl unit 705.00 1 $ 705.00 NOADS DATE:/7 7 COLLECTORS NORTH O dwl unit 142.00 1 $ 142.00 . | LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.O0 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.O0 AMOUNT DUE $ 2,285.00 STATEMENT ` RECEIVED BY: ( SIGNATURE: PLEASE PRINT NAME) DATE:/7 7 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. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES 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 RULES GOVERNING 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: CITY OF SANFORD BUILDING DEPARTMEN7 3OO NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT*****************= Permit # : C) l - - 1 0 CITY OF SANFORD PERMIT APPLICATION _\ _ 03 Job Address: I O Lu Lill i l i o w baU 1'-) C V Description of work:\ (CONSTRUCT CONCRETE BL Historic District: 0 Zoning: Date: CK SING FAMILY DWELLING 7 Value of Work:$ Ic)%8 (( 1©• 6© Permit Type: Building XX Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole_ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential # of W ter Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: a Ci al ) Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 22-19-30-502-0000— 15,5 0 (Attach Proof of Ownership & Legal Description) Owners Name & Address: CENTEX HOMES, 385 DOUGLAS AVE. STE . #2000, ALTAMONTE SPGS . , FL 32714 Phone: 407-661-2176 Contractor Name & Address: PATRICK J. KNIGHT/CENTEX HOMES ( SAME AS ABOVE) State License Number: CG C049689 Phone&Fax: 407-661-2176/661-4089 Contact Person: JACKIE CAINES Phone: 407-467-2643 Bonding Company: NA Address: Mortgage Lender: Address: NA Architect/Engineer: HURRICANE ENGINEERING Phone: 407-774-9003 Address: P -0 -BOX 161613, ALTAMONTE SPRINGS, FL 32716 Fax: 407-774-8477 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law 3. 3 2003 Signature of Owner/Agent Date Signature of Contractor/ gent Date PAT KNIGHT Print Owner/Agent's Name rin Co ctor/Agent's Nam s. NOV 1 3 2003 Signature of Notary -State of Florida Date i nature ;if Notary Stat o lords t " ?tJl I3 Datef Owner/A gcnt is _Personally Known to Me or Contractot7X ai is XX Pef"s`ona'IIy Knownwto Meori—=ti Produced 11) __. Produced 1D APPLICATION APPROVED BY: Bldt l _ _!_oning: Initial & Date) Special Conditions: Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) t SS °o --) Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL Back r tiC'IR1111111C",lPUn11' f f t I'frrt] jtiee ifrn7ixr• r c rrices 1101 IS, Ntrst St. Sanford 1-1.12771 4117-66$-7!5116 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market 22-19-30-502- S3-SANFORD Parcel Id: 0000-1550 Tax District: WATERFRONT Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: Depreciated EXFT Value: $0 HOMES Land Value (Market): $13,680 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Just/Market Value: $13,680 Property Address: 106 WILLOWBAY RIDGE ST SANFORD 32771 Assessed Value (SOH): $13,680 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0 Dor: 00 -VACANT RESIDENTIAL Taxable Value: $13,680 2003 VALUE SUMMARY SALES 2003 Tax Bill Amount: $285 Deed Date Book Page Amount Vac/Imp 2003 Taxable Value: $13,680 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 155 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 13,680.00 13,680 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. Ifyou recently purchased a homesteaded property your next ear's property tax will be based on JustlMarket value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?PARCEL=221930502000015... 11/20/03 City of'Sanford Building Division Submittal Requirements for Residential Building Permit 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls_ "The State of Florida requires bathroom compliance with Florida Accessibility Code_ c. An elevation of all exterior walls - east, west, north, and south. Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure, bearing and non-bearing interior and exterior walls, show all components of wall sections_ e. Framing plan for floor joists where conventionally framed_ Plan is to indicate span, size and species of materials to be used. f. Engineered truss plan with details of bracing, engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: 1. Garages/Carports 17 sq. ft. 2. Porches/Entries sq. ft. 3. Patio(s) 4V sq. ft. 4. Conditioned Structure sq. ft. i. Total Gross Area sq_ ft. 3. Three (3) sets of completed Florida Energy Code Forms. 4. Soil analysis and/orsoit compaction report. If soils appear to be unstable or if structure is to be built on fill, a report may be requested by the Building Official or his representative. 0 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit issued by Seminole County Health Dept. c. Arbor permit when trees to be removed from property. Contact the Engineering Dept. for details regarding the arbor ordinance and permit. d. Seminole County Road Impact fee statement. C. Property ownership verification. f. Driveway permit issued by City Engineering Department. 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor and property owner. If electrical, mechanical, or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under city° ordinances. Date N 0 V 1 3 2003 Owncr/Agent Signature _.__ 7 CETEX FOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661 -21 50 Fax: (407) 661-4089 www.centex-orlando.com TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will serve as authorization for Jackto Caines or Nan Holmes to sign permit applications and energy calculations for any lots owned by Cented Homes, obtain permits for same and receive Certificates of Occupancy, in my name and license, for the subdivision and lot specified below: SUBDIVISION: PRESERVE AT LAKE MONROE PATRICK J. KNIG CGC049689 LOT (5 5 STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this N 0 V 1 A 2003 by Patrick J. Knight, Division President of en ex Homes - Orlando). He is personally known to me and did not take an oath. O ARY PUBLIC Y •aoi c u;!uervriters Ir maw H_-- r-A. c 25 S-23 i. . sH 2s SH -25 666® 8 9 22/24) (+ZZJ?24) (+22/-24) wcPA (22/ -24L (+22/ -24 .i 0ELLL ECRESS _ was 3t - h - h pW 6-0 X 6-8 _ _ _ < d- - --------' o o ---- ® (+2t/ -23) _ AT OPf.FP. r-- - ---- 'ATE &€ IL ViEMnl rc II 3( - II s R -a aa. f o 1 PR7AX CUIME CARPET RR gp KITCHEN NOOK CCI BRfTCN A c $ BEDRM "3 i' Y BEDRh1 i'2 {{ 3 v l O e•FLAT a& BRATav Y p. q BRATS , f - Ra yNnRR vHTI RR . AMIE :1 N 1 Q roar CARPET RR • CARFET RR ' _-- wom - CARNET RR. , •. ': O .f UF 0 786EVDIT 766E766s LAl1NDRY 6R.ATCivAM n_R Iit1E iiS F BATH I'2 L_a_, > k' + , e I' I °" BR.At.CM 766" 766E . M oFsaia- _ Ib QrD n mD 1 YKM RR 4•. • OUi WALL ' TO `W Y L J Qn64101ER .. - • .. auT,uA<L 3 mens DINM W it Wt' i I/!` - 4?O B'-0' FOR i - E• RAT CL4 1 i Q m -n ns owu+ , J CAMV" CLO FM 7X6 1 G - - _ -Z. FR 1 E '_.u.EtRALL j66D N o AIR HANDLER TO NAVE 9 9 8' 3-2 li MRL OF 4. CLEARANCE ON ALL 51DES AND ENCLOWRE THAN AFOt'EL" N 2 -CAR GARAGE ODER _ BRAT CTG. O R' WGf7STOP BW.L - MASTER BEDRM F - -- I ---------------- ---- ----- GAMEROOM BRAN _ CART RR. aw. WALL — V n At CL6- CAWET RR ; 1 LIvII1 RM12 3 IQ' dTutCM 1° i CAR -EY Rlt J' X lD D. ( 19/ -23) EEiRESS 4497X1 ANE.L68F1 WS i u-1 SH -25 ( 1/-23) 22 24) CSH-25 514-25 63 N CT N DBL -25 (+22-/-29) 9 r E fg 22/-24) - (+22/ -2N nT -- 21/-28) all EGRESS SYpE 7713E -ZS - s 21/-28) * W ? ENGINE=ERING I 7) 7/+-6d63- rue (407) 774-64W V.O, ed% 161613 R:TfNON1E SPNICS. R 32118IALPARTIALFRONTELEVATION "B' MASTER BEDROOM Wawa x MOE f+E/ sTe1s- ` y s G AT d AT 0) fill N IIT (+21/-Z3) - S t f i deWB^d W_ N df•hv W cl h design checked by. e d.W- OT,72 T Sheen A of 304171 FIE, 0221-29) HALUSTAIP, WELL STAIP, INFORMATION 250cl STAIR NOTE RUN PETAIL EXrEfZJ0R WALLS WEFZE VERSED SCALE. N.T.S. ALL SMICUMAL WOOD WEAVERS NOTED OTWERILASE IN STRIJI-TILIRALSHEETS FOR AMfTI10NAL LEGEND g5E NOTED. SEE FOUNDATION PLAN FOR -V AFF BM WALL t f i deWB^d W_ N df•hv W cl h design checked by. e d.W- OT,72 T Sheen A of This Instrument Prepared By: NAME: Debra A. Riggs -Centex Homes 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Permit No. NOTICE OF COMMENCEMENT SEMINOILE STATE OF FLORIDA COUNTY OF ORANGE MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05108 PG 1950 CLERK'S # 200209107 RECORDED 11/21/2003 01:29:28 PM RECORDING FEES 6.00 RECORDED BY L McKinley THE UNI3ERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: LOT 155 , PRESERVE AT LAKE in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, 2. General Description of Improvement: SINGLE FAMILY DWELLING 3. Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property: FEE SIMPLE INTEREST Name of Fee Simple Titleholder: N/A 4. Contractor: CENTEX HOMES 385 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (407) 661-2150 Fax: (407) 661-4089 5. Surety: N/A Amount of Bond: N/A 6. Lender: N/A MONROE Recorded FLORIDA, COMM() Copy` MARYAN14E MORSa 6LERK OF CIRCUIT COUpSEM1NECOUNL mm 7. Persons within the State of Florida designated by Owner upon whom notices or other documents maybe served as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-2150 Fax: (407) 6614089 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date of Notice of Commencement (the expiration is date is 1 year from the date of recording unless a different date is specified) Debra A. Riggs OFFICE MANAGER FOR CENTEX HOMES, 183 DOUGLAS AVENUE SUITE 2000, ALTAMONTE SPRINGS, FLORIDA 72711 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE MB THIS N 0 V 13 2003 BY DEBRA A . RIGGS., OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION NW4 2728 HOLDING CORPORATION, A NEVADA CORPORATION. DEBRA A. RIGGS IS PERSONALLY KNOWN TOME AND DID NOT TAKE AN OATH. W Noun JAM re A0088M EI M /falf 8 0,9 In d OUY (8 4Si 4284 aai,aiu • Ft0rWa Natal Amps, InCuuuu..uuuuuo uuuunu PLOT PLAN DESCRIPTION: (AS FURNISHED) . r LOT. 1,55, ,R, ESERVE AT: LAKE MONROE AS ,RECORDED, IN. PLAT BOOK 62, ,PAGES 12.-1 15 OF" THE,'PUBLIC RECORDS 'OF SEMINOLE COUNTY,, FLORIDA I` IMPERVIOUS CALCULATIONS (LOT ONLY) - LOT 155 CONTAINS 9720 SQUARE FEET ± (LOT ONLY) ryTHISSTRUCTURECONTAINS1505SQUAREFEETt TOTAL,CONCRETE 541 (WITHIN LOT ONLY) SQ. FT. ± TOTAL SOD '7674 SQ. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 21% ± iDIIARF FnnTAnF (11P M—110M - LOT 155 UP TO CURB CONTAINS 10,259 SQUARE FEET t THIS STRUCTURE CONTAINS 1505 SQUARE FEET t' CONCRETE 872 SQ. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 7882 SQ. FT. ± , 11I A 2 pct o p N / Do Q I BEING N 28'07 38' E PER PLAT. FIELD DATE:) REVISED: SCALE: 1„ = 30 FEET APPROVED BY: SJ JOB NO. ASM39767 PLOT PLAN 11/17/03 SDO DRAWN BY: Lor FIT 12-30-02 CKB 32 G:1ASM3MSM39767.dwq, 11/181200312:46:04 PM ORLANDO, FLORIDA 801' (407) 426-7979 AM R., i 00 I I F 1 I F LO J' N 1 Z1 O Z i I LOT' 154 LOT 156 W 1.. 30' FI SII GRAPHIC SCALE C3 1 I O-' 15 30 Q. 8.8, 9.5' .. W , 40.0' 1 . LEGEND 40.00' w Z , 3 BUILDING SETBACK UNE CENTERLINE o is PROPOSED 2509' I , ` RIGHT OF WAY LINE f- N 1 n FINISHED FLOOR o o n ELEVATION -14.90 yS 7e1 j d'a s R n•n„ EI\ PROPOSED ELEVATION z Q p 6yn 11( 11%( LjJ i PROPOSED DRAINAGE FLOW i A IC c iqtlCONCRETEzN•) J' ypsw p@ ORu- lB LAND SURVEYING BUSINESS i 6:8' 20.7' !'163 LS IAND SURVEYOR I' 13.0' PRM PERMANENT REFERENCE MONUMENT L- i :-::.'; 6.6' Nt.v- -. - PCP PERMANENT CONTROL POINTDRIV I P) PER PLAT 1 II M) MEASURED V71 I 1 VENDFOUNDIr7I _ C/W CONCRETE WALK S/W SIDEWALK -" L N'`, CP CONCRETE PAD UTILITY - ' PB PLAT BOOK J Q T'-; -' EASEMENT R RADIUS Lh PGS PAGES MEW MINIMUM LOT WIDTH- POB POINT ON BOUNDARY PCC POINT OF COMPOUND CURVATURE 1 PROPOSE POC POINT ON CURVE - INLET r yJ OR OFFICIAL RECORD, - p=11.19'35' 6=2'45'08" " PD PLANNED DEVELOPMENT L=192.74° S32'51a I L=46.83' DENOTES DELTA ANGLE R_975.00• 25.00' I R=975.00', L DENOTES ARC LENGTH - CB=N62'48'06"W j CB=N55'45'45"W " C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE P C=194.43' 1 C=46.83' - - PC " o- PI DENOTES POINT OF INTERSECTION ,; PRC DENOTES POINT OF REVERSE CURVATURE CENTERLINE OF RIGHT-OF-WAY 6=14'04'43 - L=239.58' PT DENOTES PONTI=975.00NTOFTANGENCY TYP TYPICAL - CB=N61'25'32"W A/C AIR CONDITIONER -. C-238.97' COW CONCRETE BLOCK WALL RPRADIUS POINT O ;A=2'51'00" CS CONCRETE SLAB CHORD LENGTH WILLOWBAY RIDGE STREET L=49.74' S0. FT. SQUARE FEET NG NATURAL GRADE 50' RIGHT-OF-WAY - R=1000.00 R/W RIGHT-OF-WAY CB=N58'33'49"W C=49.74THISPLOTPLANISINTENDEDFORPERMITTINGPURPOSES ONLY. THIS IS NOT INTENDED FOR THE'. CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION PREPARED FOR: LIST FOR CONSTRUCTION. BUILDING SETBACKS ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FRONT: 25' CENTEX HOMES FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES REAR: 20' ONLY. THIS IS NOT A SURVEY SIDE: 5' THIS IS A PLOT PLAN ONLY CORNER: 15' 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. I HAVE EXAMINED THE COMMUNITY PANEL 1. THE SURVEYOR HAS NOT ABSTRACTED THE TED 4. NO 1SUBJE 0035E DATED 5 AND FOUND LAND SHOWN HEREON FOR EASEMENTS, RIGHT PEARSTHESUBJECTPROPERTYAPPEARS TO LIE IN ZONE X, cf # oIT = OF WAY, RESTRICTIONS OF-'• RECORD WHICH MAY AFFECT THE TITLE, OR USE OF THE LAND ' AREA OUTSIDE 100 YEAR FLOOD PLAIN. 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL BEARINGS SHOWN. HEREON ARE BASED ON '• z RAISED SEALOF A FLORIDA LICENSED SURVEYOR THE NORTHWESTERLY LINE OF. LOT 155eE` AND MAPPER. BEING N 28'07 38' E PER PLAT. FIELD DATE:) REVISED: SCALE: 1„ = 30 FEET APPROVED BY: SJ JOB NO. ASM39767 PLOT PLAN 11/17/03 SDO DRAWN BY: Lor FIT 12-30-02 CKB 32 G:1ASM3MSM39767.dwq, 11/181200312:46:04 PM ORLANDO, FLORIDA 801' (407) 426-7979 AM R., hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY DATE: I hereby certify that t is building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT. DATE: I I G EnergyGauge® (Version; FLRCSB v3.2) RM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FORBUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A roject Name: 2509 LMR 155 Builder: : CENTEX-FOX & JACOB ddress: ICA WILLOWBAY RIDGE STREET Permitting Office: CITY OF SANFORD ity, State: LAKE MONROE, FL Permit Number: wner. CENTEX HOMES Jurisdiction Number: 691500 limate Zone: Central New construction or existing New _ 12. Cooling systems Single family or multi-family Single family — a. Central Unit Cap: 42.0 kBtu/hr _ Number of units, if multi-family 1 — SEER: 12.00 ._ Number of Bedrooms ' 4 _ b. N/A — Is this a worst case? Yes _ Conditioned floor area (ft) 2509 ft' c. N/A - — Glass area & type — a. Clear - single pane 258.0 ft' — 13. Heating systems b. Clear - double pane 0.0 W a. Electric Heat Pump Cap: 42.0 kBtu/hr — c. Tint/other SHGC - single pane 0:0 ft' HSPF: 8.50 d. Tint/other SHGC - double pane 0.0 ft' b. N/A - Floor types" _ a. Slab-On-Grade Edge Insulation R=0.0, 162.0(p) ft _ c. N/A — i b. Raised Wood, Adjacent R=11.0, 399.0ft2— c. N/A 14. Hot water systems Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.1, 802.0 ft' — EF 0.86 — b. Frame, Wood, Adjacent R=11.0, 310.0 W b. N/A — c. Frame, Wood, Exterior R=I 1.0, 1176.0 W _ d. N/A _ c. Conservation credits — e. N/A HR-Heat recovery, Solar f 0. Ceiling types — DHP-Dedicated heat pump) a. Under Attic R=30.0, 1741.0 ft2 _ 15. HVAC credits — b. N/A — CF-Ceiling fan, CV-Cross ventilation; c: N/A ` HF-Whole.house fan, I1_ Ducts _ PT-Programmable.Thermostat, a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 1.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY DATE: I hereby certify that t is building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT. DATE: I I G EnergyGauge® (Version; FLRCSB v3.2) BASE AS -BUILT GLASS TYPES X Conditioned 'X BSPM Points Overhang18 Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2509.0 25.78 11642.8 Single, Clear W 1.0 16.2 32.0 53.47 1.00 1705.6 . Single, Clear W 1.0 14.2 10.0 53.47 1.00 532.7 Single, Clear W ' 1.0 18.0 40.0 53.47 1.00 2132.1' Single, Clear E 1.0 16.2 32.0 59.31 1.00 1891.2 Single, Clear S 1.0 16.2 32.0 44.66 0.99 1420.6 Single, Clear E 1.0 6.2 32.0 59.31 0.97 1847.8 Single, Clear W 1.0 6.2 16.0 -53.47 0.97 832.9 Single, Clear W 1.0 6.2 16.0 53.47 0:97 832.9 Single, Clear E 1.0 10.2 32.0 59.31 0.99 1886.8 Single, Clear E 1.0 8.2 16.0 59.31 0.99 942.3 As -Built Total: 258.0 14025.1 WALL TYPES Area X BSPM Points Type R -Value . Area ` X SPM = Points Adjacent 310.0 0.70. 217.0 Concrete, Int Insul, Exterior, 4.1 802.0 1.18 946.4 Exterior 1978.0 1.90 3758.2 Frame, Wood, Adjacent 11.0 310.0 0.70 217:0 Frame, Wood, Exterior 11.0 1176.0 1.90 2234:4 Base Total: 2288.0 3975.2 As -Built Total: 2288.0 3397.8 DOOR TYPES Area X BSPM Points Type Area X SPM = Points. . Adjacent 18.0 1.60 28.8 Adjacent Insulated 18.0 1.60 28.8 Exterior 20.0 4.80 96.0 Exterior Insulated 20.0 4.80 96.0 Base Total: 38.0 124.8 As -Built Total: 38.0 124.8 CEILING TYPES Area X BSPM Points' Type R -Value Area X SPM X SCM = Points Under Attic 1741.0 2.13 3708.3 Under Attic 30.0 1741.0 2.13 X 1.00 3708.3 Base Total: 1741.0 3708.3 As -Built Total: 1741.0 3708.3 FLOOR TYPES ' Area X BSPM Points Type R -Value Area X SPM _ Points Slab 162.0(p) 31.8 5151.6 Slab -On -Grade Edge Insulation 0.0 162.0(p -31.90 5167.8 Raised 399.0 3.43 1368.6 Raised. Wood, Adjacent 11.0 399.0 1.80 718.2 Base Total: 6520.2 As -Built Total: 561.0 4449.6 INFILTRATION. Area X BSPM Points Area X SPM Points 2509.0 ' 14.31 35903.8 2509.0 ' 14.31 35903.8 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 BASE AS-BUILT Summer Base Points: 48834.7 Summer As-Built Points: 52710.2 Total Summer X System - Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 52710.2 1.000 1.087 x 1.150 x 0.90) 0.284 1.000 16851.5 48834.7 0.4266 20832.9 52710.2 1.00 1.125 0.284 1.000 16851.5 FORM 60OA-2001 i WINTER CALCULATIONS Residential Whole Building Performance` Method A Details ADDRESS: , , , PERMIT #: 11.18 BASE AS -BUILT GLASS TYPES X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point 18 2509.0 5.86 2646.5 Single, Clear W 1.0 16.2 32.0 10.74, 1.00 343.6 Single, Clear W 1.0 14.2 10.0 10.74 1.00 107.4 Single, Clear W 1.0 18.0 40.0 10.74 1.00 429.5 Single, Clear E 1.0 16.2 32.0 9.96 1.00 319.6 Single, Clear S 1.0 , 16.2 32.0 7.73 1.00 246.7 Single, Clear E 1.0 6.2 32.0 9.96 1.01 321.4 Single, Clear W 1.0 6.2 16.0 10.74 1.00 172.2 Single, Clear W 1.0 6.2 16.0 10.74 1.00 172.2 Single, Clear E 1.0 10.2 32.0 9.96 1.00 320.0 Single, Clear. E 1.0 8.2 16.0 9.96 1.00 160.1 As -Built Total: 258.0 2592.7 WALL TYPES Area X BWPM Points Type R -Value Area X WPM = Points Adjacent 310.0 1.80 558.0 Concrete, Int Insul, Exterior 4.1 802.0 3.31 2650.6 Exterior 1978.0 2.00 3956.0 Frame, Wood, Adjacent 11.0 310.0 1,80 558.0 Frame, Wood, Exterior 11.0 1176.0 2.00 2352.0, Base Total: 2288.0 4514.0 As -Built Total 2288.0 5560.6 DOOR TYPES. Area -X BWPM Points Type Area X WPM _ Points Adjacent 18.0 4.00 72.0 Adjacent Insulated 18.0 4.00 72.0 Exterior 20.0 5.10 102.0 Exterior Insulated 20.0 5.10 102.0 Base Total 38.0 174.0 As -Built Total: 38.0 174.0 CEILING TYPES Area X BWPM Points Type R -Value Area X WPM X WCM _ Points - Under Attic 1741.0 0.64 1114.2 Under Attic - 30.0 1741.0 0.64 X 1.00 ` 1114.2 Base Total: 1741.0 1114.2 As -Built Total: 1741.0 1114.2 FLOOR TYPES Area X BWPM Points Type R -Value Area X WPM = Points Slab 162.0(p) 1.9 307.8 Slab -On -Grade Edge Insulation. 0.0 162.0(p 2.50 405.0 Raised 399.0 0.20 79.8 Raised Wood, Adjacent 11.0 399.0 1.80 718.2 Base Total: 387.6 As -Built Total: 561.0 1123.2 INFILTRATION Area X BWPM Points Area X WPM = Points 2509.0 0.28 702.5 2509.0 -0.28 702.5 BASE AS -BUILT Winter Base. Points: 7358.6 Winter As -Built Points: 9862.2 Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points . Component Ratio Multiplier Multiplier Multiplier. Points DM x DSM x AHU) 9862.2 1.000 1.078 x 1.160 x0.92) 0.402 1.000 4555.7 7358.6 0.6274 4616.8 9862.2 1.00 1.150." 0.402 1.000 4555.7. BASE CODE COMPLIANCE AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit =. Total Bedrooms Heating + Hot Water _ Total Points Points Points 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 20833 4617 10256 35706 16851 4556 10495 31902 ORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: ... PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST i COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & 22 OTHER PRESCRIPTIVE MEASURES Imust'he met or exceeded by all residences. 6A - CHECK 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 ` Swimming Pools & Spas 612.1 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. Air Distribution Systems 610.1 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, HVAC Controls 607.1 soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides.. attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is Common ceiling & floors R-11. 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. 22 OTHER PRESCRIPTIVE MEASURES Imust'he met or exceeded by all residences. 6A - CHECK COMPONENTS SECTION REQUIREMENTS 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 efficient 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 accordancewiththe-criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides.. Common ceiling & floors R-11. ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD r ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3 The higher the score, the more efficient the home. AM onstruction or existing New _ 12. Cooling systems family or multi -family Single family — a. Central Unit Cap: 42.0 kBtu/hr er of units, if multi -family 1 — SEER. 12.00 er of Bedrooms 4 — b. N/A — a worst case? Yes — tioned floor area (ft') 2509 ft' c. N/A — area & type - single pane 258.0 ft' — 13." Heating systems double pane 0.0 ft' — a. Electric Heat Pump Cap: 42.0 kBtu/hr — dher SHGC - single pane 0.0 ft' — HSPF: 8.50 — ither SHGC - double pane 0.0 ft2 b. N/A Wes — — F , On -Grade Edge Insulation R=0.0, 162.0(p) fl c. N/A - d Wood, Adjacent R=11..0, 399.Oft' — — 14. Hot water systems i types _ a. Electric Resistance Cap: 50.0 gallons f rete, Lit Insul, Exterior R=4.1, 802.0ft= EF: 0.86 — e, Wood, Adjacent R=11.0, 310.0 ft' _ b. N/A e, Wood, Exterior R=11.0, 1176.0 ft' _ c. Conservation credits HR -Heat recovery; Solar ng types — DHP-Dedicated heat pump) r Attic R=30.0, 1741.0 W, — 15. HVAC credits - CF -Ceiling fan, CV -Cross ventilation, HF -Whole house fan, s PT -Programmable Thermostat, Unc. Ret: Unc. AH: Interior Sup. R=6.0, 1.0 ft — RB -Attic radiant barrier, i MZ -C-Multizone cooling, MZ -H -Multizone heating) that this home has complied with the Florida Energy Efficiency Code For Building tion through the above energy saving features which will be installed (or exceeded) o TKE sr9TF onie before final inspection. Otherwise, a new EPL Display Card will be completed ,, = ' , , e, i installed Code compliant features. signature: Date: g e of New Home:'WILLOWBAY RIDGE ST.City/FLZip: LAKE MON ROE%32747 f copWE fi`}' The home's estimated energy performance score is only available through the FLA/RES computer program. Lot a Building Energy Rating. Ifyour score is 80 or greater (or 86 fora US EPA/DOE EnergyStarTMdesignation), me may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. the Energy Gauge Hotline at 3211638-1492 or see the Energy Gaugeweb site at www.fsec.ucf edu for tion and a list of certified Raters. For information about Florida's•Energy Efficiency Code For Building Construction; the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCSB v3.2) RIGHT -J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 For. CENTEXfOX & d4COBS Notes: MODEL 2509 Weather. Orta -do -AP, R_ US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 93 °F I Inside db 70 °F Inside db 75 °F Design TD 32 °F Dem TD 18 °F Daily range M Relative humidity 50 Moisture difference 43 grAb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 36350 Btuh Structure 29386 Btuh Ventilation air 0 cfm Ventilation 1485 Btuh Ventilation air loss, 0 Btuh Design temperature swing 3.0 'F Design heat load 36350 Btuh Use mfg. data , n Rate/swing multiplier 0.98. Infiltration Total sens. equip. loadIP 30253 Btuh Mood Simplified Latent Cooling Equipment Load. Sizing Construction quality , Average Fireplaces 01 Internal gains 1380 Btuh Ventilation 2212 Btuh Heat' Cooling Infiltration 3946 Btuh Area (ft2) 2509 2509 Total latentequip. load 7538 Btuh Volume (fP) 20072. 20072 Air changes/hour 0:70 0.40 Total equipmerit load 37791 Btuh Equiv. AVF (cfm) 234 134 Req. to „ capacity at 0.70% SHR 3.6 ton Heating Equipment Summary Cooling Equipment Summary Maks MTROL Make JAN ROL Trade Trade Efficiency 7,8 HSPF Efficiency 120 EER Heating input Sensible cooling 29050 Btuh Heating output 0 Btuh @ 47-F Latent cooling 12450. Btuh Heatinq temp rise 0 °F Total cooling 41500 'Btuh Actual heating fan 1400 cfm Actual cooling fan 1400 cfm Heating air flow factor 0.039 chvBtuh Cooling air flow factor, 0.048 dhvBtuh Space tFwnostat Load sensible heat ratio 80 Boldlitalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed ti wrigf tsoft Right -Suite Residential- 5.5.06 RSR26014 2002 -Apr -03 16,42:13 A --CA E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 1 r - RIGHT -J CALCULATION PROCEDURES A, B C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.281:01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* Procedure B - Summer infiltration HTM Calculation Procedure C - Latent Infiltration Gain 0.68 x43 gdlb moist.diff. x 134 cfm = 3946 Bbh Procedure D.- Equipment Sizing Loads. RIGHT -J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job` 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 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 FAMILY a n w a c n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 PDR NOOK/KITCHEN a n w a C n 0 d 1 1 90 1.0 1.0 11.0 3.2 54.4 10.0 0.0. b n W a c n 0 d 1 1 90 1.0 1.0 11.0 7.0 54.4 40.0 0.0 LDY DIN/LIV/FOY a n e a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 a n S_ a c n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 32.0. 0.0 MSTR. BR a, n e c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 32.0 0.0 M.BTH/WIC BDRM2 a e n w c c n 0 d 1` 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0. BDRM3 I a a n w C C n 0 d 1 1 90 1.0 1'.0 1.0 5.2 54.4 16.0 0.0 BTH2' BDRM4/GAME RM a n e C C n 0 d 1 1 90 1.0 1.0 5.0 5.2 54.4 32.0 0.0 a n- e C C n 0 d 1 1 90 1.0 1.0 3.0 5.2 54.4 16.0 0.0 2002 -Apr -03 16:42:13VVrjgitSOftRight -Suite Residential- 5.5.06 RSR26014 AC(k E:\Files\f\Fox Jacobs 2002\2509\2509.rsr Page 1 JAL I71h Ed oom En6reHarse. FXALY PDR NOOKXTCHEN eposed vyd 323.0 ft 54.0 ft 4.0 ft 34.0 ft 17.0x 15.0 ft 4.0x 8.0 ft 24.0x 11.0 ft _ lerr CaA Option 8.0 heaV000l d 8.0 it hatbool 8.0 ft hedbool 8.0 It heetlmol HTM h) Area Load (Btih) Are Load W) Area Load @ h) FSE Clg Clg (ft=) Htg Cig It) Htg Clg ftp) Htg Clg a 21 272bT14B4. 1.160«,,,0cT12880d. 1.0 0e. 0.,.0 0 pf. 0.0 0 p0. and a 1C 37. 218 8057 32 1183 c 0- 0 10 40 370 1478 ors b 8C 37. 1478 0 c 0 0 c 9C 38. 0 c»» 0 0 0 d 0. 0. 0 0 0 e c 0 0 f 0 and North O.0 0 0 0 0 0 0 0 c 0 0 0 ors NENW EW O.0 54. c. 226 12291 32 1741 50 2720 SESW Of c"" 0 0 0 0 SaAh30. 973 0 0c 0 ors a 11A 18. 12 717 484 18 340 229 Cc c c 0 0 0 0 b 11A 18. 12 0 0 0 0 0c 0c 0 0 0 c Of 0.( 0 0 a 14B 4. 21 802 3836 1651 240 1106 494 c c 222 1023 457 b 13C 3. 1 310 977 363 142 447 166 101 0 0 0 0 0 j c 12C 2 1. 1176 3387 2286 0 0 0 0 0 0 d 0. 0. 0. 0. 0 0 0 0 0 0 0 0 00 00 0 e f 0. 0. 0 0 0 0 a 16G 1. 1. 1741 1838 2413 0 0 0 264 0 Z7 0 366 0 b 0. 0. 0 0 0 0 0 c 0. 0. 0 0 0 0 0 0 0 0 00 d 0. 0. 0 0 0 e 0. 0. 0 01 0 0 0 0 0 0 0 0 f 0. 0. a 22A 25.9 Oc 162 4199 0 54 1400 0 4 104 34 861 0 oom b 19G 1. O. 399453 0 0 0 0 0 0 0 0 ac 0. 0. 0. 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d e 0. 0. 0 0 0 0 0 0 0 0 f 0. 0. 0 0 on a 27. 9. 296 8243 2650 50 1392 448 C 0 50 1392 448 A bss=6+8_+11+12 .. 33046 5968 ZA 5423 0 dwd h *v 0 Yder 0 3 10° 3306 10/ 587 1G'/ 10 % 542 cs ss =13+14 63 0 . , 6455 5966 Paople@ 1800 4 ""1290 p 0 1 0 AP@1200ns 1 1870 21714 4278 6 11RSHcprF7+8 2+16 Acrd Cooing 0 0 0 giedrstrilxrtiai 10° - 0 2671 1G'/ 428 0 «» 1M. 10 51 pin 2SHgarr 17+18)PLF 100 - 29;386 1.00 4706 1A0 41 1.00 5710 16red (n) 140D 140D 249 224 9 1 Mw.7tn Naneofroorn r.EdLDY DIMIWFOY MSTR BR MBTHWIC 2 Lengthdaposedmell 6.0 ft 64.0 ft 40.0 ft 30.0 ft 3 PoorndrTrfsors 16.0 x 6.0 ft 19.0 x 220 ft 21.0 x 19.0 ft 13.0 x 16.0 ft 4 Ceings Co dL Option 8.0 ft heaVbool 8.0 ft heaVood 8.0 ft bea bod 8.0 ft heatbool TYPE CF CST MTM Area Load (Rhin) Area Load (Rhin) Area Load (Bhh) Area Load (Bhtn) DPOSLI E NO. I Htg Clg ft') Htg Clg Htg Clg ' 111) Htg Clg f Htg Clg: . 5 Gross a 14B 4.E 21 376 0 0 b 13C 3 1 136 0 wad and c 12C 2 1. 0 320 240 partitions d O.c O.c 0 0 e 0. 0. 0 0 f 0 p 0 0 p» 6 V*xb-Asard a 1C 37.0 C 64 2365 1183 0 0 0 glass doors b 8C 37. 0 0 0 0 H -ting c 90 38. o 0 0 d 0. 0. 0 0 0 0 001e f 0. 0 0 0 7 Wrdxsad North 0. 0 0 0 0 0 0 glass doors . N6NW 0. 0 0 0 32 0 1741 32 1741 0 Cooing E/JN SESW 54. 0. 0 0' 0 0 0 SOLM 30. 0 32 973 0 0-- 0 Hort 0. 0 0 0 0 8 other doors a 11A 18. 12 0 0 20 378 255 0 0 0 0 0 0 0 b 11A 18. 12 0 0 0 0 0 0 0 0 0 0 c 0. p. 0 0 9 Net a 148 4. 21 221 99 292 1346 601 0 0 0 0 0 0 egad b 13C 3. 1 0 0 136 428 159 0 wad and c 12C 2 1. 0 0 Cj 0 2B6 829 56 240 691 461 partitions d Of O.c c 0 0 0 q 0 0 0 0 00 e f 0. 0. 0. Of 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1. 0 0 0 0 399 421 553 276 220 2B8b0. 0. c 0 0 0 0 0 c c 0 0 0 c 0. 0.c 0 0 0 0 0 c 0 0 0 d 0. 0. 0 0 0 0 0 0 0 0 e f 0. 0. 0. 0: 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 11 Floors a 22A 25. Of 156 0 64 1659 0 0 c 0 0 Note: roan. b 19G 1.1 o. 0 0 0 0 399. 453 0 0 is displ. c d 0. 0. 0. 0. c c 0 0 0 0 0 0 c 0 0 c 0 0 0 0 0 for slab a 0. 0. 0 0 0 0 0 0 0 0 0 loo s) f 0. 0. 0 12 Infiltration a 27. 9.0 0 01 84 23391 7522 32 8RII 286 01 0 13 S bbtal+8_+11+12 377 8515 911 0 Less e-dona heating 0 0 Less transfer 0 Heating redrtion_ 10' 16/ 1R/ 10% 91 14 15 Dud loss Total loss =13+14 414 936/ 4156 1002 16 Int. gairu: . People @ 0 O 300 1 1 30D 0 0 AppL @ 1 1 600 17 Srbtot RSH 9*r-7+8_+12+16 639 4781 3440 Less a derrd 000Gg 0 0 Less transfer 0 .. 0 Cooling red sldtxtion 70 0 *" 1(Y/ 478 0 , » 1o/ 344 10% 71. 18 19 Dud gain Total RSH gar=(17+18)-PLF1.00 769 1.00 5n 1.00 20 Air requred (dm) 16 37 361 251 16C 39 RIGHT -J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: zsos a.zs.o 109 COMMERCE STREET LAKE MARY FL 32746-6206 Phone: (407) 831-2665 18.0 x 18.0 ft 4 Ceiings CandL Option MAM:l4l. J: 7Ci Ed 8.0 ft heaUcool 8.0 ft heaV000l 8.0 ft h cod TYPE CF BDF404G+ME RM HTM Area BDFM Area I BlN2 Area Load (Bhtn) 1 2 Name drown Laglln deceased vial DVOSLARE BDRIv12 15.0 ft Htg I Cig 28.0 ft Htg Clg 6.0 ft Htg Clg 420 ft Htg Clg ft=) g Rocrndrrnasiors Gross 15.0 x 17.0 ft 13.0 x 15.0 ft 16.0 x 6.0 ft 0. 18.0 x 18.0 ft 4 Ceiings CandL Option 8.0 ft haVcool 8.0 ft heaUcool 8.0 ft heaV000l 8.0 ft h cod TYPE CF CST HTM Area Load W) Area I L d W) Area Load (Bhtn) Area load W) DVOSLARE NO. Htg I Cig ft') Htg Clg ftp) Htg Clg ftp) Htg Clg ft=) Htg. Clg 5 Gross a 14B 4. 21 0. 0 E,posed b 13C 3 1 0 p walls and c 12C 2- 1. 128 224 336 partitions d 0. 0. 0 0 0 e 0. 0. 0 0 0 f0. Of c"` 0 6 Wrdonsad a 1C 37. 1 591 16 591 0 48 0 1774 0glassdaisb8C37. 0 0 O 0 0 Heabig c 9C 38. 0 0 0. d 0. 0. d q 0 0 0 0 0 e f 0. 0 0 p 7 VVrdmos ad North 0.c 0 0 0 0 0glassdoorsNEM0. 54. 1 0 870 0 16 0 870 Q 18 2&11 Cooing ENV SEb1W 0. 0 0 0 0 0 South 30. 0 0 0 0 8 Otiner doors a 11A 18. 12 0 0 0 0 0 0 0 0 0 0 b 11A 18. 12 0 0 0 0 0 0 c 0. 0. 0 0 0 0 9 Net a 14B 4. 21 0 0 0 0 0 0 0 0 0 Vv*3ad b c 13C 12C 3 2 1 1. 104 p 300 p X2 p 20B 599 0 404 p 48 138 2% 829 568 partitions d 0. 0. 0 0 0 0 0 0 0 e f 0. 0. 0. 0. 0 0 0 0 0 0 0 0 0 O 0 10 Ceilings a 1EG 1. 1. 255 279 353 195 206 270 96 101 133 324 342 44c b 0. 0. 0 0 0 0 0 0 0 0. c 0. 0. 0 0 0 0 0 0 0 d 0. 0. 0 0 0 0 O e 0. O: 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 O f 0. 0. 11 Floors a 22A 25. 0. 0 0 0 0 0 0 0 0 Note: room b 19G 1. 0. 0 0 0 0 0 0 0 0 isd c d 0. 0. 0: 0. 0 0 0 0 0 0 0 0 O l O O forslab e 0 0 0 0 0 0 0 0 O 0 O floors) f 0. 0. 0 0 12 Infiltration a 27.. 9.c JE 446 143 16 446 143 48 1337 13 S 1alloss-'i ..+11+12 1Efl6 18A2 2 2 0 Less exlernal heating 0 0 Less transfer 1(p/ 0 14 Heahng red rrtion D 10° 161 184 1C'/ 10% 428 15 ToW loss =13+14 17E6 2026 u4 4711 16 Int gins Fie @ 300 0 O " 0 0 0 17 1270 Srbtot RSH carr-7+8+12+16 1569 p 0 1688 0 4068 Less eAEATd cooling 0 0 Less taller 0 0 Cooling redistribution 10° 157 0 `" 10'/ 169 0 "" 10/1. 10 % 405 18 19 Dud gain Tod RSH gah-(17+18)'PLF 1.170 1716 1.00 1857 1.00 1 DO 4455 2T Air req fired (dm) 82 71 88 1 1 181 21 l2 ty' A 70n wM IENDA19/ TEOSTILU T00-L-gHM10C. i7YfOW TC1 4orroa 1 TION NOM O OTw WSTAIWUPA CmM WO D la oA. DIV. K ruo 44101". IAfISIT Ra w000 UW M7N O) 8/II'.I-d/4ip . WOOD LM KAL'Mi. d= DOVSU T41CK Lam AVAAA0.0 Ai AN OP1KN1 8 GT 7 1' dKV. 9 %I TACKK, r"9TWCN/K t .OW' M. I-1/S'P 13 el GLV. iTS6 74101 4AACN3T, 1) TWA MACKCT3 ICN SOC. tJI Tar MAExR 6 0 6 C 00 4 1 NON30MK 1MmCKuelr ra,c. LCW. w.romu nnlVw IIMf/4' L1CCr u"K SePpS O 4 re,ew n nt T .•.7 SCA 17 Yf1 MILAN. IS PA. I lnulNYtT. Muv!r Nnit 1! _. 1 W 17 1 0.. uW. Sr . POOR V0 TO 7'-p' NqM OONssIST W i) yC`OCTTgNi(iNOWN)). FROM?FRANC O ON WIN, SuRIAGt wALIp RL'OLNIm. W SCREW! WY K CCLAfTOIl1IIK POOR O'IfR 7'.D MGM•CON31dr or (4S SCSCTIOMi (NOT fIgWM). (our NOr RCOlNED) TO PR0A0[ A fU,Sl4 wxwn a "OP WULOINd BY OpOR'"mum (TO SVR) WWXL. NORUONTAL-lYNf 00 NOT TILOW"Aboo, 30.61 WK "y. SIM LOW STU 24 r61ON PMC 1AW... I - 3' YMICK 1/4ACRaRJ SC Lm &" W111 30 0A. dLV, "01 MRTJt. 3811 - OLMUm ISN IOC T—i l.l eNii3OEJ _ - eNACKC171 ATINam Y1'OS 3S.OA. wY. 3rtAnGD WIN OIIC S/1411-a/a' ua 3aacw SKw earto WRM a-+o.Mw, l0 3agWs Pa uTq f,l 71 (c.w ra IIMCIi wlacn, 61 ppI co o 111. RP0O'LL Gam. - ) pl 3{ CENTER! (:.000 ISI WK CONCRLTn ORONTO7/Ir I.pp, Round RVSMN 1'OP CGT O.YO BOM SKW LATCM tNWIS E., SWES 0/ STM SKI. 13 CA. GLV. STM MP G+E WNi WCNRONx ,...,. y "V. SML TIUCK /ASIWED tORoulA4RACK". LYDN PC•CN0R3 NIY K CR4WIK 13.G CAW. "m, M" ORACa13T4.4We, AT'N6 w (1) WTU. STU fAGAOI DOOR• OT RCO KR[D) TO.rRW 0C A / usN SNS LM JONt3• 1/1.44/e•SNE" M a fIWAK. ngW2011TK uAws Oo NOT TRACAf ATT ro -i1L71 eRADK((77 jof 1 ..3 N sGILW'S Ru ENO Wnoc SCRM3, iRAN3/OI LL10: w1111'OIK 1 . 8/e B0.T • NUT ( ourslDc I1CYC0 ON TWKI 1/.' 01,1 mcm HAA" [ NO (MO 3' DW SNORT•STW, 10 AAL SIM NOUXL 1 wrgGLLV. Shl ..e j uw,na.iVy, yµN WCYfOVM1D. P.E. LCH ASRNSB TO S INTER EBLEV^^N.-OL.Y"•• In f[cecN t.e FWAG P.C. INNS SONS 1wy T((4) 1 W/A' Wilmot WNOI1 - fiKL NORM WALYN PX jWWl Tau V.W .1/fK, I. i i W LOCK 4rA i a ;Tnu SO K r mQK O w OESION 2A05: +Z4.0 PSP dL -24,5 PSF TRACK ON TMC OCSION a TMC SUPPORTIO Sn1UCIURK 6ytMi bE TNc PtsroMsautr a TIK PRDIEsaorlK a TEST 1AA05: +38,0 PSP do -J7.0 PSF WNOLCOF "Opa RECORD IQ9 TNC su LDIO On STRVCIUK AND w ACCORD/ = 3- rN.L ..20 C.1 GLV. 941 U GM .UID 3UOE go W4 ouLMENr WYCIO ODOY.t MR TMS. La" USRD ON oqr eR wN aK N .I[ 1. w A 5-1-3-1 PATRIIN ((I.Cr iw0 u-Wq SBLL LOCX WGOC! THIS OWING. .0 eM A AAM wLYr PART NO.: - I• r/r ON earrou SCCTION, ONC V-wl on NCXT INTO VCRTQk - - KCf10/ 1 ETD,), EMI V -WI MAO= TPACK. ONC 1101100 VAw1S SIaW OVIRn17R ,}12 B ylw( SL Sli{/ 100 rwTTM1aa3/.' sW TAFN4 rpm LOCK Ov C—U.A"/A PMAry +a .w« , T Cintinnott 45PO2 aCUPAYW{DY.O rP00 Cf3 ao; TOLERANCES .. IDEAL40 RGI. C LDCARWL . of - w enM.w. nv.11, w nwr'rr W eB 4Bm moYn. 'Tai Nva i -$i3-)12-3319 a.r..a N.P. rW.PI«;. .0 #.03 wN« oo . t.o)s Ecnoil„ y;lnr oNw1 allwl q..+....,,wlt i.Kn DESCRIPTION: NODEL 6R5T W4_ 16-0 K 8-0: 24/-Z4.5 DESIGN {,GAD s oti dKv, a eoTroN wtKR. N:•,y 0•« 0000. t;001 DRAWN BY: 'BAIAI DATE: 4/18/00 SCALE: NTS ADWG. A1TAC11(D v. (art1) j144/4' ShW MCK SCR WL .. Wr rMwwy VMMron, R Awwmm a,Rulom / i/1 oayn4R 2 sI/2' CHECKED'. BY: ,Nww DATE: _4/18/00 SHEET ) OF 1 S1E L.. i LANK wGMCN"Rv, ,/ Third A49 + - UnWS 914ted. OOlawb. Pro)Retion 01hosN3ww Am w Dana. OW0, NO.; 102138 REV. NO. 1 3 2 •T ;•sd' , J''1>f' 1 iT5! JJ1 Le 0 A 1 I if I"'= II I I I l2 ty' A 70n wM IEND A19/TEOSTILU T00- L-gHM 10C. i7YfOW TC1 4orroa 1 TION NOM O OTw WSTAIWUPA CmM WO D la oA. DIV. Kruo 44101". IAfISIT Ra w000 UW M7N O) 8/II'.I-d/4ip . WOOD LM KAL'Mi. d= DOVSU T41CK Lam AVAAA0. 0 Ai AN OP1KN1 8 GT 7 1' dKV. 9 %I TACKK, r"9TWCN/K t .OW' M. I-1/S'P 13 el GLV. iTS6 74101 4AACN3T, 1) TWA MACKCT3 ICN SOC. tJI Tar MAExR 6 0 6 C 00 4 1 NON30MK 1MmCKuelr ra,c. LCW. w.romu nnlVw IIMf/ 4' L1CCr u"K SePpS O 4 re, ew n nt T .•.7 SCA 17 Yf1 MILAN. IS PA. I lnulNYtT. Muv!r Nnit 1! _. 1 W 17 1 0.. uW. Sr . POOR V0 TO 7'-p' NqM OONssIST W i) yC`OCTTgNi(iNOWN)). FROM?FRANC O ON WIN, SuRIAGt wALIp RL'OLNIm. W SCREW! WY K CCLAfTOIl1IIK POOR O'IfR 7'.D MGM•CON31dr or (4S SCSCTIOMi (NOT fIgWM). (our NOr RCOlNED) TO PR0A0[ A fU,Sl4 wxwn a "OP WULOINd BY OpOR'"mum (TO SVR) WWXL. NORUONTAL-lYNf 00 NOT TILOW"Aboo, 30.61 WK "y. SIM LOW STU 24 r61ON PMC 1AW... I - 3' YMICK 1/4ACRaRJ SC Lm &"W111 30 0A. dLV, "01 MRTJt. 3811 - OLMUm ISN IOC T—il. l eNii3OEJ _ - eNACKC171 ATINam Y1'OS 3S. OA. wY. 3rtAnGD WIN OIIC S/1411-a/a' ua 3aacw SKw earto WRM a-+o.Mw, l0 3agWs Pa uTq f,l 71 (c.w ra IIMCIi wlacn, 61 ppI co o 111. RP0O' LL Gam. - ) pl 3{ CENTER! (:.000 ISI WK CONCRLTn ORONTO 7/Ir I.pp, Round RVSMN 1' OP CGT O.YO BOM SKW LATCM tNWIS E., SWES0/ STM SKI. 13 CA. GLV. STM MP G+ E WNi WCNRONx ,...,. y " V. SML TIUCK /ASIWED tORoulA4RACK". LYDNPC•CN0R3 NIY K CR4WIK 13.G CAW. "m, M" ORACa13T4.4We, AT'N6 w (1) WTU. STU fAGAOI DOOR• OT RCO KR[D) TO.rRW 0C A / usN SNS LM JONt3• 1/ 1.44/e•SNE" M a fIWAK. ngW2011TK uAws Oo NOT TRACAf ATT ro -i1L71 eRADK((77 jof 1 ..3 N sGILW' S Ru ENO Wnoc SCRM3, iRAN3/OI LL10: w1111' OIK 1 . 8/e B0.T • NUT ( ourslDc I1CYC0 ON TWKI 1/.' 01,1 mcm HAA" [ NO ( MO 3' DW SNORT•STW, 10 AAL SIM NOUXL 1 wrgGLLV. Shl ..e j uw,na.iVy, yµN WCYfOVM1D. P.E. LCH ASRNSB TO S INTER EBLEV^^N.-OL.Y"•• In f[cecN t.e FWAG P.C. INNS SONS 1wy T((4) 1 W/A' Wilmot WNOI1 - fiKL NORM WALYN PX jWWl Tau V. W .1/fK,I. i i W LOCK 4rA i a ; Tnu SO K r mQK O w OESION 2A05: +Z4.0 PSP dL -24,5 PSF TRACK ON TMC OCSION a TMC SUPPORTIO Sn1UCIURK 6ytMi bE TNc PtsroMsautr a TIK PRDIEsaorlK a TEST 1AA05: +38,0 PSP do -J7.0 PSF WNO LCOF "Opa RECORD IQ9 TNC su LDIO On STRVCIUK AND w ACCORD/ = 3- rN. L ..20 C.1 GLV. 941 U GM .UID 3UOE go W4 ouLMENr WYCIO ODOY.t MR TMS. La" USRD ON oqr eR wN aK N .I[ 1. w A 5-1-3-1 PATRIIN ((I.Cr iw0 u-Wq SBLL LOCX WGOC! THIS OWING. .0 eM A AAM wLYr PART NO.: - I•r/ r ON earrou SCCTION, ONC V-wl on NCXT INTO VCRTQk - - KCf10/1 ETD,), EMI V -WI MAO= TPACK. ONC 1101100 VAw1S SIaW OVIRn17R ,}12 B ylw( SL Sli{/ 100 r wTTM1aa3/.' sW TAFN4 rpm LOCK Ov C—U.A"/A PMAry +a .w« , T Cintinnott 45PO2 a CUPAYW{DY.O rP00 Cf3 ao; TOLERANCES .. IDEAL40 RGI. CLDCARWL . of - w enM.w. nv.11, w nwr'rr W eB 4Bm moYn. 'Tai Nva i -$i3-)12-3319 a.r..a N.P. rW.PI«;. .0 #.03 wN« oo . t.o)s Ecnoil„y; lnr oNw1 allwl q..+....,,wlt i.Kn DESCRIPTION: NODEL 6R5T W4_ 16-0 K 8-0: 24/-Z4.5 DESIGN {,GAD s oti dKv, a eoTroN wtKR. N:•,y 0•« 0000. t;001 DRAWN BY: 'BAIAI DATE: 4/18/00 SCALE: NTS ADWG. A1TAC11(Dv. (art1) j144/4' ShW MCK SCR WL .. Wr rMwwy VMMron, R Awwmm a, Rulom / i/1 oayn4R 2 s I/2' CHECKED'. BY: ,Nww DATE: _4/18/00 SHEET ) OF 1 S1E L.. i LANK wGMCN"Rv, ,/ Third A49 + - UnWS 914ted. OOlawb. Pro)Retion01hosN3wwAmwDana. OW0, NO.; 102138 REV. NO. 1 3 2 • T ;•sd' , J''1>f' 1 iT5! JJ1 Le 0 A DFL OFSICNATx)N Thermo—Tru M—Swing Door Wood %romes System 1 r 2 FIRRINOMASONRY Single up to 3'4 x B'0 w/wo sidev'fes Double up to 8'4 x 8.0 w/wsidWOV LNUL U -SAM E• GONFt 1 .nor+4 x, ox. X0. 0x0, V, OXXO CbyMIAI. nES.RIPTION' The head and side jambs an Fingstjoint pine t • J measuring a min. 4-9/16• with a '/2• robbeted stop. r PFN WS 4 . v 1Iy1 1 rt/2' DRYWALL TYPE ANCHOR R Yi 5 3 tom td7FFsd2B i tr tNfONRY trail iX BUCIt y• I r L MAX. I 2x Kock—,':•• ger.•. . ' • • • .. t., Mrd t j. fTYPE SHIMSHIN SPAC '•• wvER1M.LL SIDE .MMB sw wN„ ac 4Ir a12' 1. PIH W7 is b oj.!_ 1EA0 JAMB YV"r-1. SOC VM8.VM8 and when pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildings r'kt,. and Other Structures do not exceed the design pressure ratings listed herein. fHu oF i: 4. S'' t/2- UlYWALL 2X h*( ffiFBm 1 r 2 FUVbNG QF9lGN-PRMURE RATING: Single Positive. 67.0 PSF Negative 87.0 PSF Single with Sidellies Positive 60.0 PSF Negative 60.0 PSF Ooubis w/wo Sidelites Positive 47,0 PSF Negative 47.0 PSF MAI( 1s' O.C• 3/1 s• TAPCON TYPE ANCHOR ELCO TAPCON OF' EOl1AL 2• DRYWALL 1 r 2 FIRRINOMASONRY 233 LB. SHEAR RATING) v 3/16' TAPCON • •' n :s •.''• (Ser note 2) \ • .. LNUL 4T—APCON 8 x 2-1/2• t • J 1 a PFN WS 4 . v 1Iy1 1 Ser nob 2) NERD .Lwe Yi 5 l0 1x sue—eucx tom td7FFsd2B i 1/2• DRYWALL iX BUCIt MIN. Cj O=n Qp IA O 4 W ^ n L M L% J m L QLU G cn W y p OS 2 O 3 U (n z 1 Q z ewtDu+o COMlVlTAN13, INa 813.884.3831 DWG. BY: W.LN. CNK. BY: R.W. DRAWING NO.: . T-02201 3.W I OF 1 233 LB. SHEAR RATING) v 3/16' TAPCON • •' n :s •.''• (Ser note 2) \ • .. r ' 1•t t . 8 x 2-1/2• t • V `! s' 1 a PFN WS 4 . v Yi 5 tom td7FFsd2B i 4,+ t e• J/18• TAPCON y• I r L MAX. I ANCHOR 3• t j. fTYPE SHIMSHIN SPAC '•• wvER1M.LL SIDE .MMB sw wN„ ac 4Irmhol,Jam; 1. This system has been evaluated for use in locations cdhering to the Florida Building Code >, YV"r-1. SOC VM8.VM8 and when pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildings TO 2X SM—B= 1 1/4* WK, and Other Structures do not exceed the design pressure ratings listed herein. fHu 2. For installations where the sub -buck is Mss than 1-1/2• (FBC section 1707.4.4 Mchoroge Methods and sub—sections 1707.4.4.1 and 1707.4.4,2) Topoon type concrete anchors must be used and the length must be such that a minimum 1-1/4• engage rent of the Topcon into the masonry wall M obtained. MIN. Cj O=n Qp IA O 4 W ^ n L M L% J m L QLU G cn W y p OS 2 O 3 U (n z 1 Q z ewtDu+o COMlVlTAN13, INa 813.884.3831 DWG. BY: W.LN. CNK. BY: R.W. DRAWING NO.: . T-02201 3.W I OF 1 YC9EL DESI(.Y4,tilONr - Thermd-Tru Out-Sdrp Door Wood I'romes System - E!3tGN PRESSURE RATING: WUN OVERALL NOMINA l 3 MIAx 16' O.C. Single Positive 67.0 PSF Negative 67.0 PiF21<1fSingle up to 5'4 x 6'0 r/ro sJdd'tu Double up to 6'4 % 6'0 also sldeRtu .' -4 •. Single with Sidelites Positive 60.0 PSF Negative 60.0 PiF ilvatc CWFIGURATIONS X. OX, X0. 0X0, lot. OXXO Double w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF CENeRAL DESCRIPTION: The hood and side jambs ore fingerjoint One measuring a min. 4-9/16' with a 1/2' robMted stop. MASONRY LINTEL 1 z 2 FlRRINC ORYWALL . T JMOWR a N jBx2.- T PFH NERD JAN8 Y41c ATAPCON NCHOR T i 2: 1.73 SNIP SPACE T a CRL4t't, 1.15' NqL s•.• •;."•'.. MAX25' _ SHW SPACE' and Other Structures do not exceed the design pressure ratings listed herein. EDHEADUB-JAMB NO iX SBUCK rS'PFH W'S Y41c ATAPCON NCHOR MAX 18' O.C. 3/16' TAPCON TYPE ANCHOR ELCO TAPCON OR EQUAL 233 L9. SHEAR FATINO) 31 T i 2: 1.73 SNIP SPACE 0 a 3/16' NAPCON J 1FD1:-,' YIN. MAX 18' O.C. 3/16' TAPCON TYPE ANCHOR ELCO TAPCON OR EQUAL 233 L9. SHEAR FATINO) 31 T ar 2: int 1, This system has been evaluated for use in, locations adhering to the Florida Building Code SNIP SPACE EXFERM DRYWrLI 3/16' NAPCON J y{ TYPE ANCHOR IX B and Other Structures do not exceed the design pressure ratings listed herein. EDHEADUB-JAMB NO iX SBUCK MASONRY l,4liE1 1 1 i1RRWC r s 014 Of 3/16' 14PCON TYPE ANCHOR IX BUC< 25' MAK, •f•'`••:' SHIN SPACE r .' t.25' Y1!!. L101. l • iXMWR •.. 3/16' NAPOON ' `. •t TYPE ANCHOR INTERIOR 13' YIN C -$INK 1 % L PRRINC DRYWAII G VERTICAL SHOE JAM 1x BUCK TO 1X Sue -BUCK iNTERIOR 1 s 2 FlRRING int 1, This system has been evaluated for use in, locations adhering to the Florida Building Code i' 15' YW.\ C -SINK DRYWrLI and when pressure requirements as determinso by ASCE 7 Minimum Design lootls /or Buildings y{ IX B and Other Structures do not exceed the design pressure ratings listed herein. c VERTICAL SIDE MBTJA 2. For installationswMre the sub -buck Is less than 1-1/2 (FRC section 1707.4.4 Anchorage Methods d.•'• .. TO 2X SVB-BUCK and iub-sections 1707.4.4,1 and 1707.4.4.2) Tapcon type concrete anchors must be used and the length must W such that o minimum 1-1/4' engagement of the Topcon into the masonry wall is obtained. J. When using a 1X sub -tuck a 6-9/16' jamb is required to allow for min. edge spacing for Topcon type onchom, ttf d. t j jt 14 A C J v v yy euaa++c aNSULTANta. WC 513.684.3631 DATE: 4/3/02. SCALE: N.T,S, DWG. BY: W.L.N. CHK. BY: R.W. DRAWING NO.: T-02203 1"W 1 or 1 Thermo—Tru In—Swing / Ott—Swing Door Wood Frames System OFSIGN PRESSLIRE. RATING: MAXIMUM OVERALL NOMINALSIZE: Single up to 54 x 8'0 si/wo sidelites Single Positive 67.0 PSF Negative 67.0 PSF Double up to 8'4 x B'0'v./wo sidelites Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF j,e ECONFIGURATIONS: X. ox, x0, Oxo, XX, UXXO Doublt' w/wo Sidelites Positive 47.0 PSF Negative 47.( PSF cENER L DESCMPTION: The head and side jombs one fingerjoint pine measuring o min. 4-9/1E• with o 1/2• rabbeted stop. 4. DOUBLE 2x f 'r HEADER ao• 1/2 DRYWALL e.0• SNFA71eN0 s.o• i.":.,• o I a ILL zo' ao- 1 DOORSINGLE V STUD 2X JACKSTUD PM 1/2' DRYWALL r 4. t LA If y e .2 SO• 30 PIN ws I ta ena u• uw. c-swx 25 . I" sMw MWE vunrx SOE .wre 1.1s' uw. EMB: SHEATHwO L14• TYPI sIRL II ii SINGLF OR DQUBLF DOOR WITH SIDEt ITES a Ne)Tii T This system hos been evolucted for use in locations adhering to the Florida Building Code and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildi.T;a and Other Structures do not exceed the design pressure ratings listed herein. L. . Z r. O Nop y0 T z I q O e a N n V ri oqw U WVl W qO 3 U p VZ O In zd. 3 Iz SULD eaNaULTAMTs. INa 6, 5.68.3831 DATE 4/3/02 SCALE N.TS Owa. BY: M.L.N Cwl BY: R.W. DRAWING No: T-otxot swar + a + e.0• s.o• ao' zo' ao- 1 L14• TYPI sIRL II ii SINGLF OR DQUBLF DOOR WITH SIDEt ITES a Ne)Tii T This system hos been evolucted for use in locations adhering to the Florida Building Code and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildi.T;a and Other Structures do not exceed the design pressure ratings listed herein. L. . Z r. O Nop y0 T z I q O e a N n V ri oqw U WVl W qO 3 U p VZ O In zd. 3 Iz SULD eaNaULTAMTs. INa 6, 5.68.3831 DATE 4/3/02 SCALE N.TS Owa. BY: M.L.N Cwl BY: R.W. DRAWING No: T-otxot swar + a + THERMA TRU® FIXW0WMASSICIP15IOOTHSTAR'Mw"SWOLEANDMANS W/d WKxlrSIDEIRE& INSULATED R89ROLASS DOOR mTH WOOD FRAME& I 1. THIS PRODUCT IS DESIGNED To MEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR M"I-RADE COUNTY. 2. WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE I- 5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR MWMI-DADE COUNTY. 6. MIAMI -RADE APPROVED IMPACT, RESISTANT SHUTTERS esrc REQUIRED FOR SIDEIITES ONLY. 7. SIDELITES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. RESILQENTIAL INSULAT D FIBERGLASS p00R ommon to all trome conditions) Door do Sidelite Leat Construction: Face sheets: Fiberglass ovg. min. yield strength Fy(inin.)-6,000 psi SmoothStor - 0.070 minimum skin thickness FiberClossic` 0.110" minimum skin thickness Cote.. design: Polyurethane foam core. withl.9 tbs. density by BASF. le truefia^: Thepa el skin is constructed from a 0.070' thk. u€ig epmpouno (SMC . The interior cavity is riled with 1.9 lbs. density 86SF poyurethone foam. The porid face sheets, are glued to thewoodstileopalolls. Thy `VL latch stile s ranforced worth a wood lgcl blockmeasuring2175x14.0. long of the strike and deodboll kxabon Ire large stie is Finger Jointed Pine and the top and bottom rail on of o wood composite material. In the double door.opplication the inactive door is rifted with an extruded aluminum Gerogol (Wind )amber 9) of 6063-T6 allay. Femme C The from is constructed from ri ger joined p ne. Theetaern'aja the side pmlas with (3) 16gm 1%2 crownx 2 long stopks at each side. The mullions are secured together in a siderite application using /8 x 2' king PFH Wood Screws (6) screws per each mullion. The units use on Inswing Saddle threshold measurwg 5.75' x 1.548'. i C 1 : The sidefile panels are sandwich Oozed usi o two Piece Tgip—I eyy ore dry glazed on the exterior with on t/8' thk cellular togaMrt a it o t/81x Tp & bngk P oscrn with cam The Re Iremes are held I Lm. 37.5 MAX. 105.5' MAX. OVERALL FRAME '.WIDTH OVERALL WIDTH 36.625' MAX. 15.5' MAX.Z w36" MAX. _ PANEL WIDTH FRAME WIDTH PANEL WIDTH - W/ASTRAGAL F - NI13.75" MAX. Q 00 WIDTH ¢ o p alp 7.125' MAX. + Z D.L.O. WIDTH S 5 W 2 M} t OUJ0 Lu _ } j Cr0Wcooae O a o nto .0z N } } Ob Z Gp J Q2 UpVf IGIF INSWING UNR DOUBLE W/SIDELITESINSWING UNfT. _ 74.5" MAX. OVERALL FRAME WIDTH ALL MOOELS 68.5' MAX. OVERALL. WIDTH v S 36.625" MAX. ARE HEWED 36" MAX. 15.5" MAX.y` ydp y PANEL WIDTH FROM INTERIOR PANEL WIDTH FRAME WIDTH 0 Go I W ASTRAGAL 13.75" MAX. a 7 ® ® ® ®_ ® WIDTH m 7.125" MAX. D.L.O. WIDTH C LUU a J } G 4 0 9 0 J X e O n } Xa } pz NaJ euIldlNc ON6ULT/J/75. INC SINGLE W/S1DELfTES INSWING UNIT lSt3.684.3ti31 DOI IRI F INSWING UNIT __ ..,,.... DESIGN PRESSURE RATING UNIT TYPE WH WA IN IL ION REQUIREMENT IS NOT NEEDED SINGLE + 67.0 PSF - 67.0 PSF, DOUBLE + 55.0 PSF - 55.0 PSF SINGLE WITH SIDELIT S + 55.0 PSF - 55.0 PSF F.® Bs0aJLYIA N TJH j/ cNx. W. RW MA V j j crag' T72151 S O.! ti TABLE OF CONTENTS DESCRIPTION TYPICAL ELEVATIONS B GENE NOTES ICAL CROSSSECTIONSHORIZONTALTlk CROSTIONSHORIZONTALCROSSSECTIONSQNOTES ANCH G LOCATIONS k AILSANCHORINGLOTIONShGLAZINGDETAILS UNIT COMPONENTS BILL OF MATERIALS do UNIT COMPONENTS I Lm. 37.5 MAX. 105.5' MAX. OVERALL FRAME '.WIDTH OVERALL WIDTH 36.625' MAX. 15.5' MAX.Z w36" MAX. _ PANEL WIDTH FRAME WIDTH PANEL WIDTH - W/ASTRAGAL F - NI13.75" MAX. Q 00 WIDTH ¢ o p alp 7.125' MAX. + Z D.L.O. WIDTH S 5 W 2 M} t OUJ0 Lu _ } j Cr0Wcooae O a o nto .0z N } } Ob Z Gp J Q2 UpVf IGIF INSWING UNR DOUBLE W/SIDELITESINSWING UNfT. _ 74.5" MAX. OVERALL FRAME WIDTH ALL MOOELS 68.5' MAX. OVERALL. WIDTH v S 36.625" MAX. ARE HEWED 36" MAX. 15.5" MAX.y` ydp y PANEL WIDTH FROM INTERIOR PANEL WIDTH FRAME WIDTH 0 Go I W ASTRAGAL 13.75" MAX. a 7 ® ® ® ®_ ® WIDTH m 7.125" MAX. D.L.O. WIDTH C LUU a J } G 4 0 9 0 J X e O n } Xa } pz NaJ euIldlNc ON6ULT/J/75. INC SINGLE W/S1DELfTES INSWING UNIT lSt3.684.3ti31 DOI IRI F INSWING UNIT __ ..,,.... DESIGN PRESSURE RATING UNIT TYPE WH WA IN IL ION REQUIREMENT IS NOT NEEDED SINGLE + 67.0 PSF - 67.0 PSF, DOUBLE + 55.0 PSF - 55.0 PSF SINGLE WITH SIDELIT S + 55.0 PSF - 55.0 PSF F.® Bs0aJLYIA N TJH j/ cNx. W. RW MA V j j crag' T72151SO.! ti z 29 O..:O o• 38 N 42 G C ONSZY o: b in 1F z 29 O..:O o• 38 N 42 G O; o ONSZY o: b 6 x N a a0.. . O '.. o' in IU 1 o r o• a SEE NOTE 5 SHL 4 o 00" O N 1.68" MIN. O' ':.: o , PANEL TW. o.'. o. O.' 2 O Oo S NOTE 1 8 O 5 C3 0 11 co 5' IN. a z 29 O..:O o• 38 8 42 G O; o OVI Nn I 33 o: b 6 x a a0.. . O '.. o' I aANTEROREXTFRuxzb: o r o• a SEE NOTE 5 SHL 4 o 00" O N 1.68" MIN. O' ':.: o , PANEL TW. o.'. o. O.' 2 O Oo S NOTE 1 8 5 C3 19 L 11 z 29 O, 42 G O rH 6 N Z o co 1 C) 00 LLY Q= 1 cc 8 aLu O lcLl OG 00 r\ a i 813.684.3831 mre 08/10/0 svu:1 /2 = opo. er; TJH n' j ( 11M' OK er. RW fi iI.1!lJ'V)Dk BL Ill o.A Z S 2.151 sNccr a 7 y 29 42 OVI Nn I 33 O Q •Da 43a0.. . 34 o r o• a SEE NOTE 5 SHL 4O..• p U 2 41 S NOTE 1 SHT. 4 C3 5' IN. a GLASS THK. o J EXTERIO INTERIO o to 0 25 0 FOAM GASKET doN w SILICONE CAP BEAD O p, 0 6 oO O 1.68" MIN. 1 O • ..' . PANEL THK. n rH 6 N Z o co 1 C) 00 LLY Q= 1 cc 8 aLu O lcLl OG 00 r\ a i 813.684.3831 mre 08/10/0 svu:1 /2 = opo. er; TJH n' j ( 11M' OK er. RW fi iI.1!lJ'V)Dk BL Ill o.A Z S 2.151 sNccr a 7 y SEE NOTE 2 SHL 4 z TE XZ e ASTRAGAL RETAINER a BOLT 8.0• LG. TOP, SILICONE CAP BEAD BOTTOM (2) BOLTS En AT TOP k (2) AT BOTTOM 1HogjZONTA, ROSS SECTION 3 O ASTRAGAL 1.15' MIN. EMB. f-.25" MAX. SHIM FOAM GASKET & SILICONE CAP BEAD SEE NOTE 6 SHT. 4 7 SHT. 4 2 ROSS SEC710P 3 O HINGE JAMB TO SIDELITE AV `c RrAINIUFACTURER M ! 8 ZW r\ O 000N OMN ZOn U-) Owo 3Q00 O i TE XZ z FOAM GASKET Ec v c o WSILICONECAPBEADEn Ix.'o x25 O136 9 SE NOTE 1 v0 SIDELITE TO BUCK SEE NOTE 6 SHT. 4 7 SHT. 4 2 ROSS SEC710P 3 O HINGE JAMB TO SIDELITE AV `c RrAINIUFACTURER M ! 8 ZW r\ O 000N OMN ZOn U-) Owo 3Q00 O i NOTE 1 4 F V// 9u4DINc DNSULTANTS. aNc 813.684.3831 2 08 10 01 t 1/2• Wr i' a. - Till K. 9Y: RW wwc ND.: S-2151 EET 3a8 TE XZ z FOAM GASKET Ec v c o WSILICONECAPBEADEn Ix.'o x25 NOTE 1 4 F V// 9u4DINc DNSULTANTS. aNc 813.684.3831 2 08 10 01 t 1/2• Wr i' a. - Till K. 9Y: RW wwc ND.: S-2151 EET 3a8 NOTES: 1. SPACING FOR ITEM NO. 41 (UTE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5.5", 16.57. 27.5. 38.375•, 49.375" & 60.375. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125• W FROM EACH CORNER. 2. SPACING FOR ITEM NO. 27 (/8 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1". 3. 5". 18.25 40.5', 59.257, 74.25. 76.25• h 78.25. 3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH 3) 16GA x 1/2' CROWN x 2' STAPLES AT BOTH SIDE. 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH 2) 16GA x 1/2' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (18 x 2' PFH. WOOD SCREW), THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.5, 31", 48.5" 66. THERE ARE (2) AT THE HEADER AT 4" IN FROM THE OUTSIDE CORNERS OF THE FRAME THERE ARE 2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR ITEM NO. 43 (18 x 2' SCREW) SECURING THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' O.C. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE ITEM NO. 12 (110 x 2' SCREW). WHEN ATTACHING THE HINGE TO THE JAMB AND THE SIDELTE AT THE MULLION USE ITEM NO. 37 (110 x 1 3/4" SCREW). SEE NOTE 5 SHT. 4 O . .: 1.15" MIN. 4',0 ., d • 1. 15' MIN. EMBED. z EMBED. 15" MIN. 13 •' Z WO5 15" MIN. C—SINK CNP0CN II e; 0 OD 8 aZOM EXTERIOR Z Y 1 57 O S L0 8 7'°7d 000 30 6 a 10 3 X RIO00kosEi coo 1CIIERLQR 4 NOTE g ><Z p 13 6 26 9 7 SHL 4 c S Z3 21 31 1 ' ra, Z 2 25' MAX. U O Y X41i>3 25' MAX. th 18 ^ a 4 HINGE JAMB TO BUCK, SHIM SPACE p` ! ZOo SHIM SPACE IN10 S z1Ig..pSEENOTE s g 6 SHL 4 R P: 1 4 LATCH JAMB TO BUCK, FOAM GASKET do35 SILICONE CAP BEAD, 43 a m NOTES: 1. SPACING FOR ITEM NO. 41 (UTE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5.5", 16.57. 27.5. 38.375•, 49.375" & 60.375. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125• W FROM EACH CORNER. 2. SPACING FOR ITEM NO. 27 (/8 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1". 3. 5". 18.25 40.5', 59.257, 74.25. 76.25• h 78.25. 3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH 3) 16GA x 1/2' CROWN x 2' STAPLES AT BOTH SIDE. 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH 2) 16GA x 1/2' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (18 x 2' PFH. WOOD SCREW), THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.5, 31", 48.5" 66. THERE ARE (2) AT THE HEADER AT 4" IN FROM THE OUTSIDE CORNERS OF THE FRAME THERE ARE 2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR ITEM NO. 43 (18 x 2' SCREW) SECURING THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' O.C. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE ITEM NO. 12 (110 x 2' SCREW). WHEN ATTACHING THE HINGE TO THE JAMB AND THE SIDELTE AT THE MULLION USE ITEM NO. 37 (110 x 1 3/4" SCREW). SEE NOTE 5 SHT. 4 3 I 4 ® STRIKE JAMB TO SIDELTTE NAM" 813.664,3651 O . .: 4',0 ., z 36 U 41 z SEE NOTE 1 ^ a SHT. 4 3 I 4 ® STRIKE JAMB TO SIDELTTE NAM" 813.664,3651 n J L Y 10 6" 6 {" l 3ESHL 4E h (A 13 . v) w 0!3 TYP. a40- UnLn _ C- ' InSEEDETAIL N n " D" 'E" SHL 5 13 N 1SEEDETAIL 'C' -C• TYP. •D• G' SHL 5 — 3' 4"3• 6" 6' 6' F 3- 3 3' MTRAL a" LOR A Bo O,,,&Fv SING DOOR DOUG F DOOR W/SID rri-- C.x 7r—) MASTER A 0.357' BOLT DEEP ENOUGH FOR A 2" 13 BOLT THROW 12 10 0 13 c c 13 10 0 10 DETAIL 'F" DETAIL 'H" ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL "E" STRIKE PLATE TO TO FRAME DETAIL "G" AT THE THRESHOLD SEE NOTE 4 SHi. 4 w r\ 04 0 0 0o000 O=N n LL; L in OUJ, 000 Gon cD F % w 9 J1601No DNsulTMRS. Nc 813.684.3831 n:: 08/1 01 uc N.T.S. Go BY: TJH K BY.. RW AMNO NO.: S-2151 m 5 or 8 SEE DETAIL 'F' SHL 5 4 6.6' 6' 3. 3' 6' 6" 6" 3' I A I 13 I TYP. I I I TYP. A SEE DETAILSEENOTE I 3 SHT. 4 — SEE NOTE F" SHi. 5 SEE DETAIL 6 SHL 4 SHL 5 SEE NOTE TYP• 13 SEE DETAIL G' SHL 5 6 SHT, 4 — TYP. I - SEE DETAIL 13 SEE NOTE 3 H' SHE 5 D TYP.4 SHL 4 D- 14 14 14 n J L Y 10 6" 6 {" l 3ESHL 4E h (A 13 . v) w 0!3 TYP. a40- UnLn _ C- ' InSEEDETAIL N n " D" 'E" SHL 5 13 N 1SEEDETAIL 'C' -C• TYP. •D• G' SHL 5 — 3' 4"3• 6" 6' 6' F 3- 3 3' MTRAL a" LOR A Bo O,,,&Fv SING DOOR DOUG F DOOR W/SID rri-- C.x 7r—) MASTER A 0.357' BOLT DEEP ENOUGH FOR A 2" 13 BOLT THROW 12 10 0 13 c c 13 10 0 10 DETAIL 'F" DETAIL 'H" ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL "E" STRIKE PLATETO TO FRAME DETAIL "G" AT THE THRESHOLD SEE NOTE 4 SHi. 4 w r\ 04 0 0 0o000 O=N n LL; L in OUJ, 000 Gon cD F % w 9 J1601No DNsulTMRS. Nc 813.684.3831 n:: 08/1 01 uc N.T.S. Go BY: TJH K BY.. RW AMNO NO.: S-2151 m 5 or 8 i E" SHT TYP. CENTRAL I ILc .,_..: Tho cG . A. K . j,\NfJjFA-C TN I SEE DETAIL F' SHL 5 p-t, IEzi FILE # r----- na It i li l 6' 3" b' 6. - 3 6' 3. 36. 63' 3• 6' --1 3' r 1 1 I 1 I I I 13 I-_ SEE NOTE I - - 73 i Typ, 3 SHT. 4 SEE NOTE SEE DETAIL n 3 SHT 4 - SEE NOTE - 6 SHT. a F' SHT. 5Typ— o SEE DETAIL — C' SHT. 5cr _ SEE DETAIL SEE DETAIL Typ, v) j• E SHT. 5 5 N SHT. 5"1 13 1 TYP. J- SEE DETAIL "K". M. -K' TYP. r. • M• SEE NOTE "C' SHT 5 14 14 14 — 4 SHT. 4 — TYP. 14 M. I 3 --i F- 3` 3` i-- 6' 6' 6 " 3• SEE NOTE 3-6 6' 3' 14 4 SHT. 4 6' 3" TYP DOUBLE DOOR SINGLE DOOR W SIDELITES 453" GLASS r efTE 1 1—.463' CLASS SITE EXTERIOoQ" 1/8" TEMPERED GLASS. 25'AIR GLASS Qe'• 25' AIR SPACE o SPACE z25 Y 1/8" TEMPERED O ..O1/8" G LASS 36 rSEENOTE 41OTE 1 25" STEEL INTERCEPT 5' Tr'M LITE INSULATED FRAM SHT. 4 GLASS W/ GLAZING DETAIL SPACER J _ 1/8" TEMPERED n J Ln ImKd3 r, < NSVLTAMTS. INC 813.684.3831 we 08/10/01 scar: N.T.S. DM UP TJH cww BY. RW pwnmG NO- S -2151 sNm 6 or 8 GLASS. 25'AIR SPACE O ..O1/8" rSEENOTE TEMPERED GLASSINTERIOR 36i25" STEEL INTERCEPT 5" INSULATED RTS LITE 'FRAME GLA55__W/ GLAZING DETAIL SPACER n J Ln ImKd3 r, < NSVLTAMTS. INC 813.684.3831 we 08/10/01 scar: N.T.S. DM UP TJH cww BY. RW pwnmG NO- S -2151 sNm 6 or 8 4.563' T In N Obi. n 20 2 WOOD FRAME 3 FINGER JOINTED PONOEROS4 PINE 1.92' 1.734' O Q 28 ILL 4 x 4 STEEL DOOR HINGE ro f vn jam-1.077"- 'D 1.531 " 42 FINGER N O 526' 1.232' 33 , PLASTIC LIP • LITE ERAME FXTRIIDED BTS 2.141 F691 el nrt L INSWING SIDELJTE 15 BOTTOM BOOT 0.09" EXTRUDED VINYL WALL O Lel T` K ,aJft`t H ViL o rT r E,'1 I 1 .E1i,TL J .: ) N i" 01 T- -1.531MM0m117OP QIL WOOD COMPOSITE 1.077" -{ EZyT 1.531' --- gIQFl fTF BLANK SIDE STILE 36 FINGER JOINTED PONDEROSA PINE 1.264' 0 7f N ^ h N cr_ i TO SIDE STILE COMPOSITE n n ch — j— TT N 1 1.531 ` --moi O4 FC, WOOD HINGE SIDE ST1L_E T 5.75- j tnaco N 1.531' -- :' ,.: :'.':...''• 1 FG BOTTOM RAIL . n SFI F 4n lUSnh'C SADDLE THRESHOLD 19 WO00 COMPOSITE md1 11A!IN11L /NYL .045" WALL 4UM. 080" THK, WALL VINYL TYP_. L F— 1.531' I 1 rn . O11 SS BOTTOM RAIL e W0O0 COMPOSITE "q 8 O cco Roo20^ 10 8so"' o W O co 3g aZ ... 11-11-1vF -- 2.375' 1 a j— 30 WOOD LOCK BLOCK FINGER JOINTED PONDEROSA PINE euawF CONSULTAHIS._M B 13.684.3831 CAM 08/10/0 s N.LS o". er: TJH CHIC. Ff.. RW onrrn c a: S-2151 5M °f = ml I QFSCRfPTION FSERCLASX NDOOR . 110' MIN. ith yield strengihmin 6 BY FlBERCIASS TOP RAIL (1.531- x .94 TFERMA-TRV WOW COMPOS RE WOOD C%*D9T1E 3 FC. LAMN Sil£ -TRU WOOD Ct WWM 1-531'x 1.209 MvaD calPusnE 4 M. :. STR - POVERW PIE 1.531- x 1209 WOOD 5 FC, BOT= RAll 1.531 It 125 BEIBM-TRU HOOD COMPOSITE MOOD CO m9ff 6L 1.91bs. S FOAM 7 SNORT REICH COMPRESSION WEIITERSTRIP -TRU FOAM 8 l COMPRESSION THERSIRP - FOAM 9 10 4 4 HINGE .097 THK. ERMA-TRU 10 x 314- . PFH WOOD to Forme STEEL 11 SS BOfNY Rli 1331 r 9l TH]7W-iRU ltl>OJ MOUO 1 1 10 x I.G. WOOD SCREW 8 x 2 1 G. PFHD SCREW STEL STEE 14 16 TAPCON ANCHOR ELCO 2.0 MIN. LG. STEEL 1 I R B OM BOOT .090 EXTRUDED VINYL 16 2x INNER WOOD BUCK WOOD 17 MAX 114' SHIM MATERIAL. WOOD IS 1 KWIKSET IRAN 700 SERIES PASSAGE LOCK ALUM. D 0 x _ WOOD 21 x WOOD x' N KWIKSET TITAN 700 SERIES D2080LT 24 5 WI B it W 68T ,0 2 WALL GLAZING,2 INSULA D TEMPERED GLASS UM. 60 -T LL-ASS 26 SS -TRU P01AER054 PIE 1.1 x 1.53, WOOD 27 8 x 11LG. PANHEAD SHEET METAL,SCREW S1 EL8INSWINGDOORBOTTOMSWEEP 29 W000 30 31 FC WKMW BLOCK 2.375 x 1.515 POfDDtOSA V= COMPME I. x 1 1 W OD mm pDLIPOSITE 2 118 THK. CELLULAR GLAZING TAPE STTK-R TAPE 33 PLASTIC LIPUTE FRAM 8TS THERW-TRU BTS hL4_ 4: x 125 BLANK .MMB -TRU PONDEROSA PINE W 36 SIO= SWE SW -TRU 1.531 I.&* PdAEROSA PINE WO D 7 38 110 x 1 314- L. PFHW00 SCREWY SS TLP RAL L5,11 x ,94 nE M -IRU WN STEELEEE 9 40 NOT USED ILI NE ULK SILICONE 4 8-10 X 1 1 2 PIASCR FOR ITEM 34L 42 RM TOP t 80ff011 RAl -TRU, 1.531 x PDDB105J PIiE WOOD 43 18 x 2 LG. PFH WOOD SCREW ST 1.531 " L 38 n SS. TOP RAIL W000 COMPOSITE NOr pp 1 N N R CELH MPR 1 N W TH R I FOAM L CORE W NYL JACKET 3' N i 579" rn O7 .175' h- COM ON WEATHERSTRIP BY THERMA-TRU FOAM CELL CORE W/VINYL JACKET DRILL TRU FOR 357' DIA. ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS 31 - 1.531' SS LATCH IOE NILE COMPOSITE AMBER a WR68T STRIKEP LLJ 1.531'. N co O o0 gQZo; U LLN Go = OLV O - O O 26 a3 00 SS. WOOD HINGE SIDE STILE a ASTRAGAL HAS n (2) 8,0' N BOLTS O BOTTOM N BOLTS O TOP 1.767" --i 24 WINDJAMBER /V WR687 AS e,A (A{,(1MINUM 052" WAII. TYP.) MATRAG : C/R I I Jtu 1 li:t . i^L7 ai do ERIA YELLOW CHR0 813.684.3831 re 08/10/0 w: N.T.S. C, en TJH r. er: RW wm w., S-2151 to 8 or 8 SUN -21-2002 09=52 MILESTONE WINDOWS June 21, 2002 Alan Plante, Chief Plans Examiner Orange County Building Division Administration Building, 1st Floor 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 32802-2687 407) 836-5760 RE: Florida Extruders Fenestration MasterFile Update Mr. Plante, 407 323 9729 P.02 This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida Extruder Window, Door and Mullion installation drawings contained in the Orange County Fenestration Masterfile. Based upon the discussions at the Mid -Florida Home Builders Association's meeting at their offices on lune 19, 2002, this letter was the agreed upon procedure for manufacturers to clarify the issue of "1X Buck" thickness nomenclature used on installation drawings. Builders/Installers when pulling permits for Florida Extruders windows will have to include this letter with the installation details. Florida Extruders requests the Orange County Building Division to file this letter against the Masterfile Numbers and Installation Drawings identified on the attached listing. Based upon a review of the signed and sealed engineering produced by Lildon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion installation drawings, the thickness of the buck in non-structural applications (i.e., buck thickness less than 1 1/2") does not influence the lateral resistance capacity of the concrete screw (i.e. Tapcon). Therefore, buck thicknesses less than 1 Yi" are acceptable as non-structural attachments when the window, door or mullion is installed using a 3/16' concrete screw with a minimum embedment on 1 'k". Concrete Masonry Units should have a wall thickness of 1 'A" and a precast sill's thickness will exceed.1 14'. The drawings dearly delineate the requirement that a minimum embedment depth of 1 'A" must be maintained by the installer. It is up to- the installer to use the appropriate length concrete screw so as to maintain the required minimum embedment on 1 '/`'. Therefore, for Florida. Extruder installation drawings where a non- structural buck is used, nomen0ature such as "1X buck by others" or similar statements shall be construed to mean that a buck thickness of less than 1 1/2" is acceptable. The definition of a non-structural buck is basest on Section 1707.4-4.2 of the Florida Building Code. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3337 1 7 JUN -21-2002 09"-52 MILESTONE WINDOWS 407 323 9729 P_03 The attached table lists all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Any questionsshouldbeaddressedtotheundersigned. Thank you. Regards, Robert J. Amoruso, PE ramoruso-oe@floridaextruders com Florida PE Ucense No. 49752 Florida Extruders Intemational, Inc- Certlficate of Authorization No. 9235 Cc: Earl Moore/FEI File PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 61G15-23,001, F.A,C A rubber stamp seal was also applied to facilitate reproduction for Orange County Building. Division Masterfile scanning. n1e: 2M -LM. . M-009 IFieq • s Nr 4 5A « 2540.14waitt Lane, Sanford, FL 327YI-1600 9 (407) 323-3304 • Fax (407) 322-3337 2 Universal Forest Products Shoffner LLC Re: 53914355 Centex Homes Orlando 2509 A & B Floor The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 53914355 FT1 53914355 FT2 53914355 FT3 53914355 FT4 53914355 FT5 53914355 FT6 53914355 FT7 53914355 FG7 53914355 FT8 53914355 FT9 53914355 FT10 53914355 FT11 53914355 FT12 53914355 FT6A Loading (psf) TCLL 40 TCDL 10 My license renewal date for the state of Florida is February 28, 2005 BCLL 0 BCDL 5 i 11/17/2003 JoM. Presley. LJcens # 5,086 The seal on this drawirig indicates acceptance of professional engineering responsibility solely for the truss component(s) listed acid attached. The suitability and use of each component for any particular building is the resporsibility of the building designer, per ANSI/TPI-2002 Sec. 2. Eastern Division 5631 South NC 62 Burlington, NC 27215 Tel: (336) 226-9356 F'ax: (336) 476-9146 Job Truss Truss Type Qty Ply 53914355 l`T1 FLOOR Universal Forest Products,,Inc., Burlington, NC 27215, Jeff Kerr 5.100 s May 302003 enlex-Orlando/2509 A&B2nd/jsk/8-5-3 Aug 0512:52:16 2003 Scale - 1:32. 1 3X6 TL20 IPP A a C D E F G H I i K L M N 0 P a R Ti 11 W I ' H Ri R2 I I I H 3x6 TL20 FP= 20-10-8 20-10-8 LOADING (psf) SPACING CSI DEFIL in (loc) I/defI Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0,01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a n/a BCDL 5.0 CodeFBC2001fTPI20021 (Matrix) Weight: 91 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X2 SYP No.3' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) AJ=53/20-1 0-8, S=27/20-10-8, AI=1 46/20-10-8, AH=1 47/20-10-8, AG=1 45/20-10-8, AE=1 44/20-10-8, AD=1 47/20-10-8, AC=1 47/20-10-8, AB=1 47/20-10-.81 AA=1 47/20-10-8, Z=147/20-10-8, Y=1 47/20-10-8, X=147/20-10-8, W=147/20-10-8, V=145/20-10-8, U=152/20-10-8, T=11'8/20-10-8 Max Horz AJ=3(load case :1) FORCES (lb) - First Load Case Only TOP CHORD -AJ-AK=-48, AK -AL= -48, A -AL= -48, S -AM= -22, -AM -AN= -22, R -AN= -22, A -B=-3, B -C=-3, C -D=-3, D -E=-3, E -F=-3, F -G=-3, G -H=-3, H -I=-3, I -J=-3, J -K=-3, K7L=-3, L -M=-3., M -N=-3, N -O=-3, 0-.P=-3, P -Q=-3, Q -R=-3 BOT CHORD AI -AJ -0, AH-Al=0, AG-AH=O, AF -AG=O, AE-AF=3, AD-AE=3, AC-AD=3, AB -AC -3, AA-AB=3, Z-AA=3, Y -Z=3, X -Y=31 W -X=3, V -W=3, U -V=3, T -U=3, S -T=3 WEBS B -Al= -1 33, C -AH= -1 34, D -,AG= -1 33, E -AE= -1 33, F -AD= -1 33, G -Ac= -1 33, H -AB= -1 33, I -AA= -1 33, J -Z=-1 33, K -Y=-1 33, M -X=-1 33, N -W=-1 34, O -V=-1 32, P -1 -1=138, -Q -T=110 NOTES (7) 1) All plates are 1.5x3.TL20 unless otherwise indicated. 2) This truss requires plate inspection. per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and.fastened to each truss with 3-16d nails. Strongbadks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size.and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce.buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify. all design information on this sheet for conformance with conditions and requirements of the specific. building and governing codes and ordinances. The truss designer accepts no, responsibility for the correctness I oraccuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of thetruss designer. LOAD CASE(S) Standard jq Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2.509.A & B FLR Date Req:08/04/2003 Draw No:53914355FT1 v 7- 7 - Job Job Truss Truss Type Qly _ Ply Centex-Orlando/2509 A0 umveisa, rwesL rrouucts,Jnc.,. tsunmg[on, Nli z/z-i o-VJeTT"Kerr b.1UU s May JU eUU3 MI.I eK.maustrles, Inc. -1 ueAug Ub-iz:bz:zu zuuJ rage 1 I 130 1rg 1-4-8 0-1- H8 i Scale a 1:35. 5x4 TL20= 1.5x3 TL20= 5x4 TL20= 1.5x3 T120= 5x4 TL20= 3x6 TL20 FP= 1.5x3 TL20 11 3x6 TL20= 1.50 TL20= A 13 C D E F G H I J K T1 T9X v U T S R Q P O N M 5x5 TL20= 5x4 TL20= 1:50 TL20 11 3x10 M1118H FP= . 3x6 TL20= 6x5 TL20= i 9-1-8 1-6-0 4-0-0 6-6-0 9-0-0 10-7=8 11-10-8, 14-4-8 16-10-8 19-4-8 20-10-8 20-10-8 Plate Offsets (X,Y): A:Ed e 0-1-8 K;0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 'I/defl Ud PLATES GRIP. TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.38 Q -R >642 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1,00 BC 0.98 Vert(TL) -0.60 Q -R .>412 240. TL20 245/193 BCLL 0.0 Rep Stress Incr YES Wi3 0.55 Horz(TL) 0.09 L n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 1.07 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD . Structural wood sheathing directly applied or 5-1-8 oc purlins, except, BOT CHORD 4 X 2 SYP No.1 D end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) W=1131/0-8-0, L=1125/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD W -X=-1124, X -Y=-1124, A -Y=-11.24, L -Z=-1119, K -Z=-1118, A -B=-1108, B -C=-2887, C -D=-4048, D -E= 4048, E -F=-4769, F -G=-4769, G -H=-4679, H-1=-4085, I -J=-2919, J -K=-1160 BOT CHORD V -W=O, U -V=2144, T -U=3597, S -T=4494, R -S=4769, Q -R=4769, P -.Q=4527,0 -P=4527, N-0=3622, M -N=2189, L -M=58 WEBS , K -M=1498, A -V=1505, J -M'=-1431, B -V=-1442, J -N=1016, B -U=103.3, I -N=-977, C -U=-988,1-0=644, C-T=627,.H-0=-615, E -T=-620, H-Q=211,'E-S=374, G -Q=-123, F -S=-164, G -R=-81 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. I 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. s 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. I 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for,administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop NO: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT2 2nd/jsk/8.5-3 53914355 FT2 FLOORMP 9 1 Job Reference (optional) umveisa, rwesL rrouucts,Jnc.,. tsunmg[on, Nli z/z-i o-VJeTT"Kerr b.1UU s May JU eUU3 MI.I eK.maustrles, Inc. -1 ueAug Ub-iz:bz:zu zuuJ rage 1 I 130 1rg 1-4-8 0-1- H8 i Scale a 1:35. 5x4 TL20= 1.5x3 TL20= 5x4 TL20= 1.5x3 T120= 5x4 TL20= 3x6 TL20 FP= 1.5x3 TL20 11 3x6 TL20= 1.50 TL20= A 13 C D E F G H I J K T1 T9X v U T S R Q P O N M 5x5 TL20= 5x4 TL20= 1:50 TL20 11 3x10 M1118H FP= . 3x6 TL20= 6x5 TL20= i 9-1-8 1-6-0 4-0-0 6-6-0 9-0-0 10-7=8 11-10-8, 14-4-8 16-10-8 19-4-8 20-10-8 20-10-8 Plate Offsets (X,Y): A:Ed e 0-1-8 K;0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 'I/defl Ud PLATES GRIP. TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.38 Q -R >642 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1,00 BC 0.98 Vert(TL) -0.60 Q -R .>412 240. TL20 245/193 BCLL 0.0 Rep Stress Incr YES Wi3 0.55 Horz(TL) 0.09 L n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 1.07 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD . Structural wood sheathing directly applied or 5-1-8 oc purlins, except, BOT CHORD 4 X 2 SYP No.1 D end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) W=1131/0-8-0, L=1125/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD W -X=-1124, X -Y=-1124, A -Y=-11.24, L -Z=-1119, K -Z=-1118, A -B=-1108, B -C=-2887, C -D=-4048, D -E= 4048, E -F=-4769, F -G=-4769, G -H=-4679, H-1=-4085, I -J=-2919, J -K=-1160 BOT CHORD V -W=O, U -V=2144, T -U=3597, S -T=4494, R -S=4769, Q -R=4769, P -.Q=4527,0 -P=4527, N-0=3622, M -N=2189, L -M=58 WEBS , K -M=1498, A -V=1505, J -M'=-1431, B -V=-1442, J -N=1016, B -U=103.3, I -N=-977, C -U=-988,1-0=644, C-T=627,.H-0=-615, E -T=-620, H-Q=211,'E-S=374, G -Q=-123, F -S=-164, G -R=-81 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. I 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. s 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. I 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for,administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop NO: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT2 Job Truss Type Qty Ply Centex-Orlando/2509 A&B2ncUjsk/8-5-3jTru,,s 53914355 FLOOR VV 1 Job Reference o tional ' Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug, 05 12:52:20 2003 Page 1 Scale = 1:20. A B C D E F Q H I i K VV 12-10-0 i 12-10-0 LOADING (psf) TCLL 40.0 SPACING 2-0-0 Plates Increase 1.0,0 CSI _ TC 0.05 DEFL in (loc) I/dell Ud Vert(LL) n/a n/a 999 PLATES GRIP TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 L n/a n/a BCDL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 57 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No:2 TOR.CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. _ WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 - REACTIONS (Ib/size) V=53/12-10-0, L=24/12-10-0, U=146/12-10-0, T=147/12-10-0, S=147/12-10-0, R=147/12-10-0, Q=147/12-10=0, P=147/12-10-0, 0=145/12-10-0, N=152/12-10-0, M=116/12-10-0 FORCES (lb) - First Load Case Only TOP CHORD V -W=-48, W -X=-48, A -X=-48, L -Y=-19, Y -Z=-19, K -Z=-1.9, A,B=-3, B -C=-3, C -D=-3, D=E= -3, E -F=-3, F -G==3, G -H=-3, H-1=-3, IJ= -31 J -K=-3 BOT CHORD U -V=3, T-0=3, S -T=3, R -S=3, Q -R=3, P -Q=3, 0-P=3, N-0=3, M -N=3, L -M=3 WEBS B -U= -133,.0-T=-134, D -S=-133, E -R=-133, F -Q-_-133, G -P=-1.34, H-0=-132, I -N=-138, J -M=-108 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all.design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the -design _ information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT3 Job Truss Truss.Type Oty Ply Centex-Orlando/2509A&B2nd/jsk/8-5-3 53914355 FT4 FLOOR y °pasIM: M, 6` TCLL 1 Plates Increase 1.00 TC 0.07 tli° r0 10.0 Lumber Increase Job Reference optional Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr A A B C o. 1 uu s may su zuu3 MI reK mousrnes, mc. i ue Aug u5 a z:oz:cn zuuj rage.] . Scale a 1:10. D E F LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 6-11-0 DEFL in loc) I/deft L/dLOADING (psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.00 TC 0.07 TCDL 10.0 Lumber Increase 1.00 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.03 BCDL 5.0 CodeFBC2001/TP12002 Matrix) LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 6-11-0 DEFL in loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 TL20 245/193 Vert(TL) n/a n/a 999 Horz(TL) 0.00 G n/a n/a Weight: 32 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) L=59/6-11-0, G=70/6-11-0, K=139/6-11-0, J=150/6-11-0, 1=143/6-11,0, H=160/6 -ti -0 FORCES (lb) - First Load Case Only TOP CHORD L -M= -51,'M -N=-51, A -N=-51, G -O=-63, O -P=-63, F -P=-63, A -B=-8, B -C=-8, C -D=-8, D -E=-8, E -F=-8 BOT CHORD K -L=8, J -K=8, I -J=8, H-1=8, G -H=8 WEBS B -K=-129, C -J=-135, D-1=-430, E -H=-146 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or w, restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and j permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the.design ' information as it may relate to a specific building. Any references to job names and locations are foradministrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard i i Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355. Contractor/Job: 2509 A & B FLR Date Req -08/04/2003 Draw No:53914355FT4 Job Truss Truss Type ay Ply Centex-Orlando/2509 A&B2nd/jsWe=5-3 53914355 FTS F1 00R f T k 1 1 ter ir'ti:?w Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5:1.00 s May 30 2003 MiTek Industries, Inc. Tue Aug 05 12:52:21 '2003 Page 1 9-1-8Fi1-3_0 0'11 0 0.1.8 Scale a 1:32. 5x4 TL20= 5x4 TL20= 1:5x3 TL20= 1.5x3 TL20 11 T,50TL20= 1:5x3 TL20='- 3x4 TL20= 3x6TL20 FP= 1.5x3 TL2011- - 3x4 TL20=, 1.5x3TL20= A B C D E F G H I J K X 1 Z. W 131 Y U T S R p P 0 N M 5x5 TL20= 3x4 TL20= 3x10 M1118H FP= 5x5 TL20= 3x4 TL20=. 1-6-0 4-0-0 6-6-0 9-0-0 10-2-0 .; 12-8-0 15-2-0 17-8-0 19=2-0 19-2-0 Plate Offsets X Y : A:Ed e (K:0-1-8, 0-1 8 , Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL - 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.27 Q-R >827 360 MI118H 195/188 ' TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.43 Q-R . >530 240 TL20 245/193 BCLL . 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.08 L n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 99 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structuralwood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) L=1034/0-8-0, V=1034/0-8-0 - FORCES (lb) - First Load Case Only TOP CHORD V-W=-1027, W-X=-1027, A-X=-1027, L-Y=-1027, Y-Z=-1027, K-Z=-1027, A-B=-1003, B-C=-2578, C-D=-3550, D-E= 3550, E-F=-3998, F-G=-3998, G-H=-3998 H-1=-3550, I-J=-2578, J-K=-1003 BOT CHORD U-V=O, T-U=1938, S-T=3192, R-S=3882, Q-R=3998, P-Q=3882, O-P=3192, N-0=3192, M•N=1938, L•M=0 WEBS K-M=1364, A-U=1364, J-M=-1300, B-U=-1300, J-N=890, B'-T=890, I-N=-854, C-T=-854, I-P=498, C-S=498, H-P=-461, E-S=-461, H-Q=158, E-R=158,. F-R=-90, G-Q=-90 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design."Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility forthe correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Date Reg08/04/2003 Draw No:53914355FT5Contractor/Job: 2509 A & B FLR L Job . Truss Truss Type Qly Ply Centex-Orlando/2509 A&B2nd/jsk/8-5-3 53914355 FT6 FLOOR 3 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215,'Jeff'Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug 0512:52:22:2003 Page 1 0 1-81-3-0 1-' Scale= 1:33.0 5x4 TL20= 5x4 TL20= 1.5x3 TL20 11 1.5x3TL20= 1.5x3 TL20= 3x4 TL20= 3x6 TL20 FP= 1,5x3 TL20 11 3x4 TL20= - 1,5x3 TL20= TI A B C D E F G H I K Yw X U T S R Q P O N M 5x5 TL20= 3x4 TL20= 300 M1118H FP_ 5x5 TL20= 1,5x3 TL20 11 3x4 TL26= i 918 1-6-0 4-0-0 6-6-0 9-0-0 10-3-0 12-9-0 1573-0 1`7-9-0 19-3-0 19-3-0 Plate Offsets (X,Y): A:Ed e 0-1-8 K:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.28 R >809 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) •0.44 R >518 240 TL20 .245/193 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.08 L n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 100 lb LUMBER BRACING . TOP CHORD 4 X 2 SYP No.2 TOP.CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end,verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) L=1042/0-8-0, V=1035/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD V -W=-1030, A -W=-1029, L -X=-1035, X -Y=-1035, K -Y=-1035, A -B=-1058, B -C=-2635, C -D=-3610, D -E=-3610, E -F=-4059, F -G= 4059, G -H=-4059, H-1=-3592, J=-2603, J -K=-1012 BOT CHORD U -.V=53, T -U=1994, S -T=3250, R -S=3942, Q -R=4059, P -Q=3932, O -P=3225, N-0=3225, M -N=1955, L -M=0 WEBS K=M=1375, A -U=1366, J -M=-1312, B -U=-1302, J -N=902, B -T=891, I -N=-865, C -T=-856, 1-P=509; C -S=500, H -P=-473, E-S=-462,`H-Q=M,•E-R=159, F -R=-92, G -Q=-99 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M 1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss. requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d. nails.: •Strongbacks to be attached to walls at their outer ends or restrained by othermeans. 6) CAUTION, Do not erect truss backwards. - 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide -bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only.and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness Ior accuracy.of the Ldesign " information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:5391.4355FT6 s Job Truss Qly Ply Centex-Orlando/2509A&B2nd/jsk/8-5-3 53914355 FT7 TrussType FLh;1y. 4? 1 Job Reference- (optional) Universal Forest Products,lnc., Burlington; NC 27215, Jeff Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue- Aug 05 12:52:23 2003 ,Page 1 9-11 1-8 -3 0 1-3-8— °N-8 " a • `Scale +:1 :27.: 5x47L20=... -... 5x4 TL20 =.1:5x3 TL20- 1.5x3 TL20= 1.5x3 TL20 I I 1.5x3 TL20= A B C D E F. 0 H R T' S P 0 N M L K J 5x4 TL20- 1.5x3 TL20.11 5x4 TL20= 1.5x3 TL2011 6-7-8 1 1-6-0 4-0-0 6-6-0 8-0-8 9-3-8 .. 11-9-8 14-3-8 15-9-8 15-9-8 Plate Offsets X Y: A:Ed e 0-1 8 H:0 1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFIL in (lob) . I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase . 1.00 TC 0.41 Vert(LL) -0.15 L -M >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.23 L -M >820 _ 240 BCLL 0.0 Rep Stress Incr YES WB '0.40 Horz(TL) 0.04 1 n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 82.1b LUMBER BRACING TOP CHORD 4.X 2 SYP N6,2 TOP CHORD .Structural wood sheathing directly applied or6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X2 SYP No.3 BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. REACTIONS (Ib/size) Q=845/0-3-8, 1=851/0-8-0 FORCES (lb) - First Load Case Only TOP CHORD Q -R=-842, A -R=-841, I -S=-846, S -T=-846, H -T=-846, A -B=-847, B -C=-2014, C<D=-2699; D -E= -2699,E -F= 2597, F -G==2007, G -H= 806 BOT CHORD P -Q=43, 0-P=1585, N -0=2435,.M -N=2699, L-M=2699,.K-L=2440, J -K=1551, 1-J=0 WEBS H -J=1095, A -P=1092,. G -J=-1037, B -P=-1027, G -K=634, 6-0=597, F -K=:603, C-0=-585, F -L=218, C -N=358, E -L=-138, D -N=-162,. E -M=-71 - NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires.plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with3-16d.nails. Strongbacks to be attached to walls at their outer ends. or . restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality.requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The -truss designer accepts no. responsibility for correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No 11045 Customer Name: CENTEX HOMES ORLANDO. Shop:No: 53.914,355 i . Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT7 I Job Truss Truss Type Oty, Ply Centex-Orlando/2509A&B2nd/jsk/8-5-3 53914355 FG7 FLAT Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215; Jeff Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug: 05.13:58:32.2003 Page 1 0 1-8 1 9-12 4-10-4 7-10-12 10-11-4 13-11-12 15-8-0 Ipq-8 0-1-8 1-8-4 3-0-8 3-0-8 3-0-8 3-0-8 1-8;4 0-1-8 Scale - 1:27. 2x5 TL2011 .5x10 TL20= 3x4 TL20= 3x4 7120= 3x4 7L20= ( 5x10.7120= 2x5 TL2011 A B C D E F O 9 , 31 L K 1 5x5 TL20= 5x10 TL20= 5x4 TL20= 5x4 TL20= . 5x10 -rL20= .:5x5 TL20= 3-4-0 6-4-8 9-5=0 12-5-8 15-9=8' 3-4-0 3-0-8 3.0.8 3-0-8 3-4.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00; TC 0.94. Vert(LL) -0.35 J -K >525 240 TL20 245/193 - TCDL 10:0' Lumber Increase 1.00 BC 0.95 Vert(TL) -0.55 J -K. >335 180 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.07. H n/a n/a BCDL 5.0 Code IBC2000/TP12002 Matrix) Weight: 8filb LUMBER BRACING TOP CHORD 2 X 4 SYP No.i TOP CHORD -: Structural wood sheathing directly applied or 1-4-1 oc purlins, excep BOT CHORD, 2 X 6 SYP SS end verticals. WEBS, 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) M=2015/0-3-8, H=2015/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD A -M=-161., A -B=-338, B -C=-4999, C -D=-7403, D -E= -7403,'E -F=-4999, F -G=-338, G -H=-161 BOT CHORD L -M=2903, K -L=6453, J -K=7628, I -J=6453, H-1=2903 WEBS B -M=-2959, B -L=2477, C -L=-1718, C -K=1124, D -K=-266, D -J=-266, Est=1124, E-1=-1718, F-1=2477, F -H=-2959 NOTES (4) 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0psf.bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall.be of size and type shown and centered.at joints unless otherwise noted. Provide bracing . where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verifyall design information on this sheet for conformance with conditions and . requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or . - certification of the truss designer. LOAD CASE(S) Standard 1) Regular'.Lumber Increase=1.00, Plate Increase -1:00 Uniform Loads (plf) Vert: H -M=-160.0, A -G=-100.0 n Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 153914355 l Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No;53914355FG7 Job Truss Truss Type Qty Ply Centex-Orlando/2509 A&B2nd/jsk/8-5-3 53914355 FT8 FLOOR 8 1 a7-1 . ti. rx4, 6. , {fin .. .,., a R, Job Reference;((optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug 05 12:52:24 2003 Page 1 1-3-0 lii 8 - 1 A-10-4 0L3r0 1 & 0 le - 1:35. 5x4 TL20= II1.50 TL20= 1.50 TL20 11 1.5x3 TL20= '3x6 TL20 FP= " - 3x4 TL20= 5x8 TL20= 1-.5x3 TL20;I I 3x6 TL20= F O H I J K L A 11 17-0 AA A Y X w V U T S R p O tJ M 2x3 TL20 11 5x4 TL20= :. - - - 1.5x3 TL2011' . - .3x6 TL26 FP= - .`''3x4 TL20= - 1.5x3 TL20 11 .- ` 3x4 TL20= - 5x5 TL20= - .. . 7-10-8 11_7 16-8-12 - 1-6-0 4-0-0 6-6-0 7-9-0 9-1-4 10-4-4 12-10-4 15-4-4 16-8-12 18-1-4 19-2-8 20-8-8 20-8-8 Plate Offsets X Y: A:Ed e 0-1-8 0:0 -1 -8 -Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Well Ud ' PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0:56 Vert(LL), -0.14 V >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1..00 BC 0.81 Vert(TL) -0'.22 V -W >888 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) -0.04 P n/a . n/a BCDL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 111 Ib LUMBER - BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: P-Q,O-P,N-O. REACTIONS (Ib/size) Z=824/0-8-0, M=-157/Mechanical, P=1577/0-3-8 Max UpliftM=-309(load case 2) Max GravZ=827(load case 7), M=109(load case 3), P=1577(load case 1) FORCES (lb) - First Load Case Only TOP CHORD Z -AA= -818, AA -AB= -818, A -AB- 818, L•.M=229, A -B=-776, B -C=-1920, C -D=-2452, D -E=-2452, E -F=-2531, F -G=721'93, G -H=-1314, H-1=158, I -J=418, J -K=418, K -L=418 BOT CHORD Y-Z=O, X -Y=1493, W -X=2324, V -W=2531, U -V=2531, T -U=2531, S -T=1881, R -S=7.17, Q -R=717, P -Q=-1156, O -P= -1156,'N-0=-418; M N=0 WEBS I -P=-1649, A -Y=1054, I -Q=1329, B -Y=-997, H -Q=-1218, B -X=594, H -S=830, C -X=-562, G -S=-789, C -W=178, G -T=434, E -W=-107, F -T=-459, E -V=-68, F -U=88, L -N=-546, 1-0=965; J'0=-339, K -N=105 . NOTES (7-8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 Ib uplift at joint M. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to eachtruss with 3-16d nails. Strongbacksto be attached to walls at their outer ends or " restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSIlTPI 1-95 quality requirements. Plates shall be of size and type. shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for theoverall building design -Building Designer shall verify all design information on this sheet for conformance, with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 8) Right end may be attached to 2x6 So.Pine or larger BC of one or more ply girder truss with Simpson,LUS46 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard r y Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A'& B FLR Date Req:08/04/2003 Draw No:53914355FT8 Le Job Truss Truss Type , Qly Ply Centex-Orlando/2509 A&B2nd/jsk/8-5-3 53914355 FT9 FLOOR.,. 1 1 Job Reference o tional Universal Forest Products,Inc., Burlington, NC 27215, Jeff Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug 05 12:52;252003 Page 1 Scale = 1:33. 3x6 TL20 FP= 3x3 TL20 11 A B C `D -E F G H I J K L M N O P Q R Tl Ll 1 Ell Ell Ell Ell S 1. 1 Ell Ell Sit At Rl I WWI Us TL20 FP= .. .. . - .... 3x3 TL20-I I 20-6-8 20-6-8 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl l Ud PLATES GRIP TCLL 40.0 .. Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC . 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a n/a BCDL 5.0 _ CodeFBC2001/TPI2002 Matrix) Weight: 91 Ib LUMBER - BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 4 X 2 SYP No:2 - end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or i0 -0-O oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (Ib/size) AJ=53/20-6-8, S=6/20-6-8, AI=146/20-6-8, AH=148/20-6-8, AG=144/20-6-8, AE=145/20-6-8, AD=147/20-6-8,:AC=147/20-6-8, AB=147/20-6-8, .: AA=147/20-6-8, Z=147/20-6-8, Y=147/20-6-8, X=147/20-6-8, W=147/20-6-8, V=145/20-6-8; U=153/20-6-8, T=108/20-6-8 Max Horz AJ=4(load case 1) FORCES (lb) - First Load Case Only TOP CHORD AJ -AK= -48, AK -AL= -48, A -AL= -48, R -S=-1, A -B=-4, B -C=-4, C -D=-4, D -E=-4, E -F=-4, F -G=-4, G -H=-4, H -I=-4, I -J= -41J -K=-4, K -L=-4, L -M=-4, M -N=-4, N-0=-4, O -P=-4, P -Q=-4, Q -R=-4 BOT CHORD AI-AJ=O, AH-AI=O, AG=AH=O, AF -AG=O, AE-AF=4, AD-AE=4, AC-AD=4, AB-AC=4; AA-AB=4, Z-AA=4, Y -Z=4, X -Y=4, W -X=4, V-W=4,'U-V=4, T -U=4, S -T=4 WEBS B -AI= -132, C -AH= -134, D -AG= -133, E -AE= -133, F -AD= 133, G -AC= 133, H -AB= -133,1 -AA= -133, J -Z=-133, K -Y=-133, M -X=-1'33, N -W=-134, 0-V=-132; P -U=-138, Q -T=-103 NOTES (8-9) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per. the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or . . restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown.and centered at joints unless otherwise. noted. Provide bracing _ where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information 'on -this sheet for conformance with:conditions and . requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of -the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the.review or certification of the truss designer. 9) THA422: Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow'Simpson instructions for installation. LOAD CASE(S) Standard Customer 'No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop -No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT9 I Job Truss Truss Type 0ty Ply Centex-Orlando/2509 A&B2nd/jsk/8-5-3 53914355 FT10 FLOORS Job Reference (optional) Universal Forest Products;lnc., Burlington; NC 27215; Jeff Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug 05 :12:52:17 2003 Page 1 p 1, 8 1-3-0 ... 1-0-0 rr -i Scale -.1.30. i 5x4 TL20= 1.5x3 TL20= 3x4 TL20= 5x4 TL20=- ` 1.5x3 TL20= 3x4 TL20= 1.50 TL20 11 3x6 TL20 FP= 1.5x3 TL20= A B G D E F G H I J Vy V B2 T S _ R :O P O N M L 5x5 TL20= W TL20= 3x6 TL20 FP= 1.50 TL20 11 9x4 TL20= ,., 5x5 TL20= 7-10-3 1-6,-0 , 4-0-0 6-6-0 7-9-0 , 9-0-0 , 11-6=0 14-0-0 16-6-0 18-0-0 i Plate Offsets X Y : A:Ed e0-1-8 . J:0-1-8Ed e LOADING.(psf) SPACING 2-0-0 CSI DEFIL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.22 O >968 360 TL20 . .. 245/193 .: TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.35 N-O >613 240 . BCLL .0.0 Rep Stress Incr. YES WB 0.46 Horz(TL) 0.07 K n/a n/a BCDL 5.0 CodeFBC20011fP12002' Matrix) Weight: 94 lb .. LUMBER BRACING ` TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural.wood sheathing directly applied or 6-0-0 oc purlins, ,excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS . 4 X 2 SYP No.3 BOT CHORD - Rigid ceiling directly applied or 10=0-0 oc'bracing. REACTIONS (Ib/size) U=973/0-8-0; K=967/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD U-V=-967, V-W=-967, A-W=-967, K-X=-962, J-X==960, A-B=-937, B-C=-2388, C-D=-3232, D-E=-3531,'E-F=-3531, F-G=-3251, G-H=-2415, H-1==2415, I-J=-980 BOT CHORD T-U=-O, S=T=1810, R-S=2937, Q-R=2937, P-0-3531, 0-P=3531, N-0=3511, M-N=2959, L-M=1'845, K-L=50 - "- WEBS J-L=1265, A-T=1274, I-L=-1203, B-T=-1214, 1-M=792, B-S=803, G-M=-758, C-S=-764, G-N=405, C-Q=-41,1, F-N=-361, D-0--406, F=0=28, D-P=31, E-0=-18 NOTES (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when thistruss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls.at their.outer ends or restrained by other means. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and, are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No:111045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B 'FLR Date Req:08/04/2003 Draw No:53914355FT10 Job Truss Truss Type - Qty Ply Centex-Orlando/2509 A&B2nd/jskl8-5-3 53914355 FT11 - FLOOR ae = " w' ti 11 1 Job.Reference o lional Universal Forest Products,Inc., Burlington,NC 27215, Jeff Kerr 5.100 s'May 30 2003 MiTek Industries,. Inc.. Tub Aug 05 12:52:17.2003 Page 1, 0-1.8 0-9-8 ' -. ,0-9-10,0-9-.101 .... - .,,. p 1,-8 1-3-0 Scales 1.:29. 5x4 TL20= 1.5x3 TL20= - 1.5x3 TL20= ' 1.5x3 TL20= 3x6 TL20 FP= 1,5x3 TL20 11 5x7 TL20= ` '1:5x3 TL20=" - X 3 w Z w R1 P9 y u T S R,-,'0 .' P O N L K., 20 TL20 11 - 5x4 TL20= - - - - 1.5x3 TL20 11 - - 3x6 TL20 FP= 5x4 TL20= ' - - 1.5x3 TL20. 1I 7-10-8 1-6-0 4-0-0 6-6-0 7-9-0 8-9-8 -, 11-3-8 13-9-8' 15-2-0 16-1-2,17-1-12, 17-1-12 Plate Offsets X Y : A:Ed e 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/def] Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) '0.12 R -S >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00. BC 0.72 Vert(TL) -0.19 R -S >944 240 BCLL 0:0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.04 M n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight 93 lb LUMBER BRACING . TOP CHORD 4 X 2 SYP No.2 TOP.CHORD Structural wood sheathing,directly applied or.6-0-0"oc.purlins, .excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or0-0.0 oc bracing; Except: 6-0-0 oc bracing: M-N,L-M. REACTIONS (Ib/size) V=812/0-8-0, M=1033/0-3-8 Max GravV=821(load case 2), M=1033(load-case 1) FORCES (lb) - First.Load Case Only TOP CHORD V -W=-807, W -X=-807, A -X=-807, K -Y=7, Y -Z=7, J -Z=7, A -B=-763, 8-C=-1883; C -D=-2393, D -E=-2393, E -F= -2457,:F -G==2457, G -H=-1817, H-1=-695, I -J=49 BOT CHORD U -V= -O, T -U=1468, S -T=2275, R -S=2457, Q -R=2457, P -Q=2227, 0-P=1395,:N-0=1395, M -N=-90, L -M=-97, K -L=0 WEBS - I -M=-1004, A -U=1037,1 -N=1047, B -U=-981, H -N=-974, B -T=577, H -P=588, C -T=-545, G -P=-570, C -S=164, G -Q=313,, &S=-87, E -R=-90, F=0= -117,1-L=79, ' J -L=-84 NOTES (7) 1) Unbalanced floor live loads have been considered for this design: 2) This truss is not designed to be used as a floor truss. 3) All plates are 3x3 TL20 unless otherwise indicated: 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened.to each truss with 3-16d nails. Strongbacks to be attached to,walls at their outer ends or restrained by other means: 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing . where indicated and within 4" of interior joints. Bracing indicated on•this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the.correctness or accuracy of the design :. information as it may relate to a specific building. Any references to job names and locations are for. administrative purposes only, and are not part of the review or certification of the truss designer: LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES. ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B' FLR Date Req:08/04/2003 Draw No:53.914355FT11 Job Truss Truss Type Qty Ply ' Cenlex-Orlando/2509 A&132nd/Isk/8-5-3 53914355 FT12 FLOOR Mi,d Job. Reference optional) Universal Forest.Products,lnc., Burlington, NC 27215, Jeff Kerr 5.100 s May 30 2003 MiTek.lndustries, Inc. Tug Aug 05 12:52:182003 Page 1 ' i Scale = 9:27. US TL20 FP= A B C D E F G H I J K L M N O AE EW 1 1 Tl 1 1 1 1 Ell 1 EllEli 3x3 TL20= - US TL20 FP= - - - - - -- 1-6-0 4-0-0 6-6-0 7-9-0 " , B-9-8 , 11-3-8 13-9-8 15-2-0 ", 16-1-2 , 17-1-12 17-1-12 LOADING (psf) SPACING 2-0.-0 CSI D.EFIL in. (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) " n/a _ n/a 999 TL20 245/193 . TCDL 10.0 Lumber Increase 1.00 BC 0.01. Vert(TL) n/a - n/a. 999" BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 P n/a n/a' BCDL :5.0 CodeFBC2001/TP12002 Matrix) Weight: 75 lb LUMBER BRACING TOP CHORD 4 X2SYP No.2 TOP CHORD Structural wood sheathingdirectly applied or 6-0-0 oc purlins, :exceP BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 4 X 2 SYP No.3 REACTIONS (Ib/size) P=46/17-1-12, AD=53/17-1-12, AC=147/17-1-12, AB=147/17-1-12; AA=147/17.1-12, Z=147/17-1-12, Y=144/17-1-12, W=146117-1-12, V=147/17-1-12 U=147/17-1-12, T=147/17-1-12, S=146/17-1-12, R=151/17-1.12, Q--129/17-1-12 Max HorzAD=6(load case 1) FORCES (lb) - First Load Case Only TOP CHORD AD -'AE= -48, A -AE= -48, P -AF= -40, AF -AG= 40, O -AG= -40, A -B= -6,.B -C=-6, C -D=-6, D -E=-6, E -F=-6, F -G=-6, G -H=-6, H-1=-6, I -J=-6, J -K=-6, K -L= 6, L -.M= 6,` M -N=-6, N -O=-6 BOT CHORD " AC -AD=O, AB-AC=O, AA-AB=O, Z=AA=O, Y-Z=O, X=Y=O, W -X=6, V-W=6,'U-V=6, T -U=6, S -T=6, R -S=6, Q -R=6, P -Q=6 WEBS B -AC= -133, C -AB= -134, D -AA= -133, E -Z=-133, F -Y=-133, H -W=-133, I -V= -133,"J -U=-133, K -T=-184, L'S_ 133, M -R=-187; N -Q-_-120 NOTES (8) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen.for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls.at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. " B) Truss shall be fabricated per ANS I/TP1 1-95 quality requirements. Plates shall be of size and "type "shown and centered at joints unless otherwise noted. Providebracing, where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace -erection and permanent bracing required for the overall building design. Building Designer shall verify all design' information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any.references to,job names and locations are for administrative purposes only and are not part.of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES' ORLANDO Shop NO: 53914355 j Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT1.2 Job - Truss Truss Type Qty Ply Centex Orlando/2509:A&B2ndjsk/8-53 53914355 FT6A FLOORt, f, NOM"'Im l 1 1_ f" Job Reference o` tional Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5,100 s May 30-2003 MiTek'Industries, Inc. Tue Aug 05 1252:22 2003, Page 1 B 3x3 TL20= C 1-7-8 T1 t-1 Scale.- 1:7: F G W1 .. W1 Ci 4 v- BL1 BL1 B1 E , T 3-6-0 3zvi '3ci 9 i 3-9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in '',(loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) n/a n/a 999 ` TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC: 0.11 Vert(TL) -0.03 D -E >999 240 BCLL 0.0 : Rep Stress Incr YES WB 0.04 Horz(TL), 0.00 D n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 23 lb LUMBER BRACING TOP.CHORD 4 X 2 SYP No.2 TOP'CHORD Structural wood sheathing directly applied or 3-9-0 oc.purlins,. except BOT CHORD 4 X 2 SYP No,2 end verticals: WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10'0-0 oc bracing. REACTIONS (Ib/size) E=186/0-3-8, D=186/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD E -F=-64, A -F=-64, D -G=:64, C -G=-64, A -B=-3, B --C=-3 BOT CHORD .. D -E=155 WEBS IJ -E= -184,B -D=-184 NOTES. .(4) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 ocand fastened to each.truss with 3-16d nails. Strongbacksto be attached to walls at their outer ends or restrained by other means'. 4) Truss shall be fabricated per ANSVrPI 1-95 quality requirements.. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicatedandwithin 4" of interior joints. Bracing Indicated on this sheet is -to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the,specific building and governing. codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracyof:the design information as it may relate to a specific building. Any references to,job names. and locations are for administrative purposes only and are not part of the review or certification.of the truss designer: LOAD CASE(S) Standard Jnr VUJl.U1l1V1'1'4U- I IV&tU \/UJLU111U1 IV[1111C: I+CIViI r—A EIVIVICJ-:VRLA1VLJV' .nup IV'U: DOU1,foa 7 Contractor/Job: 2509 A ,& B FLR Date Reg08/04%2003 ®raw N6:53914355FT6A Universal Forest Products Shoffner LLC Re: 53906901 Centex Homes Orlando 2509 A Roof The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 53906901 GE18 53906901 CJ3 53906901 GE15 53906901 CJ1 53906901 T16 53906901 G17 53906901 EJ7 53906901 HJ7 53906901 H1 53906901 H2 53906901 H3 53906901 H4 53906901 H5 53906901 H6 53906901 T7 53906901 H9 53906901 H10 53906901 H11 53906901 H12 53906901 H13 53906901 H14 53906901 CJ5 Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL 10 Wind: ASCE 7-98 per FBC2001; 110 mph; h = 25 ft; TCDL = 6.0 psf; BCDL = 6.0 psf; occupancy category II; exposure B; enclosed My license renewal date for the state of Florida is February 28, 2005 11/17/2003 Johy M. Presley Licens # 55886 The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component(s) listed and attached. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2. Eastern Division 5631 South NC 62 Burlington, NC 27215 Tel: (336) 226-9356 F'av (336) 476-9146 Job 5390690 Truss Type Oty " Ply Centex-Orlando/2509-Afjsk/4-19-3 1jFr,,z;;14: ROOFTRU9mwro„s, . 1 1 Products IncBurlingtonNC 27215Job Reference o tionalffKerr5.000 s Feb 20 2003 MiTek Industries, tnc. Wed Apr 23.08:33:36 2003 Pagel 1-0-0 3-6-0 i 0 0 3.6-0 3-6-0 1-0-0 Scale a 1,14. 5x4 c 16 3-6-0 7-0-0 3-6-0 3-6-0 LOADING (psf) SPACING 2-0-0 CSI . DEFLTCLL.. 2b.0 Plates Increase 1.25 TC 0:10 In (loc) I/dell PLATES GRIPTCDL10,0 Lumber Increase 1.25 \,BC : 0,08 Vert(LL) ` -0.00 F >999 TL20 245/193BCLL0:0 Vert(TL) -0,01 F• >999RepStressIncrYESWB0.02. Horz(TL) 0.00 D n/aBCDL10.0 Code FBC2001 (Matrix) 1st LC LL Min Weil = 240 Weight: 27 1b LUMBER TOP CHORD 2 X 4 SYP No.2 BRACING BOT CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed.or 6-0-0 oc purlins. WEBS 2 X 4 SYP No.3. BOT CHORD Rigid ceiling directly applied or 10-0'0 oc bracing. REACTIONS (Ib/size) Ba333/0=8-0; D-333/0-8-0 Max Horz Ba 52(load case 5) Max UPIiftB--153(load case 4), De-153(load.case 5) FORCES (Ib) - First Load Case OnlyTOPCHORDA -B-22 B -Ca -3.18, C -D--318, D -E-22BOTCHORDB -F=244, D -F=244 WEBS C -F-74 NOTES. (4) E 1) Unbalanced roof .live loads have been considered for this design. 2) Wind: ASCE 7-98 per exposed 110mph; h=25ft; TCDL=6.0psf; BCDL=6,Opsf; occupancy category Il; exposure B; enclosed;MWFRS gabie,end zone; cantilever left and right exposed ;end vertical left and right exposed;Lumber.DOL-1.60 plate grip DOL -:1.33, 3) Provide mechanical connection (by, others) of truss to bearing plate capable of withstanding 153 lb uplift at joint B and 153 Ib uplift at joint D. 4) Truss shall. be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown;and centered a( joints unless otherwise noted. Provide bracing where indicated and within 4" of Interior joints; Bracing indicated on this,sheet is to reduce buckling' of individual members only and does9 p 9 9 g 9 9notreplaceerectionandpermanentbracingrequiredfortheoverallbuildindesign. Building Designer shall verify all.design Information on this sheet forconformancewithconditionsandrequirementssinIofthespecificbuildingandovernincodesandordinances. The truss designer accepts no responsibilityfforthecorrectnessoraccuracyofthedesignInformationasItmayrelate`to a specific building. Any references to job names and locations. are foradministrativepurposesonlyandare ,not part of the review or certification of the truss designer. LOAD CASE(S) Standard 3 f Job Truss Truss TeYP Qty Ply Centex-Orlando/2509-kj;sk/4 19-3 ` 53906901 GE15 RO®F(91A;5 n 1 1 9 Universal' Forest Products,Jnc., Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 Job Reference. (optional) 2003 MiTek Industries, Inc. Wed Apr 23 08;33:372003 Page 1 1-0-01 5-1-14 9-8-6 14-2-2 19-4 0 i' 1-0-0 5 -i' 5 14 4 6-2 4-6-2 120-4-0 I 1-1451- 14 1-0-0 v Scale - 1:34: 3x6= 2x3 II H .2x3 II 1 20 II o/(\ 20 II 1--1 P--- y N yi 3x5= Z Y 6 9 2x3 II' 2x3 IL; 2x3 II2x3.11. 3xfi -• 2x3 I 2x3 II .2x3 tl 2x3 II 3x5 = 2x3 II 2x3 II f- 6-3-4 _ 9-8-0 19-4-0 6-3-4 3.4-12 9-8-0 LOADING (psf) SPACING 2-0-0 CSI TOLL 20.0 DEFL in (loc) I/deft PLATES GRIPPlatesIncrease1.25 TC 0.23 Vert(LL) 0:04 B -Z >999 Tt20TCDL10,0 Lumber Increase 1.25 BC 0.28 Vert(TL) 0.06 B Z yggg 245/193 BCLL 0,0 Rep Stress Incr . ' YES WB 0.05 Horz(TL) o,00 N n/aBCDL10,0 Code. FBC2001 (Matrix) 1st LC LL Min I/deft = 240 Weight: 1b ib LUMBER BRACINGTOPCHORD2X4SYPNo.2 BOT CHORD 2.X 4 SYP No,2 TOP.CHORD Sheathed or 6=0-.0 oc'purIins, OTHERS2 X 4 SYP No.3 BOT CHORD 'Rigid ceiling directly applied or 10-0-6 or bracing. REACTIONS `(Ib/size) 0-212/13-0-12, 8308/0-8.0, Va160/13 0.12, W==190/13-0 12, X=572/13-0-12, T=83/13 -0 -12,,S -71016/13-0-,I2, R -126/13-0-t2, 14/1.3-0-12, P-295/13-,0-1`2.. Max Horz X-1 11 (load case 4) Max Uplift N -(load case ), Q=a fi(load case 4), V--32(load case 4), W--190(load case 1'); X--248(load case 4), S- 56(load case' 5), Rv54 load case 5), (load case 5), Pa-119(load case 5) Max GravN-212(load cased), B-308(load case'1), V=160(load case 1). W-70(loa&case 4), X-572(Ioad case 6), T=86(load case 7), S=107(load case 7), R-026(load case 1), Q-14(load.case 7), 0=295(load case 7) FORCES (Ib) - First Load Case Only I TOP CHORD , A -B-22, B -C--119, C -Da -57 D E=-37, E -F=-116, F -Gm -67 G -67, H -I=-66, 1 J=-77, J -K - 76,,K -Lm -69, L -M=-94, M N=-102, N-0-21iBOTCHORD' B -Z=56, Y Z=56; X -Y=56, W -X -O, V -W-0 U -V-0, T-0=56, S=T -56, R -S=56, Q -R=56; P -Q=56, N -P=56WEBSG-Ve-72, F Wa39, E -Xi - 285, D -Ya -28; C-Za-54, 1 -TQ -52, J -S--82, K -R=-90, L Qa 23, M P- 204 NOTES (7) l 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.0psf; BCDL-134sf; occupancy catego ,II• exposure B• ecantileverleftandrightexposed; end vertical left and right exposed;Lumber DOL -1.60 plate grip DOL -1.33: nclosed;MWFRS gable end:zone; 3) Truss designed,for wind loads in the plane of the truss only. 4) Gable studs spaced at 1-4-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 0, 146 Ib uplift at foint.B, 32 Ib uplift at joint iV. 190 Ib -uplift, at joint W, 248 Ib uplift at joint- X, 56 lb uplift at joint S, 54 lb uplift at joint R; 17 Ib uplift at Joint Q and 119 Ib uplift at joint P, I6) Beveled plate or shim required to provide full bearing surface with truss chord at jgint(s) N. 7) Truss shall be fabricated per ANSI/TP 1 1-95 quality requirements; Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted. Provide bracing where indicated and within 4" of interiorjoints. Bracing indicated onthissheetistoreducebucklingofIndividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for ` conformance with conditions and requirements of the specific building and governing codes and ordinances. The trussdesigneracceptsno.responsibilityfor the correctness or accuracy of the design information as it may relate to a. specific building. Any references to job, names and locations are for administrative,purposes only and are. not pari oftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer: :NO: 1..1045; Custom Or' Name:.CENTEX'H_OMES-;ORLANDO. 'ShopNo:iContractor/Jo b: 2509_EL A- Date<Re - qt. ;- Draw No:5390690.1 GE15 Job Truss Truss Type Qty Ply Cenlex-Orlando/2509=A/jsk/4=19-3 53906901 Tib 1 1 Job Reference o tionaiUniversalForest-rroducts,lnc., Burlington, NC 27215, Jeff Kerr r,000--e[;-2026o3" MtTek Industries, Inc. Wed Apr 23.08:33:37 2003 Page 1 1-0-0 6-576 9-8-0 12-10 10 1 0-0 3 19-4-0 20-4-0I6-5-6' 2 10 3-2-10 6-5-6' 1-0-0 Scale- 1:34. i 5x4 = D REACTIONS (Ib/size) F=830/0-3-8, B=830/0-3-8" Max Horz B-110(load case 4) Max UpliftF--270(load case 5)', B--270(load case 4) FORCES- (lb)'- First Load Case OnlyTOPCHORDA -B-22, B -C--1379, C -Dm -1072, D -E--1072, E F= -1379,"F -G=22BOTCHORDB -H-1221, F -H-1221 WEBS C-1-17366, D -H -690,E -H--366. I NOTES (4) ! j1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCO 7-98 per FBC2001; 110mph; h-25ft; TCDL-6,Opsf; BCDL-6`.0psf; occupancy category ll; exposure B; enclosed;MWFRS gable end zone; I cantilever left and right exposed; end"vertical left and right exposed;Lumber DOL=1.60 •plate grip DOL=1,33. I 3) Provide mechanical connection.(by others) of truss to bearing plate capable'o4) Truss shall be fabricated per f withstanding 270 Ib uplift at joint F and 270 Ib uplift at joint B. Provide bracing where indicateded and wandwithin4" of interior j1-95 qualify requirements;. Plates shall be of size and type shown and centered at joints unless otherwise noted, oints: Bracing indicated on this sheet is to reduce buckling of individual members onlyand doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer shall verify all design information on; this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverninesigneracceptsno,responsibilitadministrativepurposes Iforthecorrectnessoraccuracyofthedesigninformation'g codes and ordinances. The truss d as it may relate to a specific building. Any references to'job names and focatioris are foronlyandarenotpartoftherevieworcertificationofthetrussdesigner, pLOADCASE(s) Standard ! 5 Customer No: 11045 Customer Name : CENT.EX',HOMES ORLANDO Shop No:, Contractor/Job: 2509 El_ A%RF Date Req.04/i _3"Draw No:53.906901T16 3x5 = 9-8-0 19 -4-0 9.8-0 Plate Offsets X Y : H:0-4-0`0-3-0 9-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFLTOLL . 20.0 ', Plates Increase TCDL 1`.25 TC 0;35', in Vert(LL) 0.08 loc), 1999 PLATES GRIP8-H10.0 Lumber Increase- BCLL. 1.25 BC. 0.50 Vert(TL), -0.23 999 , TL20 245/193 B-H0.0 Rep Stress Incr BCDL 10.0 Rode" YES WB 0;22 Horz(TL) 0.03 986 F ` n/aFBC2001Matrix) 1 st LC LL Min I/deft — 240 Weight: 81 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BRACING . BOT CHORD .2 X 4 SYP No.2 TOP CHORD ' Sheathed or 5-0-4 cc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied br 10-0-0 oc bracing. REACTIONS (Ib/size) F=830/0-3-8, B=830/0-3-8" Max Horz B-110(load case 4) Max UpliftF--270(load case 5)', B--270(load case 4) FORCES- (lb)'- First Load Case OnlyTOPCHORDA -B-22, B -C--1379, C -Dm -1072, D -E--1072, E F= -1379,"F -G=22BOTCHORDB -H-1221, F -H-1221 WEBS C-1-17366, D -H -690,E -H--366. I NOTES (4) ! j1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCO 7-98 per FBC2001; 110mph; h-25ft; TCDL-6,Opsf; BCDL-6`.0psf; occupancy category ll; exposure B; enclosed;MWFRS gable end zone; I cantilever left and right exposed; end"vertical left and right exposed;Lumber DOL=1.60 •plate grip DOL=1,33. I 3) Provide mechanical connection.(by others) of truss to bearing plate capable'o4) Truss shall be fabricated per f withstanding 270 Ib uplift at joint F and 270 Ib uplift at joint B. Provide bracing where indicateded and wandwithin4" of interior j1-95 qualify requirements;. Plates shall be of size and type shown and centered at joints unless otherwise noted, oints: Bracing indicated on this sheet is to reduce buckling of individual members onlyand doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer shall verify all design information on; this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverninesigneracceptsno,responsibilitadministrativepurposes Iforthecorrectnessoraccuracyofthedesigninformation'g codes and ordinances. The truss d as it may relate to a specific building. Any references to'job names and focatioris are foronlyandarenotpartoftherevieworcertificationofthetrussdesigner, pLOADCASE(s) Standard ! 5 Customer No: 11045 Customer Name : CENT.EX',HOMES ORLANDO Shop No:, Contractor/Job: 2509 El_ A%RF Date Req.04/i _3"Draw No:53.906901T16 Job, Truss ..." .: Truss Types Qty Ply Centex-Orlando/2509-A/jsk/4-19-3 53906901 017 COMMON i 1 -_ Job Reference Inc,oWed A r 23 08;3 Universal Forest "F roducts,inc, -Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, p 3:38 2003. Page 1 7-01m`12 9-8-0 1273-4 20-4-07-0-12 2-7-4 2 7-4 7-6-12 1-0-0 Sc 188 1:32A I- - 5x4 = S! D S Ai r 81 O 5x7'= gH r f M L v , Us. 11 7x6= - exs= 7x6 c US II. - 5x7.. 7-0-12 9-8-0 12-3-4 s 19-4-07-0-12 2-7-4 2-7-4 7-0-12Plate`Offsets X Y; A:0-3-6 0-0-U F:U-0-0 0-o-0 G:0-3-6[1:0-0-0.0-0-01, 0 4 4 LOADING (psf) SPACING 2-0-0,CSITCLL20,0 Plates Increase 1,25 DEFC In (loc) I/defl PLATES GRIPTCDL10.0 TC. 0,42 Vert(LL) 0,17 K >999 TL20 245/193LumberIncrease1.25 BC 0,98 Vert(TL) -0.26 K -L `` >869BCLL0,0,, Rep Stress Incr NO WB 0.85BCDL10,0 Code' FBC2001 (Matrix) 1sstt Ll_CC L) 0.06, G n/a LL Min I/deal = 240, LUMBER Weight: 381. Ib TOP CHORD 2 X 4 SYP No.2 BRACING BOTCHORD X 8 SYP Not TOP CHORD Sheathed or 5-7-11 oc purlins: WEBS 2 X 4 SYP No.3 BO r CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r REACTIONS (Ib/size) A 7819/0-3-8, G=555,6/0-3-8 Max Horz A_-126(load case 5) Max UpliftA,-2536(load case 5), G-1695(load case 5) FORCES (lb).- First Load Case OnlyTOPCHORDA -B--15883, B -C=-13343; C -D=-10827, D -E=-10823, E -F.=-13530, F -G=-13257, G -H=29 WEBS CHORD A -M=14702 L -M=14702, K -L=12296, J -K=12462; I-J=12249,.G-1°12249 G -L-3367, D -K-7962, E -J-3643, C -K --3380E K=-3624, B -M'-1928, B -Le -2751, F-1-571, F -J=244jNOTES (7) 1) Special hanger(s) or connection(s) required to support concentrated load(s) 3053.OIb down and "1049;516 up at 12 3-4 on bottom chord. Design forunspecifiedconnection(s) is delegated to the building designer. 2) 3 -ply truss to be connected together.with 1 Od,Common(14&x3") Nails as foilTopchordsconnectedasfollows: 2 X 4 - 1 row at 0-9-o oc; ows: Bottom chords connected as follows: 2_X 6 -4 rows at 0-4-0 oc.. I Webs connected:as follows: 2 X 4- 1 row at 0-9-0 oc. I Special hanger(s) or connection(s) required to support concentrated load(s) 3053.01b down and 1049,51b up at 12-3-4 on.bottom chord: Design forunspecifiedconnection(s) is delegated to the building designer, 3) Unbalanced rooflive loads have been considered !or this design. 4) Wind: ASCE 7-98 per F8C2001; 110mph; h=25ft; TCDL-6.Opsf; BCDL=6,OPsf; occupancy category II; exposure B; enclosed;MWFRS" gable I I 5) ProandV1895 Ibcuplift at joint Gctlon(bynil vertical left and right exposed;Lumber DOL=1.60"plate grip DOL=1.33. 9 le end zone; 9 p others) of truss to bearing plate capable of withstanding 25361b u lift'at 'o(nt cantilever left and right exposed ; e 6) Special hanger(s) or connection(s) required to support concentrated load(s) 3053.01b down and 1049.51b upat12-3-4onbottomchord, Design for unspecified connections) is delegated to the building designer. 7) Truss shall be fabricated'per AIVSI/TPI 1 95 quality requirements, Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted, Provide bracing where indicated and withissheetistoreducebucklingof thin 4" of interior Joints. Bracing indicated onin members only and doe's not replace erection and permanent bracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design Information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingand, governing codes and ordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracy, of the design, information as it may relate to aspecificbuilding: ;Any references to job names and locations are for administrative purposes only and are not part oftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard 1) Regular: Lumber Increase -1,25, Plate increase -1.25UniformLoads.(plf) Vert; A -J--740,0, G -J=-20.0, A -D=-60.0, D -Ha -60.0ConcentratedLoads (lb); Vert: Ja-3053.0 Customer No: 11045 Cu tomer Name: CENTEK HO_ MES ORLANDO ShopNo: L_ Contractor/Job 2509 EL A RF Date Req 0 ;'[)raw No:5390 01 G17 Job Truss Truss Type 53906901 EJ7 RCVS v UUniversai'Forest Products, Inc,, Burlington, NC 27215, Jeff Kerr 5.0 1A Qty Ply Centex-Orlando/2509.-A/jsk/4-19-3 u'ru' 7 1 Job Reference (optional) 0 s Feb 20 2003 Mi I ek;lndustries, Inc. Wed Apr 1-0-0 7-0-0 1-0-0 7 -n -n; U4= rage Scale - 1:1 6-11-4 7- 0'. 6-11-4 0-0-12LOADING (psi). SPACING 2-0-0 CSI; TOLL 20.0 Plates Increase 1.25 DEFT; in (ioc) I/dell. PLATES GRIPTCDL10,0 TC 0.59 Vert(LL) n/a n/a. TL20LumberIncrease1.25. BC 0.21 Vert(TL) 0;17 A _ X80 245/193BCLL0.o Rep Stress Incr YES WB 0.00BCDL10.0 Code FBC2001 Horz(TI_)' -0,00 C n/aMatrix) 1st LC LL Min Well a 240 LUMBER Weight: 23 Ib TOP CHORD 2 X 4 SYP No,2 BRACING BOT CHORD 2:X 4 SYP No,2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or, 10-0-o ocbracing. REACTIONSIb/size C a 198/Mechanical, 8=346/0-3-8, D-68/Mechanical ' Max Horz B-159(load case 5) Max UPIiftC=-165(load case 5), 8=-75(load case 4) FORCES (lb) - First Load Case Only' TOP CHORD A -B=22, B -C=62' BOT CHORD B -D=O NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.0psf; BCDL-6.opsf; occupancy category ll; exposure B;; enclosed;MWFRS gable end zone; I cantilever left and right exposed ; end vertical left and right e'xposed;Lumber DOL=1>60 plate grip, DOL=1.33'. E 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 Ib uplift at joint C:and`75 Ib uplift at joint B. 3) Truss shall be fabricated per ANSIlfPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. jProvidebracingwhereindicatedandwithin4ofiinieriorJoints. Bracing indicated on this sheet Is to reduce buckling of individual members only and doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer shelf verify all design information on only for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilit IforthecorrectnessoraccuracyofthedesigninformationasItmayrelatetoaspecificbuilding. Any references to job names and locations are fora_dminisirative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard I n Customer No 11 045Custo mer Name: CENTEX HOM.F-Q.- nRLANDOContractor/Job: 2509, EL A Shop No: RF Date Rec ` .., 3.: praw No:53906901EJ7 Job Truss Truss T e Qty :Ply:Centex-Orlando/2509-A/jsk/4-19-353906901. HJ7EDJ 11 TRUSS 3 lob Reference o' ifonalUniversalForestf'roducts,lnc-., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries Inc to Apr 23 —08-33382003 Page 1 11-6-86-e 9-10-1 i I 5-8-3. 4-1-13 Scale__ 1:1'8. D 3.54 12 3x4 T1 W2 W1 B , B1 3z4 Q 2X3 II F E l 2x3 5-8-3 5 -8-3 L_— 9.9.4 9- 1 LOADING(P ) sf 41-1~ 0=0=12SPACING .2-0-0 CSI DEFLTCLL20,0 Plates Increase 1,25 in (loc) I/deft PLATESg --` TCDL 10,0 TC 0,37 Vert(LL) 0.03' F -G >999 GRIP, Lumber Increase 1.25BCLLp,0 BC 0,40 Vert(TL) 0.06 F G >999 TL20 245/193RepStressIncaNO 'WB 0,26 Horz(TL) 0,01 EBCDL10.0 Code FBC2001 n/aMatrix)_ 1 st LC LL Min I/defl - 240 LUMBER Weight; 40 Ib TOP CHORD 2 X 4 SYP -No.2 BRACING BOT CHORD 2 X 4sSYP Not TOP CHORD Sheathed or 6-0-0 oc purlins. WEBS2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 6c bracing. REACTIONS (Ib/size) B=435/0-3-8; E=408/Mechanical, D222/MechanlcalMaxHorzB"1,93(load case 4) = Max Uplift B7-242(load case 2), E--64(load case 3), D.--179(load case 5) FORCES (lb) - FIrst"Load Case Only, TOP CHORD A -B-24, B -C=-858, GD=46BOTCHORDB -G=800, F -G-800, E -F=0WEBS _ C -G-1691 C -F--877 NOTES (3) i 1) Wind: ASCE 7-98 per FBC2001; 1"10mph; h-25ft; TCDL-•6.opsf; BCDL-6.Opsf; occupancy category II; exposure B• encios edMWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL -1.60 plate grip DOLa1.33. . 4 2) Provide mechanical connection (by others):of truss to bearing plate. capable of withstanding 242 lb uplift atjoint B; 64.Ib uplift at joinIatjointD. P j nt 1Ib uplift3) Truss shall be fabricated per ANSI/TPI" 1-95 quality E and 79 requirements, Plates shall be of size and type shown and centered a ' Provide bracing where indicated and within 4" of*interror joints. Bracing indicated on this sheet is to reduce truckling of -individual- t jolrits unless otherwise noted. not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information omembers only and doesIdrequirementsofthespecificbuildingandgoverning,codes and ordinances.•The truss designeracceaccepts res o conformance with conditions an for the correctness or accuracy of the design information as it may relate to -.specific building. Any references to Job namessigner ccatjons arefor for. administrative purposes only and are not part of the review or certification relate of the truss` designer, P p nsibilit LOAD CASE(S) Standard p 1) Regular: Cumber fncrease> 1.25, Plate4 Increase -1.25Loads (PIf ; IVert: A713-60.0 Trapezoidal Loads (plf) . Vert: B -0.0 -to -E--49:5, B= -2.2 -to -Da -148.5 a JobTruss Truss T Qty Ply Centex-Orlando/2509-A/jsk/4-19-3 53906901. H1 MONO HIP 1 1 Un.Job Reference optional) iversal Forest Products,lnc.,'Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek'Industries, Inc. Wed Apr 23.08:33:39 2003 Page 1 i1 0 P' 7-0-0 12-10=10' 18-7-9 24-4.7 30-1-6 36-0-0 1-0-0 7-0-0 5-10-10 5-8-14 5-8-14 5-8-14 5-10-10 Scale - 1:62.1 7x10 = 5.00 12 5x6 = 5x6 = 5x6 = 2x5 II - 5x6 = - 5x10 = O D E F p FI I TB - 1 1 w1 _w IV j` 9 \ A 0 500 = O P O N M L. K 2x5 II 5x10 Mll18H= 5X6- 5x6 = 5x10 M1116H= 7x10 = 3x5 II 5x10 = I 7-1-12 12-10-10 18=7-9 24-4-7 30-1-6 36-0-07-1 12. 5-8-14 5-8-14 5-8-14 5-B-14 5-10210PlateOffsetsXY : B:0-2-7 Ed e , C:0-3-4 0-4-0 K.,0-3-8,0-3-81 LOADING (psf) TCLL 20,0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.98 DEFL In (loc) I/defl Vert(LL). PLATES GRIP TCDL 10,0 Lumber Increase" 1,25 BC 0.92 0,79 N 0 >544 Vert(TL) 1.12 N -O > 544 Vert(TL) TL20 245/193 BCLL 0.o BCDL 10.0 Rep Stress incr NO Code WB 0,86 0.19 _J-_ 83 2001( FBC2001MatrixMatrix) 1st LC LL Min I/defl;= 240 Weight- 23.0 Ib LUMBER BRACINGTOPCHORD2X6SYPNo.2 'Except` TOP CHORD Sheathed, except end verticals, 2 X 4 SYP 1 *Except' BOT CHORD Rigid ceiling directly applied or 4-1-8 oc bracing. BOT CHORD 2 X 6 SYP No.1 ' 2. WEBSB22X6SYPSS 1 Row at midpt I K WEBS 2 X 4 SYP No.1 `Except' W32X4SYP No.2,W22X4SYP No.3 W2 2 X 4 SYPI No. 3, W2 2 X 4 SYP No.3 W2 2 X 4 SYP No.3, W2 2 X 4 SYP No,3 REACTIONS (Ib/size) J=3136/Mechanical, B=3053/0-3-10 (input: 0-3-8) Max Horz B=1.63(load case 3) Max UpliftJ=-1273(load case 3), B-1058(load case 3) . FORCES (lb) - First Load Case Only TOP CHORD A -B=26, B -C=-7057, C -Da -9389, D-E--10135,E-Fm-8829, F -G=-8829; b -H.=-8829, H-1=-5501, 1-J=72966BOTCHORD . B -Q=6455, P -Q=6472, O -P-6472, N-0=9387, M -N-10135, L M=5501, K -L=5501, J -K=190WEBSC -Q=326, D -O=-1177, E -Na -114, G -M--738, H-Ky 2378, C-0=3235, D -N=832, E M=-1453, H M=3701,1 K=5908 `. NOTES. (g; 10) 1) Unbalanced roof live leads have been considered for this design. 2).Wind: ASCE 7-,98 per FBC2001;,i10mph; h=25ft; TCDL=6.0psf; BCDL-6.0psf; occupancy category 11; cantilever exposure B; enclosed;MWFRS.gable end -zone; left and right exposed ; end vertical left and right exposed; Lurrlber DOL -1,60 plate grip DOL -1.33. 3) Provide adequate drainage to waterprevent ponding, 4) All plates:areTL20 plates unless otherwise indicated: 5) WARNING:. Required bearing size at joint(s), B greater than input bearing size. s) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1273 Ib uplift at joint J and1058IbupliftatjointB,. 7) Girder carries hip end with 7-0-0 end setback 8) Special hanger(s) or connection(s) required to support concentrated load(s) 385.01b down and 310.81b up at'7-0-0 on' top chord. Design for unspecified connection(s) is delegated to the building: designer., 9) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted. Provide.bracing,where indicated and within 4" of interior joints.. Bracing indicated onthissheetistoreducebucklingofindividualmembersonlyand -does not replace erection and permanent bracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodes, and ordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are,for administrative purposes only are not`part oftherevieworcertificationofthetrussdesigner. 10) Right end may -be attached to 2x8So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. FollowSimpsoninstructionsforinstallation. LOAD CASE(S). Standard 1) Regular: Lumber' Increase=1.25, Plate Increase=1.25 Uniform -Loads (pit) Vert:, B. -J-43.5, A -Cm_ -60:0, C -I=-130,6 Concentrated Loads (lb) Vert: C--385,0 l ` Contractor/Job: 2509 -EL AIRF p txl HuMES ORLANDO Shop No:(______ ate: Regi f' Draw, No 53906901'Hi " 53906901 Truss Truss.Type Qty Ply Centex-Orlando/2509-A/jsk/4-19-3 i . H2' MONO HIP 0++n+ucm W_ 1 1 Job Reference optional). versaFest Products,lnc., BurlingtQja 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc, Wed Apr 23 08:33:39 2003 Page.1 1 0 5-8-14 9-0-0 15-9-14 22-6-0 29-2-2 36-0-0 1-0-0 5-8-14 3-3-2 6-9-14 6-8-2 6-8-2 6-9-14 Scale =1;62. 5x7 = 500 12 D 5x8 — 3x6 = 5x5'= axi = 0 1`1 M, 30 = 3x6 = 3x6 = 3x6 = 3x6 = 3x6 = 2x5 II 5-8-14 9-1 -1 2 15-9-14 22-6-0 29-2-2 36-0-05-e-14 3-4-14' 6-8-2 6-8-2 6-8-2 6-9-14 LOADING (psf) SPACING TCLL 20.0 Plates Increase 2-0-0 1.25 CSI TC DEFL In l PLATES GRIP TCDL, 10,0 Lumber Increase 1.25 0,94 BC 0.74 Vert(LL) 0.30 Vert(TL) M q99L >999 TL20 245/193LBCIDL0.0 Rep Stress lncr BCDL 10.0 NO NO WB 0.80 0.51' Horz(TL) 0.11 M >848 1 n/a. Code Matrix) " istLC LL Min I/defl - 240 Weight: 185 lb LUMBER TOP CHORD 2.X 4 SYP Not BRACING BOT CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-14 oc purlins, except end verticals, WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-11 bracing. oc REACTIONS (Ib/size) B=1498/0-3-8, 1=1427/Mechanical Max Horz B-220(load case 3) Max UpliftB--431(load case 2), 6-483(load case 3) FORCES .(lb) -First Load Case Only TOP CHORD A -B=22, B -C--3062, C -D--2815, D -E--3374, E -F--3210, F -Gs -3210, G -H--2114, H -I=-1354BOTCHORDB-0-2766, N-0=2580, M -N-2580, L -M-3374, K7L-21.14,,J-K=2114, 1'-J-69WEBSD-0-314, C-0=-238, E -M--324, F -L--391, G -J=-1037, D -M=908, E -L--188, G -L-1260, H -J-2352 I NOTES (4-5) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.opsf; BCDL-6,Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL -1,60 plate grip DOL -1.33, 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 Ib uplift at joint B and 483 Ib uplift at joint 1. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality. requirements. Plates -shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of Individual members only and doesnotreplaceerectionandpermanentbracingrequired.for the overall building design. Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances, The truss designer accepts no responsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locationsadministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. . are for 5) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions forinstallation. LOAD CASE(S) Standard ustomer.No: 11045 Customer Name .CENTEX HOMES,:ORLANDO'`. Shop No; jContractor/Job:'25 09;EL.A RF" Date Req0^'" h_ tDraw No:5390690.1 H2 wvv y Job' Truss Truss Type Lyar GCruWyyy Qty Ply Centex - 53906901 H3 ROOF f9 S 1 1 , Job Reference. o' ClonalUniversal,For, Products,lncBurlington, NC 27215, Jeff Kerr 5.000 s'Feb 20 2003 MiTek ]ndustries,: Inc. Wed Apr 23 08:33:402003 Page 1 1 0- 6-5-3 11-0-0 25 0 0 1-0-0 B-5-3 4-6-13 29-6-13 3B_0-014-0-0 4-6-13 6-5-3 Scale -.1:61, 5x6 — 2x3 II 5x6 =. 3x7. t M L K . 3x6 = 3x8 = 3x8 = - 3x7 = 3x8 - 3x6 = 9-3-14 16-0-0 26-8-2. i 9 3-14 B-8-2 36 0 0 Plate Offsets (X Y) (D•0'-3-0 0-2-4 F:0-3-0 0-2-4] B B 2 9-3-14 LOADING 1 TCt_ 2050 3 SPACING Plates Increase 2-0-0 1,25 CSI TC 0.45 DEFL in (loc) I/defl PLATES GRIPTCDL " 10.0', BCLL. 0..0 Lumber Increase 1.25 BC 0,80 Vert(LL) 0.22 K' ,>999 Vert(TL) -0;43 K TL20 245/193 v. BCDL 10.0 Rep Stress Inca Code YES' W8 0.23 M >999 Horz(TL) 0.13 H ' r/aFBC2001Matrix) 1st LC LL Min I/deft — 240 Weight: 1671bLUMBER: TOP CHORD2 . X 4 SYP No.2 BRACING BOT CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-2-14 oc purlins. WEBS2 X 4 SYP No.3 BOT CHORD Rigid ceiling `directly applied or 7-9-2 oc bracing. REACTIONS (Ib/size) H-1427/Mechanical, B-1498/0-3-8 Max Horz B=131 (load case 4) Max Uplift H=,328(load case 3),'B=-382(load case 2) FORCES (lb) First. Load Case OnlyTOPCHORDA' -B=22, B -C=-3046, C -D--2782, F -G=-2789, G -H=-3057, D -E 2829, E -F= 2829BOTCHORDB -M-2749, L -M=2371, K -L=2371, J -K=2374, 1-J—M4,H-1-27.61WEBSC -Ma 309,`D=M=432,,F-1=440, G=1=-315, E -Ka -443, D -K -549,'F -K 544 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001, 11Omph; h-25ft; TCDL=6.Opsf; BCDL-6.00sf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;L.umber DOL -1.60 plate grip D.OL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) .Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 Ib uplift at joint,H and 382 Ib uplift at joint B. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated onthissheetistoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer shall'verify-all design information on this sheet.forconformancewithconditionsandrequirementsofthe'specific buildingand governing,codes and;ordinances. The truss. designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to aspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part ofItherevieworcertificationofthe.truss designer. h) H28R: Right end may be attached to 2x8 So. Pine BC of two or more,ply girder truss with Simpson HUS28 or eq. 1 Follow. Simpson instructions for installation, I'_OAD CASE(S) Standard f,ustomer No 11 045Customer Name: CENTEX HOMES:- ORLANDO ShopNocontractor/Job: 25Q91EL.A RE Date ReRed Drnw kln•,4Qnr;oniu . L r_.___, - Job ' Truss Truss:Type City 53906901 H4 ROOFTRUSS w 1 Job Reference (optional) Universal Forest Products; Inc.; Burlington, NC 27215, Jeff Kerr 11.000 s Feb 20 2.003 M1Tek Industries, Inc. Wed Apr 23 08:33:40 2003 Page "1 1-0 P 6-5-3 13-0-0 23-0-0 29-6-13 36-0-0 1-0-0 6-5-3 6-6-13 10-0-0 6-6-13 6-5-3 scale - 1:61. 5x6 2x3 II 5x6 = - 0 E F 5.00 12'. 2x3 \ :. 2x3 T q m 4 w Id3x7 = M L K 3x7 = 3x6 = 3x6 - 3x0 = 3x6 = 3x6 9-3-14 18-0-0 26-8-2 36-0-0 9-3-14 8.8-2 8-8-2 9-3-14 Plate Offsets X Y :[D:0-3-0,0-2-4], [F:0-3-0-,0-2-41 LOADING (psf) TCLL 2o.0 SPACING 2-0-0' Plates Increase 1.25 CSI TC DEFL to (loc) I/deft PLATES GRIP TCDL 10:0 Lumber Increase 1.25 0.54 BC 0:79 Vert(LL) 0.18 K >999 Vert(TL) -0.39 K -M TL20 245/193 BCLL 0.0 BCDL 10:0: Rep Stress Incr YES. WB 0.18 999 Horz,(TL) 0.13 H n7a " Code " FBC2001 Matrix 1 st LC LL Min l/defy - 240 Weight: 171 Ib LUMBER, BRACINGTOPCHORD2X4SYPNo.2 TOP CHORD Sheathed or 3-1-.1 oc,purtins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigfd'ceiling directly applied or 7-8-15'oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) H=1427/Mechanical, B=1498/0-3-8: Max Horz B-149(load:case 4) Max UpliftHa-319(load case 5),,13 -389(load case 4) FORCES (lb) First Load Case Only TOP CHORD A Ba22; B C=-3071; C D= 2769, F -G..-2776, G-H-3081, D -&o 2365, E -F@-2365BOTCHORDB-M=2777,;L-Ma2174, K -L=2174, J -K-2176, W72176;'H-1=2789WEBS" C M.— 394, D-Ma552, F-1=560., G -.I==400, E -K--252, D -K-284, F-Ka280 NOTES 1) Unbalanced roof]ive loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001;.110mph; h-25ft;TCDL=6;opsf; BCDL=6.Opsf; occupancy category II; -exposure B; enclosed;MWFRS gable end zone; cantilever Left and right exposed ; end vertical left and right exposed;Lumber DOL -1.60 plate grip DOL= 1,33. - 3) Provide adequate drainage to waterprevent ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 Ib uplift at joint H and 389 Ib uplift at joint B. 5) Truss shall be fabricated ANSI/TPI 1-95per quality requirements. Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted.. Provide bracing where indicated and within -of -of interior joints, Bracing indicated onthissheetIstoreducebucklingofindividualmembersonlyanddoeshotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoa. specific. building. Any references to job names and locations are for administrative purposes only and are,not part oftherevieworcertificationofthetrussdesigner. 6) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson Instructions for. Installation, LOAD CASE(S).Standard l Ply Centex-Oriandol2509-Afjsk/4-19=3 ! 1 1 1 1 uJ t %-UOLUMU11.44dtne: ti IZIV:1 CA HUMES ° ORLANDO: : ShopNo: L___:_ _ 1 (• Contractor/Job: 2509 EL A RFDate -Req-.; f.:':Draw No:539'069`01 H4 I Job' Truss Truss Type 53906901 H5 ROOF'TRUSS I Universal Forest Products In B I' " Job jsk/4=19-3 c., ur irtgtb 215, oetrrcerr 5:000 s Feb 20 2003 MiTek Industries, Inc, Wed Apr 23 08:33:41 2003 Page 1 1-0- 0- 6-5-3 11-10-143 15-0-0 21-0-0 24 1 2 29-6-13 36-0-01-0-0 6-5-3 5-5-10 3-12 6 0-0. 3-.1-2 5-5-10 6-5-3 Scale. 1:61.E 5.00 FF2 5x6 5X8 E 5x6 = F Jxi - N M L K J 3x6 =3x8 = . 5x10 = 3x8 = 3x6— 9-3-14 9 18-0-0 26-6-2 36.0.09-3-14 I B-8-2 8-8.2 9-3-142lateOffsets (XM: (D:0-4-0`0-3-01, (E:0-3-0 0-2-4) 1=:0-3-0,0 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1,25 CSI TC DEFL in (loc) I/dei' PLATES GRIP;: TCDL 10.0 BCLL Lumber Increase 1.25 0,43 BC 0..78 ` Vert(LL) -0. 38 L >999 Vert(TL) ' TL20 245/193 0.0 BCDL 10.0 Rep Stress Incr YES WB 0.66 0:38 I J >999 Horz(TL) 0.13 1CodeFBC2001Matrix) n/a 1st -LC LL Min I/deft = 240 Weight: 183 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BRACING BOT CHORD 2-X 4 SYP No:2 . TOP CHORD Sheathed or 3-3-1 oc purlins. WEBS 2 X 4 SYP No 3 BOT CHORD Rigid ceilin direct' I' dyapp1e or 7-4-12.oc bracing, REACTIONS (Ib/si'ze) , Bm1498/0-3-8, 1-1427/Mechanical Max Horz B-168(load case 4) Max UpliftB--413(16ad case 4), I--343(load case 5) FORCES (lb) - First Load Case OnlyTOPCHORDA -B=22, B-Ca=3063,,C-D 2770, D -Ea -1983; F -G -1983, G -Ha -2778, H-1=-3073, E -F=1-2021BOTCHORDB -N-2768, i7Na2265, L -M-2265, K -L-2268, J -K-2268, I-Ja2779WEBSC -N--371", D -N@496, G -J=504, H -J--377, E -L-505, F-L 504, G -L--596, D -L=-593 NOTES (5 6) i 1) Unbalanced roof live loads have been consldered for this design, 2) Wind; ASCE 7-98 per FBC200exposed 11 Omph h-25ft; TCDL=6.Opsf; BCDL-6.Opsf; occupancy category.''; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; 3) Provide adequate drainage end vertical left and right exposed;Lumber DOL -1.60 platetopreventwaterponding. grip DOL -1.33, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding .413 Ib uplift at joint B and 343 Ib uplift at joint Li5) Truss shall be fabricated per ANSIlT PI 1-95 quality requirements, Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted, Provide bracing where indicated and within 4" of Interior joints. Bracing indicated onthissheetistoreducebucklingof,individual members only and does not replace erection and permanent bracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingand,governing codes and ordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part oftherevieworcertificationof. the truss designer. i6) H2BR: Right end may be attached to 2x8 So,Pine BC of two or•more.ply girder truss with Simpson HUS28 or eq, Follow Simpson Instructions for installation. LOAD CASE(S) Standard Customer No. 11045 Customer Name:T CENTEX HOMES _ORLANDQ Shop Not t?M I. . ContracforlJob:.2509 EL.A RF Date Req ' )3 Draw No:53906901 N5: Job •Truss Truss Type Qty Ply Centex-Orlando/2509-A/jsk/4-19-3 ! 53906901 H6 ROrRU8S Job Reference o tlonalUniversalFor,esl Prcducts,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc, Wed Apr 23 08:33:41 2003 Page 1 I 6-5-3 11 1014I 17-0-0 19-0-0 24-1-2 29-6-13. 36_0-01-0-0 6-5-3 5-5-10 5-1-2 . 2-0-0 5-1-2 5-5-10 6-5-3 d Scale - 1:61 5.00 12 5x6 5x6 = E F N M L 3z6 = 3x8 = 5x12 - 3xX 6 = 3xx 3x7 = 6 = I 9-3-14 18-0-0 26-8-2I9-3-14' 8-8-2. 36-0-0 Plate Offsets X Y; D:0 4 0,0-3=0 [E:0-3-:1 0 2 4 F:0 3 0 0 2 4j,.[G:0-4-0,0-3-01 8-8-2 9-3-14 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFL in (loc)I/defl PLATES GRIP TCDL 10.0 I BCLL Lumber Increase 1:25 0.44 BC 0.78 Vert(LL) 0.17 L >999999 0.38. TL20 245/193 0.0 BCDL 10.0 Rep Stress Incr YES WB 0,75 I J >flgg Horz(T) Horz(TL) 0.13 ICadeFBC2001Matrix) n/a 1st LC LL Min I/defl = 240 Weight: 183 Ib LUMBER TOP CHORD' 2 X 4 SYP No.2 BRACING BOT CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed' or 3-3-0 oc purlins. WEBS 2"X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-0 bracing. oc REACTIONS (Ib/size) B=1498/0-3-8, 11427/Mechanical Max Horz B=186(load case 4) Max UpliftB--435(load case 4), 1--364(load case 5): FORCES (lb) - First Load Case OnlyTOPCHORDA -B=22, B -Ca -3057, C -D--2773, D -E--1947, F -G=-1947, G -H=-2780, H -I=-3067, E -F--1812BOTCHORDB -N=2762, M -N -2278,'L -M-2278, K -L-2281, J -K-2281; 1-J-2773WEBSC -N--353, D -N=484, G -J=491, H-J--359,.E-L-524, F-L 523, G -L=-696, D -L--693 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.0psf; BCDL=6.opsf; occupancy category ll; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL -13) Provide adequate drainage to prevent water ponding. .60 plate grip DOL -1.33. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 Ib uplift at joint B and 364 Ib uplift at joint I. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality, requirements, Plates shall be of size and type shown and centeredIatjointsunlessotherwisenoted. Provide bracing where Indicated and within 4" of interior joints. Bracing Indicated onthissheetIstoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design Information on this sheet forI. conformance with conditions and requirements of the specific building and governing codes and ordinances. The trussIdesigneraccepts_ no responsibility for the correctness or accuracy of the design information as it may relate to aspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part ofItherevieworcertificationofthetrussdesigner. 6) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder.truss with Simpson HUS2e or eq, Follow Simpson instructions for installation, LOAD CASE(S) Standard . Customer.No:' 11045Customer Name: .CENTEXO.-c-,-nr3LANDO 'Shop No-' vContractor/Job: 2509 EL:ARF q Draw: No:53906901 H6 Jou Truss Truj gee Qty Ply Centex` -Or 906901 17 'ROOF :` `""" 1 1 Job Reference optional) i Universal Forest Products;lnc,, Burlington, NC 27215, Jeff Kerr5.000 s Feb 20 2003 Mi7ek Industries, Inc: Wed Apr 23 08:33;42 2003 Page 11 6-5-3 11-10-14 18-0-0 24-1-229-6-13 36-0-01-0-0 6-5-3 5-5-10 6-.1-2 6-1-2 5-5-10 6-5-3 Scale - 1: dt 0 5.00 12 5x6 E M L K 3x6 - 3x8 3x8 = - -. 3x8 _ 3x6 = LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP NO.2 WEBS 2 X 4 SYP No.3 18-0-0 9-3-14 Plate Offsets (XY): jD;O 40 0-3-Oj F'0 4 0 0 i LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10;0 Lumber Increase 1.25 BCLL 0.0 Rep'StressJncr YES BCDL . 10.0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP NO.2 WEBS 2 X 4 SYP No.3 18-0-0 26-8-2 36-0-0 B 8-2 8-8-2 9-3-14 , CSl TC 0,44 DEFL in (loc) I/defl' PLATES- Vert(LL) 0,18 K 099 TL20BC0.79 Ve,rt(TL) =0.39 H -I 999 WB 0.80 Horz(TL) 0,13 H n/a Matrix) 1st LC LL Min I/deft.= 240 Weight: 174 lb BRACING GRIP 245/193 TO,P CHORD Sheathed or 3-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing; REACTIONS (Ib/size) B=1498/0-3-8, H=1427/Mechanical Max Horz B-195(load case 4) Max Uplift B- 444(load case 4), H--374(load case 5) FORCES (lb) - First Load Case OnlyTOPCHORDA -B-22, B -Cm -3056, C -D--2773, D -E:--1944, E -F--1944, F -G-2781, G -H=-3066BOTCHORD `B -M=2760, L -M-2281, K -L=2281, J -K=2284,1 -J-2284, H-1=2772WEBSCM=•349, D.Mm481, D K-704, E -K-1.052, F -K--708, F-1=489, G-1=-355 NOTES (4-5) i 1) Unbalanced roof live loads have been considered for this'desigm 9 '2) Wind: ASCE 7-98 per. FBC2001 110mph; h-25ft; TCDL-6:0psf; BCDL=6.01)sf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ;,end vertical left and right exposed;Lumber DOL -1.60. plate grip DOL -1.33:: 3) Provide mechanical. connection (by others) of truss to bearing plate_capable of withstanding 444 Ib uplift at joint B and 374 Ib uplift at joint H. 4) Truss shall be fabricated pe'r ANSI/TPI 1-95 quality requirements; Plates shall be of size and type, shown arid, centered at joints unless otherwise noted. Provide bracing where indicated and within, 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverning, codes and ordinances. The truss designer accepts no responsibilitforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are foradministrative.purp oses only and are not part of the review or certification of the truss designer. 5) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28,or eq. Follow Simpson instructions forinstallation: i LOAD CASE(S) Standard a . Customer No: 11045 Customer Name: CENTEX--innece.__ r1:RLANDO Shop:No., Contractor/Job: 2509 EL.A RF' Date':Req„ , ,,„,; Draw No:53906901 T7 Job- Truss Truss T ype Qty Ply Centex Orlando/2509-Arsk/4 19-3 53906901 H9 ROJobOFd •.• 1 1 Universal Forest Products,lnc,, Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20-2063 'MITek Indusireesnlnc( oWedal) Apr 23 08:33:42'2003 Page 1-0-P 6-5-3 111014 17-0-0 19-0-0 24-1-2 29-6-13 36-0-0 7-0_ 1`0'0 6-5-3 5-5-10 5-1-2 2-0=0 5-1-2 5-5-10 6-5-3 1-0-0 Scale - 1' 5.00 12 5x6 _ 5x6 = E F. K 3x6 = 3x8 = 5x12 = 3x8 = 3x6 - 9-3-14 16-0-0 26-8-2 9-3714 8-8-2 l 36-0-0 l Plate Offsets (X Y)' (D•0-4-0 0-3-0) fE'0-3 0 0 2 41 F:0-3-0.0-2-41.1 8-8-2 0 4 00-3 Oj 9-3-14 . LOADING (psf) SPACING 2-0-0 TCLL 20,0 Plates Increase 1.25: CSI TC DEFL in (loc) I/deft PLATES GRIP TCDL' 10.0 Lumber Increase 1.25 BCLL0.0 0.42 BC 0,70 Vert(LL) 0.17 M >999 TL20 245/193Vert(TL) 0.38 'MRepStressIncrYES BCDL 10,0 WB 0.74 1 > 999 Ho z(TL ) 0:13 I n/aCodeFBC2001Matrix) 1 st LC LL.Min I/defl - 240 Weight: 1851b LUMBER TOP CHORD 2 X 4 SYP No.2 BRACING BOT CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 3-3-6 0c purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-1'-9'oc bracing, REACTIONS (Ib/size) B=1497/0-3-8, 1-1497/0-3-8 Max Horz B=-178(load'case 5) Max Uplift Ba-434(load case 4); 1--434(load case 5) FORCES (lb) - First Load Case OnlyTOP, -CHORD- A-8=22, B -C=-3054, C -Da -2770, D=E= -1944; F -G= -1944i G -H=-2770, H-1=-3054, I -J=22, E -F=-1809BOTCHORD, B-0=2759, N-0=2275, M -N=2275, L -M=2275, K L=2275, I -K=2759WEBSC-0=-353, D-0-484, G -K=484; H -K=-353, E -M=523, F=M=523, G- ` M=-693, D. M=-693 NOTES 1) Unbalanced.roof live loads have been considered for This design. 2) Wind: ASCE 7-98 per FBC2001 110mph; h=25ft; TCDL=6,Opsf; BCDL=6.opsf; occupancy category II; exposure B; enclo`sed;MWFRS gable endzone; cantilever left and right exposed ;,end vertical left and right exposed;Lumber D0L=1.60 plate grip DOL -1.33, 3) Provide adequate drainage to prevent water ponding; 4) Provide mechanical connection (by others) of trus 5) Truss shall be fabricated pes to bearing plate capable of withstanding 434.1b uplift at joint B and 434 Ib uplift at joint 1. Provide bracinr ANSI/TPI 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted, g where indicated and within 4" of interior joints, Bracing indicated on this sheet is to reduce buckling of,individual members only and doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer. shall verify all design information on this sheet for administrativeorrectness, or accuracy of,the design i of the on as mabuiy rel and governing codes and ordinances, The truss designer accepts no responsibilitfor B conformance with conditions and requite design in as it may relate to a specific building. Any references to job names and locations are forpurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard ustomer No: 11045 Customer Name: CENTER HOMES ..QRLANDC1 __ Shop Noj ------ 11ontractor/Jo:b: 25091 EL.A-RF Date Reg l _3. Draw No53906901 Hy Truss Truss T eType nQPlyCentex40rlando/2509-Arsk/4 19 3 m F53906901 H10 ROOF,I( SPACING 2-0-0TCLL , 20.0 TCDL Plates Increase 1.25 to.0: Lumber Increase 1.25 Forest Prnducts,lnc., Burlington, NC 27215, Jeff Kerr Job Reference (optionaliversal 5.000 s Feb 20 2003 MiTek Industries, lnc: Wed Apr 23.08:33:43 2003 ,Paged Code FBC2001 1 0 Q 1.0-0 6-5-3 6 35 11-10-14 15-0-0 I 5-5-10 3-1-2 21-0-0 24-1-2 29-6-13 3600 37-0-p 6-0-0i 3 1 2 5-5-10 6-5-3, 1-0-0 WEBS 2 X 4 SYP No.3 Scale 1:61,81 gI 5.00 12 5x6 5x6 = 5x8 E F 3x6 = 3x8= L K .. ' 3x7 5x10 = :3x8 = .. 3x6 re -U -U 26-8-2 36-0-0 8 8 2 8-8-2 9-3-14 3-0,0-2-41 [G 0-4 0 0-3-0 CS1 DEFL in (loc). I/de'fl PLATESTC0.41 Vert(LL) -0.17 .. M >999 TL20 GRIP BC '0.70 Vert(TL) 0.38 M-0 >999 245/193 WO 0.65 Horz(TL) , 0,13 1 n/aMatrix) 1st LC LL Min I/defl m 240 Weight: 184, lb BRACING TOP CHORD Sheathed or 3-3-7 oc Purlins. BOT CHORD Rigid ceiling directly applied or 7-5-5 oc bracing. la0 REACTIONS (Ib/size) B=1497/0 -3-B, 1=1497/0-3-8 Max Horz B-1 59(load case .5) Max Uplift B=-413(load case 4), 1=-413(load case 5) FORCES (Ib) -First Load Case Only TOP CHORDA-B=22, B -C=-3060; C-0=-2768, D -E=-1980, F -GBOTCHORD' B-0=2766, N -0a2262, M -N=2262; L -'M=2262, K -L=2262, I KH276668 H 1=-3060, 1 J=22, E -F=-2018 WEBS .. C70-371, D-0=496, G K=496, H K= -37f, E M=504, F -M=504; G -M=-593, D -M=-593 NOTES (5) g 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7- per FBG2001; 11 Omph; h=25ft; TCDL=6,Opsf; BCDL=6.Opsf; occupancy category ll; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 platei3) Provide adequate drainage to prevent water ponding: grip DOL -1.33. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 Ib uplift at joint B and,413 Ib uplift at joint I. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered;at joints unless otherwise noted. Provide bracing where indicated and within 4" of interiorjoints, Bracing indicated on this sheet is io reduce buckling of individual members only and doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer: shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinancesThetrussdesigneracceptsnoresponstbilitforthecorrectnessoraccuracyofthedes(gn>information as it may relate to a specific building. 'Any references to job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard ustomer No: 110451Customer Name: CENTER HO;ML ':ORLANDn Shop NoContractor/Job: 25bgr; ARF Date`Re Draw No:53906901 W10 9-3 -14 9-3-14 I Plate Offsets: D:0-4-0,0-3-01, fE`0-3-0 0-2- I :LOADING (psf) SPACING 2-0-0TCLL , 20.0 TCDL Plates Increase 1.25 to.0: Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10:0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 L K .. ' 3x7 5x10 = :3x8 = .. 3x6 re -U -U 26-8-2 36-0-0 8 8 2 8-8-2 9-3-14 3-0,0-2-41 [G 0-4 0 0-3-0 CS1 DEFL in (loc). I/de'fl PLATESTC0.41 Vert(LL) -0.17 .. M >999 TL20 GRIP BC '0.70 Vert(TL) 0.38 M-0 >999 245/193 WO 0.65 Horz(TL) , 0,13 1 n/aMatrix) 1st LC LL Min I/defl m 240 Weight: 184, lb BRACING TOP CHORD Sheathed or 3-3-7 oc Purlins. BOT CHORD Rigid ceiling directly applied or 7-5-5 oc bracing. la0 REACTIONS (Ib/size) B=1497/0 -3-B, 1=1497/0-3-8 Max Horz B-1 59(load case .5) Max Uplift B=-413(load case 4), 1=-413(load case 5) FORCES (Ib) -First Load Case Only TOP CHORDA-B=22, B -C=-3060; C-0=-2768, D -E=-1980, F -GBOTCHORD' B-0=2766, N -0a2262, M -N=2262; L -'M=2262, K -L=2262, I KH276668 H 1=-3060, 1 J=22, E -F=-2018 WEBS .. C70-371, D-0=496, G K=496, H K= -37f, E M=504, F -M=504; G -M=-593, D -M=-593 NOTES (5) g 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7- per FBG2001; 11 Omph; h=25ft; TCDL=6,Opsf; BCDL=6.Opsf; occupancy category ll; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 platei3) Provide adequate drainage to prevent water ponding: grip DOL -1.33. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 Ib uplift at joint B and,413 Ib uplift at joint I. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered;at joints unless otherwise noted. Provide bracing where indicated and within 4" of interiorjoints, Bracing indicated on this sheet is io reduce buckling of individual members only and doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer: shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinancesThetrussdesigneracceptsnoresponstbilitforthecorrectnessoraccuracyofthedes(gn>information as it may relate to a specific building. 'Any references to job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard ustomer No: 110451Customer Name: CENTER HO;ML ':ORLANDn Shop NoContractor/Job: 25bgr; ARF Date`Re Draw No:53906901 W10 t- Jobi Truss Truss T eYP Qty Pty Centex Orlando/2509-A/'sk/4-19 3 53906901 H11t1'h'f't8'e 1 Universal forest Products,lnc., BuJob.Reference o tional) rlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 Mi Industries, Inc: Wed Apr 23 08:33:44 2003 Page 1 i 0 P 6-5-3 13-0-0 23-0-0 29-6-13 36-0-0 07-0-p1-0-0 6-5-3 6-6-13 10 0 0 6-6-13 6-5-3 1-0-0, Scale — 1:61. 5x6 = 20 II 5x6 = K 3x73x6 = 3x8 = 3x8 = 3x8 = 3x6 = 9-3-14. 18-0-0 26-8-2 9-3-14.- 0-0 8.8.2 36 8-8-2 9-3-14PlateOffsetsXYD:0-3-0 0-2-4 F;0-3-0 0-2-4 td0 LOADING:(psfj TOLL 20.0 TCDL 10,0 - BOLL 0.0 BCDL 10.0 LUMBER SPACING 2 0 0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2001 CSI TC 0,40 BC 0.70 , WB 0.18 Matrix) DEFL in (loc) Well Vert(LL) 0.18 L >999 Vert(TL) -0.39 L -N >999 Horz(TL) 0.13 H n/a 1st.LC LL Min /defl'=24.0 PLATES GRIP TL20 245/183 Weighi:'173,Ib TOP CHORD 2 X4 5YP N0.2 BOT CHORD, 2 X 4SYP No.2 WEBS 2 X 4:SYP-Nb.3 BRACING. TOP CHORD BOT CHORD Sheathed or 3-3-10 oc purlins. Rigid ceiling directly applielll or 7-9-8 oc bracing.. REACTIONS (Ib/size). B=1497/0-3.8, H=1497/0-3-8 Max Horz B--141(load case 5)'' Max UPI iftb--389(load case -4), H--389(load case 5) FORCES' (lb) - First Load Case OnlyTOPCHORDA -B=22, B -Cm -3068, C -D--2766, F-Gp-2766„ G -H--3068, H-1=22, D=E= -2362, E -F--2362BOTCHORDB -N=2775, M;N=21,71, L -M=2171", K -L=2171, J -K-2171, H -J=2775WEBSC -N--394, D -N=552, F -J -552,.G -J=-394, E-La7251, D=L=282;'F-L=282 NOTES 1) Unbalanced roof live loads"have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL=6.opsf; BCDL-6,0psf;.0ccupancy category II; exposure B; Enclosed;MWFRS gable end zone;. I cantilever left and right exposed ; end vertical left and right exposed;Lumber`DOL-1.60 plate grip DOL -1.33. 3), Provide adequate drainage to prevent water ponding.. 4) Provide mechanical: connection (byothers) of truss to bearing plate capable of withstanding 389. Ib uplift at joint Band 389 Ib uplift at joint H. 5) Truss shall be fabricated per ANSI/TPI 1 95 quality, requirements. Plates shall'be of size and type shown and centered of joints unless otherwise noted. Provide bracing where indicated and within' 4" of interior joints. Bracing. indicated on this sheet is to, reduce buckling of individual members only and doesnotrept a e erewithcta conditionpe andpermanent bracing required for the overall building design. Building Designer shall, verify all design information' on this sheet forP requirements of the specific buUiiing and governing codes and ordinances: The truss designer' accepts:no responsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard I customer No: 11045 Customer. Name:: CENTEX HOM-ES_-ORLANDO Shop No: Contractor/Job 25D9 EL'A RF Date Req 0{ ____..Draw No53906901 H11 I- I__I w – Fir, b ` Truss - Truss Type : Qty Ply Centex Orlando/2509 A/jsk/4 19 3' 53906901 H'.12 ROO '' aiu 1 1. Universal Forest Products,lnc., BurlinJob Reference(optional). gton, NC 27215, Jeff Kerr 5.000s`Feb 20 2003 MiTek Industries,'Inc. Wed Apr 23 08:33:44,20-6-3— Page 1 11 0 6-5-3 11-0-0 25-0-0 29-6-13 36-0-0 7 0- 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 .6-5-3 1-0-0 Scale 1:61.fl 5x6= 2x3 ll. 5x6 D E F" 5.00 12 2x3 O . 2x3 c - W2 W1 W2, 3 G v - 4' ` w 8 vtA H 3x7 —_ N M K J 3x7 = 3x6 = ..3x8 — .. 3x8 = 3x0 _ - 3x6 9-3-14 ie' -0-0 26-8-2. 36-0-0 9-3-14 8-8-2 _I B 8,2 9-3-14 Plate Offsets (X,Y)' jD:O-3-0,0-2- 4 1fF•0-3=0 0 2 4t LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFT- In (loc) .I/dell PLATES GRIP TCDL 10;0 BCLL Lumber Increase 1.25 0.43 BC: 0.79 Vert(LL) 0.22 L >999 Vert(TL) -0.43 L -N >99g. TL20 245/193 0:0 BCDL 10,0 Rep Stress tncr YES Code FBC2001Matrix WB 0.23 Horz(TL), 0.13 H "n/a 1st LC LL Min I/dell = 240 Weight; 169 Ib LUMBER BRACINGTOPCHORD2X4SYPNo:2 BOT CHORD 2 X.4 SYP No.2 TOP CHORD Sheathed or 9-3-3 oc purlins, WEBS 2X'4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. REACTIONS (Ib/size) Bo1497/0-3-8, H=1497/03-8 Max Horz Ba-122(load case 5) Max UpliftB-382(load case 2) H-382(load case 3), FORCES (lb)`- First Load Case Only TOP CHORD A -B=22, b -C=-3044, C -D=-2779, F -Gm -2779,.G -H=-3044, H-1=22, D -E=-2825, E-Fg-2825BOTCHORDB -N=2747, M -N=2368, L M=2368, K -L=2368, J -K=2368, H-Je2747WEBSC -Na -309, D. -N-43'2, F -J=432, G J=-309, E -L-443, D -L-547, F=L -547 NOTES'. (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 1 tOmph; h=25ft;.TCDLa6.Opsf; BCDL=Ei.Opsf; occupancy category II; exposure B; enclosed;MWFRS"gable end zone; cantilever left and,right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL -1.33. 3) Provide adequate drainage to,prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 382 Ib uplift at joint B and 382 Ib uplift at joint H. 5) Truss shall be fabricated per ANSI[FPI 1-95 quality requirements. Plates shall be of size and type shown and centered at -joints unless otherwise nosed, Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is io educe;buckling.of individualnotreplaceerection members only and doesandpermanentbracingrequiredfortheoverallbuiiding,design. Building. Designer shall verify all 'design information on this sheet forconformancewithconditionsandrequirementsoftheseclficbuildingandoverrnncodesqPfor y •. y 9 governingand ordinances. The truss designer accepts no responsibilitg9Pthecorrectnessor of the design Information as It may relate to a specific building Anyg references to lob names and locations are foradministrativepurposesonlyandarenotpartof.the review or certification of the truss designer. LOAD CASE(p) Standard Customer No 11045'CUStomer Name:.. CEN Contractor/Job: 2509,EL.A RFS` Date EKHOMES-..ORLANDO Shop No:i Draw No:5390690.1 H12. JobTruss versai 9-1-12 8710-4 8-10-4 9-1-12 Truss Type Qty Ply Centex-Orlando/2509-A/jsk/4-19-3 ' 5390d901 H13 Hi. 1 1 Vert(LL) 0.28. M >999 Uni I F P d Rep Stress Incr YES BC 0.80 WB 0.79 Vert(TL) -0..52 K -M >826 Horz(TL) 0,15 I Job Reference (optional) ore st ro ucts,lnc., Burjington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:33:45 2003 Page ll 1 0 p 5-9-1 9-0-0 15-0-0 I 21-0-0 27-0-0 30-2-15 36-0-0 1-0-0 5-9-1 3-2-15 6-0-0 6-0=0 6-0-0 3-2-15 5-9-1 1-0-0 Scale - 1:61.' 5.00 12 5%6 0 3x6 = 5x8 = 5x6 = E F n N M L K 3x7 = 3x8 = 300 MlliaH= 3x6 = 300 WISH= 3x8 = - - 9-1-12 18-0-0 26-10-4 36-0-0 9-1-12 8710-4 8-10-4 9-1-12 Plate Offsets (X,Y): [D:0-3-0.0-2-41, [F:0-4-0,0-3-01, [G:0-3-0.0-2-41 LOADING (psf) TCLL SPACING 270-0 CSI DEFL in (loc) I/dell PLATES GRIP20.0' TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0,36 Vert(LL) 0.28. M >999 TL20 245/193 BCLL 0.0 Rep Stress Incr YES BC 0.80 WB 0.79 Vert(TL) -0..52 K -M >826 Horz(TL) 0,15 IBCDL. 10.0 Code FBC2001 Matrix) n/a 1st LC LL.Min I/deft = 240 Weight: 169 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-7`oc'purlins, BOT. CHORD' 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 8°1497/0-3-8, 1=1497/0-3-8 Max Horz B=-104(load case 5) Max UpliftB--413(load case 2), 1--413(load case 3) FORCES (lb) -First Load Case Only TOP CHORD . A-8=22, B -C=-3067, C -D=-2813, D -E-2592, E -Fm -3350, F -Gm -2592, G -H=-2813, H-1=-3067, 1-J=22BOTCHORDB-0=2771, N-0=3284, M -N=3284, L -M=3284, K -L-3284, I -K-2771WEBSD-0-788, G -K=788, C-0=-252, H -K= -252,,E-0_-825, E -M=106, F -M=106, F -K--825 NOTES (6) 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL-6,Opsf; BCDLm6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL -1.60 plate grip DOL -1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are TL20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 Ib uplift at joint B and 413 Ib uplift at joint I. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centeredat'joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated onthissheetistoreducebuckiing;of individual members only and does not replace erection and permanent bracingrequiredfortheoverallbuilding. design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and. governing codes and ordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesignInformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part oftherevieworcertificationofthetrussdesigner, LOAD CASE(S) Standard; Customer No: 11045i,Custo.mer Name: CENTEX.HOMES--ORLANDO: Shop. No: 53Contractor%Job: 2509 EL.A RF Date.Req:" X203' Draw No;53906901 H13 Job Truss Truss Type ` Qty Ply T 9 E Centex-Orlando/2509-A/jsk/4-19-3 e 5390690/ H14 5 '5-2 HI kll f''' 36-0-0 1 1 5 -5-2 7-1-12 Universal Forest Prcducts,lnc., Burlington, NC 27215, Jeff Kerr Job Job (1o, tional) 5.000 s Feb 20 2003. MiTek Industries. I Reference . Wed Apr 23 06:33:45 2003 Page 1 I 1-0-0 11-6-5 X7-0 0 1-0-0 4-6-5 2-5-115-6-14 12-6-14 18-0-0 5-5-2 23-5-2 5-5-2 29-0-0 31-5-11 36-0-0 77-0 5-6-14 2-5-11 4-6-5 1-0-0 0.79 BC 0,77 Vert(LL) 0,81 Vert(TL) -1.16 O >529 p Scale - 1:61. 0,0 BCDL 10.0. 5.00 12 dI 0 7x10 = C 5x6 = 2x5 11 5x8 5x6 =-'` 7x10 = E F n u 5x6 = 5x6._ 7xN M 10 M1118H= 5x10. 5x6 =. 5x6 — 7-1-12 12-6-14 . 18-0-0 23-5-2 28-10-47-1-12 5-5-2 5 '5-2 5-5-2 36-0-0 Plate Offsets X Y : B:0-2-7 Ede , D:0-3-12 O>4-0 L;0 3 12,0-4 Oj, K:0-2-7, Edge],[0:0-5-0,0-4-8] 5 -5-2 7-1-12 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1;25 CSI TC DEFL in loc) I/dell PLATES GRIPTCDL10.0 BCLL Lumber I1.25 0.79 BC 0,77 Vert(LL) 0,81 Vert(TL) -1.16 O >529 p TI-2oncrease245/193 0,0 BCDL 10.0. Rep Stress Incr NO Code WB 0.74 Horz(TL) 0.21 370 K 'n/aFBC20o1Matrix) 1st LC LL Min I/defl.= 240 Weight: 221Ib LUMBER TOP CHORD 2 X.4 SYP No.2 'Except` BRACING', T3 2-X 6 SYP No.2, T2 2 X 6 SYP No,2 TOP CHORD' Sheathed or'1-9;-8 oc purlins. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. WEBS 2 X 4 SYP No.3 `Except' W12X4SYP No.2,W12X4SYP No.2 W1 2 X 4 SYP No.2, W1 2 X 4 SYP No,2 REACTIONS (Ib/size) K=3079/0-3-10 (input: 0-3-8), B-3079/0-3-10 (input: 0-3-8) Max Horz B=-86(load case'5) Max UpliftK--l129(load case 3), B--1076(load case 3) FORCES (lb) First Load Case OnlyTOPCHORD A -13a26, B -C=-7065, C -Da -6987, D -E--9397, E -F -10284 F -G10 284, G -H=-10284, H-1=-9397, I -J=-6987, J -K=-7065, K -L-26BOTCHORDB -Q=6456, P -Q=6499, O -P=9394, N-0=9394, M -N=6499, K -M=6456WEBS D-Qa290, 1 M=290,C-Q=34, D -P-3247, E -P-1253, E-0=1001., F -0a-687, H-0-1001, H -N=-1253, 1-N=3247, J -M=34NOTES (9)- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11Qmph; h=25ft; TCDL-6;Opsf; BCDL-6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ;. endvertical left and right ex3) Provide adequate drainage to prevent water, ponding. posed;Lumber. DOL -1.60 plate grip DOL -1.33' 4)' All plates are TL20 plate's unless otherwise indicated, 5) WARNING: Required bearing size at joint(s).K,'B greater than Input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1129 Ib uplift at joint K and 1076 Ib uplift at joint B, 7) Girder carries. Hip end with 7-0-0 end setback 8) Special hangers) or connection(s) required to support concentrated load(s) 385.01b down and 310.816 up at .29-0-0, and 385.01b down and 3.1 0,81b up at 7-070 on top chord. Design for unspecified connection(s) is delegated to thebuildingdesigner. 9) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted; Provide bracing where indicated and within 4" of interior joints. Bracing indicated onthissheetistoreducebucklingofindividualmembersonly, and does not replace erection and permanent bracingIrequiredfortheoverallbuildingdesign.„Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracy,•of the design' information as it may relate to aspecificbuilding: Any references to job names and lotherevieworcertificationofthetrussdesigner cations are for administrative purposes only and are not part of LOAD CASES) 'Standard 1) Regular: Lumber Increase -1,25, Plate Increase=i.25UniformLoads (plf) Vert: A -D=-60,0, D-1-1130.6, I -L=-60.0, B -K=-43.5ConcentratedLoads (ib) Vert: D--385.0 I=-385.0, Customer No: 11045 Customer Name: CENTEX-,H0MF-q-. nContractor/Job: 2509, EL:A RF'' 9LANDO Shop No:i . I. Date Req 0 . _. ,. Draw. No:53906901 H14 Job, '=Truss 539069'01 CJ5 Universal Forest Product: 6 Truss Type Qty Ply f RO F TRUSS 6 1 c., Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20-2003 M!Tek 7 entex-Orlando/2509=A/isk/4-19-3 —I neieience toptionaii ustries, Inc, Wed Apr 23 LOADING (psf) SPACING 1 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10,0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10,0 Code FBC2001 LUMBER TOP CHORD 2. X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2 4_111x11 0-0-12 GRIP 245/193 TOP CHORD Sheathed or 4-11-1.1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: REACTIONS (Ib/size) C=135/Mechanical, B=268/0-3-8, D=48/MechanicalMaxHorzB-115(load case 5) Max UpliftC= 116(load case 5), B=-77(load case 4) FORCES (lb) - First Load Case OnlyTOPCHORDA -B=22, B -C-42 BOT CHORD B -D-0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 1'1'Omph; h-25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category If; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber'DOL=1.60. plate grip DOL=1;33. Provide mechanical connection (by others) of, truss"to bearing plate'capable of withstanding 116 lb uplift at joint C and 77 Ib uplift at joint B. 3) Truss shall be fabricated per ANSf/TPI 1-95 quality requirements. Plates shall be of size andtype shown and centered. at joints unless otherwise noted. - Provide bracing where indicated and within 4" of interior joints. Bracingindicated on this sheet is'to reducenotreplaceerectionandpermanentbracingrequiredfortheoverallbuilding buckling of individual members only and doesdesign,. Building Designer verify, all design. information on this'sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts -no responsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names -and locations are foradministrativepurposesonlyand, are not part of the review or certification of the truss designer. OAD CASE(S) Standard Customer No: 11045 Customer Name:: CENTEX HOMES :.ORLANDO Shop -No: 5__._ 9 ;EL:A .RF Date'Re 0 Draw. No:5.3906901.CJ5. Contractor/Job: 250 q 4-10-15 CSI TC DEFT_ in (loc) I/defl PLATES 0:27 Vert(LL) n/a n/a TL20 ' BC 0.:10 Vert(TL) -0.05 A 263 WB 0.00 Horz(fL) -0.00 C n/a Matrix) 1st LC LL Min I/defy= 240 Weight: 17 lb BRACING 4_111x11 0-0-12 GRIP 245/193 TOP CHORD Sheathed or 4-11-1.1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: REACTIONS (Ib/size) C=135/Mechanical, B=268/0-3-8, D=48/MechanicalMaxHorzB-115(load case 5) Max UpliftC= 116(load case 5), B=-77(load case 4) FORCES (lb) - First Load Case OnlyTOPCHORDA -B=22, B -C-42 BOT CHORD B -D-0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 1'1'Omph; h-25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category If; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber'DOL=1.60. plate grip DOL=1;33. Provide mechanical connection (by others) of, truss"to bearing plate'capable of withstanding 116 lb uplift at joint C and 77 Ib uplift at joint B. 3) Truss shall be fabricated per ANSf/TPI 1-95 quality requirements. Plates shall be of size andtype shown and centered. at joints unless otherwise noted. - Provide bracing where indicated and within 4" of interior joints. Bracingindicated on this sheet is'to reducenotreplaceerectionandpermanentbracingrequiredfortheoverallbuilding buckling of individual members only and doesdesign,. Building Designer verify, all design. information on this'sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts -no responsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names -and locations are foradministrativepurposesonlyand, are not part of the review or certification of the truss designer. OAD CASE(S) Standard Customer No: 11045 Customer Name:: CENTEX HOMES :.ORLANDO Shop -No: 5__._ 9 ;EL:A .RF Date'Re 0 Draw. No:5.3906901.CJ5. Contractor/Job: 250 q JobTruss Truss Type Qty Ply Centex-Orlando/2509-A/jsk/4-19-3 D.EFL in (loc) Well PLATES GRIP TCDL' 10.0 Lumber Increase 1.25 0.08 BC 0.03' 53906901 CJ3 ROOF SS 6 1 WB 0.00 Horz(TL) -0.00 C n/aBCDL . 10.0 r Job'Reference (optional) I Universal Forest Products, Inc., Burlington, NC 27215, Jeff Kerr o.uuu s reD zu zuu3 MI I eK Industries, Inc. Wed Apr 23 UB;33:46 2003 Page 1 Scale - 1:7 NOTES ' (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDLm6.0psf; BCDL-6.opsf; occupancy category II; exposure B; enclosed;MWFRS gable.end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL -1.60 plate grip DOL -1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift at joint,C and 84 Ib uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at, joints unless otherwise noted. Provide bracing where indicated and within 4" of interior. joints. Bracing indicated on this sheet is to reduce buckling of individual members only and doe: not replace erection and permanent bracing required for the overall. building design. Building Designer shall verify all design information on this sheet folconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibili' for the correctness Or accuracy of the design information as it may relate to a specific building. Any references to job names. and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer_No:.11045 Customer Name:. CENTEX::HOME$_ .OR.LANDO Shop No, -- Contractor/Job: 25091 EL A RF Date,Req j X03 `Draw No:53906901 CJ3 2-10-15 2-10-15 2- 1 11 0-0-12 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plates Increase 1'.25 CSI TC D.EFL in (loc) Well PLATES GRIP TCDL' 10.0 Lumber Increase 1.25 0.08 BC 0.03' Vert(LL) n/a - n/a Vert(TL) -0.01 A >999 TL20 245/193 BCLL'' 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/aBCDL . 10.0 Code. FBC2001 Matrix) 1st LC LL Min I/dell m 240 . Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-11 cc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Ib/size) C-69/Mechanical, B=194/0-3-8, DQ28/Mechanical Max Horz 8-73(load case 5) . Max UpliftC--66(load case 5),,B--84(load case 4) FORCES (lb).- First Load Case Only TOP CHORD A -B=22, B -C=21 BOT CHORD B -D=0 NOTES ' (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDLm6.0psf; BCDL-6.opsf; occupancy category II; exposure B; enclosed;MWFRS gable.end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL -1.60 plate grip DOL -1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift at joint,C and 84 Ib uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at, joints unless otherwise noted. Provide bracing where indicated and within 4" of interior. joints. Bracing indicated on this sheet is to reduce buckling of individual members only and doe: not replace erection and permanent bracing required for the overall. building design. Building Designer shall verify all design information on this sheet folconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibili' for the correctness Or accuracy of the design information as it may relate to a specific building. Any references to job names. and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer_No:.11045 Customer Name:. CENTEX::HOME$_ .OR.LANDO Shop No, -- Contractor/Job: 25091 EL A RF Date,Req j X03 `Draw No:53906901 CJ3 3 Truss 306901 Cil niversal Forest Produ tcs truss type ROOF VnC}30 ton, NC 27215, Jeff Kerr 5.( Qty I Ply I Centex-Orlando/2509-Afjsk/4-19-3 6 li I I )Job Reference (optional) s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 i TCDL 10.0. Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 LUMBER l TOP CHORD 2 X 4 5YP N0,2 BOT CHORD 2 X 4 SYP No.2 0--ib45 0-0 1 q 1 0-10-15 n.n_1 2003 Page Scale e 1 A. ; CSI DEFL in (loc) Well PLATES GRIPTC0.06 Vert(LL) n/a n/a TL20 245/193BC0.00 Vert(TL) 0.00 A >999 WB 0:00 Horz(TL) -0.00 C n/a Matrix) 1 st LC LL Min I/deft A 240 Weight: 5 Ib BRACING TOP CHORD Sheathed or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS (Ib/size) B-133/0-3-8, E-9/Mechanical,.0=0/Mechanical Max Horz B-41 (load case 4) Max UpliftB 102(load case 4),_C--27(load case 5)' Max GravBe133(load case 1), E-9(load case 1), C-29(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A -B=21, B -C=-26, C -D--4 BOT CHORD B -E-0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; ha25ft; TCDLd6.opsf; BCDL=6,0psf, occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed.; end vertical left and right exposed;Lumber DOL -1.60 plate grip DOL -1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint B and 27 Ib uplift at joint C. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of Individual members only and doesnotreplaceerection.and permanent bracing required for the overall building design. Building Designer shall verify,all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibilit) for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard u,ustomet No:.11045 Customer Name:..CENTEX HOMES =ORLANDO Shop No:( Contractor/Job: 25.09,EL.A:RF Date. Req 09. 3 .Draw No:53906901CJ1 mm p STRONGBACK DETAILS 6d NAILS 0 TOP & Zx4 VERTICAL BLOCK 2 S2K' RU.IM% D. SECURE& L) jl 6d NAILS 0 EACH VERllCAI- LOCATE SE TO BOTTOM CHORD AS POSSIBLE. NGBACKS SPACED AT 10-T (MAX) ARE REQUIRED TO MAINTAIN CERTAIN FIRE ASSEMBLIES. STRONGBACKS ARE RECOMMENDED TO MINIMIZE VIBRATION. z zAh -A Z, 80 W-5,65 0-0 J0 HELD BACK I poumzo 0 0z zo. . w . 28, Z 0 a. z z LLJ Ma m zz w INTERIOR BEARING 0:: SUPPORTING C) CX3 STRUCTURE Z: t;l L;j cy E 0f: Li Ln C-> C= Z! cy LLj z O vi LdL I II.=L C I. o v) N0w tR 6 E*o il> DRAWN BY: TDN CHECKED BY: DRAWING NUMBER 1310001 3'bath to roof w/fan 3' bath duct to roof cap w/Fan dryer wall cap n r untu,. 19nxe!r!t',f 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL J l 4 5 n m Z W w CD d o o - , 0 m U Q X 0 0 LL- V) V) al W X W J W o; cD 0 W U 7-- 0c) z 9 o U) m r Z LL) Q jo m O_ _I U a C) 0 O n r untu,. 19nxe!r!t',f 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL J l 4 5 n m Z W w CD d o o - , 0 m U Q X 0 0 LL- V) V) al W X W J W o; cD 0 W U 7-- 0c) Rating z o U) m W z o Qt- m Z LL) Q jo m O_ _I U a C) 0 ONE BY WOOD,— BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE I & WOOD BUCK STUCCO BY OTHERS PERIMETER CAULK BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS Nil I,RIGID VINYL I GLAZING BEAD W H. (TYP.) I CWI DOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 .ADHESIVE -] CAULK, OR APRV'D. EOL. / PERIMETER CAULK BY OTHERS CAULK "BETWEEN B.V. 1-1/4' MIN. WOOD BUCK & .(BUCK WIDTH) EMBEDMENT MAS'Y. OPENING _ INSTALLATION ANCHOR BY OTHERS 3/16' DIA. TAPCON pONEBYWOOD BUCK BY OTHERS 1-1/4' MIN. EMBEDMENT INSTALLATION ANCHOR 3/16' DIA. TAPCON i SHIM AS .REO'D.. I/4' MAX. SEE NOTES). . FLANGE TYPE WINDOW FRAME . HEADER STUCCO BY THEIRS SHIM AS REO'D. . R[GID VINYL 1/4' MAX. 0 GLAZING BEAD ( SEE N TES>. TY -P-) GLASS TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGEP WOOIf BUCK PERIMETER CAULK GLASS BY OTHERS W.W. TYP.) (SEE NOTES) WINDOW WIDTH) B.N. BUCK CAULK BETWEEN HEIGHT). WOOD BUCK R . MAS'Y.. OPENING BY OTHERS SECTION B -B FLANGE TYPE CONCRETE OR WINDOW. FRAME MASONRY OPENING SILL BY OTHERS PRECAST SILL a Q v Q BY OTHERS Y NOTES: SECTION A -A A B C. 1) SHIMAS REQ -O. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1/4-. D E 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063- Ik Ir 7A3) INSTALLATION ANCHOR MUST .BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4- INTO MASONRY OR CONCRETE.. r 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD JAMBS. SILL MUST BE ATTACHED 'TO THE SUBSTRATE WITH B K B (Z VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. I 5) USE E 7ER110ROOFNIZEWINDOw FLANGE. D ACRYLIC LK FOR PERIMETER SEAL AROUND W.H. F G 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE.. FOR THE APPROPRIATE DESIGN PRESSURE REO'D. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF .ASTM Qa,. TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF TO 40PSF 41 PsF TO 70PSF 30PSF TO 40PSF 41 PSF TO 70PSFSIZESIZE 12 18 1/8 x 25 6 B F.G F.G F.G F,G . 13 18 1/8 x 37 3/8 B B F.G F.G 14 18 1/8 x 49 5/8 B B B F,G F.G 145 18 1/8 x 55 1/4 B B F,G F,G 15 18 1/8 x 62 B B B F,G F,G,H 1 16 18 1/8 x 71 B B F,G F,G•J.K 17 18 1/8 X 83 8 B F. F.G 1H2 25 1/2 x 25 B B F.G F.G 1H3 25 1/2 x 37 3/8 B F,G F•G,H,1 11-14 25 -1/2 X 49 5/8 8 8 F,G F,G,H.I 1H45 25 1/2 X 55 1/4 B B F.G F.G.H,1 1 H5 25 1/2 x 62 B 13 F.G F.G.H,I IH6 1H7 25 1/2 x 71 25 1/2 X 83 B 8 B F,G,J,K F,G,J,K 30 1/2 x 26 29 1/2 x 25 8 6 B B F.G F.G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 B F G F,. G 30 1/2 x 50 5/8 29 1/2 X 49 5/8 6 8 F,G F,G,H,I 30 1/2 x 56 1/4 29 1/2 X 55 1/4 8 8 F.G F,G,H.1 30 1/2 x 63 29 1/2 x 62 8 8 B F, F,G,H.1 30 1/2 x 72 29 1/2 x 71 8 F,G. H.1J.K F,G,J,K 30 1/2 x 84 29 1/2 x 83 B 22 36 X 25 e 8 B B F.G F.G 23 x 37336 /8 8 B F,G F,G,H,I. 24 36 X 49 5/8 B B F,G F,G.Hj 245 36 x 55 1/4 8 B F,G,H.1 F.G,H.i 25 36 X 62 36 X 71 B 8 F.G.H,1 O.E.F.G•H•1 26 27 36 X 83 B B F.G,J,K F.,G,H,I,J,K 42 x 26 41 X 25 8 8 e B F.G F.G,H•1 42 x 38 3/8 41 x 37 3/8 8 8 F,G F,G,H,1 42 x 50 5/8 41 X 49 5/8 B B F,G,H.I F,G,H•1 42 x 56 1/4 41 X 55 1/4 8 B F,G.H,1 O,E.F,G,H,I 42 x 63 41 x 62 B 8 F,G.H.1 D•E'F•G•H'1 42 x 72 41 X 71 41 X 83 B B F.G.J.K F,G.H,I,J,K 42 x 84 48 x 26 47 X 25 B A,C F,G F,G F,G.H,1 48 x 38 3/8 47 3/837x B A.0 F,G F,G,H,I 48 .x 50 5/8 47 x 49 5/8 8 A,C F,G,H,1 F.G,H,i 48 x 56 1/4, 47 x 55 1/4 B A.0 F,G,H,I D,E,F,G.H.1 48 x 63 47 X 62 47 X 71 B A,C F.G.H.I D.E.F.G.H,1 48 x 72 47 X 83 F- JK DEFGHIJK 48 x 84 32 52 1/8 X 25 B A,C F,G F,G F.G. H,1 33 52 1/8 x 37 3/8 B B A,C A,C F.G,H•I F.G.H.1 34 52 1/8 X 49 5/8 52 1/8 X 55 1/4 B A,C_ F.G,H,1 D.E.F.G.H.1 345 35 52 1/8 X 62 B A,C F,G,H,1 F.G,H,I D.E.F,G.H.I D,E,F,G,H,I 36 52 1/8 x 71 B 8 A,C A,C F.G.J.K O.E,F,G,J.K,J,K 37 52 1/8 X 83 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. Ei300- GLASS CHARTS. r,.' 8):. LETTER DESIGNATIONS ON THE TAPCON , LOCATION" CHART INDICATE I I -KWHERETAPCONANCHORSARETOBEINSTALLEDWHENUSINGTHE _ INTERNATIONAL, INC EXTERIOR ELEVATION As KEY. FLORIDA EXTRUDER S9) ALL. FACTORY APPLIED HOLESES NOT DESIGNATED FOR TAPCON SANFORD, FLORIDA ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN_ '5/8. IN_ EMBEDMENT INTO WOOD BUCK. A 10) FLORIDA EXTRUDERS 1.000 SERIES SINGLE HUNG IS SHOWN—THISTHIS TITLE: INSTALLATION DETAIL PRINT ALSO" APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000DOWS - 1000 1500 & 2000 SERIES SINGLE :'RUNGS. ELEVATION SGL HUNG FLANGE WIN SERIES 11) WHERE WINDOW IS INSTALLED IN .MASONRY OPENING WITH A - DRAWN BY: BB APPROVED BY: STRUCTUAL Two BY WOOD BUCK, USE #10 SCREWS OF SUFFICIENT LENGTH. TO .ACHIEVE 1-3/8" MIN. EMBEDMENT AT VIEWED FROMp( V M EXTERIOR DATE: 10/ O9 O L SCALE: N T S . DWG-: FLEX 0016 ALL INSTALLATION FASTENER LOCATIONS. L - ROW FLORIQA--32746—PHONE 407 805-0365 FAX 407805-0366 PaFPLRFn Ry- PRnnIJCT' & APPUCATION ENGINEERWG, INC.. 250 INTERNATIONAL PKY_, SUITE 250. HEATH. INSTALLATION ANCHOR CHART -- . SES R N DATE I NRIDA. QUANTITY IN QUANTITY IN QUANTITY IN CALL WINDOW HEAD & SILL EACH. JAMB UP TO 70 PSF UP TO 70PSFSIZESIZE 2024 23 1/2 X 27 1/2 2 2 2030 _. 23 1/2 X 35 i/2 2 2 32038231/2 x 43 1/2 2 1-45 ' -. T. 2040 23 1/2.x 47 1/2. 2 3 2044 23 1/2 x 51 1/2:. 2 3 . 2050 23 1/2 x 59 1/2 2 3 . 2060 23 1/2 x 71 1/2 2 4 2070 23 1/2 X 83 1/2 2 4 2424. 27 1/2 X 27 1/2... 2 1 H3 2430 27 1/2 x 35 1/2 3 32438271/2 X 43 1/2 2 IH45 2440 27 1/2 X 47 1/2: 2 3. 2444 27 1/2 X 51 1/2 2 3 245.0, 27.1/2 X 59 1/2. 2 3 2460 27 1/2 X 71.1/2 2 4 2470 27 1/2 x 83 1/2 2 4 2824 31 1/2 X 27 1/2 2 30 1/2 x 50 5/8 2830 31 1/2 X 35 1/2 2 2 2838 31 1/2 x 43 1/2 2 3 2840 31 1/2 X 47 1/2 2 3 2844 31:1/2 x 51 1/2 2 3 2850 31 1/2 X 59 1/2 2 3 2860 31 1/2 x 71 1/2 2 4 2870 31 1/2 x 83 1/2 2 4 3024 35 1/2 x 27 1/2 2 245 3030 35 1/2 X 35 1/2 2 2 3038 35 1/2 x 43 1/2 2 3 3040 35 1/2 X 47 1/2_ 2 3 3044 35 1/2 x 51 ' 1/2 2 3 3050. 35 .1/2 x 59 1/2 2_ 3 3060 35 1/2 x 71 1/2 2 4 3070 35 1/2 X 83 1/2 2 4 3424 39 1/2 X T7_1 / 2 3 42 x 63 3430 39 1/2 X 35 1/2 3 2 3438 39 1/2 X 43 1/2 3 3 3440 39,1/2 x '47 1/2 3 3 3444 39 1/2 X 51 1/2 3 3 3450 39 1/2 x 59 1/2 3 3 3460 39 1/2 X 71 1/2 3 4 3470 39 1/2 X 83 1/2 3 4 3824 43 1/2 x 27 1/2 3 2 3830 43 1/2 x 35 1/2 3 2 3838 43 1/2 x 43 1/2 3 3 3840 43 1/2 x 47 1/2 3 3 3844 43 1/2 x 51 1/2 3 3 3850 43 1/2 X 59.1/2 3 3 3860 43 1/2 X 71-1/2 3 4 3870 43 1/2 x 83 1 2 3 4 4024 47 1/2 x 27 1 2 3 2 4030: 47 1/2 x 35 1/2 3 2 4038 47 1/2 x 43 1/2 3 3 4040 47 1/2 x 47 1/2 3 3 4044 47,1/2 X 51 1/2 3 3 4050 47 1/2 x 59 1/2 3 3 4060' 47 1/2 x 71 1/2, 3 4 4070 47 1/2 x 83 1/2 4 INSTALLATION ANCHOR CHART, SES R N DATE I NRIDA. QUANTITY IN QUANTITY IN CALL' WINDOW HEAD &. SILL"' EACH JAMB UP ATO 70 PSF UP TO 70 PSFSIZESIZE 12 18 T/8 X 25 2 2 3 13: 18 1/8 x 37 3/8 2 14 . 18 1/8 X 49 5/8 2 3 3 1-45 ' -. T. 18 1/8 X 55 1/4, 2 IS ' 18 1/8 X 62 2. 4 t6. 18 1/8x71...- 2 4. 17 18 t 8 x 83 2 4 2 2 1H2 25 1/2 x 25 3 1 H3 25 1/2 X .37 3/8 2 :. 3 1H4 25 1/2 X 49 5/8 2 3 IH45 25 1/2 x 55 1/4 2 1H5 25 1/2 x 62 2 4 1H6 25 1/2 X 71, 2 4 1H7 25 1/2 X 83 2 4 30 1/2 x 26 29 1/2 x 25 2 3 30 1/2 x 38 3/8 29 1/2 X 37 3/8 2 3 30 1/2 x 50 5/8 29 1/2 x 49 5/8 2 3 30 1/2" x 56 1/4 29 1/2 X 55 1/4 2 4 30 1/2 x 63 29 1/2 x 62 2 4 30 1/2 x 72 29 1/2 X 71 2 4 30 7/2 x 84 29 1/2 X 83 2 2 36 x 25 23 23 36 X 37 3/8. 2 3 24 36 X 49 5/8 2 3 245 36 X 55 1/4 2 4 25. 36 x 62 2 4. 26 36X71 2 27 36 x 83 2 4 42 x 26 41 X 25 3 3 42 x 38 3/8 41 x 37 3/8 3 3 42 x 50 5/8' 41 x 49 5/8 3 3 42 x 56 1/4 41 x 55 1/4 3 4 42 x 63 41 x 62 3 4 42 x 72 41 X 71 3 4 42 x 84 41 X 83 3 48 x 26 47 x 25 3 3 48 x 38 3/8 47 x 37 3/8 3 3 48 x 50 5/8 47 x 49 5/8 3 3 48 x 56 1/4 47 X 55 .1/4 3 4 48 x 63 47 x 62 3 4 48 x 72 47 X 71 3 4 48 x 4 47 X 83 3 232521/8 x 25 3 3 33 52.1/8 x 37 3/8 3 3 34 52 1/8 x 49 5/8 3 3 345 52 1/8 x.55 1/4 3 3 5 52 1/8 X 62 3 4 35 52 1/8 x 71 3 4 37 52 1/8 X 83 3' 4 REV SES R N DATE I NRIDA. EXTRUDERS. SANFORD, FLORIDA NSTALLATION ANCHOR. CHART UNG FIN WINDOWS - SERIES 1000 1500 & 2000 BY:BB APPROVED BY: 1R%fll l'AT.F. NTS DWG:: F1 FXf(1?6 SHT 2 OF 2 X 2 X i/? 030 ' S.H. 1CL S.N. ' — r– -_ AWB ' T Y- i / UBE MUI _:u -N .:fits ( T YP.) Ell X ./2 SIE EA -ANI BBET`'.FHEN FLANGES .. I AiC)PT, G JMS - X 2 i7/16 X iii TUIP-E. Lit.ILLKIN X 2 X 318 ! n`_ BY =WOCIDD'-- DE. u t TUB= -m UL 'nN SivLK Lt ti! `' = Ercu ` r 4 1 C41NCRI T OR .MASU R.Y BY Tr'4 Rs i 1, 4' N 8 X ,/? J_Lr _ BEi!AP- T TAPING Stagy - 1 r j L - INS-; AL _A, I'd ANCHOR3/' L.A. s SEALANT BET i4 ': 1 t r - - : iAprR.! SE .. .err .moi 4TY-, i 1`1 i n _ r h f Z` 112- IE; i : I T A IN SMS ON I r j AUjI i<;i i1 vii KEIt t-EAJ 1 _: Ivi fi`l t L; i t j, rAPrt_IES 1O' i -EA - , 4r L i- ' - r : -_i -- I .., c SILL H Rc , ' X. 1x03'= J \ V V Lt „ . • at- n •.: 1. -tales acs : 1C TAua CTYt' JLJ JFI"i. vi_-- S AMr ZTYP:) i .iAMB .QTY` •% 1 / t DD AIyir•L N P TNG SNS r5 Q I l -0N n --'n (,5) TURIE MUi_Ljn"' JAMB C T Yr:) c 8 X +/2 SEI_E i14STn'•_LA.TIQN ANCHOR T APPILN k w ? j ? F/i6. 1:1.11A Tr KOIN y t a .-, 1/? SE_r HO1j ! SCRENd, ANCHOR :; TYa. T .PPIAs, SMS I I SILL C`,IP BEE 4cri n ./2 SE"o,4 ENr 1 //4' FiiN. lINL' v FLANG.S 1 , tMSEJIycN'. SE =LAN , TW_t i - s ! Ir: S*,S MULLION wiNDCPd FLANGE S i t_i I? SCI -- — f' K ... r=tS`t SIL- B`.' L'' f c—RS . Tl1,F'?ING .SMS _ ' _ ,14 AIL C " - _ A- l-11 .1 Y 1 cS;E.. .. L I:iIJ A- fi 1 j f . i 1R .k`DD ! T' G 1 +i `d P, 0UlR` 11 X 3 X 3/ t UBE MUL L 10 N OVA A. i". _ f 1 ' - i i 1 O -- — ii:0'v H. 4 Jah'$ S. J ! ... i 17 ter- # a X _1/2 SELF T A P NG S14 S, j i SEA.LAN i BETWEEN adINDOW FL:ANGES g MULLION X 1-1/2 SEL! APPING SMS C 10 4;— it i DETAIL r` -N iG X 1/? SELF( Vit_V`tL:./` i iZC A L'%?t RCS'._It" A?PIraG sus INTERNATIONAL, INC FLORIDA EXTRUDERS SANFORD, FLORIDAL4 ` TITLE: SFR, 000/1J15007Or-1/ 15CV FLANG _ SNEFT 1 17F J' K. _L: ?_ ;=L `-N SSC! 71111"+S ALAN- EETv:%Ei:N r T I ti- v-- WINDITo PLA i Jit_ 0 I f1L R S !. DF C SHEET OF 2) FOR F',LLIiv LFS dayRFSSUl F CPAC j.T i FS L- #8 X -ii SELF ' TAP NG :SMS ; © 'DRAWN BY: ' S= APPROVED BY: L U1 fir- tslti zi--f. i i^ 1 ;iIATT•/ s.f? CC'ATTi'• ":l C nwa ' kd,4.!P r JLJ JFI"i. vi_-- S AMr ZTYP:) i .iAMB .QTY` •% 1 / t DD AIyir•L N P TNG SNS r5 Q I l -0N n --'n (,5) TURIE MUi_Ljn"' JAMB C T Yr:) c 8 X +/2 SEI_E i14STn'•_LA.TIQN ANCHOR T APPILN k w ? j ? F/i6. 1:1.11A Tr KOIN y t a .-, 1/? SE_r HO1j ! SCRENd, ANCHOR :; TYa. T .PPIAs, SMS I I SILL C`,IP BEE 4cri n ./2 SE"o,4 ENr 1 //4' FiiN. lINL' v FLANG.S 1 , tMSEJIycN'. SE =LAN , TW_t i - s ! Ir: S*,S MULLION wiNDCPd FLANGE S i t_i I? SCI -- — f' K ... r=tS`t SIL- B`.' L'' f c—RS . Tl1,F'?ING .SMS _ ' _ ,14 AIL C " - _ A- l-11 .1 Y 1 cS;E.. .. L I:iIJ A- fi 1 j f . i 1R .k`DD ! T' G 1 +i `d P, 0UlR` 11 X 3 X 3/ t UBE MUL L 10 N OVA A. i". _ f 1 ' - i i 1 O -- — ii:0'v H. 4 Jah'$ S. J ! ... i 17 ter- # a X _1/2 SELF T A P NG S14 S, j i SEA.LAN i BETWEEN adINDOW FL:ANGES g MULLION X 1-1/2 SEL! APPING SMS C 10 4;— it i DETAIL r` -N iG X 1/? SELF( Vit_V`tL:./` i iZC A L'%?t RCS'._It" A?PIraG sus INTERNATIONAL, INC FLORIDA EXTRUDERS SANFORD, FLORIDAL4 ` TITLE: SFR, 000/1J15007Or-1/ 15CV FLANG _ SNEFT 1 17F J' K. _L: ?_ ;=L `-N SSC! 71111"+S ALAN- EETv:%Ei:N r T I ti- v-- WINDITo PLA i Jit_ 0 I f1L R S !. DF C SHEET OF 2) FOR F',LLIiv LFS dayRFSSUl F CPAC j.T i FS L- #8 X -ii SELF ' TAP NG :SMS ; © 'DRAWN BY: ' S= APPROVED BY: L U1 fir- tslti zi--f. i i^ 1 ;iIATT•/ s.f? CC'ATTi'• ":l C nwa ' kd,4.!P r r r^AoAr`/nc^r 8 B' 7E-A-PACITY CAPACITY CAPACI CAPACITY CAPACITY CAPACITY CAPXCITY CAPACITY WINDO WINDOW lX2XI/8 CAPACITY 1/8 CAPACITY 1 X2X3/8 I CAPACITY 1 X2X3/8 I L TUBE MULL TUBE MULL 2X4X3/8 JUBE CALL TIP -TO -TIP, L TUBE MULL ANCHORS 2 ANCHORS JUBE MULL! TUBE MULL! 4 ANCHORS TUBE MULL; TUBE MULL! TUBE : 4 ANCHORSiRS A 6 ANCHORS..1 SECT. A -A(5) 4 ANCHORS 6 ANCHORS SECT. A -A(6) I.SECT. A -A(6) 1 6 ANCHORS SECT. SIZE SIZE 2 ANCHORS 4 A -A(4) SECT. -A(5) j- 19 1/8 X 26 336.52 732.42 1336.52 692.83 336.52 i732 .42 13.36.52 1732.42 i791 .81 1187.72 1740.20 17 9 1 .81 11187.72 1187.72 12 119 1/8 X 38 3/6 209.72 317.66 209.72 429.55 209.72 456.46 209.72 1456.46 1493.47 493.47 1740.20 740.20 13 113 1.23 1177.46 152.75 271.83 359.41 539.12 359.41 539.12 1479 56 114: 27.29 1127.29 135.81 139.09 1135-81 1194.97 1319 .55, 460.17 319.55 33 145 119 1/8 X 189.21 89.21 197.48 97.48 119.85 136.64 i282.02 423.03, 1282.02 1423 03 1423.03 15 19 1 63 65.97 65.97 190-09 212.62 16 19 36.45 136.45 39.83 39.83 55.84 55.84 1131.79 131.79 i 184.08 1184.08 i 294.03 572.13. 1262.87 541-20 T62.87 572.13 262.87 572.13 618.52 927.78 1618.52 1927.78 T5.57.41 1927.78 lH2 26 1/2 X 26 262.87 i 157.93 323.48 157.93 1343.74 157.93 343.74 1371 1557.41 i 557.41 5 97 11113.20 1131.51 113.20 114-3.71 1113.20 120 1.45 1399.53 ..1266.35 1399.53 399.53 193.89 1100.17 59 100.17 1143.81 1235.70 1339.42 235 70 207.10 1353.55 353.55 lH5 26 1/2 X 63 48.44 48.44 165.51 65.51 71.58 71.58 236.83 1267.38 lH6 1/2 X 72 131.79 142.99 142.99 46.98 li 46.98 165.86 1155.44 i 1155.44 195.93 1217.11 1,133.99 121 7.11 1133.99 1214.02 26.53 26.53 1128.99 i 28.99 140.64 95.93 22 37 X 26 1216.75 1- A 216.7 5 471.75 1216.75 471.75 1216.75 11471.75 1510 1765 510 765 431.36 1765 1431.36 23 b7 X 38 3/8 122.22 185.12 i 122.22 250.32 122.22 1266.00 1122.22 1266.00 287.67 1431.36 1287.57 301.29. 1301.291108.37 185.36 151.91 1200.86 i 301.29 200.86 1264.64 i 170.28 170.28 74.98 176.79 174.98 107.65 176.43 i 254.07 176.43 1153.96 264.64 1230.94 25 37 X 63 36.01 136.01 148.70 53.21 53.21 165.43 74.59 153.96 176.06 1114.76 1131.611 1160.30 230.9 1197.41 26 37 X 72 23.47 T23.47 131.74 j 31.74 1, 34.69 34.69 148.62 48.62 114.76 4- 27 119.46 19.46 121.26 21 :2 ra 129.81 1170.36 98.27 198.27 L56-97 32 53 1/8 X 26 191.61 417.04 i 191.61 394.49 1191.61 417.04 1.61 4,17. CY4 i 450.85 2tl.50 676.28 1231.50 347.25 347.25 33 j 3 1 8 X 38 3/8'98.38 1149.02 98.38 1201.51 19838 1-21.4.14 4.14 347.25 1154.00 1231.01 231.01 200-23 39.32 153.17 53.17 156.73 58.10 148.91 192.22 131.60 133.48 111508 1200.23 1,172.63 1 172.63 126.92 136.40 123.45 136.40 23.45 139.78 25.62 39.78 125.62 35.92 76 135.92 184.77 184.77 97.21 118.41 17. 15.53 15.53 121.77 51.3 9 151.391 171.78 171..7 37. 53 1/8 X 8 110.51 F10.51 21 114.21 121.77 SERIES 1-000 1500 FLANGE VERTICAL FLORIDA. EXTRU DERS. INTERNATIONAL, FORD,. INC. FLORIDA CAPACITIES SHEET 2 OF -:2 VE 1500 NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED AT EACH END DPAWN BY:.-: APPPOVFD BY: DESIGN PRESSURES GIVEN -ARE FOR 1.5 X D2 F Ul5SCALE: r Pu 2DWG.: L EG:,J2VN1i- B' 1000 S.H.- JAMB (TYP.) 1 X 2 X 1/8 1000 S.H. i X 2 X 3/8 TWO BY WOOD DETAIL C TUBE MULLION JAMB (TYP.) TUBE MULLION BUCK BY OTHERS i 8 X 1/2 SELF #8 X 1/2 SELF _ 1 1/8' MIN. TAPPING SMS TAPPING SMS - EMBEDMENT ml 2 x 4 X 3/8 SHEATHING SEALANT BETWEEN SEALANT BETWEEN _ \ - TUBE MULLION INSTALLATION ANCHOR #8 WOOD WINDOW FRAME WINDOW FRAME SCREW (TYP:) MULLION & MULLION 8 X 1-1/2 SELF #8 X 1-I/2 SELF EXTERNAL MULLION ST TAPPING:_.SMS TAPPING SMS IN ALLATION CLIP - MULLION SECTION A -A L I) SECTION A -A (2) 1„ 1000 S.H. APPLIES TO HHEAD .& SILL WHERE X 4" 1 X 2 7/16 X 1/8& 2" X 4" TUBE MULLIONS ARE USED 1 X 2 7/16 X- 3/8 JAMB (TYP.) 1000 S.H. TUBE MULLION 1000 S.H. JAMB (TYP.) JAMB (TYP.) TUBE MULLION APPLIES TO HEAD & SILL WHERE 1 " X 2". 1" X 2 7 116" TUBE MULLIONS ARE USED 1000 S:H, JAMB (TYP.) 8 X 1/2 SELF INSTALLATION ANCHOR 8 X 1/2 SELF #8 X 1/2 SELF TAPPING SMS TAPPING SMS TAPPING SMS DETAIL B # 8 WOOD SCREW TYP.) SILL CLIP 9 SEALANT BETWEEN SEALANT BETWEEN ANT BETWEEN # 8 X 1-1/2 SELF- WINDOW FLANGES WINDOW FRAME OW FRAME TAPPING SMS & MULLION 1 BED MIN. EMBEDMENT MULLION LLION SECTION A -A % SHEATHING 8 X 1-1/2 SELF fNLF : TAPPING SMS TAPPING SMS DETAIL C WOOD. FRAMING SECTION A -A (3) SECTION A -A (4) AUXILIARY PLATE 1 X 4 X 1/8 1 X 4 X 3/8e° (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) TUBE MULLION TUBE MULLION ' O 1000 S.H. oq y - JAMB (TYP.) s T ltu \ 8 SELF TAPPING SMS (TYP,) ,DETAIL B MULLION 8 X 1/2 SELF. #8 X 1/2 SELF ELEVATION Q TAPPING SMS TAPPING SMS VIEWED FROM _EXTERIOR INTERNATIONAL, INC FLORIDA EXTRUDERS SANFORD, FLORIDA V WIAIEMLMI TrrL>: SER.` 1000/ 11500. FIN SHEET 1 OF Z VERTICAL' -MULLION SECTIONS SEALANT BETWEEN SEALANT BETWEEN WINDOW FRAME WINDOW FRAME SEE OTHER SIDE (SHEET 2 OF: 2).. FOR MULLION 22MULLION & i DESIGN PRESSURE CAPACITIES - w 118 X 1-1/2 SELF #8 X 1-1/2 SELF TAPPING SMS TAPPING SMS DRAWN BY: MSH . APPROVED BY: SECTION A -A_ (5) SECTION A -A (6) DATE:2/6/02 SCALE: NTS - DWG3::. 1VMF IN SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY X2' 7/16X3/8 1 X4X1 /8 1 X4X.1./8 1 X4X3/8 1 X4X3/8 2X3EWINDOWWINDOW1X2X1 /8 1 X2X 1 /8 1 X2X3/8 1 X2X3/8 x2 7/16X1/8 1 X2 7/16X1/81 X2 7/16x3/8 MU TIP -TO -TIP MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULLCALLTUBEMULLTUBE SIZE SIZE 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 4 ANCHORS.. -6 ANCHORS 4 ANCHORS 6 ANCHORS 6,ANCHORS A -A SECT. A -A 4 SECT. A -A 4 SECT--i.A.-A 5_ SECT. A -A(5) SECT. A -A 6) SECT. A -A 6 SECT, A -A 7) SECT. A -A :1 SECT. A -A 1 SECT. A -A 2 SECT. A -A 2 SECT. A -A 3 SECT. 12 18 1/8 X 25 201.83 403.67 201.83 403.67 201.83 403.67 201.83 403.67.. 403.67 605.50. ' 403.67 ..605.50 605.50 13 18 1 /8 X 37 3/ 125.78 251:.57"125.78 251.57 125.78 251.57 125.78 251.57 ,:. 251-A5 7- 377.3.6. 251.57 _ 377 fi 377.36 14 18 = 1 /8 X 49 5/ 18 1 /8 X 55 1 /- 91.61 81.45 129.63 1. 92.98 91.61 81.45 178.41 127.97 91.61 81;45 183.23: 136..55 91.61 81.45 183.23 162.91 183.23 162.91" 274.84 244.36 183.23 - 162.91 274.84 = 244.36 274.84 244.36 145 15 18 1/8 X 62 65.16 65:16 71.88 89.68 7.1.88 . 95.70 71.88 135.52 143.77 215.66 143.77 215.66 215.66 16 18 1 /8 X 71 42.96 42.96 59.13 ` 59.13 62.15 63.09 62.15 89.35 124.30 186.46 124.30 186.46 186.46 17 18 1/8 X 83 26.63 26.63 36.65 36.65 39.11 39.1:1 52.64 55.38 105.29 128.92 105.29 157.94 157.94 315.32 157.66 315.32 315.32 472.98 315.32 472.98 472.98 1 H2 25 1/2 X 25. 157.66 315.32 157.66 315.32 1,57.66 1 H3 5 1/2 X 37 3/894.72 189.44 94.72 189.44 94.72 189.44 94.72 189.44 189.44 284.17 189.44 284.17 - 284.17 1,H4 5' 1'/2 X 49 5/ 67.89 96.07 67.89 132.22 67;89 135.79 67.89 135.79 135.79 203.68 135.79 203.68 203.68 1 H45 5 1 /2 X 55 1 / 60.08 68.58 60.08 94.39 60:08' 100.72 60.08. 120.16 12Q 16 180.24 120.16 180.24 180.24 1 H5 25 1 /2 X 62 47.85 47.85 52.79 65.86 _ - 52:7.9 70.28 52.79 99.52 105'.`5$ ' 158.37 105.58 158.37 158.37 1 H 6 25 1/2 X 71 31•.40 31.40 43.22 43.22 45:4-3 46.12 ". -: 45.43 65.32 90.87 136.31 90.87 136.31 136-:31 1117 25 1/2 X 83 19.38 19.38 26.67 26.67 28.46 28.46 38:32 40.31 260 76:64 "1:93.84- 260 390 76.64 260 1 14.96 390 11: 4:96 390 22 36 X 25 130 260 130 260 130 260 130 23 6 X 37 3/8 73.30 146.60 73.30 146.60 73.30 146.60 73.30 146.60 146.60 219.91 146.60 219.91 219.91 24 6 X 49 5/8 51.2.0 72.44. 51.20 99.71 51.20 102.40 51.20 102.40 102.40 153.60 102.40 153.60 153.60 245 6 X 55 1/4 44.97 51.33 44.97 70.65 44.97 75.39 44.97 89.94 89.94 134.91 89.94 134.91 134.91. 25 36 X 62 35.57 35.57 39.24 48.96 39.24 52.24.. 39.24 73.98 78.49 117.73 78.49 117.73 117.73 26 36 X 71 23.19 23.19 31.91 31.91 33.54 34.05 ` ' 33.:54 48.22 67.09 100.64 67.09 100.64 100.64 27 36 X :83 14.21 14.21 19.56 19.56 20.88 20.88 29.56* ` '= 29.56 56.21 68.83 56.21 84.32 84.32 229.84 - 229.84 344.77 229.84 344.77 344.77 32 52 1/8. X 25 114i92 229.84 114.92 229.84 114.92 229.84 114.9 Z 33 2 1/8 X 37 3/ 59.01 1 18:02 59.01 118.02 59.01 118.02 59.01 118.02 118.,02 177:03 1 18.02 177.03: 177.03 34 2 1 /8 X 49 5/ 39.25 55.54 39.25 76.45 39.25 78.51 39.25 y' 78.51 78.51 117.76 78.51 117.76 117.76 345 2 1/8 X 55 1/4 34.02 38.84 34.02 53.45 34.02. 57.04 34.02 68.05 68.05 102.07 68.05 102.07 102.07 35 52 .1/8 X 62 26.59 26.59 29.33 36.60 29.33 39.05 29.33 55.30 58.67 88.00 58.67 88.00 88.00 36 52 1/8 X 71 17.13 17.13 23.57 23.57 24.78 - 25.15 24.78 35.62 49 5fi 74.34 49.56 74.34 .- 74.34 37 52 1 /8 X 83 10.38 10.38 14.29 14.29 15.25 ,F5 25 `<<,;> 20.53 21.59 41.06 50.27 41.06 61.59. 61.59 . SERIES 1000& 1500, FIN VERTICAL , .; ` i`": INTERNATIONAL, -INC FLORIDA EXTRUDERS SANFORD, FLORIDA MULLION DESIGN PRESSURE CAPACITIES T "NSHEET. 2 OF 2 DES I GN PRESSURE CAPACITIES I MULLIONS 100VERTICALLLI 0 & 1500 NOTE: A) NUMBER OF ANCHORS -NOTED FOR #8 SCREW ' FE zQz ; ` - DRAWN BY: JBHFASTENERSREQUIREDATEACHEND. APPROVED BY: R) n;7,ii:N PRF CI IRFC GIVFN ARF FOR 1.5 X - _ .__ .n- inc ins ,,,.,,, r.r ,...., - 4 %rkAr T Ki nr- 01 SHIM AS RE'A'D SEE NOTES) CAULK BETWEEN DOOR FLANGE SHEATHING GLo 1 DArR SLIDING GLASS DOOR FRAME SILL e5> r -- INSTALLATION ANCHOR --a— DOOR WIDTH /4' MAX. SHIM SPACE INSTALLATION ANCHOR x8 SCREW. TWO BY WO x8 SCREWODSC.. P 1-1/8 MIN_ BY OTHERS EMBEDMENT TWO BY WOOD BY.OTHERS TWO BY WOOD SLIDING GLASS BY OTHERS DOOR FRAME _ CAULK BETWEEN. JAMB HOOK STRIP & SHEATHING SLIDING GLASS DOOR HOOK STRIP SHIM AS REQ'D 1/4' MAX._ (SEE NOTES) SHIM SPACE d INSTALLATION ANCHOR 1-1/8' MIN. # 8 SCREW EMBEDMENT EMBEDMENT R TEMPERED GLASS CAULK BETWEEN TYP_) DOOR FLANGE SHEATHING L SLIDING GLASS L— DOOR FRAME HEAD SHEATHING BY OTHERS SHEATHING i PERIMETER..BY OTHERS CAULK BY TEMPERED GLASS TEMPERED OTHERS STUCCO (TYP.) STUCCO OR SIDING GLASS (TYP.) OR SIDING BY OTHERS BY _OTHERS SLIDING GLASS DOOR INTERLOCK DOOR - HEIGHT SECTION B -B HOOK STRIP `DETAIL A NOTES: 1) DOOR MATERIAL: ALUMINUM ALLOY 6063. 2) a8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT.. OF 1-1/8' INTO WOOD. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD'6 JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE, APPROPRIATE DESIGN PRESSURE REQ'D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE 8 CONFIGURATION TO FINISHED OPENING_. B B PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN. 83 GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. p 10) JAMB /_ SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 11)'.SHIM AS REQ'D. AT EA. SET OF INSTALLATION ANCHORS. MAX_ ALLOWABLE SHIM STACK TO BE 1/4'. 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT. MATERIALS. A 13) WHERE 'x' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED, CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING. HOWEVER INSTALLATION EXTERIOR ELEVATION SECTIONS 'A -A', 'B -B' L HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED EMBEDMENT CONFIGURATIONS. a d n 1-1/4' MIN.2 PANEL DOOR SH OWN 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. 0 REV DESCRIPTION DATE INIEXTRUDERS LIBERALLY APPLY FL ORCAULKING. UNDER SILL INT, INC.:SANFORD FL. DR SET SILL IN BED INSTALLATION ANCHOR. OF CONCRETE 3/16' DIA: TAPCON TITLE: SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS SECTION A -A__ DRAWN BY: BB APPROVED BY: c i I ! Q2 . ATE: 12/17/01 SCALE: NTS DWGFLExoo27 SHT 1JOF oorowccn o._ conm rY i evw ife7ICW EkGENEERING. INC.. 250 INTERNATIONAL PKVY„ SUITE 250, HEATHROW, FLORIDA, 32746, 407-805-0365 FAX 407-805-0366 s 8 SCREW INSTALLATION. ANCHOR CHART NOMINAL DOOR QUANTITIES IN HEAD & SILL QUANTITIES IN EA. JAMB QUANTITIES IN EA. HOOK STRIP DOOR. UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO .61 PSF TO UP TO 46 PSF TO 61 PSF TOSIZEANDSIZE CONFIGURATION 45 PSF 60 PSF 1 70 PSF 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 406-8--X X, OX, XO 48 X 80 6_ 6 6 8 8 8 4 4 4 4 5068 XX, OX, XO 60. X 80 6 6 16 8 8 8 8; 4 4 4 4 6068 XX, OX; XO 72 `X 80 8 8 8 8 8 4 4 8068 XX, OX, XO 96 X 80 10 10 10 8 8 8 4 4 10068 XXOX XO 120 X 80 12 12 12 8 8 - 8 4 4 4 5. 5080 XX. OX, X 60,x 96 6 6 6 10 10 10. 5 5 5 6080 XX: OX, XO 72. X 96;- 8 8 8 10 10 105 5 5. 8080 xX, Ox, xO 96 X 96 10 10 10 10 10 10 5. 5 5 10080 XX OX XO 120 X 96 12 12 12 10, 10 10 5 5 6 50100 .XX, OX, XO 60 X 120 6 6 6 12 12 12 6 6 7. 60100 XX, OX, x0 72 x 120 8 8 8 12 12 12 6 6 8 80100 XX X XO 96 X 120 10 0 10 12 12 12 6 7 9068 OXO 109 1 /8 X 80 12- 12 12 8 8 8 4 4 4 12068 OXO 145 1/8 X 80_ 14: 14 14 8 8 8 4 4 4 15068 OXO 181 1/8 X 80 167:. 16 16 8 8 8 4 4 4 5 9080 X0 109 1/8 X 96 12 12 12 10 10 10 5 5 5 12080 OXO 145 1/8 14 14 14 10 10 10 5 5_ 15080 OXO X -96 181 1/8 X.96 16 16 16 10 10 10 5 5 5 8 90100 0X0 109 1/8 X 120 12 12 12 12 12 12 5 7 120100 OXO 145 1/8- X 120 14 14' 14 12 12 12 5 7 8 9068 XXX 106 5/8 X 80 12 ' 12 12 8 8 8 4 4 4 12068 XXX 142 5/8.X 80 14 14 14 8 8 8 4 4 4 15068 XXX 178 5/8 X 80 16 16 16 8 8 8 4 4 4 9080 xxx 106 5/8 X-96 12 12 12 10 10 10 5 5 5 12080 XXX 142 5/8 X 96 14 14 14 10 10 10 5. 1 5 5 15080 XXX 178 5/8 X 96 16 16 16 10 10 10 55• 5 90100 XXX 106 5/8 X 120. 12 12 12 12 12 12 6 7 8 120100 XXX 142 5/8 X 120 14 14 14 12 12 12 6 7 8 10068 OXXO 119 5/8 X 80 12 12 12 8 8 8 4 4 4 12068 OXXO 143 5/8 X 80 14 14 14 8 8 8 4 4 4 16068 OXXO 191 5/8 X 80 18 18 18 8 8 8 4 4 4 10080 OXXO 11 b/8,T 96 12 12 12 10 10 10 b 12080 OXXO 143 5/8 X 96 14 14 14 10 10 1.0 5 5 5 16080 OXXO 191 5/8 X 96 18 18 18 10 10 10 5 5 5 100100 OxXO 119 5/8 X 120 12 12 12 12 12 12 6 7 8 120100 OXXO 143"5/8 X 120 14 14 14-- 12 12 12 6 7 8 160100 OXXO 191 5/8 X 120 18 18 19 12 12 12 6 7 8 Lo 668 XxXX 11 _ 1/4 X 12 12 12 4 4 4 12068 XXXX 141 1/4 X 80 14 14 14 8 8 8 4 4 4 16068 XXXX 189 1/4 X 80 16 16 16 8 8 8 4 4 4 - 10080 XXXX 117 1/4 X 96 12 12 12 10. 10 10 5 5 5 12080 XXXX 141- 1/4 X 96 14 14 14 10.. 10 10 5 5 5 1.6080- XXX -X 189 1/4 X 96 16 16 16 10 10 10 5 5 5 i0O100 XXXX 117 1/4 X 120 12 12 12 12 12.. 12 5 7 8 120100 XXXX 141 1/4 X '120 14- 14 14 12 12 12 5 7 8 160100 :XXXX 189 1/4 X 120 16 16 19 12 12 " 12 5 7 i i FLORIDA ExTRUDERs . INT. IN. SANFORD, FL. TITLE: SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS ENGInEER: BB TE 12/21/01 ANCHOR. NOTES: DRrk D/ 1 12 FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIES. DISCIPLINE: CIVIL scnLE N.T.S. ovG no- FLExO027 N - — v L TIERSHEET-' Ft REG D: 47182 RE E P nF ? I e PLAN :-'2509. VANGUARD/ FOX & JACOB GENREFML NOTEo_ 1. DO NOT SCALE THESE DRAWINGS: WRITTEN DIMENSIONS AND NOTES SHALL CONTROL.. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE BEGINNING WORK. 2. ON-SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY -OF THE SUB -CONTRACTORS. EACH SUB -CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER QUESTIONS PERTAINING TO THE DRAWINGS AND/OR SPECIFICATIONS. 3. IT IS THE INTENT THAT THESE DRAWINGS BE IN CONFORMANCE WITH THE 2001 FLORIDA BUILDING GORE, AND ALL APPLICABLE LOCAL, CITY, COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAWS, REGULATIONS AND RESTRICTIVE COVENANTS GOVERNING THE 51TE OF WORK. 4. .ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR REQUIRED BY ANY CODE WITH JURISDICTION,TO COMPLETE THEIR SCOPE OF WORK. 5. ALL 34"X22 AND 36"X24" PLANS ARE DRAWN TO SCALE 1/4" I' -O", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/5" = 1'-0". ALL 1-FXII PLlANS ARE DRAWN TO THE SCALE 1/8" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1116" = 1'-0". ENGINEERED BY: BASIC WIND SPEED = 90 M.P.14L (FASTEST MILE) 110 M.PJ4. (3 SECOND GUST) WIND IMPORTANCE FACTOR = 10 WIND EXPOSURE CATEGORY = B APPLICABLE INTE N AL PRESSURE -COEFFICIENT t 0.18 INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS WALLS = +22 -.18 PSF ROOFS = +20, -20 PSF 30 PSF AT OVERNANG5) SHEET NO. SHEET NAME C - COVER SHEET Al' - FOUNDATION PLAN & DETAILS, AGAD 11 FOX & COBS ENGINEERING rT® 407) 774-9003 FAX: (407) 774-8477 P.O. BOX. 161613 ALTAMOME SPROMS, FL 32716 THOMAS J. N OERSON PFO 47819j[ j 11®./ d B Y 9' E N T E X WALL SECTIONS A2 - FOUNDATION DETAILS, CONT. A1.1 - FLOOR PLANS A3 - EXTERIOR ELEVATIONS A4 - ELECTRICAUHVAC, PLAN, INTER. ELEVATIONS, PLUMBING RISER DIAG_,- ELECTRICAL RISER DIAG. A5 - LINTEL DIAGRAM & TABLES A6 FLOOR & ROOF TRUSS LAYOUTS NOTE: SHEET A6 -A.1- W GABLE DETAILS) A6.1 - STRAPPING SCHEDULE S1 - GENERAL NOTES & DETAILS S2 - CHIMNEY, STAIR, & REPAIR DETAILS S2.1 STRUCTURAL. STAIR DETAIL 83 - OPT. CVD. PORCH DETAILS, OPT. STAIR RAIL DETAILS I a! d by -ti EEE;. -01 Sheet C Of LSI MBERL.&% &4w.LE5 FIBERIXASS' OVER W FELT OYER - SHINGLES OVER 1A&" 065 OR VI• CDX 6• FELT OVER TRISSES Oft 102, CDX STRAPPED AS SHOWN - WOOD, TRUSSES ON TRUSS LAYOUT STRAPPED AS R-ts Nom- P3. DQ OYER. DO CDR SHOWN ON. TRUSS - OVER 2X6 SUBFASCIA - LAYOUT. WY CONT..ALUM, w P.T. OVER Dc8 VENTED SOFFIT .CDR OVER 2X6 In* DRYWALL DBL 3X8 HEADER R-19- SU8FASCIA W/ CONT, DOUBLE FOR 4'-6' MAX OPENING. VJ" DRT'WALL ALUM VENTED SOFFIT 2X- TOP PLATE DBL 2>W HEADER FOR DBL 2X8 HEADER - 5'-9' MAX OPENING UN.U_ DOUBLE 2X FOR 4'-6" MAX - UNIT TOP PLATE - OPENING. DBL 2X10 2X WOOD STUDS • Ni" HEADER FOR 5'-9• OC, BY R-11 NSUL - MAX OPENING UND. US' STUCCO ON MTL. LATH 2X4 BOTTCM WINDOW UNIT OVER PLATE OVER 2X - WOVERIS'FELT OOD 1/I6"03B.OTDX 3/4• T ! C. STUDS'- K'OIG. " _ PLYWOOD.. W/ R -R NSUL 2XBOTTOM PLATE ON 3/4' TKs PLYWOOD. 1/8• STUCCO ON .... MrL- LATH OVER 2X4 COW BAND BOARD W5• FELT OVER 1/16. FLOOR TRUSS STRAPPED O.SOB_ OR W" CDX AS SHOWN ON TRUSS. LAYOUT FLOOR SS STRAPPED AS SFKJURt - 3 •5 BARS 20" WOWALL SECTION - FRAME OVER CMU TWO STORY DsDR' DOE OVER DRYWALL INSULATION — 34- CONC_ SLAB WV FIBERI'IESN OVER 6 MIL FIBEtx LASS SHINGLES OVER W FELT OVER 16" 05B WOOD TRUSSES STRAPPED AS SHORN ON TRUSS LAYOUT P?. bQ OVER DCS CDR OVER 2X6 SUBFASCIA W/ CONT. ALUt'L VENTED SOFFIT AT DBL 2X8 HEADER UNLESS OTHERWISE NOTED ON PLAN WINDOW UNIT 2X WOOD STUDS o I6. OC. 1/8" STUCCO ON MTL LATH DBL. 2X - TOP PLATE DBL. 2X8 HEADER FOR 4'-6' MAX. OPERM, DBL 2X166 HEADER FOR 5•-9" MAX. OPENING UNO. WINDOW WIT 2X - WOOD 8 LINTEL FILLED Wl OAS CONT. el ' i Vfi7LT REB^R SEE PLAN SINGLE COURSE LINTEL 3/4.=1- r 3.5 BARS WALL SECTION — FRAME WC TWO STORY 3\ C. SLAB"W/FlBERMESH 0 .8 MIL.VAPOR BARRIER OVER TREATED - COMPACTED FILL - CMU n I t (; GRADE 3 / 5 BARS -4— 20. G• MONOLITHIC SLAB — CMU TWO STORY 3\' CONC. SLAB W/FIBERMESH OVER 8 MIL VAPOR ARRIER OYER TREATED COMPACTED. FILL 1 E. 5 REBAR CONT. GRADE X THICKENED SLAB NON BEARING ENTRY — CONC. PATIOS OVER 15• FELT 3 11 1 GONG. SLAB W/ BERMESH - OVER 6" 01w8 MW VAPOR BARRIER 2X BOTTOM PLATE OVER TREATED NON LOAD BERG. WALL ON 3/4'..T1G 038. COMPACTED FILL F 1 T / 5 REBAR CONT. AIL 2X4 CNT. BAUD BOARD - VARES - 3 1/IBERMESH2' CONC. TF4M STRAPPED AS WVE 6 - MIL W O SHOWN ON TRUSS LAYOUT .. VAPOR BARRIER OVER TREATED LINTEL BLOCK COMPACTED FULL 3 ` S RTU41 • 5 BAR C T. - I LINTEL SCREEN ILM AA DEPRESSED SLABDEPRESSED SLAB BEARING® GARAGE Z NON BEARINGS GARAGE FOUNAT IONELLII`I UNGTWOSTORY OVER CHILE FINISHII - OVER.CM113LOCK j,_. _ —.j $Gf L c 1i4'c ILD' ODMPACTEELI - 3\' LONG AAB R BARRIER 71COMPACTEDFILL9II:. .. SBL gY15. OVER 8 EA VAPOR BARRIER MIN. LAP LOC.ATIONS ON SMOUN OVER TREATED COMPACTED Fill_ FOUNDATION FLAN - CORNER BAR W/ STD. HOOK -7 5 BAR 5 HOR12. BAR GRADECOw_ FILLEDCI'1<U TOP COURSE 3 •5 BARS • ZD' - 10' 1 10' 3/ 5 REBAR . 5 - ENGINEERING CHAIR BLOCK - :. WALL SECTION—® FILLED CELL—TWO STORYao) r/4-9003 FAx (4D) ns-a4n THICKENED SLAB UNTEL BEAM REINFORCING P.O.POBox 161613 ALTAMONTE SPRNG%. FL 32716 STEM WAIL — SINGLE UNTEL B W BEARING WALL CHAIR BLOCK UNDER FRAME L BR THOMAS J. ANDERSON PEI 47819 TWO STORY FOUNDATION DETAILS & WALL SECTIONS MONOLITHIC SCALE: 1/4' MAXIMUM SPACING OF FILLED LELLS UNE,qMTM CELLS THAT CAN RESIST A ISO MPA. LORI] DESIGN b(ALL F1;125SURE T - 22 PSF MAXIMUM ALLOWABLE TENSION ON HELL13W CORE WITS IS 25FS1. - ALJ. 531 TABLE IOJ - SECTION PROPERTIES 8• PARTIALLY ERELJfE7 t4ALL - 95AEI' 01ADNARY STRICTURES. AL.i) M - "1-1 /8.5 =-W-L-L)02/.8XT = '15.43. 1 IDA. 115E &-D' NORIZ 5PACIN5 - 9'-4' CEIL{ MA.X !FS 1.3R USE fi'-0' RORIZ SPPLIEG R7-0' T13 R' 'CEILING MAX USE &-0' RORIZ SPAOW- - 17-• TO BG. AIM3 L INTEL W N 85 CONT. O T-4 W.T. !+ 7 wing THIS STRCTIRE HAS Bmi oesiiaikfi TO R' O TFE 1 MPH 3 wr1MO C315T5 WOUI OF THE 5T/V(13AFM BUILI1INi COIF 2001.. V) J gWz ZOO O O O w OZo- of LL 0 LL VDRYWALL OVER DQ FlBiIiNG - 1/2• DRYWALL.... RL^ OVER R -S I1L. ,. LINTEL BLOCK WA • 5 BAR 2X P.T. BTM. WINDOW UNIT PRECAST WITH (U • 5 PLATE. VY V2-XO' 3-1,2' fill if OONC, SLAB WHEN 6 FT OR.GR£ATER AB. 32" O/CUPFIBERI-IF-SH OVER PRECAST. CONC.91LL 3-L-2' C424C SLAB OVER 6 MIL VAPOR UPiBERMESH OVER BARRIER.OVER TREATED, MAS. FINISH OVER - OVER 6 MIL VAPOR COMPACTED FILL CMU BLOCK WVS DOWELS BARRIER OVER TREATED. SWO04 LOCATIONS COEDMPACTFILL CMU CN FOUNDATION PLAN e° 3 •5 BARS 20" WOWALL SECTION - FRAME OVER CMU TWO STORY DsDR' DOE OVER DRYWALL INSULATION — 34- CONC_ SLAB WV FIBERI'IESN OVER 6 MIL FIBEtx LASS SHINGLES OVER W FELT OVER 16" 05B WOOD TRUSSES STRAPPED AS SHORN ON TRUSS LAYOUT P?. bQ OVER DCS CDR OVER 2X6 SUBFASCIA W/ CONT. ALUt'L VENTED SOFFIT AT DBL 2X8 HEADER UNLESS OTHERWISE NOTED ON PLAN WINDOW UNIT 2X WOOD STUDS o I6. OC. 1/8" STUCCO ON MTL LATH DBL. 2X - TOP PLATE DBL. 2X8 HEADER FOR 4'-6' MAX. OPERM, DBL 2X166 HEADER FOR 5•-9" MAX. OPENING UNO. WINDOW WIT 2X - WOOD 8 LINTEL FILLED Wl OAS CONT. el ' i Vfi7LT REB^R SEE PLAN SINGLE COURSE LINTEL 3/4.=1- r 3.5 BARS WALL SECTION — FRAME WC TWO STORY 3\ C. SLAB"W/FlBERMESH 0 .8 MIL.VAPOR BARRIER OVER TREATED - COMPACTED FILL - CMU n I t (; GRADE 3 / 5 BARS -4— 20. G• MONOLITHIC SLAB — CMU TWO STORY 3\' CONC. SLAB W/FIBERMESH OVER 8 MIL VAPOR ARRIER OYER TREATED COMPACTED. FILL 1 E. 5 REBAR CONT. GRADE X THICKENED SLAB NON BEARING ENTRY — CONC. PATIOS OVER 15• FELT 3 11 1 GONG. SLAB W/ BERMESH - OVER 6" 01w8 MW VAPOR BARRIER 2X BOTTOM PLATE OVER TREATED NON LOAD BERG. WALL ON 3/4'..T1G 038. COMPACTED FILL F 1 T / 5 REBAR CONT. AIL 2X4 CNT. BAUD BOARD - VARES - 3 1/IBERMESH2' CONC. TF4M STRAPPED AS WVE 6 - MIL W O SHOWN ON TRUSS LAYOUT .. VAPOR BARRIER OVER TREATED LINTEL BLOCK COMPACTED FULL 3 ` S RTU41 • 5 BAR C T. - I LINTEL SCREEN ILM AA DEPRESSED SLABDEPRESSED SLAB BEARING® GARAGE Z NON BEARINGS GARAGE FOUNAT IONELLII`I UNGTWOSTORY OVER CHILE FINISHII - OVER.CM113LOCK j,_. _ —.j $Gf L c 1i4'c ILD' ODMPACTEELI - 3\' LONG AAB R BARRIER 71COMPACTEDFILL9II:. .. SBL gY15. OVER 8 EA VAPOR BARRIER MIN. LAP LOC.ATIONS ON SMOUN OVER TREATED COMPACTED Fill_ FOUNDATION FLAN - CORNER BAR W/ STD. HOOK -7 5 BAR 5 HOR12. BAR GRADECOw_ FILLEDCI'1<U TOP COURSE 3 •5 BARS • ZD' - 10' 1 10' 3/ 5 REBAR . 5 - ENGINEERING CHAIR BLOCK - :. WALL SECTION—® FILLED CELL—TWO STORYao) r/4-9003 FAx (4D) ns-a4n THICKENED SLAB UNTEL BEAM REINFORCING P.O.POBox 161613 ALTAMONTE SPRNG%. FL 32716 STEM WAIL — SINGLE UNTEL B W BEARING WALL CHAIR BLOCK UNDER FRAME L BR THOMAS J. ANDERSON PEI 47819 TWO STORY FOUNDATION DETAILS & WALL SECTIONS MONOLITHIC SCALE: 1/4' MAXIMUM SPACING OF FILLED LELLS UNE,qMTM CELLS THAT CAN RESIST A ISO MPA. LORI] DESIGN b(ALL F1;125SURE T - 22 PSF MAXIMUM ALLOWABLE TENSION ON HELL13W CORE WITS IS 25FS1. - ALJ. 531 TABLE IOJ - SECTION PROPERTIES 8• PARTIALLY ERELJfE7 t4ALL - 95AEI' 01ADNARY STRICTURES. AL.i) M - "1-1 /8.5 =-W-L-L)02/.8XT = '15.43. 1 IDA. 115E &-D' NORIZ 5PACIN5 - 9'-4' CEIL{ MA.X !FS 1.3R USE fi'-0' RORIZ SPPLIEG R7-0' T13 R' 'CEILING MAX USE &-0' RORIZ SPAOW- - 17-• TO BG. AIM3 L INTEL W N 85 CONT. O T-4 W.T. !+ 7 wing THIS STRCTIRE HAS Bmi oesiiaikfi TO R' O TFE 1 MPH 3 wr1MO C315T5 WOUI OF THE 5T/V(13AFM BUILI1INi COIF 2001.. V) J gWz ZOO O O O w OZo- of LL 0 LL sheet Al Ot` V S 0 04 fill if oils sheet Al Ot` CONNECTION (TYP. SPACING) PRODUCT LOCATION SHEAR STRENGTH DIA. MIN. EDGE DISTANCE ALLOWABLE PULLOUT TAPCON: 3/1s" ®12' OK OR ANCHOR EMBEDMENT LIGHTWEIGHT HOLLOW BLOCK RAWL-BOLT n m EXP. BOLT: 1/2" ®48 06 1/2" o 761 LBS. 1765 LBS. 3 846 LBS. 1075 LBS. RAWL-BOLT 1-1 2" 3" 1/2" Z 1831 LBS. 2537 LBS. DETAIL DENOTES PIPE y p C b0 c:) SLEEVE SHALL BE PASSING THROUGH FOOTING ANCHORAGE TAPCON: oe Q1 hf'V TO FXT F'RAKAF SHEAR STRENGTH X W z =.9 CONNECTION (TYP. SPACING) PRODUCT LOCATION SHEAR STRENGTH DIA. MIN. EDGE DISTANCE ALLOWABLE PULLOUT TAPCON: 3/1s" ®12' OK OR ANCHOR EMBEDMENT LIGHTWEIGHT HOLLOW BLOCK RAWL-BOLT GROUTED MASONRY EXP. BOLT: 1/2" ®48 06 1/2" 1 5" 761 LBS. 1765 LBS. 1-1/2" 846 LBS. 1075 LBS. RAWL-BOLT 1-1 2" 3" 1/2" Z 1831 LBS. J=BOLT: 1/2" ® 48" O-C)K TEST REPORT 150-20068/ PROFESSIONAL SERVICE U INDUSTRIES, 1 NC.SEE MFG. SPECS. J FOR BIT SIZES & TECHNICAL QINFORMATION W 0 I 1 EXPANSION BOLTS: 0 RAWLS u ` W- Vl S1 t NO \ 2o 3 A1.1 Of PRODUCT LOCATION EMBED DEPTH DIA. MIN. EDGE DISTANCE ALLOWABLE PULLOUT ALLOWABLE SHEAR u Z RAWL-BOLT GROUTED MASONRY 2 5" 1/2" 1 5" 761 LBS. 1765 LBS. 0 L RAWL-BOLT CONCRETE 3" 1/2" 2.5 1831 LBS. 2537 LBS. DETAIL DENOTES PIPE c:) W- Vl S1 t NO \ 2o 3 A1.1 Of lal DETAIL DENOTES PIPE INNT ROUGH STEM DETAIL DENOTES PIPE c:) SLEEVE SHALL BE PASSING THROUGH FOOTING Lo GROUTED SOLI 2 SIZES LARGER THAN PIPE PASSING THROUGH SLEEVE SHALL BE N ig AROUND PIPE SLEEVE 2 SIZES LARGER THAN PIPE PASSING THROUGH W 1 THICKENEDg SLAB UNDER SEE FOUNDATION PLAN FOR REBAR QUANTITY Y " SF ! CONCRETE. FOOTERREBARWITHINFOOTING . UJ/ 25" MIN. SPLICE OVERLAP (5EE'FOUNDATION PLANFORSIZE) TYPICAL FOOTING DETAIL W- Vl S1 t NO \ 2o 3 A1.1 Of 54-25 5"-25 221-24) (+721-24) cf i EC-d2E% was W 11 Ii I rnAT as II . BEDW 03 i BEDW 02 I3A I1 T VFWCL& ; rnxa& II 1CAF6'Er RR - cnatT RR FRw6 i F O X66 4-2 14 In, it 766s ,z> Is ;, 7¢68 7DwO NwF6 _ i i .BATPAT BATH #2 ` r RAT as 76" 266 11D w Utwt'L nR wU14._ F FR O - y 61C.Q11 • I : n ' - IF-tl V2 TUB DRAM FOR I -R 16 atYWL6L S \\ 7 26" NaMz AIR 1Lomm TO NAVE MH OF 4• CLEARMICE CN . ALL SIDES AND EW-LOSURE SPACE SRALL FSE MIR 12• WIDER THAN AFMIANCE t OOR d e 59 MASTER BEDRM GAMEROOM r rtnr FLRCAIaEF0.R rFura6; CAPPET FLR 31/2' RE55 SH -25 _ DBL. -25 (+ 22/'-24)' x. SH -25. - SN -25 21/-213)(- 22/-24) (+22/-29) EEFESS w7UT WALL TO FOR 1118 t I /, E • wt••' D 9I ENGINEERING 407)71+-6063 FAX (+07) M+ 77 PA 80X 161613 AL1A l811E SPAMM R 32716 TIIOMn L A110B6011 PEF !1616 SH 23 I_'a(J \ I I 11 L 1 1 LA 1 SCALE . W.T-m• f- Z N N inclFLOOR ELAN SCALE • U4+' I'-0' 22/-'21) NOTE: STAIR INFbEtjA T . IF -IN ENTRY Q N Q' WGM STOP EXTERIOR WALLS WERE VERIFIED o o . P LIVING W 6-0 X 6-8 S& SUFFICIENT FOR SPEAR LOADS m TOeE DOOUSM 2• X1OW. F¢AOERs NOTED 0TFEIaUISE FIB I' NOTE: ALL INTERIOR WALLS TO BE 3 IR' OTE KITCHEN LE Q rFLma4 - M -E66 OTHEIWSE NOS` SEE FOUNDATION PLAN FOR VTwTI iLR. O NOTE: ELEVATION 'A' 011N: FILLED CELL LOCATION. II IILIII B 0' ATF.' WALL w7UT WALL TO FOR 1118 t I /, E • wt••' D 9I ENGINEERING 407)71+-6063 FAX (+07) M+ 77 PA 80X 161613 AL1A l811E SPAMM R 32716 TIIOMn L A110B6011 PEF !1616 SH 23 ISL FLOOR IM2 Z N N 22/-'21) J. STAIR INFbEtjA T . IF -IN ENTRY Q N Q' WGM STOP OTHER o o . P LIVING W 6-0 X 6-8 S& m CARPET 021/ -231 FIB I' N its 1It KITCHEN NOOK Q rFLma4 - VF AT a& F.I. VWL MR 6M1 -CO VTwTI iLR. O 1 Mawr. i SIIAv6G -f8'4- ---- 1D66 1 1 UL -0FRNV f LAI NDRY I Pla WTICHIR L o AMILY RM ffi66 V RAT a& N„t,iR 1 1 l OM2zum2z BM VAU Ir I DINING RM Vu 1 rnaaA I - C.AFM n.R 11 CHASE FOR A/C LM — 2 -CAR GARAGE r RAT & claw-" 16' X T 0J413. (+19/ -2V 11 w5no sam - ISL FLOOR IM2 2nd FLOOR N N m J. STAIR INFbEtjA T . IF -IN ENTRY Q N Q' WGM STOP OTHER Bfd' OIALL - GARAGE LIVING W TOTAL AREA V FIAT a& m CARPET PATIO• - = CHASE FOR A/C LM — 2 -CAR GARAGE r RAT & claw-" 16' X T 0J413. (+19/ -2V 11 w5no sam - ISL FLOOR IM2 2nd FLOOR g r M. I t 4 HALL/STAIR WELL J. STAIR INFbEtjA T . IF -IN ENTRY 15* OTHER 0 GARAGE 42 >p TOTAL AREA 8gs UNDER ROOF PATIO• - = 5H-25 5H-25 22/-24) (+22/-2 N its 1It 0 TOTAL AREA-`-- i25011 STAIRSCAM AT ppL Pp, KT -S. UL -0FRNV fPlaWTICHIR L o AMILY RM V RAT a& d QS O r p CAFM nR - Ov-. Vu c o CHASE FOR A/C LM — 2 -CAR GARAGE r RAT & claw-" 16' X T 0J413. (+19/ -2V 11 w5no sam - 5Q. FT. CALCULATION5 ISL FLOOR IM2 2nd FLOORiFaE TOTAL -LIVING AREA 2503 M. I t 4 HALL/STAIR WELL LANAI STAIR INFbEtjA T . IF -IN ENTRY 15* OTHER 0 GARAGE 42 >p TOTAL AREA 8gs UNDER ROOF PATIO• - = TREAM 14 a. 101 EALH N its 1It TOTAL AREA-`-- i25011 STAIRSCAM KT -S. 5Q. FT. CALCULATION5 ISL FLOOR IM2 2nd FLOOR 144118 TOTAL -LIVING AREA 2503 ZLL LL LANAI 0* ENTRY 15* OTHER 0 GARAGE 42 >p TOTAL AREA 8gs UNDER ROOF PATIO• - = b N its 1It TOTAL AREA-`-- zzi J o ft. O ZLLLL i2 8gs w 0 b N its 1It sheet A2 of EFT f I 1 IL-3H 1 01Lz!—S Y, E L E V— SCALE _ tV- 1'-0" r`n u Eco SDE SCALE _ s°= 1'-0• di as 4 91 LO Y tress eEARM 9' ZWAIII Tp15G BEARI!'a RN9F1 H.OGR- isfin€ Ci1NEERINQ 1mo ..anar.ao. terasp'm alisc mAEr aww - a otaz-m sheet NO` 3 A3 -A Of I VY V.TR I V2• IVY 21 VTR LAV (AV 042. I VY V.TR LAV I V2' - 3 ccm v w 1vr 3• Tka Lr 2• K& 2- 3• 31 2• i 011't LAV IVY 3' 3• or_ 3. K9 2509 PLUMBING RI5ER 2 / 0 SER GABLE BOA RANGE d3 e109 ff 7.-ST-TT-m_G PLO DRYER 10/3 @!' PANEL ° S IAI-L APP. M W3 4 GLL SAKE LrAffM GR K94 U8 - l0`..iiaOO4":UN nnouluuuu Ad luouu UNIONS m I u.0 tai I VY V.TR I V2• IVY 21 VTR LAV (AV 042. I VY V.TR LAV I V2' - 3 ccm v w 1vr 3• Tka Lr 2• K& 2- 3• 31 2• i 011't LAV IVY 3' 3• or_ 3. K9 2509 PLUMBING RI5ER 2 / 0 SER GABLE BOA RANGE d3 e109 ff 7.-ST-TT-m_G PLO DRYER 10/3 @!' PANEL ° S IAI-L APP. M W3 4 GLL SAKE LrAffM GR K94 U8 - nthlug 3sG O 13. a x c $_ 20 N N V n BOB V Co U tm 0 O a r fin Z Q V a 0 Q OWW 11f - 2 J U U Z m U V' J-J W W d. ist t:NICIAL F SCALE = 1/4' - 1'-0" _ fill p8 ENGINEE RNI CG S d.br ckrm a d.W 01-7241 sheet TO PPL TRANS - i... • A 8•QQa' FDD ra2509 ELECTRICAL RISER DIA6J150 A 4 WIRE— OfT 1 e. nNMI ff7.-ST-TT-m_G rpm l0`..iiaOO Ad whis\:viVLi d.br ckrm a d.W 01-7241 sheet TO PPL TRANS - i... • A 8•QQa' FDD ra2509 ELECTRICAL RISER DIA6J150 A 4 WIRE— OfT NOTES CAST -CRETE SAFE LOAD TABLES MATERIALS FOR GRAVITY, UPLIFT & LATERAL LOADS L ft pt ecast lintels = 35Od PSL 3 I rr ocrral l-aq 8" PRECAST W/ 2" RECESS DOOR U -LINTELS 4. fr ncrete 1»Ty lnit5 ttt11) per ASTM C4Dir/ tlNNnm net a-eo cmlpressrve. strength = 1900 psi. a Retry provided'n precast -lintel per ASTM A615 - CRSO. Feld., etra per ASTM AF35 GR40 or UMCI. 6. FtE stressrrqq strand per ASTM A416 car ode 210 dors re!EWAton. 1. V32 wire pet- ASTM A510. 8 N17tcr per ASTM C2lO type M or 5. GENERAL NDTES 1. Pr'avlde full ims tai tread and bed fonts. 2Shore filled lintels m required. 3. Instntlatlol of ,Intel must cohply with the ardltecturol W1d/ar strltcturbl'draw7r7gs. 4, Lintels are mo ni fccbred with 5-1/2' .long retches. at tfie. et7ds to mEami >odate.vl rticol tell reinfpmag alit groutlr713:'' 5 .Ail- tntels meet or Para x1 L/360 verttcal deflection, except Inlets Il' -4' Rd i Inger with o nonoral neigh[ of 8' meet or exceed L/180. 6. Hotton field ladcied ret? r to be locoted of the tnttam M the lolled r-OV7ty. 92' d10IT ter "tie sitralp5 nxe welded to tt,e boom, steel for. 8" PRECAST Wf 2". RECESS DOOR U -LINTELS m Ell rot -. Cast-7tt lace c 8. aerete may t7e Frain d In CUTp091te Intel in Rett . 4f cotrtet a mosom ri units. - - q Sa 1 load ratings bcr,ed oil r otlonlol de5tgn atoly56 per ACI 318 old t 530 SAFE LEJAI7 TABLE NOTES . 1. All whres ts+sed.on mnrram 4" be- ing..Exception, Safe bclds For unfilled lintels nmt be nx1red by 20% If bmm ing I gth.6 thanU7E I/2". Safe laird, for all recessed Inti-ls tx sed an 8 nomnol bearing. 2. N.R. = Not f2oted. 3. safe Ion are tato) smposed allomble load on the sexton 5peLlfted. 4. Safe Inds dosed ail grand 40 or geode 60 field redo. 5..Addltlonal lateral lood.Lopomty con be a tltaned tri the designer 1:71 providing oddionol reinforced masonry above the Praast Intel. 6. One 41. rebor may be absbtuted for two x5 retxrs n 81 lintels only. 1. The dE!5g1Mr array evaluate concentrated loads From the safe lased tobles t71 colculatng the moxanm r1esistng moment Cnd shear of d-cmul from the f¢e of support. 8. For corposlte Intel Ile is not shown, use sofe load from next lower hecInt. 9. All safe loads in units of poards per Ilnecr Foot. e . SAFE LOAD TABLE FOR 8" CONCRETE GRAVITY U" LINTELS LATERAL L@rTH,. TYPErM4"4 L e rN 9a6 17RFl1-1T 8"x12" FILLED 8'x16', FILLED' 9as 8RF6 529 PRECAST 4'-4• (52') PRECAST N87 15919. 1821.- 3442- 2982 4982 3954 64'12 4929. 194'1 9104 9416 6890 10818 4'-b- (54) PRECAST 1351 ZiB2 2114 3Ffl0 448'1 536 6264 6001 MM 1315 9004 1102 341 4982 6412 7441. 9416 to916 5"-8" (68) PRECAST 196 1®' 2162 r 4014 zo5a 6412 2 5. MG 515 9314 3555 69x31 s'-lo'(l09 FREcAST 05 174. t5o0 1449 R24 24M 2B7 332 726 I@ rM 339 3811 6412. 191916 5450 6411 6'-8' (811) PRECAST BZ2 901.. 61T 2`133- 2519 3223: 35-U 4522 8% 1099 9Qr-. sm 2933 42500' 6131. 81T1 13101 190•) PRECAST' M5.' 5251:. 613 BTI 2252 1959 249 2944 3+39 956 74 4477 2329 309 5492' 6624. 932 9'-8' 016) PRECAST 31 423 1:250011 3221 1342 1614 3595 1896 689. 949 535 929 mvAn I 3A 2618 3764 7815 M the lolled r-OV7ty. 92' d10IT ter "tie sitralp5 nxe welded to tt,e boom, steel for. 8" PRECAST Wf 2". RECESS DOOR U -LINTELS m Ell rot -. Cast-7tt lace c 8. aerete may t7e Frain d In CUTp091te Intel in Rett . 4f cotrtet a mosom ri units. - - q Sa 1 load ratings bcr,ed oil r otlonlol de5tgn atoly56 per ACI 318 old t 530 SAFE LEJAI7 TABLE NOTES . 1. All whres ts+sed.on mnrram 4" be- ing..Exception, Safe bclds For unfilled lintels nmt be nx1red by 20% If bmm ing I gth.6 thanU7E I/2". Safe laird, for all recessed Inti-ls tx sed an 8 nomnol bearing. 2. N.R. = Not f2oted. 3. safe Ion are tato) smposed allomble load on the sexton 5peLlfted. 4. Safe Inds dosed ail grand 40 or geode 60 field redo. 5..Addltlonal lateral lood.Lopomty con be a tltaned tri the designer 1:71 providing oddionol reinforced masonry above the Praast Intel. 6. One 41. rebor may be absbtuted for two x5 retxrs n 81 lintels only. 1. The dE!5g1Mr array evaluate concentrated loads From the safe lased tobles t71 colculatng the moxanm r1esistng moment Cnd shear of d-cmul from the f¢e of support. 8. For corposlte Intel Ile is not shown, use sofe load from next lower hecInt. 9. All safe loads in units of poards per Ilnecr Foot. RE=E VALUE BY 15% FOR GRADE 44 FIELD REBAR 8" PRECAST & PRESTRESSED U -LINTELS 8" PRECAST & PRESTRESSED U -LINTELS e . SAFE LOAD TABLE FOR 8" CONCRETE UPLIFT U" LINTELS LATERAL L@rTH,. TYPErM4"4 umN _uKam EF9-16 51912-m 51916 -IB UNFILLED 17RFl1-1T 8"x12" FILLED 8'x16', FILLED' 9as 8RF6 529 PRECAST 44-8 6E 240 3260 411 4%71 582'5 932 932 6031 MM 199 2331 310 4008 4eM 300 366 33T1 44-e PRECAST1971 6001 MM 1315 9004 231 321. 3131 48 55- n 853549 4438 1455 2240 3031 3831 4643a 1651 1181 RD 2651 3403 im rM 2423 375 3689 4325•) PRAT 21110 4021 E099 726 I@ nM 851 2916 mm 4237971Sfll 18119- 29n 1117 PREEAST M% it38 f42 2M2 E62966 3591. 4198 469 4fi9 5400 8% 1099 0110 2288 2 3491 4106 121 1809 5491 80) PRECAST TO 882 613 2042 25-8 3117. 3542 as 11oa 3358 T79 956 14.8 1981 2509 3035 3563 5260-. 19117 PRECAST SM EAl f325 1910 SL50 215-7 3221 l0 941 2439, WF.6 689. 949 f372 172 2225 2ff0 3151. 2505' 3764 116') F'REL45T 533• 433 809 1123 1413 1104 1995 516 6125 3469 533 521 - 1OQi-- g9 re7e 2088. 22597 1125 915: RE=E VALUE BY 15% FOR GRADE 44 FIELD REBAR 8" PRECAST & PRESTRESSED U -LINTELS 8" PRECAST & PRESTRESSED U -LINTELS C e . SAFE LOAD TABLE FOR 8" CONCRETE GRAVITY U" LINTELS LATERAL umN _uKam EF9-16 51912-m 51916 -IB UNFILLED Zr 8"x12" FILLED 8'x16', FILLED' PRECAST 8'x24' FILLED 44-8 6031 1526 9004 10412 11931 4Ot 5332 3166 4413 6031 MM MINI 0412 99% PRECAST- 230 300366 33T1 44-e 4689 FIDi 6001 MM 1315 9004 811130 0412 9941 - W . PRECAST 211 2496 346'1 1526 4438 5410 9004) 6384 SH PRECAST MECAST 1651 1181 RD 2651 3403 449. 4696 5544 5350 4'-0' (48") PRECAST 21110 4021 E099 726 9004 104'2 %158 1 FRE(J+ST 1184 Qa:m1 938 18119- 29n 2526 M% 38415 4422 5z64 1E65 2889F44 3346 60% 5400 6424- 14) PRECAST 912 121 1809 5491 2304 4431- ZRI 5790 331145924646122 FlZ AST q31 1 - 210 5406 2146 3358 39'1. 4595 N84 2110 1255 2101 5260-. 1134 STIS 6890 I' --F3' (90) PRECAST 16-1 1029 1029: W. 1615 1053' 1994 3539 2439, WF.6 2896, 668 3333- 974-1 9'-4' (112•) PRECAST 513 r>3z 0491210. 2505' 3764 1482 - 17154: 2OZI 418 A-12 2R F3Li 2544. 3469 4030 am 1251-61126.1 PRECAST 2525191r:_._ 6'-6' (187 PRECAST 802 1125 915: 112 GM LSM 3512 3132' 101 881 1025 t94 20M 2114 330'.2404 2354 II' -4' (136) PRECAST 445935 651- 1365 1854 054 - 2325 2441 rfS-. 35512'-01144') 3T6932501:55 PRECAST 414864154768920'} 4 1300 1SIo 9'-4' (112'1 PRECAST 80" 612 510 1818 tSM 1852 2N4 2634 864 1254 IEF8 7211 2832 3990 PREG•.ST A910 22T 126 1028 r c.M 74 w1e Ta .: t071 161 148 7016 t436 tM. 2343F2. 116. 14'-0'068') PRECAST 338 455 HB 100' 919 - 1003 x911 r -m 1462 r14 1151 2x9 t4'-0 J NJ;? - R INR455 NR 165. 1R SM tR 2045 tax; 2610 Mt 385 556 15'-4. 084'1 FRES N.R N2 R tR N2 IR 363 IZ'-0•(144) PRECAST 470 695 1250 ISM 29M 2890 1312 IT -4' (208')PRES N.R. w W. NR 950 MR NR N230- FR9-:'2086 MKI 500• 1400 MM 221]7 M1 19'-4' (ffi')PRES NR N2240 1R 400 1R 150. R 1090 NR 1400 MR F10 I 1R' I21737- 2r-4•.(LY•) PRQSTRE56E N.R. 83183 N2 337 N2 610 Ni 940 N7. 1340 NR N2 22110 22'-I7Y264)FRE5 N.R. NR Nx NR N2 NR Nz Nx 629 '. 922. r 327 510 810 131 7Ef0 Fro 24'-G`;286')FRES N.R. N2 Nt 240 NZ 410 N2 l3] 11R 10 N2 7391 rR 1610 C e . SAFE LOAD TABLE FOR 8" CONCRETE UPLIFT U" LINTELS LATERAL L& TN -TYPE F. -2T UNFILLED Zr 8"x12" FILLED 8'x16', FILLED' 5'X20" FILLED 8'x24' FILLED B Will 2'-10"(34) PRECAST Z'I 2818 4Ot 5332 Senn l8fi U30 9058 2021M I2000 Z771211214 3838' 39915M 5231 64M 11440. 6851 120001 12000 3"-fi' (42) Fi2ECA5T 2165 22'" 3260 4231 509 - 6204. IFR 8E.01 1 1751 A-4 2165 2215 365' 4R5 5179( 6061 13% 1251 W . 5350 4'-0' (48") PRECAST 6-6 1989 7832 MIX) 4532- 5391 6245 938 938 A -E3 1810. F 2150 3MB 4422 5z64 6110 2902 3346 64') PRECAST rfi0 x152 2501 3251 4010 416] 5 121 121 A-8 IELO. 1910x.25 2435 311 318 46.8' 5406 3389 5'-4' (641) PRECAST 12'8• N84 2110 7141: 3311 4010-.'.4648 1968 505 5115 A-111 I393 143'I 2050. 2610..3293 1053' 39204549 1692 2024 1 2341 5'-10'(1119 PRECAST 12'1• 1351 FM 2505' 3764 X6 4241 418 418 A-12 2R F3Li IBTi ' 2447..3710 842 3933 4151 1624 1819 6'-6' (187 PRECAST 1141• II41 1110 1182 1133.' 1684 22M 2192 7169 Zl® 3290 321[1 3512 3132' 101 881 1'-6" (90') PRECAST 999'. 91 14-6 RI4'. 2354 2TT7 - 3240 591 651- 990 IDA 1466'. Fol`. SJ 2791-`3245 1 1052 1300 1SIo 9'-4' (112'1 PRECAST 80" 612 980: 169' tSM 1852 2N4 2634 454 630801Ms1192 ' 1560 A910 22T lo' -61126) PRECAST ll6• 498 Ta .: t071 161 14% -. 199 346493 116. lilt I®9': t%9. nn 2®4' 2359 11'-4• (136•) PRECAST tbE a• 439 6%.: 894 7104 E109 - L915 556 666 535 9m• 195. 1995 18%' 2198 363 IZ'-0•(144) PRECAST fa0l• 486 Ea . 816:-: 1001 1786 1312 34[7.49463. BIB' 1209- 194 FR9-:'2086 13'-4•p6o7 PRECAST 500• 340 s32-' 686 M1 991 1153.. 3oz 398 EAZ M4 14'-011687 PRl3=A5T 458• 36 493. 63S. 118.. 922 1065 2236 360 598 316 629 '. 922. 154 - 1561 te16 14'-8'D767 FRES 243 295 49f - 251 124 BSI . 9'0 NR 351 243 352. 582 862 1156 14M 1142 IS' -4'0847 PRESTRESM 228: 218. 437 B STI em 925 NR 321 Z29 . 329. 542 711 KM am 167 n'-4,'i1DB,JPRES 08 236 BN 464 1 610 A NR 255 186 27 449 649' 814 x21 1389 201 33 401 490 518 L 661 Fr_4•(B2')PRF S 165 R s 299 383 Z0 136 940 lE0 NR 204 AS 21a 4- 1 4M 512 943 2t'-4•(2567 PRE5 142 21 3% 4! 15 635 am 993 NR' Ill 22'-0r2E,4")PRE!5TRES58wo 180 268 343 418 443 5M N.R 161 131 205 322" 451 fa0l. 111 941 24'-0Q88')PRE5 Ill 165 2. 390 441 55 NR 135 124 186 2900 400 8 538 REDUCE VALUE BY 2596 FOR E OTCs: ALLIED LINTEL TABLES. MATERIALS il INSTALLATION 1. reb r in Prevost Intel COW per ASTM A615 . 2.. reLv in pared been GR40 ASTM ASIS 3.1t for recast Itr te15 =40110 i 4. ft for Feld concrete=3000pst 5. conomte no'5city units per ASTM C-90 nr7r"t1S per ASTM C2-111 tie M or 5 6. calculattals tri, RIG>urd o. Nemmin. P.E.. Riddle -Newnan EtylrEerng Irr-.' 1. shore all composite Ivrtels 4. OE. 8.. all composite beams calculated with 1#5 9. snaffee ods ba d m innnoi 8' betray 4"- MMITun%. 10. 011 1 shown in pumds per Inerfi foot It. for "VqesnotItsednesenextlorxr leryth For safe load FIELD MBAR J 5GR40 Q d J Q Q CONCRETE FILL 1D 3 • .' U u Q FIELD REBAR Q +5 GR 40 N 1-5/8"ACTUAL 40 FIELD. REBAR Lu 1 -- ALLIED e . SAFE LOAD TABLE FOR 8" CONCRETE LATERAL SAFE LOADS FOR U" LINTELS U" LINTELS x'. LENGTH8"x8' UNFILLED c 8"x12" FILLED 8'x16', FILLED' 5'X20" FILLED 8'x24' FILLED 8"x28' FILLED. 8'x32^ FILLED A-1 210" 6549 6251 10125 12000 12000 12000 w I2000 A-2 m L 'a 3838' 3858' 5231 8552: 11440. 1000 120001 12000 0Jac 4$' 2081 u 3361 4616- Oa 1269 8E.01 1 U) A-4 5110• 1128. 1080 1810 yj 3331 3913 W . 5350 A-5 Q 902 1056 1844 2542 3294 0 4190 5522 A -E3 9'4" 656. O 1112 1534 1994 2436 2902 3346 A-1 los" 489 483 40 FIELD. REBAR Lu 1 -- ALLIED GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE LATERAL SAFE LOADS FOR U" LINTELS U" LINTELS LINTEL NO. LENGTH8"x8' UNFILLED 8•x8" FILLED- 8"x12" FILLED 8'x16', FILLED' 5'X20" FILLED 8'x24' FILLED 8"x28' FILLED. 8'x32^ FILLED A-1 210" 6549 6251 10125 12000 12000 12000 i2110o I I2000 A-2 3b' 3838' 3858' 5231 8552: 11440. 1000 120001 12000 A-3 4$' 2081 1914 3361 4616- 6186 1269 8E.01 1 9924 A-4 5110• 1128. 1080 1810 2483 3331 3913 B'l 5350 A-5 15• 902 1056 1844 2542 3294 4029 4190 5522 A -E3 9'4" 656. 536 1112 1534 1994 2436 2902 3346 A-1 los" 489 483 841 11-10 1522 1851 2211 2556- A-8 II'4• 5112 612 1125 1530 2002 2455 2931 3389 A-9 12'8• 421 488 900 1224 1604 1968 2360 2121 A-111 13'4•- 399 419 114 1053' 1381 1692 2024 1 2341 A-11 140' 342 3-13 690 936 1233 GO 1808 2091 A-12 14'8' 308 334 618 842 1108. 1352 1624 1819 A-13 - 11'4' 212 285 436 611 808 988 1188 1380 A-14 19'4' 25111 395 496 850 1138 1408 1698 19M A-15 20'0• 1 225 1 365 413 1 184 1 1052 1300 1SIo 1831 ALLIED sheet UPLIFT AND LATERAL SAFE LOADS FOR 8" CONCRETE U" LINTELS LINTEL NO.EL NGTH 8'x8' UNFILLED 8•x8' FILLED 8"x12' FILLED 8•x16' FILLED 8'x20'' FILLED 8'X24' FILLED' 8'X28' FILLED a'X32- LATERAL LOADER FILLED 8X8 FILLED A-1. - 240.' `.. 3096 also 9194. t0000 10000 IDMEJ IE700o 1013M 4408 A-2 35"' 1835: , 1816'. 5445 . l0000 I0000 10000 10000 10000 2-992 - A-3 4T. Io18':..'. 1051- : 4224 5900'. 8203 . 944CI IOOoo t0000 1415. A-4 5111• 515 603 2380 - 3319 4300 EM. 6166 1848 111 - A-5 71b, 345 3'10, 1421. 1918. 25_L7 3514 3661 4600 661 A_6 - 9'4' 228 252 1296 1665 2L759' 2542 2941 423 A-1 lob, Ia5 209 1049 1341 1662 2025 234 329. A-8 11'4' 303 333 911 1110 1452 1151 20204 1 A-9 1218• 241 282 r442 16o 991 1232 1464 1695 A-101 13'4' 253 103 892 1109 1303 I5O9 A-11 1417' 225-- 324 E82 824 IEM 1196 A-12 14%" 191 218 609 169 9-95 Ito 1 A -I3 11'4•- 145 253 EER 483 605 156 842is- A-14 R '4' 184 214 308. 420. 525 6.51;.. 115 21 A-15 21111• 114 203 296_ 405 504 tom . Sm 0) 0 L0 N J LU 11W PW, AND N MTTZBB BOTTnM EFOXIm TO BOND BEAM W/ 5/8' DIA THREADM Ran W/ - 6" MINIMUM ANT ROOF TRUSS LAYOUT 'A' N.T.S. in CJI FJR CJS En 17-4-12 SNEA WING HT. 2X4 WD. STUDS s 16. or_ 2X4 BOTTOM PLATE r 8-0-0 3)4' PLYWOOD 2X4 BAND BOARD HT. 16• F:OOR T, 24 OL.' . PER gTRu85- PL U BLOCK W/ 1 -5 BAR TO. OOR.7RU55 0 -STRAP TIE • EVERY 9rci - - SAO C N ECTNG FLOOR - TRUSS TO 2nd FLOOR SM BLOCK TO 2ND. STORY STRAPPING F in CJI FJR CJS En 17-4-12 PLATE HT. r 8-0-0 PLATE HT. FLOOR. TRUSS LAYOUT 'A' 8c 'B' N.T.S. NOTE: SEE TRUSS MFG.'S ENGINEERING AND LAYOUTS FOR TRUSS—TO—TRUSS CONNECTORS ROOF TRUSS ANCI-IORACsE: NOTE, J Z) W U- 0 Z) LL O¢ U Orf 0 W O JJ mU -a c FLS V IM rn€; V USE (1) TYPE 'C" (OR NTERC 4AW ABLE TIE) FOR TRU59 TO FRAME WALL OR BEAM CO.OJCONNECTIONUNLESSNOTEDOTHERWISE (UN12 CV lift62) USE (U.TYPE 'A' (OR 9HTER(-HAHGRUABLETIE) FOR TSS TO BLOCK 5NVMALLCONNECTION(UNOJ 3) USE EHUH26-N (OR NTERG-IANGEABLE TIE FOR ALL JOIST HANGER qg e E 4) ) 16d. (( (mo bl x 3 V4' PASELODE GM NAIL TO FASTEN JACK 0-4-1 O To HIP GIRDER. (T4B) 5) lda E TRy155E8 REQURE (U TYPE 'A" OR (1) TYPE 'C" STRAP AT 5. 4O)C FRGM. CENTER OF TRU55. 6) ALL STUDS BELOW GIRDER F&ISSE5 SHALL BE EITFER CONNECTED . // 1 Y .. rmisi m W/ SIMPSON 804 STRAPS;TOP AND BOTTOM. N-ADDfitON TO OT41ER- - _ /. •777 11177???ss( !!! STRAPPING- ON PLAMS. S'tILARLY. 4X4 F'03T8'REG3IRE (2}SP4'S ON EACH END: 4X6. POSTS-'.RECIUMH (3)-SP4'S ON:EACH ENP., 1) BOTTOM HALF OF MT516 TR J59 STRAPS SHALL BE EITHER NEATLY- - (407) »•-9003 :FXX (.07)(407)774-61i" WRAPPED UNDER DOUBLE TOP. PLATE OR NEATLY FASTENED TO - - - P.0.9=16150 ALTA (IME SPR" s FL 32715 VERTICAL STUD OR POST DEPENDING ON ALIGN"F?IT OF GIRDER AND 12' 3.5" - . - 110ws t MMERSON PE# 47819 STUDS OR POST BELOW. - SEE POST STRAPPING ON 15( AND 2nd FLP. Fj_" HFI f BACK t " PINE mm_ EQUNALENT MAY BE SUBSTITUTED cfladoed by. FOR HAND NAIL DESIGNATIONS' NML.VALI_S: - - 16" BASED ON'NATIONAL DESIGN SPECFICATIGNS_ Sheet FOR WOOD GGNSTRU( T_ FROM TABLE 0,91-- 'HAILS AND SPINS - LATERAL LOAD DEW -H VALUES' V 2 O //''' NAIL SI4EAR VALUE (Ib&J - 'AV Aad103• . 1®d Qy - 16d - 149' - - - 8" - Oi: N NOTE:-. 'L' BRACE MUST. EMEND AT LEAST 90x' OF WEB LENGHT L' BRACING REQUIREMB fT'S IMSPSON A35 s 3'-0' O:c. M(? WOR2x4V2 B DOUBLE "L" BRACE DETAIL 2x4 LEDGER TO MATCH 81BOTTOM2x4BLOCKINGs4O.G. CHORD SLOPE OF SCISSOR TRUSS 90% OF WEB LENGTH (SEE TABLE) ATTACH TOWERS WITH CLUSTERS 'L' BRACE STUDNO SPAEIN6 t' PLE N 2x4 L' BRACE Zx4 V BRACE _ 2i 27thOF L' BRAZE 2x4 DRYWALL NAILER TATTAMED2) 10d NAILS IICOd NAILS I6" 0'-0". _ 4•_5" 4'-5. - 8•-0"- 1 8--0' - 11'-5" 1-11-0" -:15'-6" GABLE TRUSS WEB TOW D FRAMING END WALL SECTIONNOTE' THIS INSTALLATION IS N ADDITION TO 24" 0-0" _ 4'-U" 4'-0 6'-I0" 6' -IO" - 8'-10" E -IB" - 12'-8" NOTE:-. 'L' BRACE MUST. EMEND AT LEAST 90x' OF WEB LENGHT GABLE TRJ55 GABLE TRUSS WEB SECTION IM SPSON A35 s 3'-0' O:c. M(? WOR2x4V2 B DOUBLE "L" BRACE DETAIL SPRUCE OR BETTER LATERAL BRACES s 4'-0" STRAPTIPE "D" O.C. ATTACH (2) 16d TOENAILS (48" O.C.) 10d NAILS 90% OF WEB LENGTH (SEE TABLE) a 4. O.C. 2x4 LEDGER TO MATCH BOTTOM CHORD SLOPE OF SCI5SOR TRU55 2x4 BLOCKMG • 48" O.C. I NAILS • 4' OZ. ATTACH TO WEBS WITH CLUSTERS OF (2) IOd NAILS "L' A. ATTACCHED W/ I0d NAILS 2x4 DRYWALL NAILER 4" Ota TYPICAL DOABLE 2x4 TOP PLATE TYP I CAL GABLE ATTACHMENT GABLE TRUSS WEB TOW D FRAMING END WALL SECTIONNOTE' THIS INSTALLATION IS N ADDITION TO C BRACING REQUIREMENTS OF TRUSS MANUFACTURER SINGLE "L" BRACE DETAIL ROOF SHEAT14W. OVER TRUSSES SEE NAILING ZONES) BACIQJAIL W/ (2) 16d NAILS — BAY -2 WOOD OTRUSSE1 I L' BRACE TO EXTEND AT LEAST 90% OF WEB LENGTH (SEE TABLE) II X IK O • 4B FOR T14E (2) ROWS OF TRS -S ES LO/ FROM EA END TYPICALATTACHEDW/ (2) 16d TOENAILS GYPSUMWALL SP'PSON 'A35' AT X-01.Or— . 2x4 DRYWALL "LE D0119LE 2x4- TOP x4TOPPLATE A BAY -j' I vw OSB OR 1/2" COX 2x4 DIAD. BRACE a 431 OG. W/ (4) 10d NAILS o EA END aFIRST TWOBAYS I GABLE TRUSS E:—STRAP TYPE `D' 48" OL-) 10cf NAILS a 4" O.G I" NAILS a 41 OIG. OVERLAP SHEATHNG W/ 12' MR SPLICE 2x4 -STUDS a (b' OIG. W/ 2.4 BLOCKNG •MID SPAN WOOD FRAMING WALL) GABLE END BRACING DETAIL WIND SPEED 100 MPH, MEAN WALL HEKsFIT uP TO 30`-0" - - ENGINEERING 40) 77+ -NW FM (M'n 774-8477, P.O. 9= IMS13 MMMBME 8 ""M R 4716 T O9 1 ADEPS M PE/ 47819 by -.rd am by. d.- sign 9n6dt6e by. 8 dahK 0,.22, V 0 -003 sh' A6—A.1 of 5TRAFF I N6 5CHEI;ULE -51 F50N SY I " I PRODUCT DESCRIPTION L9TMPLIHGANGE FASTENERS MAX LOA ) UPLIFT D L% YPSPF A META18 CONCRETE STRAP SBCCI 9603 1)ply 14-10dx1.5" 2 I 10-16d 1500 1495 B H5 HURRICANE CLIP NER 393,422;432 4-8d, 4-8d 1485 455 265 C MTS16 TWIST TIE NER 413 14-10d 3116 1000 860 D ILSTA30 STRAP TIE NER 413, 443 22-10d 1670 1670 E HUS26 SINGLE FACE MOUNT HANGER NER 393 14-16d & 6— 16d 10000 1550 1110 F HUS26-2 DOUBLE FACE MOUNT HANGER NER 393 4-16d & 4-16d 8033 1080 775 ML MBHA3.56 7.25 MASONRU HANGER 8" SBCCI 9603 18-10d, 2 ATR 3/40 x 8" 5955 1885 1355 MH MBHA3.56 9.25 MASONRY HANGER 9.25 SBCCI 9603 14-10d 2 ATR 34"0 x 8" 6050 3145 2260 MG MBHA3.56 11.25 MASONRY HANGER 12" SBCCI 9603 14-10, 2 ATR 3/4"0 x 8" 6050 3145 2260 0 HD8A HOLDOWN TO 3" WOOD NER 393,469 3 7/8"0 A.B. 28667 6465 4650 0 SP4 TOP PLAT ANCHORS 4X NER 432,443,499 6-10d x 1.5" 2917 735 530 R SP6 TOP PLATE ANCHOR 6X NER 432,443,499 6-10d x 1.5" 2917 1735 530 X HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d & 3/4"0 or LBP. 5/8"o 28333 8665 6485 AA BC4 POST ANCHOR & CAP 4x4 NER 421 3-16d & 3-16d 3100 980 700 BB BC6 POST ANCHOR & CAP 6x6 NER 421 6-16d & 6-16d 4700 1050 750 CC BC46 POST ANCHOR & CAP 4x6 NER 421 6-16d & 3-16d 3100 980 700 GG HTS20 HEAVY TWIST TIE NER 413 24-10d x 1.5" 4430 1450 1245 II HD2A HOLDOWN TO 3" WOOD NER 393,469 2 5/8"0.. 12150 2775 2000 MM HETA20 HEAVY CONCRETE STRAP NER -393,469 1 ply 14-10dx1.5", 2 ply 14-10d 1735 1495 LL IHHETA20 CONCRETE STRAP INER 393,469 1)ply 17-10dx1.5", 2)ply 15-16d 2130 1860 00 1 MTT28B HOLDDOWN INFP 393,43 24-16d AND 5/8" OR 3/4" DIA AOI— 14455 14455 rn 0 Lo N J 0 2 ENGINEERING rmgw stxmt A6.1 o: V 2 2003 1 4 Q' IW I® -12d NAILS WALL STUDS STl1D5 t HEADER - . ROOF FRAMING MB'BER : F A BLOCKED DIAPHR AGTM ZONE 15 CALLED FOR ON ROOF C• W/ 14-10d MALS - ' ( SEE CONNECTOR CHART FLAN PROVIDE 2x4 BLOCKING - ALL PLYWOOD PANEL EDGES t la N •. BOTTOM OF HEADER SGF$DUi-E FOR TRI5,4 NAILS • 4"...OG, FOR BLOCKED DIAPHRAGM ZOITE STRAPS) - 8d NAILS AT 4. OU:. OR 8d NAILS AT 6. O.G: OR HEADER. DOUBLE TOP PLATE EQUALIVALENT EgUM.IVALENT PMA3M.ATIC PNUEIIATIC NAIL AT 2) ZW W/ V2" CDX FUTCH 1/16' OSB OR CDX , NAIL AT SUPPORTED EDGES g SUPPORTED EDGES AND EXTERIOR SHEATHING AND BLOCKING AND'@' OG. Q• OAC, FIELD FOR OTHER NAILED R SH THIN FIELD FOR SHADED AREAS ~ AREAS OF ROOF S OF ROOF -- v STRAP EVERY o1HER STUD TYPICAL FRAMING AND CONNECTIONS FOR OPENINGS FLOOR FRAMING .BLOCKING REQUIRED:. PROVIDE 2X4 13LOCKM M THE CSHOUJN 0 24" O/C) FIRST THREE FRAMING SPACES AT 48" OCC: REMAINDER TO BE BLOCKED AT 96" O.C. OR RAT REIN. FASTENING: FASTEN FLOOR SHEATHING TO FRAMING W/ WITH. B I COMMONS OR 8d NOT DIPPED GALVANIZED NAILS AT THE FOLLOU/1NG SPACING - 1) 6" ON CENTER AT ALL PANEL EDGE FRAMING 2) 12" ON CENTER AT ALL INTERMEDIATE FRAMING VI6' OSB. SHEATHING,. 2X4 WD. STUDS • ib" O X4 501TOM PLATE 3/4" PLYWOOD BLOCKING a 48" O/C MAX. IN FIRST THREE 2x4 BAND BOARo FRAMING SPACES 4 96" O.C, THEREFORE " FLOOR TRUSS 24" OC FLOOR BRACING AT ENDWALLS 2@)-1 CDi STRAP TIE TRUUSSHSTRAPPEDA$ SHOWN TA EVERY 3rd ANCOR CN TRUSS -LAYOUT s4 OL.- 12. O.C. MELD 2' X 41 SPRUCE, RR 16'. O/C "l0'-0' 2.46 2' X 4" SPRUCE, FIR R" O/C 11'-8" WADER STUDS 2'X 4" SOUTHERN PINE 24. O/C' 9'-0" @PLEVERYA 2' X 4' SOUTHERN PINE I6" O/C - I'-0" 2x4 P.T. WALL STUD W/ 2) 2X- TOP PLATE 1/16. OSB SHEATHING r' 0 2- X 6- SPRUCE, FIR 24" O/C B'-0' 2nd FLOOR SND DBL 2X8 HEADER BOLTS 2"-X 6" SPRIGS, FIR 12. O/C 18'-4' 3) V2" DIA ANCHOR G TRAP OR I!t" CDX TTP. . 2"X 6• SOUTHERN PI,E I6" O/C 17I'-01 Trp® 2" X 6• SOUTHERN 1'IE 12. ox- 13'-S" OPENING,"23(10 2• X 8" SPRUCE, FIR 24' O/C rr-0" BOLT5 TO BLOCK 2' X 8" BPFS ; FIR 16. O/C IP -4v ZX- BLOCKING PLATE TO HEADER FOR s_g. FULL LENGR4 2" X W SOUTFERN FINE 24" O/C &0'-4- AT MIDSPAN FLOOR TRW', MAX. OPENING UNO. 2" X 8" SOUTHERN PIE Q• O)C 26'-0' WALL STUDS 16' O.G. STUD 2X- BLOCKING SPACING At MID -SPAN P.. DOOR FOORFY' ET.BRG. NO 16" -OAC. STUD SPACING PLATE EATS AOTHER FOR NT. Sidi. FRAME WALL RE(aUIRED STUD (TYP. TOP 9 f BOTTOM) 9 PLATE ANC40R.EVERY B EVERY OTHER STUD (TYP-) d.: OE EXPANSION BOLT - 24. O.G. ANCHORAGE 24" O.C. m IBWp FRAMING & STRAPPING FRAMING 4 STRAPPING INTER. o- I312 ARG. WALL m FRAMING 2 STORY WOOD TRJ56 STRAPPED AS ON 1R" DIA x 8" ANCHOR BOLTS EMBED 6" MRN INTO FOUNDATION lW 9..::.:.:.:.. 2'x2 xM' WASHERS, IT 42'-x4 LOCATED WITHIN 6' OF EAG4 END AND 32" Or- ROOF SHEATHING NAILING Q' W/ 10-104 NAILS r BOTTOM MAX. ELSEWHERE R S N - OF WALLwALL . HEADER STUD P,T. BOTTOM PLATE PATERN DETAIL v STRAP EVERY o1HER STUD TYPICAL FRAMING AND CONNECTIONS FOR OPENINGS FLOOR FRAMING .BLOCKING REQUIRED:. PROVIDE 2X4 13LOCKM M THE CSHOUJN 0 24" O/C) FIRST THREE FRAMING SPACES AT 48" OCC: REMAINDER TO BE BLOCKED AT 96" O.C. OR RAT REIN. FASTENING: FASTEN FLOOR SHEATHING TO FRAMING W/ WITH. B I COMMONS OR 8d NOT DIPPED GALVANIZED NAILS AT THE FOLLOU/1NG SPACING - 1) 6" ON CENTER AT ALL PANEL EDGE FRAMING 2) 12" ON CENTER AT ALL INTERMEDIATE FRAMING VI6' OSB. SHEATHING,. 2X4 WD. STUDS • ib" O X4 501TOM PLATE 3/4" PLYWOOD BLOCKING a 48" O/C MAX. IN FIRST THREE 2x4 BAND BOARo FRAMING SPACES 4 96" O.C, THEREFORE " FLOOR TRUSS 24" OC FLOOR BRACING AT ENDWALLS 2@)-1 CDi STRAP TIE TRUUSSHWOODTRUSSjyFSTRAPPEDA$ SHOWN TA EVERY 3rd ANCOR CN TRUSS -LAYOUT STUD CONTECTNG PER TRII55 2' X 41 SPRUCE, RR 16'. O/C "l0'-0' 2.46 2' X 4" SPRUCE, FIR R" O/C 11'-8" 2'X 4" SOUTHERN PINE 24. O/C' 9'-0" @PLEVERYA 2' X 4' SOUTHERN PINE I6" O/C - I'-0" RUFLOORTSS TO PLAN 2) 2X- TOP PLATE 2" X 4" SOUTHERN PINE 12. O/C 1'-8" t BOTT 2- X 6- SPRUCE, FIR 24" O/C B'-0' 2nd FLOOR SND DBL 2X8 HEADER BOLTS 2"-X 6" SPRIGS, FIR 12. O/C 18'-4' G TRAPSTRAP FOR 4'-ff,MAX- 2"X 6• SOUTHERN PI,E I6" O/C 17I'-01 Trp® 2" X 6• SOUTHERN 1'IE 12. ox- 13'-S" OPENING,"23(10 2• X 8" SPRUCE, FIR 24' O/C rr-0" T 2' X 8" BPFS ; FIR 16. O/C IP -4v ZX- BLOCKING PLATE TO HEADER FOR s_g. 2" X W SOUTFERN FINE 24" O/C &0'-4- AT MIDSPAN FLOOR TRW', MAX. OPENING UNO. 2" X 8" SOUTHERN PIE Q• O)C 26'-0' 16' O.G. STUD 2X- BLOCKING SPACING At MID -SPAN P.. DOOR FOORFY' ET.BRG. 16" -OAC. STUD SPACING PLATE EATS A OTHER FOR NT. Sidi. FRAME WALL STUD (TYP. TOP f BOTTOM) 9 PLATE ANC40R.EVERY B EVERY OTHER STUD (TYP-) OE EXPANSION BOLT - 24. O.G. ANCHORAGE 24" O.C. INTER. BRG. WALL @ DOORIBWpFRAMING & STRAPPING FRAMING 4 STRAPPING INTER. I312 ARG. WALL m FRAMING 2 STORY WOOD TRJ56 STRAPPED AS ON WA LIMITING HEICsHTS EXTERIOR 02 STUDS TRUSS 2-2x4 T PLATE FEES!11KIE.5TUD MATERIAL 4O/C SPACW. MAX ILL TA 2". X 4" SPRUCE, FIR 24" O/G S'4'- 2' X 41 SPRUCE, RR 16'. O/C "l0'-0' 2.46 2' X 4" SPRUCE, FIR R" O/C 11'-8" 2'X 4" SOUTHERN PINE 24. O/C' 9'-0" @PLEVERYA 2' X 4' SOUTHERN PINE I6" O/C - I'-0" STUD 2" X 4" SOUTHERN PINE 12. O/C 1'-8" t BOTT 2- X 6- SPRUCE, FIR 24" O/C B'-0' V2• X 2" X 6" SFM3UCE, FIR I6' O/C 16'-0" BOLTS 2"-X 6" SPRIGS, FIR 12. O/C 18'-4' 2"X 6" SOUTHERN PINE 24. 0/C 14'-0" cm 2"X 6• SOUTHERN PI,E I6" O/C 17I'-01 2" X 6• SOUTHERN 1'IE 12. ox- 13'-S" 2• X 8" SPRUCE, FIR 24' O/C rr-0" T 2' X 8" BPFS ; FIR 16. O/C IP -4v 2• X.8" SPRUCE, FIR 12" OIC 24'4" - 2" X W SOUTFERN FINE 24" O/C &0'-4- 2- X 8" SOUTHERN PINE I6' O/C 22'-S' 2" X 8" SOUTHERN PIE Q• O)C 26'-0' WA FEES!11 SVA, M IIIIIIII_IIIIII IIIIIIIII, IIII.IIIIIII I-IIIIIIIIIII,IIIIIIIII.II, I I--- KW rKAMINk, 6C Z4ImArrll"It, KNEEWALL OVER CMU ST RAP'PED AS SHOWN'ON TRUSS LAYOUT 2X- BLOCKINGS AT MIDSPAN - 16" Or. STUD SPACING FOR W. Ism - FRAME WAIL QPLATE ANCH EVHRY,OTHER STUD (TYP. TO 4BOTTOM) - 4 --l' WSN EXTERIOR WALL SHEATHING NAILING PATTERN DETAIL 8X8x16 P.T. 2X6'W/ V2" DIAM:'J' C]MUI. (TYPJ - BOLTS + 48' MAX W/ a 6" M EMB, A48" MAX. W/ 6" N. EMBED. (TYP-) DETAIL: TYPICAL JAMB FASTENING a OVERHEAD GARAGE DOOR SCALE: N T.S. 4E5E REOUIREMENTS APPLY WHEN INDOW/ DOOR MANUFACTURERS FASTENING E1HOD i5 NOT SPECIFIED. PT rX BUCKS FOR WINDOWS AND DOORS V NAIL W/ JV5 DIA OR HEAVIER POWER NAILS 8' O/C AND 3' MAX FROM EN05 TYP. W/ I- MIN EMBEDMENT INTO BLOCK 2J ALSO ADD 3116" DIA SELF TAPPING GONG. ANCHORSTHRU WINDOW/ DOOR FRAME EIGHT (8) INCHES FROM ENDS MAX AND FORTY (40) ACNES MAX ON CENTER W/ I" MIN EMBEDMENT INTO BLOCK ATTACH WINDOW TO SUCH W/ 10.SCREW5 MAX s" O/C AND MAX. 8" O/G AND MAX. 8" O/C FROM ENDS. PT 2X BUCKS FOR WINDOWS AND DOORS ALTERNATE) U /I3HORS EIGHT ( 8SELFTAPPING Mme, FROM ENDS AND 24. ON CENTER MAX W/ V MN EMBED. INTO BLOCK. FASTEN WINDOW/DOOR TO PT BUCKS WITH '10 SCREWS e' O/C MAX AND MAX 8' FROM ENDS W/ 1" MIN. EMBED. INTO BUCK TYPICAL BLOCK' OPENING DETAIL FOR PT BUCK FASTEN?Y APD 35'PSF RATW,) I NAIL INTO 2 NAILS INTO TOPPLATE I TOF'PLATE _ BOLTS { 32. OC IB FRAMING & STRAPPING INTERIOR BEARING WALL DOUBLE TOP PLATE i 2X- BLOCKING AT MIDSPAN - IS- OjnSPACINGSTUD FOR NT. BRG. FRAME WALL - 2X P.T. BOTTOMPLATE EXPANSION 3A T p - GENERAL NOTES GENERAL L LIVE,LOADS: ROOF: 20pnf FLOOR: 40paf - STAIR 40p"f 2, WIND SPEED IlOmph 3- gu IL6 - 3. ALL TIIORG TO BE IN ACCORDANCE WIT14 THE FBr- 2001 CHAPTER I6. 4. ONLY WRITTEN CHANGES APPROVED BY T14E ENGINEER SMALL BE PERMITTED. CONCRETE : L ALL WORK TO BE IN STRICT ACCORDANCE WITH THE ACI 318 2. MIX DESIGN CRITERIA: ALL CONCRETE TYPE -1 PORTLAND CEME14T..(A5T11 C 150) COMPRESSIVE STRENGTH s 28 DAYS SHALL BE 2500 pp1 I FOR SLABS AND FOOTINGS- AND 3000 OSI ELSEWHERE (U.OW MAXIMUM WATER -CEMENT -RATIO BY WEIGHT -FOLL011r- SPECFIED NON -AIR . - AIR COMPRESSIVE ENTRAUED ENTRAINED - ST TH(pW CONCRETE CONCRETE, 2500 0.61- 054 3000 058 0.46, 5LUMP-SLA5 ON GRADE - 5" - OTHER 5' WATER - POTABLE CHLORIDE NONE - 3. PROVIDE NORMAL WEIGHT AGGREGATES IN COMPLIANCE WITH THE REQUIREMENTS OF A5TM C 33. - 4. FIBERMESM FOR SLAB TO BE AT A PATIO OF ,15 LB5JYARD- FOUNDATION5 L FOOTING DESIGN BASED ON MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 pat - 2. F FOOTING ELEVATION OCCURS IN DISTURBEDIINSTABLE OR UNSUITABLE - THE ENGINEER SHALL BE NOMIED AND NECESSARY ADJUSTMENTS BE MADE PER HIS INSTRUCTIONS. 3. PREPARATION OF THE SIBGRADE TO FOLLOW RECOMMENDATIONS AS OUTLINED IN THE GEOTECHNICAL REPORT SOIL, 4. STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF n) VERTICAL. TO (2) HORIZONTAL 5. CAUTION SMALL BE USED WHEN OPERATING VIBRATORY COMPACTION EQUIPMENT NEAR EXISTING STRUCTURES TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE. I. DE51GN, MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE ACI STANDARD BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTLRE5 AC:I 530/ACI 530.1 2. CELLS INDICATED TO BE FILLED SHALL BE GROUTED WITH 3000 p.1 CONCRETE (8" TO 10" SLUMP) 3. PROVIDE 25" LAP FOR STEEL ® ALL LOCATIONS. 4_ ALL CELLS ADJACENT TO COR4ERS, END OF SMEAR WALLS AND UNDER CONCENTRATED LOADS SHALL CONTAIN VERTICAL REINFORCING AND SHALL BE FILLED WITH CONCRETE 5. CONCRETE BLOCKS SHALL CONFORM TO ASTM C-90 (28 DAY STRENGTH 2000 pall (V-1500 Pel), LAID IN RUNNING. BOND.: 6. MORTAR SHALL. BE TYPE K 1, ALL RE -BARS SHALL BE GRADE 40 UNLESS UNO. UJOOD 1. ALL WOOD FRAMING AND PRE-ENGI4EERED WOOD TRUSSES SHALL BE DE5IGNED,.DEfAILED, AND FABRICATED IN ACCORDANCE WITH THE PROCEDURES AND, REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE NATIONAL DESIGN SPEGIFIGATIONSFOR WOOD CONSTRUCTION. 2. THE WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT THE r.>"ENS10N8 AND -LOADS INDICATED. ' ALL DESIGN SHALL BE IN'ACGORDANCE WITH ALLOWABLE VALUES AND SECTION PROPERTIES A55IGNED AND APPROVED BY THE BUILDING CODE. DESIGN CALCULATIONS SIGNED AND SEALED' 13Y A LICENSED PROFESSIONAL ENGINEER "ARE TO BE SUBMITTED, TO THE ENGINEER FOR APPROVAL. 3. PERMANENT BRIDGING FERPENDICULAR TO T14E SPM! OF THE TRUSSES SHALL BE PROVIDED AS REQUIRED BY THE TRUSS MANUFACTURER. TRUSS MANUFACTURER SHALL PROVIDE STATEMENT THAT BOTTOM CHORD OF ROOF TRUSSES ARE BRACED DURING UPLIFT CONDITION. 4. FOR STRUCTURAL LUMBER, PROVIDE THE FOLLOWING GRADE AND SPECIES . SOUTHERN FINE SUF'FACES DRY USED AT ISR. MAX. M, C. GRADE NO2 OR SPRUCE PPNE FIR SOUTH,GRADE NO2 - 5. PROVIDE GALVANIZED METAL H44GERS AND FRAMING ANCHORS OF THE SIZE AND TYPE RECOMMENDED BY 714E MAIAFACTURER FOR EACH USE INCLUDING RECOMMENDED NAILS. (HUGHES CONNECTORS OR EQUNALENT) 6. ALL BOLTS USED FOR WOOD CONSTRUCTION SHALL BE A MINIMUM OF 1/2" DIAMETER AND 6" IN LENGTH (ASTM A-301) WITH MIN. 1 1/21 DIAM. WASHER UN O. - 1. PROVIDE FRAMING MEMBERS OF SIZES AND OF SPACINGS SHOWN, OR IF NOT SINOWN, COMPLY WITH LIMITING STUD HEIGHTS CHART. DO NOT SPLICE STRUCTURAL MEMBERS BETWEEN SUPPORTS. 8. ANCHOR AND NAILING AS SHOWN, AND TO COMPLY WITH THE RECOMMENDED NAILING SCHEDULE FROM THE STANDARD BUILDING CODE, LATEST EDITION:. S. ROOF SHEATHING: 1/16" OSB OR 1/2" CDX D - SEE RAWINGS FOR NAILING PATTERNS. VERIFICATION OF FIELD CONDITIONS L CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND DMENSIONS RELATIVE TO SAME. WHERE THERE ARE .CONFLICTS BETWEEN -ACTUAL'FIELD CONDITIONS AND DATA F'RESF.NTED IN THE DRAWNGS, 6UC 4 CONDITIONS SMALL' BE CALLED TO THE ARCHITECT'S ATTENTION AND NECESSARY. ADJUSTMENTS MADE PER HIS INSTRUCTIONS. 2: FOR ANCHOR BOLTS USE HUGHES OR EQUIVALENT (A-36 OR A-301 STEEL) - 3. PROVIDE.2X4 BLOCKING ON ALL SIDES OF THE RIDGE VENTS WITH 8d NAILS AT 4" ON CENTER D WOOD 24".O,C. MAC E N G I NµE EE A-2 vA oc alas .w omc n is agris-a ae» Imo; I NOV I - TOENAIL FLOOR IRU5`5 TO TOP klo- PLATE kLV 16 PEI44Y NAILS, (2) ON ONE SIDE, (1) CN THE OTHER INTERIOR BEARING WALL W/ NO UPLIFT U) U) W J O - zo Ww z zw 0 C) F L N I, . F I . It CHIMNEY `\ OSB SHEATHING j FLOOR PLA=N ra con E)UIT. a 74. 04 2x4 CONTINUOUS 2-2X416' O/C 08B Ij HANDRAIL TO HAVE A CIRCULAR CROSS SECTION DIAMETER BETWEEN J I" m LEDGER INTO STRINGER AND (2)IOd 1 1/2" TO 2", OR TO PROVIDE GROSS X z SECTION WITH EQUIVALENT O GRASPABILITY PERFORMANCE Ft- M ATTA H RISER TO EAGH sOX' STRIN ER W/(3)5d NAILS REFER TO FLOOR PLAN FOR STAIR Q- ATTACH TREAD TO EACH STRINGER W/ (5)I0d NAILS SECTION SPECIFIC TO THIS MODEL a B SUM OF (2) .RISERS TOTAL STAIR RUN PLUS (1) TREAD MUST d7 2X12 STRINGERS AT SIDES d, CENTER MI TREAD = 11" EXCLUSI E OF NOSING EQUAL 24" TO 25" 1-1 OF STAIRS W/ 2X4 SPACEFRAT 7YPIOALm 5TAIR C,®N5TRU0TlCN t)EiAIL W ItN SIDEWALLS. ATTACH SPACER TO EACH STUD WITH (2)IOd NAILS. Z Q 3/4" SUB -FLOOR t tt FLOOR TRUSS r 2X8 STAIR LEDGER CONNECTED i IX RISER TO FLOOR TRUSS WITH IOd 2X12 TR NAILS ®6" O.G. R O on ;§; Qn AO O Z O n 0 Hoc 3 oE m 0 r 0. O X O a i d ATTACH EACH 2X12 STRINGE T A LEDGER WITH (2)Ibd NAILS THRU J I" m LEDGER INTO STRINGER AND (2)IOd z NAILS TOE -NAILED ON EACH SIDE '8 Ft- M ATTA H RISER TO EAGH sOX' STRIN ER W/(3)5d NAILS ATTACH TREAD TO EACH STRINGER W/ (5)I0d NAILS a B TOTAL STAIR RUN d7 2 MI TREAD = 11" EXCLUSI E OF NOSING 1-1 7YPIOALm 5TAIR C,®N5TRU0TlCN t)EiAIL W ItN N_T.S. Q flit0. fill deeomd W.ro d. br•d—demo aar m a t -M , sheet S2.1 of: SHINGLES OVER IS• FELT OVER I/16. OSB. WOOD TRUSSES STRAPPED AS SHOWN ON TRUSS LAYOUT D(2 P.T. OVER DCS CDR OVER 2X6 3/8• RGH. SAUN PINE. SUBFASCIA DRYWALL . GRAvE W/ CONT. ALUM. VENTED SOFFIT EE FLR. PLAN DBL 2X8 HEADER FOR 4'-6' MAX 3 V2' CON! SLAB OPENWG, DBL 2X10HEADERFOR2> Uli DEFalewOVER MAX OPENMG UND. 6 MIL. VAPOR BARRIER 3 M• O' UMIBERMFGH ON ' POST OYER TREATEP WOOD POST E COMPACTED MR FLOOR PLAN COMPACTED FILLPER PLAN FILL W/ MONOLM41C WRAPPED W/STUCCO" g ®® FTG. W/ 2 ' S BARS ^ ^ ^ OR OR ® 1()-RSDIOR ( f SEE FLOOR PLAN) E FLOOR PL FOR POST SIZE GRADE XE 2 • 5 REBARS THICKENED SLAB AT SCP SECTION ®COVERED PORCH K BEARING PORCH POST 1-1 .IA -1. rF GUARDRAIL ELEVATION - TYPICAL ST FINISH (ALTS R/$ CEDAR COPIC: SLAB 2 -@STRAP TIES ONE EACH SIDE) UOOD POST OR PEEyR FLOOR PLAN SEE FL FLAN FOR POST SIZE EPP ELEVATION REAR PORCH POST MONOLITHIC DETAILS SIMILAR WOOD BALUSTER W/ DEC. WOOD RAIL ABOVE THAT MEETS GRASPABILITY CODE C. FIR GAF DCI2 C. FIR TRIM SKFRTBOARD 11 , (INSIDE) i STAIR CONSTR. IMPERIA 1-- , BEYOND WALL NEWELL PC Z4IL I 2X6 HANDRAIL ABOVE THATiMEETS GRASPABILITY CODE 2X2 BALUSTER-- i;' S f V D<YL C. FIR SKIRTF3OARD HANDRAIL OVER) 2X4 BLOCK W. • 24'01C. ROOF TRUSS 2) 12d NAILS TO ROOF TRUSSES) V 1 TYPJ 2) 12d NAILS (TYPJ A 1/2' DRYWALL 2 -2x TOP PLATE W/ •Q• 32. O/C C. FIR SKIRT IR• DRYWALL R -n BATT INSULATION 1/8• STUCCO OVER METAL LATH STAIR CONST(. OVER IS- FELT OVER OSB, PAST WALL TOP OF FRAME WALL Q 2X STUDS I6' O/C U 2X BOTTPLATE W/ 1/2-X13-.46.32- O/C O AND 'Q' 32' O/C- CNTERIORINTERIORPORCH uj BRACING AT NON -LOAD BRC. NB EXTERIOR WALL DETAIL O U 2X6 HANDRAIL ABOVE THATiMEETS GRASPABILITY CODE 2X2 BALUSTER-- i;' S f V D<YL C. FIR SKIRTF3OARD HANDRAIL OVER) 11/L 1 Q S T A I R R A I L S I L S P S T A I R R A v m r^ N L NR/ OSA/ E I1R"q'l'' ENGINEERING 407) n4 -WW FM (40n "4-84]7 PA BOR 161013 ALTAKWE SPrdK% FL 37716 DETAIL ® HANDRAIL L "10E150N PEI "Qf° NON 2 sheet S3 Of DEC. WOOD RAIL II n ELITE/DC12 C. FIR SKIRT LJ STAIR CONST(. PAST WALL 11/L 1 Q S T A I R R A I L S I L S P S T A I R R A v m r^ N L NR/ OSA/ E I1R"q'l'' ENGINEERING 407) n4 -WW FM (40n "4-84]7 PA BOR 161013 ALTAKWE SPrdK% FL 37716 DETAIL ® HANDRAIL L "10E150N PEI "Qf° NON 2 sheet S3 Of