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123 Willowbay Ridge St - BR04-000635 - SINGLE FAMILY RESIDENCE (A) DOCUMENTSPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS Centex Homes 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 407-661-2176 CGC 049689 PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISIONfit. PERMIT # Oil A026 DATE • 1$-03 PERMIT DESCRIPTION PERMIT VALUATION k O otb ttO SQUARE FOOTAGE 900 k City of Sanford Certificate of Occupancy This is to certify that the building located at 123 Willowbay Ridge St for which permit number 04-635 was issued has been completed according to the plans and specifications filed in the permit, to wit as New Single Family complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: B. Oden Engineering: D. Sweet Public Works: R. Buckner Utilities: R. Blake Fire Department: N/A Zoning: N/A Centex Homes Property Owner 04/30/04 05/05/04 05/03/04 04/30/04 JLO V rpi„ 05/10/04 Building Official Date CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 04/29/04 04-635 123 WILLOWBAY RIDGE ST PRESERVE AT LAKE MONROE CENTEX HOMES GREG 407-466-8067 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. zr5ingineering Public Works Utilities Fire N/A Zoning N/A Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANC REQUEST FOR FINAL INSPECT- SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 04/29/04 123 WILLOWBAY RIDGE ST PRESERVE AT LAKE MONROE CENTEX DOMES GREG 407-466-8067 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering ublicWorks Utilities Fire N/A Zoning N/A Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPAN ' REQUEST FOR FINAL INSPEC9IT SINGLE FAMILY RESIDENCES DATE: 04/29/04 5 ^ PERMIT #: 04-635 ADDRESS: 123 WILLOWBAY RIDGE U W is PRESERVE AT LAKE MONME a u u w a CONTRACTOR: CENTEX HOMES PHONE #: GREG 407-466-8067 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Public Works tilif'es 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 4%29/0'4 16:49:32 Location ID . . . 248875 Parcel zNumber . 22.19.30 . 0,2-O'000-1910 Alternate location ID Location address . 123 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 191 ************ 122203 T._UU CSVC UT SW DEV FEE $1700.00 WA DEV FEE 65 .0 12 4.00 CSVC UT BP04-635 PD -2 0 SEE REC46330 122203 5.00 CSVC UT 3 4"WA METER SET FEE $190.00 PD 12-22-03 122207 CSVC UT RECft6nT 122203 7.00 8.00 in nT Special notes More... F2 Address F3=Exit F5=Notes display F6=Change display F9=Parcel Notes F10=Subdivsion Notes F12=Cancel CO(}NTY OF SEI'll INOLE IMPACT FEE STATEMENT' ' ISSUED BY CITY OF SANFORD STATEMENT NUMBER 104-75792 DATE: BUILDING, UNIT OWNER NAME: ADDRESSx APPLICANT NAME: ADDRESS: _ LAND USE CATEGORY: 001 - Single Family Detached House TYPE UbE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction ROADS ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH O Awl unit $ 142.00 1 $ 142.00 | LIBRARY CO -WIDE O Awl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O Awl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE . $ 2,285.00 STATEMENT ' RECEIVED BYx / SIGNATUR 00. .... ... PLEASE PRINT NAME) DATE: NOTE TO TORECEIVING 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 DEPARTM[ 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 T|fE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*0* FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION Permit # :OA - Date: Job Address: 1 2 LV CAS t? Description of work: CONSTRUCT CONCRE E BLOW SING FAMILY DWELLING Historic District: Na Zoning: Value of Work: $ 1 1 09 , NO ` 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: Q Construction Type: # of Stories: P2- # of Dwelling Units: i Flood Zone: (FEMA form required for other than X) Parcel#: 22-19-30-502-0000- 1 -I I 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 ContattPerson: JACKIE CAINES Phone: 407-467-2643 Bonding Company: NA Address: Mortgage Lender: NA Address: Architect/Engineer: HURRICANE ENGINEERING Phone: 407-774-9003 Address: P.O-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 FlorWa Lien Law, FS 713. V 13 2003 Signature of Owner/Agent Date Signature of Contractor/Agent Date PAT KNIGHT Print Owner/Agent's Name Print Contractor/Agent's Name S.,,,,,NOV 1 3 2003 Signature of Notary -State of Florida Date Signature of Notary-Sta o lorida Date Owner/Agent is _ Personally Known to Me or Contractor/Agent is XX X Personally Known to Me or Produced ID )) _ Produced ID APPLICATION APPROVED BY: Bld G z — Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: y COi?.14SSION # DD 098590 EXPIRES: March 29, 2004 ; Bonded Thru Notary Public Underwriters Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL r - < Back [> f{ k, r r•. Seminole County f rfV-App+nsirfr rsiCBs 111 1 &. First St. Sanford 11:11. 32771 407-465-751M 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market S3-SANFORD Parcel Id: 0000-1910 Tax District: WATERFRONT 0000 1910 Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: HOMES Depreciated EXFT Value: $0 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: 123 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 Arnount: $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 191 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 13,680.00 $13,680 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. If you recently purchased a homesteaded property our next ear's property tax will be based on Just/Market value. http://www. scpafl. org/pls/web/re_web. seminole_county_title?PARCEL=2219305020000l 9... 11 /20/03 n U 4 City of Sanford Building Division Submittal Requirements for Residential Building Permit asp Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include:. a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement- b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. **The State of Florida requires bathroom compliance with Florida Accessibility Code- C. An elevation of all exterior walls - east, west, north, and south. Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure, bearing and non -bearing interior and exterior walls, show all components of wall sections. C. Framing plan for floor joists where conventionally framed_ Plan is to indicate span, size and species of materials to be used. f Engineered truss plan with details of bracing, engineered beams for spacing openings to carry and support trusses- 9- Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: I. Garages/Carports 17 sq. ft. 2. Porches/Entries sq. ft. 3. Patio(s) sq. ft. 4. Conditioned Structure 0 sq. ft. i. Total Gross Area sq. ft. Three (3) sets of completed Florida Energy Code Forms. Soil analysis and/or soil compaction report. if soils appear to be unstable or if structure is to be built on fill, a report may be requested by the Building Official or his representative. 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 penalte under city ordinances. DateN0V 3 2003 Owner/Agent Signature _ CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661 -2150 Fax: (407) 661 -4089 www.centex-oriando.com TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will serve as authorization for Jacklo Caines or Nan Holmes to sign permit applicationsjand 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 LOT PATRICK J. KNI H CGC049689 STATE OF FLORIDA i COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this NOV 13 20M 1 by Patrick J. Knight, Division President of CefttexlHomes - Orlando). He is personally known to. me and did not take, an oath. KIMBE_ BROWNNTARYPUBLIC' !! COPfMlS5101 7#DD098590J? F;PIREis: o; r ,q?.-• 5: hdarcn 29; 200G Ean:ied?hru ii ay FuDk Underwriters SH-25 I SH-2S S -23 22/ -24) 022/ -24) 022/ -24) 7MRE7-.,Er- 0RESS .-- .---- ---___ 3. __ HB CARP aGtNa EroIIBEDRM'2 =1I 3•_g1j ! I KITCHENBEDRM3s eRATat; eRAT a 1 CARPET RR YPITL RR CARPET RA° twom Q FRIe2"' IE I 1 6,1Eyy -REF<- ____ a 54•-2 2. CPT. Add fri_ jIy yy11 60M 9I-FOLD ' T66e 2668 , 2- , 7X6 _ N ^ bEHf " ' a 1 16 _ LAUNDRY 1S z 2. I, i TD4O "um Ul p 7.BAT 17 arv' I IIF PAYRllljBATH *2 „ RWRATCl626"TUB 4 v2m Ra F RR 4BM WLLWMER orr. v _ sm' T/i.DINS RM 0'-II V2 e• RAi a u.Etuw.L __ 2"S NOTE' AIR HANDLER TO NAVE 2 0 MM. OF 4° CLEARANCE ON ® —- 6 - ALL SIDES AND ENCLOSURE Q $$PACE SHALLBE MIN. I2° to HAN e1 WIDER TAPPLIANCECLOSEToDOOR w/ OPT. BEDZOOM ' 4 q ry v IJIC=H STOP MASTER BEDRM M IT RAT CLA CARPET RR gp4 WALL e LIVING W 0'- e• FLAT CM CAPoET RR 44 m TX4 EGRESS w.ca. SH- 25 OBL-25 (+22/ -24) 4)*W. CCL SH-25 SH-25 21/ -ZE) 022J -24)- EBRESS ITM 1 (DHL= IA VATION • 6 MAS PARTIAL FRONT ELEVATION 'B' e ENTRTWA7 UA>W. SEAT al2%m Err WIR m DHL-ZS yr ae RR(], PLATE (+ 21/ -23) T4•R wa SEAT 3O4D Fb. ELEV. H ONLY) 22/ - 29) PARTIAL 2nd ELOOR ELAN 11511 SCALE - 1j4°= 1'-0' NOTE_ EXTERIOR WALLS WERE vERIFIED 51IT FOR SHEAR LOADS ALL STR IJCTIJRAL WOOD HEADERS TO BE DOUBLE 2' x W Ull NOTED OTWERMSE NOTE: ALL INTERIOR WALLS TO 13E 3 Vl° NOTE• LEGEND UNLESS OTHERWISE NOTED. SEE FOUNDATION PLAN FOR NOTE: ELEvATION °A° 5HOUR FILLED CELL LOCATION. 8' 0' AFF. EsRC9. WALL l)?Y /cl JI / 1 E ENGINEERING 467) 774-9 3 FAC (4 7) TT4- 77 e0X 161613 A TNADWE SPPN65. FL32716 i1q J A I) E SON PE/ 4nl9 6-0 x 6- 6 1 21/ -2EV NOOK C RAT CM VMLRR Y 6i 79 I Te68 T SGI O n N S J C 10Nco u a o rJ'I-25H- 25 22/ -24) (+2S2/ -24 lnumr -O O z b W tOn 8 I E Z 1111 LIM I I I I I I I I I I a X CFAMILY RMMo X-- S RATQfiZOCAR=Ei RRW IMINTRIMA" II H n BEL] RM. #4/ II HALL/STAIR (WELL STAIR INFORMATION GAME RM. I HEI6HT: 9'-4' I I LEW=+ff: 11'-8` II n LL RISERS: 15 ® 1 12" EACH TREADS: 14 9 ID' EACH L VONN 2509 STAIR_ RC 2x2TTREAD 8 RUN DETAIL ENTRY I• Npggy PWOR. ecALE: NTs. M. 7 (NOTE: SEE STAIR DETAIL X& BACK IN STFICTURAL SHEETS FOR AMITIONAL 2x12 STRINGER CONSTRICTION INFORMATION. ) EMIG. 6)AL- CHASE FOR A/C LINE — 2- CAR GARAGE e• FLAT CL& CQ4C RR IU x T O. H.D. (+19/ -23) FCAST 1 LNTEL m N 5 mil 11111 7 L W AL 4 . sTT V E a[ffi 0 L0 N yy 50. FT. CALCULATION5 Ist FLOOR IM2 d1 2YId FLOOR 1441 111 TOTAL LIVING AREA 250' 9 0 LANAI 0 ' ENTRY OTHER 0 ' GARAGE 421 111 TOTAL AREA UNDER ROOF 2951 >A PATIO TOTAL•- i$, di I N4 bF eeslI by. ti da, nn by. d— design d1ecl,ed br avw Bate: oT-2z T sheet e A2 Of This Instrument Prepared By: i ian i' ua i ae a aii oa iii a iia a d is iia la aii is ul a ioa 1 un NAME: Debra A. Riggs -Centex Homes 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Permit No. NOTICE OF COMMENCEMENT SEMINOLE STATE OF FLORIDA COUNTY OF ORANGE MARYANNE MORSE, CLERK OF CIRCUIT COURT 5EMINULE.COUNTY BK 05096 PG 0089 CLERK'S # 2003202697 RECORDED 11/12/2003 02:33:46 PM RECORD IN6 FEES 6.00 RECORDED BY S O'Kelley THE UN13ERSIGNED 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 /9 , PRESERVE AT LAKE MONROE Recorded in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 2. General Description of Improvement: SINGLE FAMILY DWELLING 3. Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property: FEE SIMPLE INTEREST Name of Fee Simple Titleholder: N/A 4. Contractor: CENTEX HOMES 385 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (407) 661-2150 Fax: (407) 661-4089 5. Surety: N/A Amount of Bond: N/A 6. Lender: N/A 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be sewed as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-2150 . Fax: (407) 661-4089 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date of Notice of Commencement (the expiration is date is 1 year from the date of recording unless a different date is specified) Debra A. 'gg OFFICE MANAGER FOR CENTEX HOMES. 385 DOUGLAS AVENUE SUITE 2000, ALTAMONTE SPRINGS, FLORIDA 72714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS CERTIFIED COPY MARYANNE MORSE CLERK OF CIRCUIT COURT EMINOr coUNTy FLORIDq NOV 10 2003 BY DEBRA A . RIGGS., OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION W4 2728 HOLDING CORPORATION, A NEVADA CORPORATION, DEBRA A. RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH. OK NOTARY PUBLIC s J................ ACKI ...,.... E a w, ro CAINes '•,.....,s orno'<' Bond Wires 1121Qppgy !+nu,un•+ nu (800 4121254: Florida Nola ttmlIc S-06-203 12:S2PM FROM IF Permit P CrT'Y OF SANFORD PERMIT APPLICATION 1 , -065 In 11-:0JobAd- LO Date: '01- 5 Dtsc-rIpdoo Of World', 041 Zolllag: Vitjueorwork,-S Per'rujil Type; Building_ Flectlical X l`40chan'C-21— Plumbing. FircSlp nkler/AlvmEI6c.6i cLL- New SPM= o(AMPS jc 00 I '- Addltior,/Alrrration Mcchaniul: Residential palNon-Residentialp Change orS=-Yic-e— Tem;>ort"ypolc tpl&Cernmt New _ (Duct Layout & nergy Q`j Plumbiag/ New CommercW: # orFixtutrts t. . . .. Required) Plumbing/New RcsideatW: # of Water Closets or Water & Sewer Lines_ I/ OrGas Lines . .1 . Occupancy Type: Rez'ide4(ial Plumbing Repair- Rtsidendal or CornmcrcialCornmercialIndustrialTOWSquaxtFootage; . - C00mucdon Tyne: of Stories; — 11 of Dwe'llng Ljalts: Mood Zone: — (FZMA form roquire-d for v(Qcr ich PrOQ(O(Owncr-ship& 1-4pl Description) O'OV:5 'Nirnl: Addrtss: Centex Homes 385 22.u!Rl s Ave.( ACTSuite 2000 A- Ltaincate pri'1 .noqVT911 407- 561--2 150 CooccictorNAcncn& r-Aiddrtss: oved Elec triCo. of Florida 4874 S, 6range AverT 32806LIcelln Nu mber; ECO002494 Phone & Fat: Pay- 6n7 Contact perwn* 1S- 6,lo Comp3ny: h o n c: ----.Q 7 — 8 5 1 — 1.2 2 0 Lender: Phone: R X: Appl '"( 1on 's hcre:bY nudc to obtain a permit do the lsi4lAcc or 4 work am insulla6ons is indic3led. I certify chat no Work or inst;illnon has commdjjc<4 pr,,, IP"' rmil " Ow 14 work will be perf6nTrd to n'44t s=4&N3 of all lives rervii6ris oonsqucTion in this jurisdiction. I undqrvLLno that a Sep,,,,Ic perT 1 must be ;ccurrd (Or ELECTRICAL WORK PLUMDNG, SIGNS, WELLS, POOLS, FUMACF-S. BOILEKS, HEArERS, TANKS, and A1R'r7)N0FrjONERS' c1c. nN Fg,s AFrIpAyrr: I'ocnify ithal &U OrLhc ro-going iRfQfrrU1iQn is 10clinte and Ow all wO* will be done in compliLncc with all appl;,jbIc coruV-60n and zoning. WARNING TQ OWNER-- YOUR. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY REIM. I'IN TWICEFORDXPROVSMENTSToYOURPROPERTY. IF YOU INTEND TO OBTAIN F[NANCD40, CONSULTWIT)i YOUR LENDER OR AN 1,70ibNEY BEFORE RL-Cop,.DING YOUR NOTICE OF COMMENCEMENT, 1vin— T—Im: In addition tothe rcqvircT=csorthis pcTTrut,that rraybcadditional restrictions applicable tOL"dsproptny".Irray c (Qvnd inoic public rtcorcs o: jnrY, and Lhcn rrQybeaddidonalperr;iLs rqvircd from other goycmm-nul ondlies such as water mans gomcni disuicu, statc ugencias, ur rcocl., I e.cn,c na-ar-c cQl' PcTm" is vcr'rlclt'Qn Liu I will notify the vwner'or the properTY Of the rc n JW'"4ulc Of U* mcr/AI;cnt ar Co-0 D 04turr o Coninctor/Agcm Uric Pncl Owner/Agent's Nam, D3 ic n—vIAgvni Is PCIW' 1-111.l Kno,,Yj to Mor 1(nducg] JU Al'i' l(OVEI) 41y: oluj;. Lharl Cannon Print COWIC10f A Qcni't N., Nlr3turc orrlonC' pmt 4 S PAT1R1C1AA.K4DL1AC ontrjcIPr/ AF:.,.: )vryuo4K wl, m; MY COMMISSION V OF EXPIRES: Mamb n 2W5 1-MO-3-NOTARY RJ4" ySWn40wd,iM,Jn--. C T`l' >DT S!lAt3'O3fI1 I';fi'T3 3T.A3'F3:,1 ElT Oiy Permit =,_ .- — - - Wit., Job Address:— r Oescrifition O yYtirh5. d Historic Dimrlla,, Zoning:; ti9iue of Work 5 Permit Type; Building. Plectrical Mesl7arli l Plumbing. Fire Sprinkler/Alai„+ Foul ; F'Iestrical: Nevi Se ice — of 4'SIPS Additiorl/.Aiieration Change of S'eraice Terrpor'&y Pol€ :._..d.,. i 3eclaanica4! Residential ''' Nora -Residential Replacement Neav (Iitast L ayot3t ly ergy Cara P erir Pred)', Plumbing/ New Commercial: t' offixtures, J.? of'Wateralb Sewer Lines #of Gas Lines Plumbing/New Residential: u of W r Closets Plumbing Repair Residential or, Cor fflercr'vl Occupancy Type: Residential ' Corrin ercial Industrial Trial Square Footage: Construction Tyner r of Stories: V ol"Dwelling Units, Flood Zone: (FEVIA forma reettxired <,,. o{lirr. (Tart X) Parcel A: (Attach Proof of Ownership & Legal Description) Owners Name & Address; Contractor Name. & Address: Phone Ar Fax: I Bonding Cornpany: i i Address; i :Mortgage Lender: Address: Phone: ate License Architect/Engineer Phone Address. Fa7s Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation.has corritner W prioi to tire: issuance of a pennit and that all work will bce r,o-med to rr 6 standards of all laws regulating.ebristruct3on id this jurisdiction. i understand that a separate persnit must be secured for ELECTRICAL WOM PLUMBPi 1G, SIGNS; WELLS; POOLS, FURNACES, BOILERS, HEATERS, TANKS; and AIR CONDiTIONERS, etc. OWNER'S AFFIDAVIT: I ceri tip that all of the foregoing information is accurate and that all work will be done in compliance rritli'a11'applicabl< la,w:', rcl {L.ong construction and zoning. WATOMING TO OWNER.YOUR, FAILURE TO RECORD A NOTICE OF COMMENCEMENT MA'_. TRISUi.T P 1(Jl O'( )'A`M-46 TWICE FOR IIYIPROVEMENTS 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, mit, there may be additional restrictions applicable to this property that may be found ui tJ c public recoils of this county; and there r; y be additional Pam is required from other, governmental.eniities such as water management districts; state agencic ; {at (iadci-zl apencies- 6. Acceptanceof perrnit is verification that I will notify the owner of the property of the requirements of _F g10da'Lien law; FEB2 6 ,} fLDSignature of Owner/Agent Date <gnature,at- czctor/Agent Date RR' oBER G. DEa RUSSO Print Owner/Agent's Name: Prim C Ageme ' FEB 2 6 2004 Signature of Notary -State of Florida Date Signature of No_n'-Sfate of Florida Date - Owner/ Agent. is _ Person.alh ;<noi n to Me or Produced 1D APPLICATION APPROVED BY: Bldg: Initial & Date) aCci51. (` ondition: Zoning' Contractor/ A2e-.::6 Persdnaii ' Known to Me or Produce . Initial & Date) r:`...; s. I` D: MIRINDA C. EXPIRES, June 14, 2007 Bonded Thru Notary Public Unc.rwriters Permit # : U `7 Job Address: _143 Description of Work: Historic District: 3.s Zoning: CITY OF SANFORD PERMIT APPLICATION Date: f Le Value of Work: Permit Type: Building Electrical Mechanical Plumbing Ae!L 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 Cale. 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 7 Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address: Phone: Contractor Name & Address: q State License Number: J / po 3,J/ wl 2Phone & Fax: / —2 r Yx9 ',s7pp 2 Contact Person: wit Phone: zA 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. Xez / —&—&t( Signature of Owner/Agent Date Signature of Contractor/Agent Date 01 Print Owner/Agent's Name Pr' ittta Signature of Notary -State of Florida Date Igna re of Notary- tate o on a to Y tp Coo n ua 5ntD uOwner/Agent is _ Personally Known to Me or Co ctor/Agent is Personally Known to Me or a a co "A Produced ID oQ 0 doducedIDS .? 1 4/7 L, N 7 n 2 APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning: Initial & Date) N a w Utilities: FD: o wInitial & Date) (Initial & Date) F__ Date: / - 2 / -O 'V POWER OF ATTORNEY do hereby authorize 464wa d /1 kWa>,-.a to pull the Pl"blhq permit for W (,t) htow'Jw type of pen ' ad ress Signature r Notary Personally known to me or drivers license # State of Florida, County of 5AN , 200q t"" T. S. SLONES MY COMMIS,,10N # DD i;xi89 NovEXPIRES- BWed TTbm Notary Pt"k Underwrite, on IZ d s+ day of Permit # : © 1 V 1 S Job Address: 1. 2,1 1" 1 1110 Description of Work: .J(.1 CCU I Historic District: Zoning: 1Z(Y\-o1\19CITYOFSANFORDPERMITAPLICATION Date: 2 d< Value of Work: Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: Z-- J2- C of (Attach Proof of Ownership &ALegal Dt Owners Name & Address: 1' R., .A i " Cat o gg i I Phoe Contractor Name, Address: UkA a r " tl) (—LA.Guln . Pe 3Q.Soc' State License Number: C6C O nn Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address.- fQ 37:(1l:COMARPenTit 5 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 requirem is 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 ma b ddid al permits required from other governmental entities such as water management districts, state agencies; or federal agencies. Acceptance of perm'i is er' rca o that 1 will notify the owner of the property of the requi ements Iorid473. g= Z -1 -U Signatu o ner/A nt Date Signature of Contractor/Agent ate s Name Signature of Notary -State of Flo Vbra AComrri n DD242349 Owner/A ersonally Known toMeor Produires. August 17 2007 Pn?t Contractor/Agent's a e lN - /-3% Signature of Notary -State of Florida pate KM B. Contractor/Agent is Personally Known to Me q . 'MISSION' O OVProducedID ',G obef 25. APPLICATION APPROVED BY: Bldg:_( Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) $I & I M255071 : Q Special Conditions: O i 99 • °/a ended thN e 2 ec • F s ACTION ALUMINUM PRODUCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 hereby name and appoint Patty Johns to be my lawful attorney, in fact to act for me and apply to the C44'j 6-f 5iq-N 2n Building Department for a a/)I_ scree «wrAe,u./_7e permit to be performed at a location described as: 6-)ve 1A01j"r And to sign my name and do all things necessary to this appointment. David Allan J has CGC 053605 SUBSCRIBED BEFORE ME THIS z3 DAY OF 20 DV Notary as to Contractor My Commission abev 25,2 Yo9• fit: s.• *'__ 2 #DD 255071 ; a eonded N9-A u6 ic Undo; •F \ METRO ORLANDO (407) 648-9948 • Fax (407) 648-9949 . BREVARD (407) 632-0264 . VOLUSIA (904) 252-7835 Seminole County Property Appraiser Get Information by Parcel Number Page I of I PARCEL DETAIL Xil S.'eford M 32771 40 7-665-7 5" 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market 22-19-30-502- S3-SANFORD Parcel Id: 0000-1910 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,Zip Code: ALTAMONTE SPRINGS FL 32714 Just/Market Value $13,680 Property Address: 123 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 Vactimp 2003 Taxable Value: $13,680 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 191 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 Ipurposes. 1*** If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. P 1 I I RTY APMAI OMF http://www.scpafl.org/pls/web/re-web.seminole_county title?parcel=22193050200001910... 2/18/2004 I Iasi iJ E:.. 1i L-a U uui is u1i U s. -i W µla W La u j Li iJ °i U i:j i i_LJ 71I11 Instrument 1',cppated hy: Mme a I_ G,QEtin! s 1_ . A RtARYANNE MORSE, CLERK OF CIRCUIT CART SEbINME C llM BK 05242 FAG 0518 CLERK'S # 2004045362 RECORDED 0312612M 82223:51 rM RECORDING FEES SM RECORDED BY S O'Kelley CERTIFIER CopyPermitNo. MARY,441!+NE—MORSE GUAK OF-CIRCV1T Cou,RllNO'n OF CON MENCEMEN'I' t aRat E t wlv STATE OF 1orlda COUNTY OFminol e THE UNDERSIGNED hereby gives notice that Improvement will be tNQr.. 6 404 t&_cer4taln real topdrandinaccordancewithCharter713, Florida Statutes, the following In pr,o.vi i rltn tl isty Notice of Commencement. 1. DescriptionoC roperty: (legni description of property, and street address If available) oT Z. 61clieral description of imp ovement: SCREEN ENCLOSURE " /L 3,4 771l 3, Owncr info,rn,ntion a. Name and address: g;A 4 444 bOU-64-4s Avg b. Interest in AL".man ri , FL 32-1 fyproperty: Owner, 6u i t de c. Name and address of fee simple titleholder (if other than owner), 4, Contactor: (name and addr ` Action Aluminum 2698-S. Orange Blossom Trail Orlando, FL 32805• \ 5. Surcty a. Name and address: b. Amount of bond $ v 6.,Lender: (name and addr Iss 7. Persons within tl,e State of 1 ivrida designated by Owner upon whom notices or otherdocumentsmnybeservedasprovidedbySection713.13(1)(a)7., Florida Statutes: name and address) P-114 8. in addition to himself, Owner designates the following person(s) to.recelve a co of.tileLienor's Notice as provided in Sectio 711 .13(l)(b), Florida Statutes: (name andaddress) 9., Rxpirnliorn ilme of notice of commene ment (111 x it ti n d to is year from the dateofrecordingunlessndifferentdateisspecified) Sworn to ,d•cuhccribed before me this dny o f F ZOU Siguntute of Nulaly; v t.,),gttature'uflUwiter) )(A Owner's Name KPa.;;4L L _ re___ ER!C HEILESON Notary's Name *` { I Iry COMMISSION # CC 9537a2 Owner's Address ritiir ed• _— GYP_ i..Iy9, 2004 C it ty 'rinnddq } b e Notary public Underwriters a+..e aaNolnry's Commission Expires: L 3a7/41 State of Florida, County of The rare Instrument a sacknowledgedbeforemethis --1 - (data) hy_/`e w.Pnameofname,fperson acknowledging , who is personally known to me or has producedtypeofidentification) as ldentlflcation and whodid / did not take an oath. January 01, 2004 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" Dear Building Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" for the year 2004. This authorization also applies to contractor Master File Drawings, "ONE JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for the contractor. David A. Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Tr. Orlando, FL 32805 The 2004 "ALUMINUM STRUCTURES DESIGN MANUAL "will be sent out in March of 2004, so as to include any 2004 code changes. They are hereby added to my 2004 Master File.. Should you have a questions please contact me at your convenience. // wrenc,:' E BennAtt, P.E. r , 16644 SECTION 9 SCREENED ENCLOSURES Table 1.1 Allowable Spans For Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) Hollow Sections I; Tributary Load Width 'W' = Beam Spacing ' ' 3'-0" 1 4'-0",. 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 9'-0" Allowable Span 'L' / bending'b' or deflection 2" x 2" x 0.044" 9'-10" b 1 8'-7" b 1 T-8" b 1 6'-11" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" . b 8'-4" b T-7" b T-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045", 13'-4" b 1 V-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b T-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'4" b 10'-4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8' Allowable Span V 1 bending 'b' or deflection 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-6" b 14'-2" b 13'-l" b 1 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" b 18'-9" b 17'-6" b 16'-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b 22'-9" b 21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" wl Insert 42'-10" b 37'-l" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 29'-5" b 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-l" b 34'-11" b 31'-11" ,,b 29'-6" b 2T-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-4" b 35'-0"' b 32'-5" b 30'-4" b 28'-7" b 2".x 10" x 0.092" x 0.369" 59'-6" b 51'-7" bj 46'-1" b 1 42'-1"` b 38'-11" b 36'-5" b 34'4" b Snap Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 4--b"5'-0" 6'-0" 7..'-0" 8'-0"1 9'4" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-8" b T-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-l' b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 2" x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" . b 11'-3" b 10'-8'' b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-l" b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'-9" b 30'-1" b 26,-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040'. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10K / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam, connection to the above spans for total beam spans. 6. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center pudin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0') span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center punn need lateral bracing. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with "W' = 5'-0" 11'-4" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767.4774 FAX (386) 767.6556 PAGE COPYRIGHT 2003 1 -54 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E f SECTION 9 SCREENED ENCLOSURES 0.05" H-CHANNEL OR GUSSE- BEAM-SCREEN Lu U) ,( COMPOSITE 2 x 3 EAVE RAIL ROOF Q a POST TO BEAM FASTENING SEE TABLE 1.6) O L z c(D 6 6 SCREEN e 6 6 e MAY FACE IN OR OUT) e REQUIRED KNEE BRACE e e e MINIMUM SIZE AND LENGTH I CONNECTION (SEE TABLE 1.7) ATTACHED NO MORE THAN E BRAC I- J 6" ABOVE TOP OF GUTTER mm HOST STRUCTURE ROOFING e Lu u' Co 2) 2" LAG SCREWS (SEE e e SECTION. 9 FOR SCREW SIZES) STRAP LOCATE AND FASTEN e e PER STRAP LOCATION DETAIL C)_— PAGE 1-20 e e 2" x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. e SUPER OR SOFFIT EACH LEG INTO POST e EXTRUDED GUTTER BEAM CAP (SEE PAGE 1-20) OPTIONAL 3/8" LAG SCREW MAX. DISTANCE TO AND 3/4" FERRULE HOST STRUCTURE FASCIA AND SUB -FASCIA WALL 24" WITHOUT SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM SUPER OR EXTRUDED GUTTER CONNECTION DETAILS RISER (OR TRANSOiI)111IALL c FASCIA DETAIL 6 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767.6556 PAGE COPYRIGHT 28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION 0F LAW RENCE E. BENN SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans For Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) 1. JCl.lIV11Jf-G lclicu 1 Hollow Sections Tributary Load Width = Purlin Spacing T-6" 4'-0.." 1 4'-6" 1 51-0" 5'-T" 6'-0" 6'-8" Allowable Span 'L' I bending 'b' or deflection 'd' 2" x 2" x 0.044" T-8" d T-4" d T-0" d 6'-9" d 6'-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 8'-1" d 7'-9" d T-5" d T-2" d 6-11" d 6'-9" d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d T-11" d T-8" d 7'-5" d T-3" d 6'-11" d 2" x3" x 0.045" 10'-9' d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3' 6" 4'-0" 4'-6" 5'-0" 5' 6" 6'-0" 6' 8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" X 2" x 0.044 8'-5" d 8'-1" d 7'-9" d I 7'-b" d 7'-3" d 7'-0- d 6'-9" d 2" x 3" x 0.0451. 11'-7" d 11'-1" dl 10'-8" d 1 10'-4" d 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 1 12'-9" b 12'-2" b 11'-8" b 11'-1" b Hollow Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 4'-0" 1 4'-6" 1 5'-0" 5' 6" 6'-0" 1 6'-8" Allowable Span 'L' / bending'b' or deflection'd' 2" x 2" x 0.044" 9'-2" b I 8'-7" b L 8'-1" b T-8" b 7'-4" b 6'-11" b 6'-7" b 2" x 2" x 0.055" 9'-11" b 9'-4" b 8'-10" b 8'-4" b T-11" b T-7" b T-3" b 2" x 3" x 0.050" 12'41" b 11.'-7" b 10'-11" b 10'-4" b 9'-10" b 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11' 4" b 10'-10" b 10' 4" b 9'-10" b Tributary Load Width'W' = Purlin Spacing Snap Sections T-6" 4'-0" 4'.6" 5'-0' 5' 6" 6'-0" 6'-8.1 Allowable Span 'L' / bending'b' or deflection'd' 2" x 2" x 0.044" 10'-11" b 10'-2" b 9'-7" b 9'-1" b 8' 8" b 8' 4" b 7'-11" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 104 / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purin and one pudin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail- 48'-0") span with purlins at 6'- 8" c.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEANIS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE. COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LA`NRENCE E. BENNETT. P.E.1-55: SCREENED ENCLOSURES SCREEN Y d' VARIES 1" x 2" O.B. BASE PLATE (TYP.) q 4" SHOW I SECONDARY 2" x (d - 2 ") x 0.063" ANGLE 9 6 EACH SIDE OF COLUMN W/ #10 6 © S.M.S. SEE SCHEDULE NEXT PAGE) COINCRETE ANCHOR a e ° d I SEE. SCHEDULE NEXT PAGE) 7 ' NOTE: DETAIL ILLUSTRATES ° TYPICAL 2" x 4" S.M.B. COLUMN I' CONNECTION 2" 5d MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES d ° e d 0 G @ d 0 NOTE: SELECT CONCRETE IANCHORFROMTABLE9.1 IMAX.) - 3000 P.S.I. CONCRETE s e I I SECTION '1 2" x 2" x 0.063" PRIMARY ANGL EACH SIDE 10 x 3/4" S.M.S. EACH SIDE SEE SCHEDULE NEXT PAGE) 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN 2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" ANGLE j 1" x 2" BASE PLATE (TYP.) kXtC_ G ° G 6" (MAX.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" X 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DE SCALE: 3" = 1'-0" CK DETAILS Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 COPYRIGHT 2003 NOT TO BE REPPAGE RODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E, I -47 w , SECTION 1 SCREENED ENCLOSURES Table 1.3 Allowable Post If Upright Heights For Primary Screen Wall Frame Members Alurnkttum Alloy 6063 T-6 For 3 second wind oust at velocity of 120 MPH or an applied load of 14 # / sq. ft.' Hollow Sections Tributary Load Width'W = Upright Spacing 3'-0" 1 4'-0" 1 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" Allowable Height'H' I bending'b' or deflection 2" x 2" x 0.044" 8'-4" bn3" 6'-6" b 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b T-1" b 6'-5" b 5'-11" b 5'-7" •b 5'-3" b 2" x 3" x 0.045" 11'-3" b 8'-9' b T-11" b T-5" b 6'-11" b 6'-6" b2" x 4" x 0.050" 12'-5" b T-7" b 8'-9" b 8'-1" b T-7" b T-2" b Self Mating Sections Tributary Load Width 'Wr = Upright Spacing T-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 8'-0" 9'-0" Allowable Height 'H' / bending'b' or deflection 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 1 1 T-1" b I 11'-11" b 11'-l" b 10'-4" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10- b 12'-l" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11' b 18'-9" b 1T-1" b 15'-10" b 14'-10" b 1T-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7' b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" wl insert 36'-3" b 31'-4" b 28'-l" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-66 b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11' b 23' ;" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10 b 36' 3" b 32'-5" b 29'-7" b 27'-5" b 25' 8" b 24'-2" b 2" -XI 0x 0.092" x 0.369" 50' 4" b 43'-7" b 33'-11" b 35-7" b 32--11" bi 30'-10" b 29'-1' b Snap Sections Tributary Load Width W= Upright Spacing T- 0" 4'-0" 5'-0" 6'-0". 7'-0" 8'-0" Allowable Height'H' / bending'b' or deflection 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-0" b 6'-6" b 6'-1" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8' 4' b 7'-10" b 7' 4" b 2" x 4" x 0.045" 15-7" b 13'-6" b 12'-l" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15'-3" b 2" x 7" x 0.062" 29'-5" b 25'-5- b 22'-9" b 20'-9" b 19'-3" b IT-1 1" b For allowable heights at wind velocities otner tnan -izu mrr,, see uuiive,awe1 c•,. r - for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are 'nominal" industry standard tolerances. No wall thickness shall be lass than 0.040". 2. Using screen panel width 'Or select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36' in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY ANDIOR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 214368• SOUTH DAYTONA• FL 32121 TELEPHONE ( 386) 7674774 FAX ( 386) 767-6556 PAGE COPYRIGHT 2003 1 - 56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 SECTION 1 SCREWS OR THRU-BOLTS SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBE MESH CONCRETE POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = V-0" 2" x 2":x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 ELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS ALTERNATE POST TO BEAM AND PLATE TO CON SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767.6556. POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TC CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.0 MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 RETE DETAIL PAGE 1 A © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNET SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights For Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.* Hollow Sections Tributary Load Width 3'-6' 4'-0" 4'-6" 1 5'-0" 1 5'-6" 6'-0" 6'-8" Allowable Heights 'H' I bending'b' or deflection'd' 2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-l" b 5'-9" b 5'-6" b 5'-3" b 5'-0" b 2" x 2" x 0.055" T-3" d 6-11" d 6'-8" b 6'-4" b 6-0" b 5'-9" b 5'-6" b 3" x 2" x 0.045" T 9" d 7'-5" d 7'-1" d 6-10" d 6'-7" b 6'-4" b 5'-11" b 2" x 3" x 0.04 b 8'-9" b 8'-3" b 7'-10" b 7'-5" b T-2" b 6'-9" b 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b T-10" b 7'-5" b Snap Sections Allowable Heights'H' I bending 'b' or deflection'd' 2" x 2" x 0.044" 1 T-6" d 1 7'-2" d 1 6'-11" d 1 6'-8" b 1 6'-4" b 6'-1" b 1 5'-9" b n--t- cmInn Cr w M-- Hollow Sections Tributary Load Width 'W' 3'- 6' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable Heights 'H' I bending 'b' or deflection 'd' 2" x 2" x 0.044" T-9" b 7'-3" b 6'-10" b 6-6" b 6'-2" b 5'-11" b 5'-7" b 2" x 2" x 0.055" 8'-5" b T-11" b T-5" b 7'-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b T-9" b 7'-5" b T-1" b 6%8" b 2" x 3" x 0.045" 10%5" b 9'-9" b 9'-2" b 8'-9" b 8'-4" b T-11" b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'4" b Snap Sections Allowable Heights 'H' I bending'b' or deflection'd' 2" x 2" x 0.044" 9'-2" b 1 8'-7" b 1 8'-1" b I T. b 7' 4" b 1 T-0" b 1 6'-8" b For allowable heights at wlna velocities o[ner inan Icu mrn, sec cV11VuiJ w11 aaulo specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width Vl' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6'-8". 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767.6556 PAGE 4 , COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT P.E.1`C r SCREENED ENCLOSURES 1"_x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE IF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6x6-10x10 LDED WIRE MESH OR FIBER MESH CONCRETE SECTION 9 POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" 1 x 2 EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. 2"x2",2"x3"OR2"x4" HOLLOW SECTION SEE TABLES) MIN: (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTSGeneralNotesandspecifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beamspacingxthescreenloadof7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACINGOF7' USE: 1/2 x 17'-11" x Tx 10# / Sq. Ft. = 627.2# UPLIFT2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 COPYRIGHT 2003 - PAGE NOT TO BE (REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-45 SCREENED ENCLOSURES I SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing B a a m Size Upright Size Minimum Purlin, Girt Knee Brace Size" Deck Anchors f:otas Minimum Number of Screr+s' Beam Stitching Screw @ 24" O.C. 8 x'/:" 10 x'/:" 12 x'h" 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 2" x 4" 2" x 3" 2" x 2" x 0.044" 21, Full Lap 8 6 4 8 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 .. Full Lap 8 6 4 10 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 8 2" x 6"., 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 8 6 10 2" x 6" 2" x 4" 2" x 2" x 0.044" 4 Partial Lao 10 8 6 10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 14 12 10 12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lap 16 14 12 14 2" x 9" 2" x 6" 1 2" x 3" x 0.045" 6 Partial Lap 18 16 14 914 2" x 9""' 2" x 7" 2" x 4" x 0.050" 8 Partial Lap 20 18 1 16 14 2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial Lap 20 18 16 914 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center . Beam Size Thickness 8 5116" 5/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" 10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" 12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1l8" = 0.125" 14 or 1/4" 3/4" 1-1/2" 2" x 9" x 0.082" x 0..306" 1/8" = 0.125" 5/16" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 1 1/4" = 0.25" 3/8" 1" 2" Refers to each side of the connectlon.ot the beam and upngnt ana eacn srae or space connection. 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 112 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright wl H-bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. Table 1.7 Minimum Size Screen Enclosure Knee Braces And Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System 0' - 2'-0" 2" x 2" x 0.044" 2" H-Channel With 3) #10 x 1/2" EACH SIDE To T-0" 2" x 3" x 0.045" 2" H-Channel With 3 #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H-Channel With (4) 3/4" long screws size to be determined by beam size, see table 9.6) See Table 1.6 For Number And Size Ut Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 -59 SECTION 1 2"x4"OR2"x6" SELF MATING BEAM 1" x 2" SNAP SECTIONS ATTACHED TO 2" x 2" W/ 410 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO'POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2" x 2" PURLINS TO SELF MATING BEAMS W/ (2) 10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) r 0 0 el e e-eL_M- _ _ ALTERNATE FLAT ROOF I SELECT FASTENER SIZE, NUMBER AND PATTERN SEE TABLE 1.6 & 9.5A OR 9.5B 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL PARTIAL LAP SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE COPYRIGHT 2003 NOT TO BE R 1-8 EPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. J SCREENED ENCLOSURES SEE T/ SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE K-BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) / (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES # H I K-BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) 1" x 2" (TYP.) TYPICAL DOME ROOF - ISOMETRIC RISER WALL WHERE QUIRED IRLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) ABLE BRACING m RIMETER WALLS FRAMING EE TABLES 1.3 AND 1.4) SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELCPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767.6556 PAGE COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I i SCREENED ENCLOSURES PURLIN (TYP.) SCREEN (TYP.) H SEE TABLE 1 SECTION 1 CABLE CONNECTION SEE DETAILS SECTION 1) GIRT (TYP.) 1" X 2" (TYP.) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTU SIZE MEMBERS P APPROPRIATE TABL RISER WALL WHERE REQUIRED PURLIN (TYP.) ALUMINUM BEAM TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) K-BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) SCREEN (TYP.) SW PERIMETER WALLS FRAMING GIRT (TYP.) TABLE 1.3 OR 1.4) 1" X 2" (TYP•) CABLE BRACING TYPICAL TRANSVERSE GABLE ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 COPYRIGHT 2003' _..___.. _. NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1-5 F SECTION 1 SCREENED ENCLOSURES 5) #10 S.M.S. (MIN x,1-1 /2" x 8" FLAT 1 125" PLATE OUT C 45° ANGLE LT OR TURNBUCH CABLE TENSION ESS STEEL (SEE RIMETER FRAMIt MEMBER TYPICAL CABLE CONNECTIONS (a) CORNER - DETAIL 1 SCALE: 3" = 1'-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF a FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED 10 x 3/4" S.M.S. EACH SIDE (TYP.) FOR CABLES ®®®® MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL I SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTON,y FL 32121 TELEPHONE (386) 7674774 FAX (386) 767-6556 PAGE p Qc COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I SCREENED ENCLOSURES SECTION I SLAB MIN. (2) 1/4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL -DETAIL 2 SCALE: 3" = 1 '_0" SELECT ANCHOR FROM TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 9024 FOR 1/8" CABLE, FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ CABLE THIMBLE AND WASHER 3-1/2" (4" NOMINAL) SLAB (MIN.) SLAB FOR 1/8" CABLE SHALLO HAVE A THICKENED EDGE TO ACHIEVE AND A 3/8" x 2" ANCHOR a oo 5d (MIN.) 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS FOUNDATION - DETAIL 2A SCALE: 3" = 1'-0,, Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 n@CCO)PYRIGHT 2003 TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P,E. , PAGE - - 39 SECTION 1 ADD;TIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL HADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS 10) €3 x 1/2" S.M.S. EACH SIDE OF BEAM / POST 1" x 2" SNAP SECTIONS ATTACH TO 2" x 2" W1 f 10 x 1-1/2" S. Iv1. S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION SCREENED ENCLOSURES EXISTING 2" x 6" SELF MATING BEAM 10 x 3 1/2" S.M.S. 16" O.C. PROPOSED 2" x 3" x 0.050" SMOOTH SIDE DOWN 1/8" x 2-3/4" x 8" GUSSET EACH SIDE OF POST AND BEAM W/ 6 nS x 1/2" S.M.S. EXISTING 2" x 4" ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B. SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767.4774 FAX (386) 767.6556 PAGE COPYRIGHT 2003 1 .14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PER ISSION 0F LA'N'trE\CE E. BENNETT, P.E. 1 SECTION I CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM WITH SCREWS (PER SECTION 9) CARRIER BEAM SEE TABLE 1.4) MIN. NUMBER S.M.S. 3/4" LONG REQUIRED IS EQUAL TO BEAM DEPTH SEE SECTION 9) SCREENED ENCLOSURES e W J e m Q e PRIMARY BEAI`,iw 6 d (SEE TABLE 1.1 AND/OR TABLE 1.5) E) n e u 0 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) -10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION SCALE: 3" = V-0" ANGLE OR RECEIVING CHANNEL I u I 6 Ge PRIMARY BEAM r SEE TABLE 1.1 u e AND/OR TABLE 1.5) e e u o e BCAIv1 TO WALL CONNECTION: I\ 2) 2" x 2" X 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WITH MINIMUN12) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE ORMASONRYWALLADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CHANNEL ATTACHED TO WOOD WALL WITH1`.1INIMUNI (3) 3/8" x 2" LAG SCREWS OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE ORMASONRYWALLADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM LARGER THAN 3" CARRIER BEAM TO WALL CONNECTION SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTMT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX (386) 767-6556 PAGE COPYRIGHT 2003 .: 3 6 NOT TO BE REPROOUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION '1 SCREENED ENCLOSURES 1/4" x 6" RAWL TAPPER THROUGH 1 x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) 10 x 3/4" S.M.S. STRAP TO POST AND 1) 1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING BRICK KNEEWALL AND FOUNDATION FO SCALE: 3/4" = V-0" 2'-0" NIIN. 3-1/2" (TYP. BEFORE SLOPE 7F ALL SLABS) III-1 I I—III-1 I I-1 I I-1 I I=III=III=iI ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPES' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB W/ 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE 3) #30 BARS OR (1) 50 BAR W/ 2-1/2" COVER TYP.I SCREEN WALLS 3 #3 BAR CONT. OR 1; 5 BAR COY2 'm3 BAR CONT. OR 1 T' 1 'rO BAR-CONT. a . a - a I I o, 1—I I) __III=1 I o —I I' I 11=I 11= i I L—III c. =iT s" TYPE[ TYPEII FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0- 2" / 12" 2" / 12" - V-10" 1'- 0" TYPE III STEEP SLOPE FOOTING 1'- loll Notes: 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds32ft., then a type II footing. is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a type II footing isrequiredforallwalls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or fiber mesh may be used in lieu of mesh. 5. If local building codes require a minimum footing, use type II footing or footing sections required by localcode. Local code governs. SLAB - FOOTING DETAILS SCALE: 3/4" = l'-0" Lawrence E. Bennett, P.E. CML ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767.6556 PAGE @ COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR 1`4 PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. Imo L PLAT OF SURVEY DE (AS FURNISHED) VE AT LAKE MONROE AS RECORDED IN PLAT BOOK 6 —15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC y I LOT 188 O La 0=12'22' 15" _ L=53.98' r)<' R=250.00' zc CB=S83'49'16"E LOT 189 T c C=53.87' LOT 190 N89'59'36"E 3.83' NOO'00'24"W 25.00' LOT 184 88.09' „ S89.03 04 W LOT 183 1 it LIDT 191 100, i6O SO.FT. t i cn I o 12.5' d I 40.0' I IC FORMBOARD FOUNDATION 1 O TOP OF FORMS O II ELEVATION-15.86 n I n 6.3' 20.7' i I I1I I I , I I I I U17LITy EASEMENT m I WI . I Qo moo i II II 1 1 18.6' I L OT 192 i I I 6, a N89'59'36"E 148.83. PC A-35'37'I3' L-139.88, R-225.00' RE TTROFEWgY / CB=S72'11'471 VVPT a3 WILLOWBAY RIDGE STREET C-137,64' 50' RIGHT-OF-WAY NOTE: 1. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 1-05-04. UNLESS OTHERWISE SHOWN. 2. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 3. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 4. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 5. ALL INTERIOR DIMENSIONS WERE VERIFIED IN THE FIELD AND SHOWN UPON THIS DRAWING. 6. THIS IS AN AS -BUILT SURVEY DELINEATING CONSTRUCTED IMPROVEMENTS ONLY AND COMPLIES WITH SECTION 61G17-6.005 OF THE FLORIDA ADMINISTRATIVE CODE FOR AN AS -BUILT SURVEY. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHERLY LINE OF LOT 191 BEING S 89'03'04" W PER PLAT. FIELD DATE:) 1-5-04 REVISED: SCALE: I- = 30 FEET APPROVED BY: SJ JOB NO. ASM39800 DRAWN BY: BOARD 1-13-04 CKB PLAN 11-10-03 SOO FIT 12-31-02 CKB LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE t t A EXISTING ELEVATION I I CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE i" = 30' GRAPHIC SCALE 0 15 30 O LB #631AND CAP 93(1/ 05/ 4) QFND NAIL AND DISC LB #68 ( 1/05/04) LBSET 63931( 1/05/04)ROD AND CAPCNA CORNER NOT ACCESSIBLE A DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/ C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT OHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE I HEREBY CERTIFY, THAI IHIJ aUNVtT, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 611317-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. 4MU 1 / Ir( I FOR V IIj, B I/ lTHETIELLIAM RATELLO JR. P jj428DATI32801 (407) 426-7979 CENTEX POOLS & SPAS JOB No. PRMON 191Names Address 123 W I LLOWBAY RIDGE STREET cltv,SANEORD L— 191 Subdlvlsion,PRESERVE @ LK MONROE 8/-0" g'—p" 1 X 2 1 X 2 11 X 2 0 I 0 I D D 2 X 3 2 X 2 2 X 3 a NtD D 0 D\DCLJ0(1J DOX lxw X I X X X X X X X I xX D ro fU 1J l1 CU U U UCl1I2X312X212X3 E a D I a 1,0 I I D D 1 X 21 1 1 F27 T 2 1 X 2 40'-0# g'—p" NO KNEE BRACES 1 X 2 2 X 2 fV a a C x X 4, xIC>"<j X xoNNa'"2 X 2 N oN N 1 6'-6" 6'-6" 7'-0" 7'-0'— 6'-6" 6'-6" P r - Vq-Y5 9 ?*** PLANS RE--2IEVVED CITY OF SANFORD C F• 155 z FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE nportant: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION O.M.B. No. 3067-0077 Expires December 31, 200E BUILDING OWNER'S NAME Policy;Number CENTEX BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 123 WILLOWBAY RIDGE STREET CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 191 PRESERVE @ LAKE MONORE BUILDING USE (e.g., Residential, Non-residential, Addition; Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): or ##.##### NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME 83. STATE SEMINOLE COUNTY 120294 SEMINOLE FLORIDA B4. MAP AND PANEL B7. FIRM PANEL 89. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREASED DATE 88. FLOOD ZONE(S) Zone AO, use depth of flooding) 1202940035 E 4I17h35 4I17/95 X NIA b i u. muicate the source or the base riooa tievanon (Bi-t) data or base noon 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): _ 8_12. Is the building located in a Coastal Bamer Resources System (CBRS) area or Otherwise 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" E 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, VI430, V (with BFE), AR, ARIA, ARIAE, ARIAIQ0, ARIAH, ARIAO 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 NGVD'29 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) 31. 5 ft.(m)ca o b) Top of next higher floor NIA. ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) NIA. ft.(m) o o d) Attached garage (top of slab) 15. 5 ft.(m) 0 1 o e) Lowest elevation of machinery and/or equipment w servicing the building (Describe in a Comments area) 15.3 ft.(m) E o 0 Lowest adjacent (finished) grade (LAG) 14. 7 ft.(m) z o g) Highest adjacent (finished) grade (HAG) 15, 2 ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 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. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement 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 CITY STATE ZIP CODE 1030 N. OR DO V E, S B WINTER PARK FL 32789 SIGNATURE KJAWN, DATE TELEPHONE A a.\ 5/3iO4 (407) 426-7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A Forlrisuranoe Company Use BUILDING STREET ADDRESS (Including Apt, Unit Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO, Polidr Number 123 WILLOWBAY RIDGE STREET CITY STATE ZIP CODE Company NAIC 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 agenYcompany, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY DESCRIBED IN C3-E Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number_(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available), E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is. _ ft.(m) _in.(crn) above the highest adjacent grade. Complete items C3.h and C3,i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community s floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.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 coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community s floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate, Complete the applicable item(s) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA4ssued or community4ssued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for oommu0y floodplain management purposes. 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: _ fL(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS LJ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT OP SURVEY DESCRIPTION: AS FURNISHED) LOT 191, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. LOT 184 LOT 183 CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: 7s 0 i 88•Q9' i 04"W 16 COMMERCE TITLE COMPANY S89*03 COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC 5' DRAINAGE & UTILITY EASEMENT 1 1 r I I LOT 191 100.660 SOYT.- t j - LOT 188 A , 1 12*22'15" 1-0W z; WI L=53.98' Maces lco R=250.00' roll o I 1 5 Q oo CB=S83'49'16"E LOT 189 _zo o °i40.0::.. C=53.87' cn ij13:8 a: KM0 21. 2. 1 z z 1 O a f m UNCOVERED POOLin Zn I Io I--------------- I -0 o. / I I TWO STORY COLOT 192 CONCRETEBLOCKa0i - FINISH DEo Q FLOLOORELEVATION= 31.53 'O o i I1 • = 30` xa GRAPHIC SCALE LOT 190 1 \ i 0 1'5 30 I ENTRY E io ¢ 1 NOTE: 13. 0. T.6,3 20.7' 13. s THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE i 3'CiE , THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). 1 WALK IS 10' UTILITY EASEMENT` '•'•'`'• _' L 6 q:. •.,.'. ONLINEN89' 59'36"E z3 K' ALk 3. 83' O 0` G`ES NOO' 00'24"W 25. 00' 1 PI V V N89'59'36"E 146.83' I PCV & 39 7•I3' 81CE'.- _ R= 2272 RIGy -OFE i WILLOWBAY RIDGE STREET 111 CB' 7.64* 47•E w"Y PT 50' RIGHT-OF-WAY NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/ FOUND ON 04-27-04, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN, THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F.E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY - VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHERLY LINE OF LOT 191 BEING S 89'03'04" W PER PLAT. FIELD DATE:) 1-5-04 REVISED: SCALE: 1" = 30 FEET APPROVED BY: SJ FINAL 04-27-04 VH ASM39800 FORMBOARD 1-13-04 CKB JOB NO. PLOT PLAN 11-10-03 SDO DRAWN BY: LOT FIT 12-31-02 CKB LEGEND BUILDING SETBACK LINE CENTERLINE Q _ FND NAIL AND DISC LB # 68 (04/27/04) RIGHT OF WAY LINE 4 131. EXISTING ELEVATION FND 1/2" IRON ROD AND CAP OLB16393 (04/27/04) CONCRETE CNA CORNER NOT ACCESSIBLE 0 DENOTES DELTA ANGLE LB LAND SURVEYING BUSINESS L DENOTES ARC LENGTH LS LAND SURVEYOR - C. B. DENOTES CHORD BEARING - PRM PERMANENT REFERENCE MONUMENT PC DENOTES POINT OF CURVATURE PCP PERMANENT CONTROL POINT. PI, - DENOTES POINT OF INTERSECTION P) PER PLAT PRC DENOTES POINT OF REVERSE CURVATURE M) MEASURED PT DENOTES POINT OF TANGENCY FND FOUND TYP TYPICAL C/ W CONCRETE WALK A/C AIR CONDITIONER S( W SIDEWALK CBW CONCRETE BLOCK WALL C CSCONCRETE PAD CONCRETE SLAB - RP RADIUS POINT C CHORD LENGTH OHU OVERHEAD- UTILITY LINE PK PARKER KALON ID IDENTIFICATION R RADIUS POL POINT ON LINE POC POINT OF CURVE PCC POINT OF COMPOUND CURVE pp PO0 PAD I HEREBY CERTIFY, THAT THIS BOUNDARY, SUBJECT TO THE SURVEYOR'S NOTES s, CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17- 6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. 6- 4 A1030 NORTH ORLANDO AVENUE, SUITE B WINTER PARK FLORIDA 32789 - ( 407) 426-7979 FOR THE FIRM IILLI M R. MU CATEL JR. P M4 28 DATE PLOT FLAN DESCRIPTION:(AS FURNISH;ED)t. LOT<191; PRESERVE AT LAKE, MONROE' AS RECORDED `IN PLAT. BOOK 62, ,PAGES 12-15 OF` THE PUBLIC RECORDS OF SEMI NOLE COUNTY,' FLORIDA IMPERVIOUS. CALCULATIONS (LOT ONLY) - LOT 191 CONTAINS 10,660 SQUARE FEET t (LOT ONLY) THIS. STRUCTURE CONTAINS 1505 SQUARE FEET t TOTAL CONCRETE 553 (WITHIN LOT ONLY) SQ. FT. t i. LOT 184 LOT 183 TOTAL SOD 8602 SQ. FT. t - PERCENT OF CONCRETE & STRUCTURE TO LOT 19% f 'S89*03'047W SQUARE FOOTAGE (UP TO CURB) 0 - 5 E - UTILITY EASEMENT LOT 191 UP TO CURB CONTAINS 11,284 SQUARE FEET t THIS STRUCTURE CONTAINS 1505 SQUARE FEET t . CONCRETE 916 SQ. FT, t INCLUDING (SIDEWALK/APRON) TOTAL SOD 8863 SQ. FT. 't 5 DRAINAG 1 1 LOT 191 I - DRAINAGE. TYPE A r' " LOT 188 i I 0, A=12,'2215" L=53.98 o R=250.00'. - Rio, w ; o op CB=S83'49'161,E LOT -189 Z Q. I 1Z ILI 1 4, 12 5' a 40.00'. LOT 192. ini oI Z of 'o A/C o PROPOSED "1 2509 1 Q i; 1" - 30` I FINISHED FLOOR GRAPHIC SCALE ELEVATION=15.40 0 - 15 .30 LOT 190 I 10.1 1J 0 - 3") 20.7 r tri 10 UTILITY E SEMENi N89'59'36"E NOO'QO'24"W 25.00' N89'59'36"E I PIV y 148.83' PC d_3__--__ 3T13" tom. L_139.88' AllE R-225.00' RANT pFEWAYCB_$72'11'47" C-137.64' E. - PT BUILDING SETBACKS FRONT: 25' WILLOWBAY RIDGE STREET REAR: 20' - 50' RIGHT -OF WAY- SIDE: 5, CORNER: 15' LEGEND BUILDING SETBACKLINE MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY - CENTERLINE PCC POINT OF COMPOUND CURVATURE PREPARED ' FOR: RIGHT OF WAY .LINE XOR POC POINT ON CURVE OFFICIAL RD CENTEX HOMES -_ " ' PROPOSED ELEVATION PD PLANNED DEVELOPMENT -, PROPOSED DRAINAGE FLOW A , DENOTES DELTA,ANGLE. 1. ELEVATIONS SHOWN ARE PER 'LOT GRADING CONCRETE L C. B. DENOTES ARC LENGTH DENOTES CHORD BEARING PLANS PROVIDED BY THE CLIENT. LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE - LS LAND SURVEYOR ,'• PI" PRC DENOTES POINT OF INTERSECTION DENOTES POINT OF. REVERSE CURVATURE' THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES PRM PCP PERMANENT REFERENCE MONUMENT PERMANENT CONTROL POINT PT•. TYP DENOTES POINT OF TANGENCY ' TYPICAL ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF P) PER PLAT A/C AIR CONDITIONER THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION M) MEASURED CBW CONCRETE;,BLOCK WALL LIST FOR CONSTRUCTION. :. FND"- FOUND RP RADIUS POINT ' ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA C/W S/ W CONCRETE WALK SIDEWALK - CS CONCRETE SLAB FURNISHED BY.CLIENT AND IS FOR INFORMATIONAL PURPOSES CP CONCRETE PAD C SO. FT. CHORD LENGTH SQUARE FEET ONLY. " THIS IS NOT A SURVEY -. B R: PLAT BOOK RADIUS.. NG NATURAL GRADE -: PGS PAGES R/ W: RIGHT-OF-WAY., THIS IS A PLOT PLAN ONLY ITHE SURVEYOR HAS NOT ABSTRACTED THE I HAVEEXAMINEDTHEf.LR.M. COMMUNITY PANEL LAND SHOWN HEREON FOR EASEMENTS, RIGHT ' NO 120294 0035 E DATED'4/17/95 AND FOUND OF WAY, RESTRICTIONS OF •-RECORD WHICH THE SUBJECT PROPERTY APPEARS TO LIE 1N ZONE X, I r Mgr ,• MAY AFFECT THE TITLE OR ,USE OF THE LAND AREA OUTSIDE 100 YEAR FLOOD PLAIN. x, I 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN < f LOCATED EXCEPT AS SHOWN. h 3. NOT VALID WITHOUT THE'SIGNATURE.AND THE ORIGINAL ` BEARINGS SHOWN HEREON ARE BASED ON RAISED SEAL OF A FLORIDA LICENSED SURVEYOR THE _SOUTHERLY . LINE OF LOT 191 y p AND MAPPER.' BEING S 89'03'04" W PER PLAT. FIELD DATE:) REVISED: SCALE: i, 30 FEET APPROVED BY: SJ ASM39800 JOB NO. AMERICAN CERTIFICATION 320 SURVEYING MAPPING FOR THE f FlOFEAST SOUTH AUTHORIZATION NUMBER LBy6393 STREET, SUITE 180 LOT PLAN11-10-03 SOO ORLANDO, FLORIDA - j DRAWN BY: LOT FIT 12-31-02 CKB 3280,1 407) 426-7979 W LL AM MUS ATELLO JR.- PS11#4918 DATE L-SM 391A SM3 90W..Wd. 11 /14/20031126:18 AM s FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDI,NG CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2509 LMR 19 Builder: CENTEX-FOX & JACOB Address: n3 NILLOWBAY RIDGE STREET Permitting Office: CITY OF SANFORD k City, State: LAKE MONROE, FL Permit Number. Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central 1:. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 42.0 kBtu/hr 3. Number of units, if multi -family 1 _ SEER: 12.00 4. Number of Bedrooms 4 b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 2509 W c. N/A 7. Glass area & type a. Clear - single pane 258.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 42.0 kBtu/lu C. Tint/other SHGC - single pane 0.0 W _ HSPF: 8.50 d. Tint/other SHGC - double pane 0.0 ft2 b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 399.0ft2 c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.1, 802.0 ft' EF: 0.86 b. Frame, Wood, Adjacent R=11.0, 310.0 W b. N/A C. Frame, Wood, Exterior R=11.0, 1176.0 ft2 d. N/A c. Conservation credits -_ e. N/A HR-Heat recovery, Solar 10.. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1741.0 ft2 15. HVAC credits b. N/A _ CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, IL 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) Glass/Floor Area: 0.10 Total as -built points: 31902 Total base points: 35706 PASSA I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code, PREPARED BY DATE: i U I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT. DATE: I i 11 Review of the plans and specifications covered by this VEST o calculation indicates compliance with the Florida Energy Code. Before construction is completed 4 o this building will be inspected for fl n , compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL. M DATE: SOD tvE EnergyGauge® (Version: FLRCSB v3.2) t I FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 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 1 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®/FlaRES'2001 FLRCSB Q.2 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 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 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area. Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 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 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB 0.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , PERMIT#: 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 x 0.92) 0.402 1.000 4555.7 7358.6 0.6274 461.6.8 9862.2 1.00 1.150 0.402 1.000 4555.7 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.86 4 1.00 2623.63 1.00 10494.5 As -Built Total 10494.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 20833 4617 10256 35706 1 16851 4556 10495 31902 PASS OF CjLE ST14 of- w G4 O C l C0 WF EnergyGauge'll DCA Form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 i FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: - 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter,. enetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA-99 OTHFR PRFRCRIPTIVF MFARI IRFR (mnct ha mat nr avraarlarl by n1l rncirinnrnc 1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal 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 accordance -with -the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se arate 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: L New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 42.0 kBtu/hr 3. Number of units, if multi -family I _ SEER:12.00 _ 4. Number of Bedrooms 4 b. N/A 5. Is this a worst case? Yes -_ 6. Conditioned floor area.(ft') 2509 ft' c. N/A 7. Glass area & type a. Clear - single pane 258.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ftz _ 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 8_ Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 399.0ft' c. N/A 14. Hot water systems - 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.1, 802.0 ft' _ EF: 0.86 _ b. Frame, Wood, Adjacent R=11.0, 310.0 ft' _ b. N/A _ c. Frame, Wood, Exterior R=11.0, 1176.0 ft' d. N/A _ c. Conservation credits - C. N/A (HR-Heat recovery, Solar - 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1741.0 fe 15. HVAC credits b. N/A (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 1.0 ft RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which )&rill be installed (or exceeded) O4 TB.E S7- in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: it a Address of New Home: WILLOWBAY RIDGE ST.City/FLZip: LAKE MONROE/32747 NOTE: The home's estimated energy performance score is only available through the FLAIRES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPAIDOE EnergyStar" designation), your home may qualify for energy efficiency mortgage (EEM). incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGaugeg (Version: FLRCSB v3.2) Weather. Oft -do —AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 32 °F Design 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 Bhrh Ventilation air 0 cfm Ventilation 1485 Btuh Ventilation air Btuh temperaturem 3.0 °F heat bad 36350 UUseht Rate/swing multiplier 0.98 Infiltration Total sens. equip. bad 30253 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 1380 Btuh Ventilation 2212 Btuh Heatingg Coolingg Infiltration 3946 Btuh Area (ftZ) 2509 2509 Total latent equip. bad 7538 Btuh Volume 20072 20072 Air diangesftur 0.70 0.40 Equiv. A 234 134 Total equOment load Req. total 0.70% SHR 37791 Btuh 3.6 tondm) capacity at Heating Equipment Summary Cooling Equipment Summary Males IAt4 ROL M" :h\NfrROL Trade Trade Efficiency 7B HSPF Efficiency 120 EEC Heating input Sensible cooling 29050 Btuh Heating output 0 Btuh @ 47°F Latent cooling 12450 Btuh Heatinq rise 0 °F Total cooling 41500 Btuh Actual ling fan 1400 cfm Actual cooling fan 1400 cfm Heating air flow factor 0.039 cfiT Btuh Cooling air flow factor 0.048 ditBtuh Space thermostat Load sensible heat ratio 80 % Boldlitalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. s Wr1C_jhtSC> t Right -Suite Residential"' 5.5.06 RSR26014 liC.CP E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr 2002-Apr-03 16:42:13 Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D 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 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 20072 ft3 x 0.0167 = 234 cfm 2 Winter infiltration bad 1.1 x 234 cfm x 32 °F WiinterTD = 8243 Btuh 3. Winter infiltration HTM 8243 Btuh / 296 ftZ Total window = 27.8 BtuW and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 20072 ft3 x 0.0167 = 134 cfm 2 Summer infiltration bad 1.1 x 134 cfm x 18 °F SLmmerTD = 2650 Btuh 3. Summer infiltration HTM 2650 Btuh / 296 ft2 Total vAndow = 9.0 Btuh/ftz and door area Procedure C - Latent Infiltration Gain 0.68 x43 grAb moist.diff. x 134 cfm 3946 Btuh r-roceuure u - aquiprnenL arctny Loaub 1. _ Sensible sizing bad Sensible ventilation bad 1.1 x 75 cfm vent x .18 °F SurmierTD = 1485 Btuh Sensible load for structure (Line 19) + 29386 Btuh Sum of ventilation and structure loads = 30871 Btuh Rating and temperature sWng multiplier x 0.98 Equipment sing bad - Sensible _ 30253 Btuh 2 Latent sizing bad Latent ventilation load 0.68 x 75 cfm vent x 43 grAb moist.diff. = 2212 Btuh Internal loads = 230 Btuh x 6 people + 1380 Btuh Infiltration bad from Procedure C + 3946 Btuh Equipment stung bad - latent = 7538 Btuh Construction Quality is: a No. of Fireplaces is: 0 Boldlitalic values have been manually overridden - Prirrtart certified by ACCA to meet all requirements of Manual J 7th Ed. wrjgtltSoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 CA E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 1 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 n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 BDRM3 a n w c C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 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 i vvrightSOft Right -Suite Residential' 5.5.06 RSR26014 2002-Apr-03 16:42:13 CP E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 13.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone:.(407) 831-2665 MM1l14LJ 71h Ed 1 Namedroan Entire House FPNllCY PDR NOOKNTCHEN 2 Ler*depoeedval 323.0 ft 54.0 ft 4.0 ft 34.0 ft 3 Ro=dinows 17.0 x 15.0 It 4.0 .x 8.0 ft 24.0 x 11.0 ft 4 Ceiings CordL Option 8.0 9 Ie l d 8.0 ft 11eaVo3d 8.0 ft heaUcd 8.0 It i hedmol TYPE CF CST HTM Area Load Pt h) A. Wad (Bhh) Arm Laad @t h) A. Lead (Bb.h) D OS NO. Htg Clg V) Htg Clg ft) Htg I Clg M Htg I Clg ft) Htg I Cig 5 Grass a 148 4. 21 968 272 0 272 Bposed b 13C 3. 1 323 16D 22 A wails; and c 12C 2 1.9 1288 0 0 0 partitions d 0. ac 0 e 0. 0. 0 0 f 0. 0. 0 0 6 Wrdamaxl a 1C 37. 218 8057 32001 1183 10 m glass doors b 8C 37. 1478 0 40 1478 Hmtitrtg C 9C 38. 0 0 0 d0. 0 0 e 0. 0 0 0 0 f 0. 0 0 0 71 Wnd3AGar d North Of 0 0 0 0"" 0 glass doors NEMW Of 0 0 0 0 0 0 Cooling BW 54. 2r 12294 32 1741 0"" 50 272D MEW 0. 0 0 0 00 South 30. 973 0 0 0"" 0 Horz Of 0 0 0 0 0 0 8 Other doors a 11A 18. 12 717 484 18 340 229 0 0 b 11A 18. IZ7 C 0 0 0 C 0 0 0 C 0 0 C 0. 0.0 0 0 0 C 0 0 0 0 0 0 9 Net a 14B 4. 21 802 3396 1651 240 1105 494 222 1073 457 erased b 13C 3 1.2 310 977 363 142 447 165 32 101 0 0 wad and C 12C 2. 1. 1176 3397 2286 0 0 0 0 0 partitions d 0. 0. 0 0 0 0 0 0 e 0. 0. 0 0 0 0 0 0 f 0. 0. 0 0 0 0 0 10 Ceilings a 16G 1. 1. 1741 1838 2413 0 0 234 279 366 b 0. 0. 0 0 0 0 0 0 0 0 0 0 0 d 0. 0. 0 0 01 0 e 0. 0. 0 0 0 0 0 0 0 f 0. D. 0 0 0 0 0 0 11 Floors a 22A 25. O.0 162 4199 0 54 1400 0 4 104 34 881 Note: room b 19G 1.1 Of 399 453 0 0 C0 0 0 0 C 0. 0. 0 0 0 0 0 0 sd d 0. 0. 0 0 0 0 0 0 0 for slab a 0. 0. 0 0 0 0 0 floors) f 0. 0. 0 0 0 C 0 0 0 0 12 Infiltration a 27. 9.c 296 8243 26Eol 50 13921 4481 0 0 50 1392 448 13 Sublod loss=6+8.+11+12 3?04G 58 2D4, 5423 Less exlorrrelheating 0"" 0 Less transfer 0•» 0 Heating redstrbution 0 14 Duct loss 10° 3305 10'/ 597 19/1 10 % 542 15 Tdal loss =13+14 36350 6456 5966 16 lint gains: People @ 300 6- 1800 4 1200 0"" 0 1270 1800 0 0 0 1 1 17 Subtot RSH gai 7+8..+12@16 23714 4278 5191 Less external oaofng 0 0 Less transfer 0 0 Cooling redstibi" 0 0 18 Ducton 10' 2E571 10'/ 425 U/ 101/ 51 19 Total RSH gain{17+18) PLF 1.00 29386 100 4706 100 41 100 5710 20 Air required (dm) 1400 14M 249 224 9 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr gF tsoFt Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 gyp E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 1 RIGHT-J WORKSHEET 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 n v rvOv+l.r. in to 1 Namedroorn LDY DINLNIFOY MSTR.BR mHn+ IC 2 Lenghdexposedvd 6.0 ft 64.0 It 40.0 ft 30.0 It 3 Pbom drnatsors 16.0 x 6.0 ft 19.0 x 220 ft 21.0 x 19.0 It 13.0 x 16.0 ft 4 Cee7ngs Condt Option 8.0 1 heated 8.0 It hea0md 8.0 ft heaV000l 8.0 ft heaVoo I TYPE CF CST HTM Area Load (Bhh) Area Load fth) Area Load Pt h) Area mod Pt h) EPOS ACE NO. Htg I Clg W) Htg Ctg M Htg Clg ft) . Htg I Clg ft Htg Clg 5 Goss a 14B 4.E 21 437G 0 0 Bp -ad b 13C 3 1 136 0 vv*. and c 12C 2 1.9 0 320 240 partitions d 0. 0. 0 e 0. 0. 0 0 f 0. 0. 0 0 6 Wrcbneand a 1C 37. 64 23665i 1183 0 glass doors b 8C 37. 0 0 Heating c 9C 0 0 0 0- 0 0 d 0. 0 0 0 e 0. 0 0 0 f 0. 0 0 0 7 Wrcbns and North 0 0 0 0 0 0 0 glass doors NEMW 0. 0 0 0 0 0 0 Cooing EW 54.4 C 0 32 1741 32 1741 0 SESW 0. 0 0 0 0"" 0 SOulh 30. 0 32 973 0 C 0 Horz 0. 0 0 0 0 0 8 Other doors a 11A 18. 12 0 0 20 318 255 0 0 0 b 11A 18. 1 0 0 0 C 0 0 0 0 C 0. 0. 0 0 0 C 0 00 0 0 9 Net a 14B 4. 2 4E 221 99 232 1346 691 0 0 0 0 0 eposed b 13C 3 1 0 136 428 199 0 0 C 0 0 walls and c 12C 2 1. 0 0 0 288 829 560 240 691 467 partitions d 0. 0. 0 0 0 0 0 0 e 0. 0. 0 0 0 0 0 0 0 f 0. 0. 0 0 0 0 0 0 0 10 Ce lings a 16G 1. 1.4 0 0 0 0 399 421 563 2J8 7d0 288 b 0. 0. 0 0 0 0 0 0 0 0 C o. 0.q o 0 0 0 0 0 d o. o. o 0 0 0 0 0 e 0. 0. 0 0 0 0 0 0 0 0 f 0. 0. 0 0 0 0 0 0 11 Floors a 22A 259 0. 155 0 64 1659 0 0 0 0 Note: room b 19G 1. 0. 0 0 0 399 453 0 0 0 paineter C 0. 0. 0 0 0 0 0 0 0 isdispl. d 0. 0. 0 0 0 0 0 0 0 for stab a 0. 0. 0 0" 0 0 0 0 0 floors) f 0. O.0 C 0 0 0 0 0 0 0 12 Infiltration a 27.q 9.0 q 0 0 84 2339 752 32 891 296 0 0 0 13 SrlWbss=6+8_+11+12 377 8515 3778 911 Less eAernal healM 0• 0 0 Less Garcia 0 15 Total lass =13+14 414 9367 4156 1002 16 InL gains: People @ 300 C0 1 30D 1 0 1ZD 1 600 0 0 0 0 17 SubfotRSHg*F-7+&++12@6 699 4781 Less external wo" 0 0 Less trader 0 0 Cooing redsfibution 0 0 18 Dud gain 100 70 10/ 478 10'/ 10°/ 7,1 19 Total RSH ga"17+18)'PLF 1.00 769 100 5259 1.00 29 Air required (drt) 16 371 361 251 160 1 39 Plvitout catfied by ACCA to fTleet all requif malts of Manual J 7th Ed. wr gt itsofrt Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 2 RIGHT-J WORKSHEET 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 NVVrl1yL J. In to 1 Nane ofroom BDRW BDRW BTW' BDFfvA G4h E RM 2 Lergh of eposed v d 15.0 ft 2B.0 ft 6.0 ft 420 ft 3 Room dma>sors 15.0 x 17.0 ft 13.0 x 15.0 ft 16.0 x 6.0 ft 18.0 x 18.0 ft 4 Ceiilngs Cor& Option 8.0 1 t wool 8.0 ft hea<knol 8.0 ft heatimol 8.0 ft haalmd TYPE OF CST HTM : Area Load (Bhh) Area Load (Btrh) Area Load W) Area Load (Btrh) EPOS JRE NO. Htg Clg ft Htg Clg ft) Htg I Clg ft) Htg Clg ft') Htg I Clg 5 Gross a 14B 4.E 21 c 0 0 0 vvab and c 12C 2 1.9 12 224 48,• 336 partitions d 0.c 0. 0 0 0 e 0. 0. 0 0 0 f 0. c 0.0 0"" 0 6 WrdcA%and a 1C 37. 1 91 16 591 48 1774 glass doors b 8C 37. 0 0 0 0 0 Ha&V c 9C 38. o 0 0 0 0 d 0. 0 0 0 0 0 e 0. 0 0 0 f 0. 0 0 0 0 7 Wnrbosand North 0. 0 0 0 0 c 0 glass doors NEMW Of 0 0 0 0c 0 Cooing ENV 54. 1 870 16 870 0""c 48 M1 SESW Of 0 0 0 0 0 Saki 30. 0 0 0 0 c 0 Horz OX 0 0 0 0 c 0 8 Otiierdoors a 11A 18. 12 0 0 0 0 0 0 b 11A 18. 12 0 0 0 0 0 c 0. 0. 0 0 0 0 0 0 0 9 Net a 14B 4. 21 0 0 0 0 0 0 used b 13C 3 1 0 0 0 0 0 0 0 vv& and c 12C 2 1.9 104I 3000I 298 599 4 0 oI O 288 8`29 partitions d 0. 0. I 0 e 0. 0. 0 0 0 0 0 0 0 f 0. 0. 0 0 0 0 0 10 Ceilings a 163 1. 1. 255 269 353 195 206 270 9G 101 133 324 342 449 b 0. 0. 0 0 0 0 0 0 0 c 0. 0. 0 0 0 0 0 0 d 0. 0. 0 0 0 0 0 0 e 0. 0. 0 0 0 c 0 0 0 c 0 0 f 0. 0. c 0 0 0 0 0 0 c 0 0_ 0 11 Floors a 22A 25. 0 c 0 0 0 c 0 0 0 0 0' Note; room b 193 1. 0. 0 0 0 00 c 0 0 0 00 00 0 is displ. cl I 0. 0. 0 0 0 0 0 for slab a 0. 0.( 0 0 0 0 0 0 0 floors) f O. 0. 0 0 0 0 0 0 0 12 Irklha6on a Z7.q 9.0 lq 446 143 16 446 143 0 0 q 48 1337 430 13 Srblotelbss--6+8.+11+12 1606 1842 240 4282 Less edaM heating 0 Less transfer 0 0 0 Heating mdsWxkon 0 14 Dud loss 101 161 10'/ 184 101/ 2 10./ m 15 Total loss =13+14 1766 2:. 264 4711 16 Int gals: pecoe @ 300 c0 0 0 0c 0 1270 c0 0 0 0c 0" 17 Stbtot RSH g4F7+8Appt..+12++116 1569 1688 zm" 4050 Less exarrd aming 0 0 c» Less transfer 0 0 Cooing redistribution 0 0 c..« 18 Dud On 1 P 157 1R/ 169 1(y/ Z. 10 /1 405 19 Trial RSH gain=17+18) PL F 1.00 1T35 1.00 1857 1.00 2 1.00 4455 23 Air required (cfn) 82 BB 1 1 181 21 Printout certified by ACCA to meet all requimments of Manual J 7th Ed. wr ghtsoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 3 a i h I 4 RST !4a G;L. SI'EELSKINI i Otau 'i'oRr OL uY "," as S I coals r. '''"' YUG. uLv, pS p RWAO SRAO(tt LISTED °'^^ MMa00r n 17 ...) 4 0i+. AVARABL[ K AN orTla J MIN. TWCK +ewltiil ,oto• . MCA EM0CK ROY ®_ rfP. 2-1/Y,13 OA "Y. TMIL TRACK PACKET. 1) TRACY ULAONCTi PER 310C. REPORT# 9606C [ C 3• SO G. U-f, Inr Kr.rAmu narleN U- LV1i w A I-1-1-3-I 1 • . PATiLRN ( Ij. TMO U-M/ J ,' a OOnOY xcnoK. i'• 1 °YC110n. C'TC. 11PR / A• S/S• s1w .0.l MAWS y ` /, 1T11po pilbwyV i go A WOOL Mm" vmm LOCH 000R10N i /Ax DOOR W10TN r W-0' a 1/.• a •• far e N n rvAnOK• TMRwO SCAM lL13 Q[LI Ny )1e. INtr...rnun Kwnr Nnlr 1. 1 OM 17 1 rW.•- - 'L •, OpI1 1 o TO 7'- • NKIN CCaN ISf a/ 1) qNf SNOvm . 1110NT /RAAn WRN YNwAS11tR RILUMm, W SCRM ILLY K COLIROIfWOw 800 OVN1'-0911gN EC1171 T a (S S;S((cTT caTwO oN ourswL wRna ttoP 1aYlDwO Br ooa N:rAWu,T (TO wR) i SECiIOMiuSoTaNRN). (Ylr NOT PCOLINCD) TO ao'Aot . nuin1YOU1111M 7UKAC4 NOR13OMK , IArBi 00 KOT TWNYU 1810. P7iL UMB7- fie 30OA. IYN. OILV, ttCL DW 3TICC p -I - 2' iNICK 1/SIn "flftACUR 1tltl0fi1Y.11iL30Oa O11V, ifIIL wRA. lixl 8 G.7 Ull WAN A etiuw ._.BRACKEn10 OA. WY. irm /W . PAN NPaD SCREW WRN ONE i/IKaSAW cWto VIMO-AO r , 10 !°BENS Rot UTD i N it (c-70 MWMgtwO. pyf( p-OPNO RRWG, I, aR s. CO/1CRf u.000'w W1t CONCNTQ OR 7/If' IpROUNOµQ_AWT[0-ONYNPU1cNCNW=s P9 •Yw. TOWN SCAM E.CONC}C iSLfN017 TIWtI/000D Wt 7.000 /Ai1Mll1 (ON[ KA ROLLER)ur11 OA. Glv' fTC[ L TO ONTO WrnCx TRK1LK9nlf. f' a WN. NALKR RCOYMiD SWRWCN ON7' CALViTt[LLM ( 3 Cw OKV.R[aTWO/K)w1CA. SMl iIOC 01DO°R. TR K3ID1 B C.TO000 NOT nw °NETT1. [/S OOLa I -C y iCRC•.'f "A Do WNOLt11M uP " rS. S OR TWO 1/0 CK OYTSIOC ItCTCO IVwOIL CN0 3. OV. V+WT• STU, 10 .LL SAM RW&% 1 0A. CALV. STCa ST SI11E _.. y_ _ CND wNpC, LICK S1Kl .y4.1y_1N WAN wCA., 144 P.C. RfA1S{1TC NM TO EBLFK,•, frnneK t.e NORIM PMWIIN P.L j3JL73 SNµT IL CRM7S• wm WELL 443' TALL U.WI d A) 1 .'.] 1' fp./ 3a a oN,v. tt([aiL rYRRYa "-' w DESIGN LOADS: +24.0 PSF k -24.5 PSF L • WN. TOWA, iTatlNM: SO AN ouTS10( IT 11S TNC OCSICN W 111C itVPORiwO ttaUCNaAL aW[Mi 6cm TNC t1BYRT OR tNL Rao/ ESaK7NrL a TEST 1AA05: +30.0 PSF k -37.0 PSF S' TALL , 20 G O.W. SWC, Y-WA$ [NO Suoc BOLT 0K 00 OR gn WRITMaCO WYaw0 000[S /O K1-108 UttEA C arwr aR«ro rs Rim N art L I ( 1N A :-1-3-1 PATwIwIN 1 [. sw u-Wa SnIL Lax uN:lOta Tm DKUAW. r w A M rML {O/.4 PART NOS: - WAX eornY iECT10N, U-M1 a NE" wro vomcnL A A xCRON J iArn U-SARArrAONCOW4KONENorcoYnl•S7 SW A" othery ,11: f a(A 9i17 If00 T- rnrN 1 a xJ/isEVTAPN4feICM7L= a ewN. w/P w«.w« , IDEAL CinOInA. OH /5202 Pp1 it LOC.L 0 ua sot r 3 n ca TOLERANCES 7r• IDEAL TP Na 1.113•T BI-A[oB aR 000R. w ..r.w"'•"..,"«www0 . t.OJ ammmanows. OSi} [2-JSI9 iI "pe- " w,vlww .00 a f:.01 S IYK•1 n. rrlr •«w.LR.Y.. I. OESCRIpTION: MOOEL tiRST Wa 16-0 x. 8-0: 24/-24.3 OESION LOAD fK. ,.u,...T r.,dt Y 000 . i.003 DWG. IS 6L exv, SRa sorrow f1W.eNtt. / O,fab M r,r..7« •nE DRAWN 8Y: BMM DATE: 4/IE/00 $CAI.E: NTS R• 11-I O 1KM (3) 01 W/S• SKW YQAL SGIM1. /l j/ Wr rw Y.r wW. w. .0000 . t.l A"NIRC CARUS" J( S Slat . s 1/r CNECKEO 9Y: NWW DATE: +/1e/i)o SHEET i OF 1 SIZE owv SIat10 OUPMa• a vwn WP. LOtmilay. Proldeett onlaow[Ns1o1u Aat w woo. I DWG. NO.: 102138 REV. N0. 1 0 I x i bti? DFSIGNs71AN: Thorrna—Tru In —Swing Door Wood domes System 3, MA)U 1 l OVR 1I NOMINAI cI F Single up to 5'4 x 8'0 w/wa sidaara HOR Double up to 8'4 x 8'0 w/wo sidotias Ix k O I A1IQh • X. OX. xO. OXO. Xx1 0xx0 e LSrL_ G--NP.__. IT NERM _ OFSGRIPYION, The hood and side iambs are fupetjoint pine moosuritq a min. 4-9/16' with a '1/2' nbboted stop. G 3/ 18, TYPEA 3116 1/ 2• DRYWALL TYPE' MASONRY N • , 2x BLJt9t `:.. .. .. PM ws 1 . L ilfAO JN/B C TD 2Y SUB—BIACx w'' k•. t ! 1/2• DImxALL INTERPOR 5 PM ws '••r l . nFCIGN PRESSURE_ RATING: Single Positive.67.0 PSF Negative 67:0 PSF Single with Sidelites positive 60.0 PSF Negative 60:0 PSF Double w/wo SidoNtes Positive 47.0 PSF Negative 47.0 PSF J/ te• TAPCON TYPE ANCHOR ELCO TAPCON Of' EQUAL 235 L.B. SHEAR RATING) J MASONRY LW7fL J/ 16• TAPCON ] 1 See note 2) .dl HFM . IANe To 1x sue-BUGc 1/ 2• DRYWALL zuiA . J/ib' TA CON .3 MAx. zrll` j. r AN04OR • .•:;. SHIM SPACE :'t — 1/44=MIN. O4 '>' : vrrtncu s Dc rANe AJ. m4xa' Y'•"4 .'.t. I'. '. sw sWW:t . •L - IX SUB —BUCK t. te' terL 1. Thus systemhas been evaluated for use in locations rxlher to the Florida Buildln Code b ysk199 . and when pressure requirements as determined by ASCE 7 Wnimum Design Loads for Buildings 1 1/4' M and Other Structures do not exceed the design pressure ratings listed herein. 2. For installations when the sub -buck is Iess than 1-1/2' (FBC section 1707.4.4 Anchorage Methods and sub -sections 1707.4.4.1 and 1707.4.4.2) Topcon type concrete anchors must be used and the - length must be such that a minimum 1-1/4' engagement of the Topcon into the masonry wall is obtained. XQ= I)ESIONATION. Thermo-Tru Out -Swing Door Wood Frames System LIM I OVERALL HOMNAL SIZE-'- Single up to 5'4 x 8'0 w1wa *;d.ilx PRESSUR& RATINQ Single Single Sidelites Positive 67.0 PSF Negative 67.0 P;F Positive. 60.0 PSF Negative 60.0 PSF Double Lip to 8'4 . Vo w/wo sidwit" with Double w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF 4FICURATION X. OX; XO. OXO, XK, OXXO CD,ERAL DESMPTION, The hood and side jambs are rinCorloint pins o47measuringamin. 4-9/16' with a 1/2' robbot*d stop. AMSONRY UNM 9 1 L MASONRY UNTEL_ i x 2 nRRINO v I - DRYWALL Ina. 8 x 2.- PFH N J"s o H-UUCX U8 X. 25 MAX SPACE' rymgfop AN e,. PFN WS 1.75' 3116' TAPCON TYPEANCHOR MAX 18"O.C. J/16- TAPCON TYPE ANCHOR ILCO TAPCON OR EQUAL 235 LB. SHEAR PA77NO) Ww SPACE ExrERM 3/16- TAPCON TYPE ANCHOR E D V % d14 , 25' MAX. SHIN SPACE 3175' TAPCON TYPE ANCHOR I x DiMALL M 3116- )APCON TYPE ANCHOR Ix BVC( l 9 2 PRRING DRYWALL SIDE AWS '-IX B(J-_K77bUS -DUCKL7INTERIOR I x 2 nRRJMG AM 1. This system has ovaluotod for use in locations odhering to the Florida Building Code Idth. C-SINK zx and where pressure requirements as determinso by ASCE 7 Minimum Design Leads for Buildings a WK and Other Structures do not exceed the design Pressure ratings listed herein, VERTICAL SIDE JAMBEDTO2.X SUB -BUCK 2. For installations where the sub -buck Is less Win 1-1/2* (FBC section 1707.4.4 Anchorage Methods and dub -sections 1707.4.4.1 and 1707.4.4.2) Topcon typo concrete anchors must be used and the length must be such that a minimum 1-1/4' engagement of the Topcon into the masonry wall is obtained. J. When using a IX sub -buck a 6-9116* jamb is required to allow for min. edge 3POCing for TOPCOn type anehor$L f WQQFt DESIGNATION: :. Thermo—Tru In —Swing /' OL t—Swing Door Wood Frames System NOMINAL SIZE Single- up to 5'4 x 8*0 ;:/wo sidelites - Double up to 8*4 x 8'0 r./wo sidelites t; UB F CONFI.U1 AMUI- X, OX, X0, OXO, XX, 4XX0 NEP& n S .QIPTION: The head and side jambs ore fingerjoint pine measuring a min. 4-9/1E• with a 1/2• rabbeted stop. DOUBLE 2X a•.:.r,t Ni HEADER t/Y ortrwu SWATHING I I 01,7 U HEADER SINGLE DOOR 2X STUD 2X JACK STUD OESICN PRESSURE RATING: Single Positive 67.0 PSF Negative 67.0 PSF Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF Double w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF 6 0.0• a j 4 1 11 I MLIRLF DOOR xa aa• 1 L14• rMj SINGLF OR DOURI- DOOR WITH SIDELITES t IE: This system has been evaluated for use in locations adhering to the Florida Building Code and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildl.lgs and Other Structures do not exceed the design pressure ratings listed herein. 013.684.30.31 DATE 4/3/02 SCALE R.T.S. DWG. UT: W.LK CHIC Br: K.W. DRAVANG uo: T-0220I war I or i THERMA oTRU® FlBER CLASSIO'/'SMOOTH STAR' MSWWO"SW43LE AND DOUBLE W/6 WA7UT SIDELITES. INSULATED FIBERGLASS DOOR WITH WOOD FRAMES. 1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR M14M1-DADE COUNTY. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERI SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1. 5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR MNMI—DADE COUNTY. 6. MIAMI-DAOE APPROVED IMPACT RESISTANT SHUTTERS eac REQUIRED FOR SIDELITES ONLY. 7. SIDELITES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. Face sheets: Fibergloss avg. min, yield strength Fy(min.)-6,000 psi SmoothStor - 0.070 minimum skin thickness FiberClossic 0.110' minimum skin thickness Cope design: Polyurethane foam core. Withl.9 lbs. density by BASF. ppoo 11 CCoonn fruetion: The pa el in is constructed from a 0.070" thk. sheet molding crompound (SMC,. The interior cavity is filed with 1.9 lbs. density 845E polyurethane foam. The panel face sheets are glued to the wood sales aDdd (nits. N t K' latch stile s nanforced with a wood 14ck block measuring 2 i75 x 14.0 long at the strive and deadboll location. the hinge sib is Forger Jointed Pine and the top and bottom roil are of a wood composke material In the double door application the inactive door is Fitted with on exfnided aluminum m1rogol (Wind Jomber A) of 606J—T6 allay. The from is led from if jointed pi; e. The m fan o the side pmbs w lh J) 16ga 1/uown x 2 long staples side. The mullions are secured together in a sidefite application using /8 x 2' king PFH Wood Screws (6) screws per each mullion. The units use an Inswing Saddle threshold measuring 5.75' x 1.548'. dp The sdelie panels are sandwich glared usu+g o two piece ipl come. y are dry, glazed on the exterior with an t/8" thk. cdlutar ggkuing tope (5td'-11 Tope , caulked with sLcone. The Gte frames are held ogefha wd r o /8 x 1 1'/2 long Ploscrew. TABLE OF CONTENTS SHEET N DESCRIPTION 1 TYPICAL ELEVATIONS &GENERAL NOTES 2 VERTICAL CROSS SECTIONS 3 HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSS SECTIONS & NOTES 5 ANCH G LOCATIONS & DETAILS 6 ANCH RING LOCATIONS & GLAZING DETAILS 7 UNIT COMPONENTS 8 BILL OF MATERIALS & UNIT COMPONENTS 37.5 MAX. OVERALL WIDTH 36" MAX: PANEL WIDTH 7 x _ 0w = T- X Lu x a o J 9 0 O X O n in na 0, N0, CO ^ L awn. c INSWING UNfi 74.5' MAX. OVERALL FRAME WIDTH 36.625" MAX. PANEL WIDTH —I W ASTRAGAL I 2 w ago, 0 X l DESIGN PRESSURE RATING UNIT TYPE WH WA ER INFILTRATION REQUIREMENT IS NOT NEEDED SINGLE 67.0 PSF — 67.0 PSF DOUBLE 55.0 PSF — 55.0 PSF WITH IOELIT 55.0 PSF — 55.0 PSF 105.5" MAX. 'OVERALL FRAME WIDTH 36.625' MAX. PANEL WIDTH W/ASTRAGAL 1>_ 68.5' MAX. OVERALI 36" MAX. Ir PANEL MOTHFD Lu CS j CS 15.5' MAX. FRAME WIDTH 13.75" MAX. WIDTH 7.125' MAX. O.L.O. WIDTH 15.5' MAX. FRAME WIDTH 13.75" MAX. WIDTH 7.125" MAX. D.L.O. WIDTH O >_ I\ N O 00 gNoco 8go OWO OMO Q d00 a 813.554.3831 Y/® 88e*'&.2 own : N.T.S. TJH MA V UFCTM' N i aaW+Nc uo.! S-2151 I /ter_ u T_ry _ ; or 1 MASTED? :I' F.' # 1VFRTICAL CROSS SFC71ON 2 000R PANEL Q Q 42 O . O. d dn 43 d:°d: •. o r o E NOTE 5ESHT. 4 41 NOTE 1 SHT. 4 Ed 5" MIN. a CLASS THK. cr EXTERIO INTERIOR 0 O 25 0 h FOAM GASKET do ao SILICONE CAP BEAD 6 N . np '.O•.O 1.68" MIN. PANEL THK. o ,.o•.O 42 SEE NOTE 5 SHT. 4 J lr Aku 6W ? n O co n 0co 113 = I LjLo Lj to OWcol W c Irk, ONSUITANM INC 11 813.884.3631 am 08 10 01 SC4012" = 1' oac er: TJH a«. er. RW j j(' j!14( O1jitJ/111 jLlo ( oLlivu` 2.151 S,¢n OF 8 r y 24 EXTERIO SEE NOTE 2 8 7 SHT. 4 27 INACTIVE ZY e ASTRAGAL RETAINER 31 p• BOLT 6.0• LG. TOP do BOTTOM (2) BOLTS jffLRlQR AT TOP do (2) AT BOTTOM 1HORIZONTAI CROSS SECTION 3 O ASTRAGAL 1.15' MIN. EMS. 25- MAX. SHIM FOAM GASKET & SILICONE CAP BEAD 1 ®© cju O 7SE • TE I SHT. 4 Hr)R17()tffAl CUSS SE v0 SIDELITE TO= Cc t\ co co 6 Rp2t\N ACTIVE Q o n La To 0 a SEE NOTE 6 SHT. 4 xZ N 2 O FOAM GASKET SILICONE CAP BEAD CL d iQQ"n ZY Vf INTERIORirim 4129 '4 S NOTE 1 a SHT. 4 IL SEE NOTE 7 SHT. 4 r2--IZONTAI rROSs SECTION 3 ® HINGE JAMB TO SIOELITE CENTRAL :,o L EA 813.884. 3831 L 0B 10/0 us1/2• o. er TJH K. er RW 4ON6 NO.: S-2151 ra 3 OF 8 1.15" MIN. a. EMBED. 15" MIN. I C—SINK I i.c.uu,.., 8 7 1 A hllllliir n v o o: a .•: • NO. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5", 16.5. 27.51. 38.375. 49.375' do 60.3757. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125" IN FROM EACH CORNER. 2. SPACING FOR ITEM NO. 27 (18 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' d: 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) 16G4 x 112' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELTTE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (1/8 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 MULLIONS TOGETHER IS SCREW) SAME TSECURING HE THEPERIMETER ANCHORING SCREWS. 6" DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' O.C. 7 USE 1TEMA NONE 2 110 x 2 CHITHE HINGE T SCREW o THE WB AND THEK HEN ATTACHING THE HINGE TO THE JAMB AND THE SIDELITE AT THE MULLION USE ITEM NO. -37 (110 x 1 314' SCREW). 1 Z `1 D a a FOAM GASKET do SILICONE CAP BEAD 7.10 MIN. EMBED. 15' MIN. r C—SINK I2 1 w a 10 2SIEH146 9 2 V HINGE JAMB TO BUCK, . 2p1 SEE NOTE n / 6 SHT. 4 SEE NOTE 5 SHT. 4 O'• ;. ..Or YM z 36 29 41 13 V ° pO ZSEENOTE1 ^ a 3 SHT. 4 31 INTERIOR 3. H RI R 4 0 STRIKE JAMB TO SIDELITE el"L 0' H:• 'lI:JIEi'. :r:•. A'. rk. e W O> N MO N Z0 VLLIU) e•. 17 : 3 O LLJ C)QOW co16 o p p cool 12 F- lo SEE NOTE 7 SHT. 4 to 25' MAX. SHIM SPACE U 813.884. 3831 er: wn BY: RW NG IW.: 5- 2151 4 or I SEE NOTE 3 SHT. 4 SEE DETAIL 'F' SHT. 5 6" 6' 6' 6' 3" f.3 3. 6" 6" 6' 3" --{ 3' 3' 3' I1 1 1 II I 13 TYP _ 13 T SEE DETAIL SEE NOTE FSm. 5 SEE DETAIL 6 SHT. 4 SHT. 5 SEE DETAIL SEE NOTE TYP 13 G' SHT. 5 6 SHT. 4 C TYP. SEE DETAIL 13 SEE NOTE H' SHT. 5 0« TYP.4 SF{T. 4 B• 14 14 14 0 > I\ o 00 000 2 to b 5 to e 6'J,: iSEE NOTE 3 SH7. 4 0 W 0j r cUT l N 4 a-N NL DETAIL N o-'W? SHT. 5 0; r Z o TYP. SEE DETAIL C' C-'G" SHT. 5 14 P. I O TYPLIF i---i 3' 3 -i 3" ' 3" t T ri i'- 6' 6" -•i 6" 6" - 6• 3" 6' 6' 6" K y( .- t1 q MEDOUBLE DOOR W E&TRAL A B. ®. A..o SINGLE 000 SI Y" L®`"" R MANUFACTuRERNAMEt MASTER FMF-, bi# A 0.357" BOLT DEEP ENOUGH FOR A 2" 13 BOLT THROW 12 10 a 13 13 10 0 10 DETAIL " F" DETAIL "H' ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL "E« STRIKE LATE T N FRAMEDETAIL "G' AT THE THRESHOLD I `SEEto 4 N4 Lill BUILDING NSULumm. INC 813.684. 3831 m: TJI BY. RN NO NO.: 5-2151 r 5 or Tnt tJl.l V Jl 1L lil7>•1+. + ' l's..L_r111+-+'L:Y 1tJso V!' o A. U ' SHT 5 m1 tJFAC T J R SEE DETAIL f' SHT. 5 T11r { 'j' f(, li 1 e i i tt 1 jl i.taSli 6" 3 3" L5 63 o 6" 6" 6• 3" -.-{ 36" SEE NOTE 13s Typ• 3 SHT. 4 SEE NOTE SEE NOTE SEE DETAIL n n 3 SHT. 4 6 SHT. 4 13 f" SHT. 5 n TYP. SEE DETAIL SHT. 5 SEE DETAIL SEE DETAIL TYR n E" SHT. 5 N- SHT. 5 0 n'P• J- SEE DETAIL SEE NOTE "G" SHT. 5 K" 14 M. K' TYP.= AI" is 14 14 - 4 SHT. 4 T yp. 14 TYP. M' 6" --1 IF-- 3" 6' TYP. 6" I 3" -'i 4- 3. 3. 6" 6" TT 3" SEE NOTE 1 3" 6" 6" 4 SHT. 4 14 6" 3• 3_ TYP. DOUBLE DOOR SINGLE DOOR W SIDELITES 453" GLASS BITE 463" GLASS SITE BRIO 25 1/8" TEMPERED CLASS a• 25" AIR oSPACE1- Qz_ 1/8"TEMPERED GLASSU toOTE 1 25' STEEL INTERCEPT SHT. 4 5' INSULATED CLASS W/ TCM RE fo GLAZING DETAIL SPACER J _ 1/8" TEMPERED 40 GLASS 0. D 25' aR D o 'o : •. SPACE 0 :. D D 'Q 1/8" TEMPERED GLASS 1Nff.H148 36 z 41 y v' z 6 SEE NOTE v 1 SHT. 4 a STEEL25" INTERCEPT 5' INSULATED 2L62S arc I ITE FRAME GLAZING W/ DETAIL SPACER 0 J I O> N N O a0 ovO U O tn OOWo 3a00 to CL pl/ItDINC MSUlTAMS. IHC 813.584.3831 WL. 06 10 01 wuF N.T.S. om elf. TJH aIw e+: RW ORAWW, NO, S-2151 vm 6 of 8 4.563' { 1.063" F"- T` IN 01 2 2 3 WOOD FRAME FINGER JOINTED PONDEROSA PINE 28 ILL 097' 4 x 4 STEEL .DOOR HINGE e 1.531 " 42 JOINTED N 33 PLASTIC I IP • L1TE FRAME FXTRUDED BTS 2.141 F691' T L INSWING SIDEUITE 15 BOTTOM BOOT 0.09' EXTRUDED VINYL WALL O U 0 J 4 r L N o 1.077- 'In 2010 In OWo 1.531- --i 36 F .526" F- 3 Q SID I ITE BI aNK SIDE S_'TILF 2.713- FINGER JOINTED PONDEROSA PINE TCM MERµe-TREYS POLYPROPLENE) tip a O" PLASTIC LIP LITE FRAME' EXTRUDED TCM l 0 1.264'--1.255- 1 U CiO ,' N T 'n T0)_ L— 13A- 1- FC. O1 RAI O O Jl— 3 Go FG 70P RAIL WOOD COMPOSITE FC LATCH SIDE Sn1 F COMPOSITE FC. WOOD HINGE SIDE STILE a T 1 5.75" TlNLo 1 O-- 1.531 FC. BOTTOM RAIL n ELF ADJUSTING S4DOLE THRESHOLD 19 WOOD COMPOSITE ALUMINUM/VINYL .D45' WALL ALUM. iF--- 1.531 ' --' N I a SS 60T70M RAIL ' 11 W000 COMPOSITE Ma G F-- 2.375- BVKVNG cauuLT,urts, u+c 813.5g4.3831 DAM 08 10 01 SCKM N.T.SroD M. er, TJH I 30 W000 LOCK BLOCK FINGER JOINTED PONDEROSA PINE aPK. RW onwaNG RW uc .a.: S-2151 SHErT 7 or 8 1 nBERCIASSIC DOOR SKIN .110' MIN. T11K FOSS BY FIBERGLASS THERMA-TRU rrTh F m n 6.000 Psi 2 FC TOP RAIL 1. i x .94 TFIERMA-TRU MOOD COMPOST9 MOOD COMPOSfiE 3 FC. LATCH STU. -TRU, 1 W CM-FO RE 1.531 x 1.209 MOOO CAAIPOSIfE 4 Fc. MW STA.E ?RW-MU P01 gERO% FIHE 1. 1 x 1209 WOO 5 FC, BOTTOM. RAIL 1.S3I it 1.25 TFERu1-1RU M000 COMPOSITEw000 6 L 1.91bs. S FOAM 7 SHORT REACH COMPRESSION NUTHERSfR1P -TRU FOAM 8 L PRESSION WEAIHERSIW° _ FOAM 4 x 4 HINGE 097 THK ERMA-TRU ST 1 10 x ' 4 PFH W000 SCREW to From 11 SS BOflOM RV 1.531 x 94 THBi1N-11EI mm ow 1 110 x L.G. PFN WOOD SCREW' STEEL 1 8 x 2 1 G. PFH WOOD SCREW STEEL 14 3 16 TAPC N ANCHOR LCO N. LG. 2.0 MI STEEL 1 I LfTE BOTTOM BOOT .090 EXTRUDED VINYL VINYL 16 2x INNER WOOD BUCK WOOD 17 MAX 1 4 SHIM MATERIAL WOOD 1 KWIKSET TIT 700 SERIES PASSAGE LOCK 19 fiS1NIIC ALUM. ODEj p x - E . WOOD 21 x ' W x I. d4M8 E W 23 IKWIKSET TITAN 700 SERIES DEAD 8 _ T 24 IASTRAGAL WINDJM13ER R WR68T .052 WALL UM. 6063-7 2$ IGLAZING, 112-INSULATED TEMPERED G1A55 G S 26 SS -TRU PONOER054 Wi 1.1 x 1.531 7 8 x Y LG. PANHEAD SHEEF MET SCREW STEEL 8 106NM DOOR BOTTOM SWEEP M L 29 3/8- COW MOLD WOOD 30 FC WOOO LOCK BLOC( 2375 x 1.515 PONDEROSA WOOD 31 lA MOOD mw x 1-31 W000 COMPO511E 2 1 CELLULAR GLAZI APE STIK-R TAPE t1TE FRAM BTS. THERW-1RV BTS a 35 4.%3 x 125 BUINK AMB -TRU PONOER06A PINE rrM WOO 36 so= WE STILE -1RU 1.531 x XW PONDEROSA PINE WO D 7 1 k 1 3 4 LG. PFH WOOD SCREW STEELS38SSTOPRAt1531x .91 1FERW-1RU M000WOOD 9 NO USED 40 SILICONE CAU K SILICONE 41 fl-lo x i i 2 PLASCR FOR ITEM 34 L 42 50E1TIE 10P R BOTfOY RNI - 531 x . FD10IK)S1 PNE WOOD 43 8 x 2 L.G. PFH WOOD SCREW ST I aI L 38 "? SS. TOP RAIL WOOD COMPOSITE 1.316" 7d> 592" 1.531'. 579 N coFh-- 1.316" —{00 A. [,/, [ CZO I 577 Lo 1 w IowaOjO 7 co 175' O -I J " 179" 0 j5 WE THERS IP R H MPR I N TI1 R IP BY THERMA-TRU SS,WOOD HINGE SIDE c t CL FOAM CELL CORE W NYL JACKET FOAM CELL CORE W/VINYL JACKET 3" N fV DRILL TRU FOR 357' OLk ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS WINBER II WR687 STRIKE PLATE M w 31 -- 1.531 " --- nTCH SIDE lz F [COMPOSITE ASTRAGAL HAS 2) 8.0" N BOLTS O_ BOTTOM 8. 0 N L I BOLTS o TOP 1. 767' 24 iNDJAMBER 11 WR68T ALUMINUM 05Z WAL1 TYP ASTRA MRIAL: C/R I IIC/ RI( Q II k YELLOW CHROMAIt W eux No NsuITAMs. LNG 813. 654.3831 L 2 y10 01 us: N.T.S. G elf., TJH x Dry: RW wmc w., S- 2151 iL 8 or 8 JUN-21-2002 09=52 MILESTONE WINDOWS 407 323 9729 P.02 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-S760 RE: Florida Extruders Fenestration MasterFile Update Mr. Plante, This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida Extruder Window, Door and Mullion installation drawings contained in the Orange County Fenestration Masterfile. Based upon the discussions at the Mid -Florida Home Builders Association's meeting at their offices on June 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 Uldon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion installation drawings, the thickness of the buck in non-structural applications (i.e., buck thickness less than 1 'h") does not influence the lateral resistance capacity of the concrete screw (i.e. Tapcon). Therefore, buck thicknesses less than 1 '/i" 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 %V. Concrete Masonry Units should have a wall thickness of 1 1/4" 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 ! '/a'. Therefore, for Florida Extrnedea- installation drawings ewheere a non- structural buck its used, nomenclature such as "1X buck by others" or similar statements shall be construed to rnean thae a bucks thickness of less than 1 ?fs" is acceptable. The definition of a aeon -structural -buckle is based on Section 1707.4-4.2 of the Florida Buildling Code. 2540 Jewett Laney Sanfoerd, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3337 1 3UN-21-2002 09:52 MILESTONE WIND061S 407 323 9729 P_03 AM l%rt,tlp1- dja smaww% The attached table lists all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Any questions should be addressed to the undersigned. Thank you. Regards, Robert J. Amoruso, PE rarn-cruso-pe(o)floridaextruders.c6m Florida PE License No. 49752 Florida Extruders International, Inc_ certificate of Authorization No. 9235 Cc: Earl Moore/FEI File PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 63G15-23.001, F.A-C A rubber stamp seal was also applied to facilitate reproduction for orange County Building Division Masterfile scanning. n e: 2M-M-R]i-W9 110111 ! 11/N J. Aly 1 t Fie' G No_ 5 f T1J I •l' V 2540 Jewett lane, Sanford, FL 327y1-I6" • (407) 323-3300 • Fax (407) 322-3337 2 Zi 3' bath duc- to roof cap w/fan 3' bath duct to roof cap w/fan cm"pi dryer wall cap. iscale 1/8'=1'0' b • N i-;t FIMR PI AN w Must have a minirqum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 insulation value. 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL J I K O rR i ^ v vV`i co C " o - Ov Q QJ R 1L S RS y U) m z 0 0-1 U-1 W O 0 O 0 U Q 06 x m F1 o U) E LLJ x 1 Lj _ o LJ CC) 0zQCUF- U :E: cc)> Rating z o U m W > z 0.z o'Lij QQE- m J 0 Q lY m -1 (n to (-) a ONE BY WOOD CONCRETE OR BUCK BY OTHERS MASONRY OPENING BY OTHERS CAULK BETWEEN WINDOW FLANGE WOOD BUCK a ° o STUCCO J BY OTHERS / PERIMETER / CAULK BY OTHERS RIGID VINYL GLAZING BEAD W H. aYP.) WIt DOW HEIGHT) CAULK BETWEEN WINDOW . FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE — CAULK, OR APRV'D. EOL. PERIMETER CAULK BY OTHERS ` CAULK BETWEEN B.W- WOOD BUCK & (BUCK WIDTH) MAS-Y. PENING INSTALLATION ANCHOR . BY OTHERS 3/16' DIA, TAPCONONEBYWOOD BUCK BY OTHERS . 1-i/4' MIN. SHIM AS REO'D. EMBEDMENT 1/4' MAX. RIGID VINYL (SEE NOTES). GLAZING BEAD INSTALLATION ANCHOR ( TYP.) 3/16' DIA. TAPCON C 1-1/4- MIN.` EMBEDMENT C> STU BY OTHERS v SHIM AS. REt'D. I/4' MAX. GLASS SEE NOTES). CTYP.)CSEE NOTES) FLANGE TYPE FLANGE TYPE WINDOW FRAME WINDOW FRAME.. JAMB CAULK BETWEEN HEADER WINDOW FLANGE P W OIT`BUCK PERIMETER. CAULK GLASSY OTHERS TYP.) (SEE NOTES) W.W.WW WINDOW WIDTH) B.H. BUCK CAULK BETWEEN HEIGHT) WOOD BUCK & MAS'Y.. OPENING BY OTHERS SECTION B-B FLANGE TYPE CONCRETE OR WINDOW. FRAME MASONRY OPENING SILL BY OTHERS a W.W. PRECAST SILL a v BY OTHERS - Q NOTES: SECTION A -A A B C. i ) SHIM AS REQ*D. AT EACH INSTALLATION ANCHOR, MAX. ALLOWABLE SHIM STACK TO BE 1/4". D E 2 WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063- 3) INSTALLATION ANCHOR MUST .BE OF SUFFICIENT LTH. TO ACHIEVEAllMIN. EMBEDMENT OF 1-1/4- INTO MASONRY OR CONCRETE.. / 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD 2, JAMBS SILL MUST BE ATTACHED TO THE SUBSTRATE WITH J B K B O TAPCON LOUAI IUN (,,hAK i CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF TO 401-SF 41 PsF TO 70PSF 30PSF TO 40PSF 41 PsF TO 70PsFSIZESIZE 12 18 1/8 x 25 8 8 F.G F.G F.G F.G 13 18 1/8 X.37 3/8 B B 8 F,G F.G 14 18 1/8 x 49 5/8 B B F,G F.G :: 1.45 18 1/8 X 55 1/4 8 B F,G F.G 15 18 1/8 x 62 B B 8 F,G F,G,H 1 16 t8 1/8 x 71 8 B F,G F,G,J,K 17 18 118 X 83 8 B F,G F.G 1H2 25 1/2 x 25 B B F,G F,G IH3 25 1/2 x 37 3/8 8 8 F,G F,G,H,I 1H4 25 1/2 x 49 5/8 B F.G F,G,H.1 1H45 25 1/2 x 55 1/4 8 8 F,G F,G,H 1 1 H5 25 1/2 x 62 B B 13 F.G F.G,H,I 1 H6 1H7 25 1/2 x 71 25 1/2 X 83 8 8 F,G.J,K F.G,J.K 30 1/2 x 26 29 1/2 X 25 8 B 8 F.G F,G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 B 8 F G F,G,HI 30 1/2 x 5o 5/8 29 1/2 X 49 5/8 B 8 F G F,G,H,1 30 1/2 x 56 1/4 29 1/2 X 55 1/4 8 B F.G F,G,H.I 30 1/2 x 63 29 1/2 X 62 B B 8 G F, F,G,H,I 30 1/2 x 72 29 1/2 x 71 8 F.G. Hj F.G.J.. 30 1 2 x 84 29 1/2 X 83 62236X25 B 13 F,G F,G 23 36 x 37 3/8 8 B F,G F,G,H,L 24 36 X 49 5/8 8 8 F,G F,G,H,I 245 36 x 55 1/4 B 8 F'G'H'1 F'G,H,I 25 36 x 62 36 X 71 8 8 F,G.H,1 D,E,F,G,H,( 26 27 36 X 83 8 B F,G,J,K . F.,G,H,I,J,K 42 x 26 41 X 25 8 8 8 8 F,G . F,G,H,1 42 x 38 3/8 41 x 37 3/8 B 8 F,G F,G,H,i 42 x 50 5/8 41 x 49 5/8 B B F,G,H,I F,G,H,I 42 x 56 1/4 41 X 55 1/4 8 8 F,G,H,I D,E:F,G,H,1 42 x 63 41 x 62 8 B F,G,H,1 D,E,F,G,H,1 42 x 72 41 X 71 41 X 83 8 8 F,G,J,K F,G,H,I,J,K 42 x 84 48 x 26 47 X 25 B A,C A. F,G F,G F,G,H,I 48 x 38 3/8 47 x 37 3/8 B B F,G F,G,H,I 48 x 50 5/5 a7 X a9 5/8 B A:C F.G,H,1 F.G,H,I 48 x 56 1/4 47 X 55 1/4 B A•C F,G,H,I D-,E.F,G.H.I 48 x 63 47 x 62 47 X 71 8 A,C F,G,H,I O,E,F,G,H,I 48 x 72 47 X 83 FJK OEFGHiJK 48 x 84 52 1/8 x 25 8 A,C F,G F, G F. G F. G.H:I 3233 52 1/8 X 37 3/8 B 6 A, C A, C F,G,H,I F,G.H,I: 34 52 1/8 x 49 5/8 8 A,C. F,G,H,1 O.E.F.G.H.1 34 52 1/8 X 55 1/4 a A'C F,G,H,1 D,E.F.G.H.1 35 52 1/8 x 6 52 t/ 8 x 71 B A,C F.G,H,1 D,E.F,G.H,1 36 52 1/ 8 x 83 8 A,C F.G,J.K D,E,F,G,J,K.J,K 37 VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. (c . 5) USE SIUCONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H. G e + [, 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. EXTERIOR OFWINDOWFLANGE. F r '1Y 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE Cal ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE,. FOR. THE / APPROPRIATE DESIGN PRESSURE REO'D. 1 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF.ASTM C I Q j E1300 GLASSCHARTS. 8).. LETTER DESIGNATIONS ON THE, TAPCON LOCATION CHART INDICATE H "N WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE + INTERNATIONAL, .ING EXTERIOR ELEVATION AS A KEY_ _ I 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON = FLORIDA EXTRUDERS SANFORD, FLORIDA i ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH_ jl TO PROVIDE MIN. 5/8, IN.. EMBEDMENT INTO WOOD BUCK. / TITLE: INSTALLATION DETAIL 10) FLORIDAEXTRUDERS1.000 SERIES SINGLE HUNG IS SHOWN.. THIS PRINT ALSO APPLIES, TO THE FLORIDA EXTRUDERS 1500 AND 2000 . E J T 1. O N...- 11).SERIES SINGLE' HUNGS.Ey i WHERE WINDOWIS INSTALLED IN .MASONRY OPENING WITH A STRUCTUAL. TWO, BY WOOD BUCK, USE #10 SCREWS OF SUFFICIENT LENGTH. TO . ACHIEVE 1-3/8- MIN, EMBEDMENT AT VIEWED FROM EXTERIOR ALL INSTALLATION FASTENER LOCATIONS. SGL. HUNG FLANGE WINDOWS — SERIES 1000 150.0..&..2000 DRAWN BY. BB APPROVED BY. is -S DATE: 1 0/09/0I SCALE: NTS DWG.: FLEXOO I S PRFP4RFI1 AY- PRnouci & APPUCATI0 ENGINEERING. INC.; 250 INTERNATIONAL PKY., SUITE 250. HEATHROW, FLORIOA"3?746--PHONE a07 805-0365 FAX 407 805-0366 GLAZING .(TYPJ ...... ,, - SEE NOTES) WINDOW JAMB f WIDTH PERIMETER INSTALLATI N ANCHOR CAULK. #8 WOOD SCREW A CCOBTUCOE BY OTHERS OTHERS. SECTION B—B B e WINDOW 24' O.C. . HEIGHT MAX. (TYP.) EQUALLY SPACE ANCHORS CTYPJ WIND W HEIGHT NOTES: 1) SHIM AS REQ'D..AT EACH. INSTALLATION ANCHOR. GLAZING (TYP.) SEE NOTES) MAX. ALLOWABLE SHIM STACK TO BE -1/4". 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH.. TO ACHIEVE MIN. EMBEDMENT OF 1" INTO WOODBUCK. A 6, MAX - 4) USE SILICON IZED. ACRYLIC '.CAULK BEHIND WINDOW FIN TYPJ AT HEAD, SILL & JAMBS. S) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL 6' MAX. ( TYP.) AROUND EXTERIOR OF WINDOW FRAME. 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH, NEXT LARGER SIZE. FIN TYPEELEVATION7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF WINDOW FRAME - ASTM E1300 GLASS CHARTS. SIIMARBLE SILL 8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. PERIMETER VIEWECI FROM EXTERIOR THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUDERS 1500 CAULK fff STOOL AND 2000 SERIES SINGLE HUNG WINDOWS. PRU AKLV VT: - rNUVULl 6 FlrrL1LHIlUM LnulJvC-- *-- -- --- INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN HEAD & SILL EACH. JAMB CALL WINDOW .' UP TO 70 PSF UP TO 70Fi F ---nSIZESIZE 2024 23 1/2 X 27 1/2 ' .. 2 2 22030231/2 X 35 1/2 2 32038231/2 X 43 1/2 . 2 32040. 23 1/2.x 47 1/2 2 32044231/2 X 51 1/2; 2 32050231/2 x 59 1/2 2 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.. 2430 27 1/2 X 35 1/2. 2 2. 2438 27 1/2 x 43 1/2 2. 3 2440 27 1/2 X 47 1/2: 2 3 2444 27 1/2 X 51 1/2 2 3 2450 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 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 711/2 2 4 2870 31 1/2 X 83 1/2 2 4 3024 35 1/2 x 27.1/2 2 3030 35 1/2 x 35 1/2 2 2 3038 35 1/2 x 43 1/2 2 3 3040 35 1/2 x 47 1/2- 2 3 3044 35 1/2 X 51 '1/2 2 3 3050., 35 1/2 -x 59 1/2. 2- 3 3060 35 1/2 X 71 1/2 2 4 _ 3070 35 1/2 X 83 1/2 2 4 3424 39 1/2 x 27 1/2 3 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 22 1/2 3 2 3330 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 407047 1/2 X 83 1/2 4 INSTALLATION ANCHOR CHART, QUANTITY . IN QUANTITY IN CALL : ` WINDOW" HEAD & SILL EACH JAMB .. UP."To 70 PSF UP TO 70 PSFSIZESIZE 12 .- 18 1/8 X 25 2 2 3 11. 18 1/8 X 37 3/8 2 3 14 .r11 18 1/8 X 49 5/8 2 31-45 ' -.11 18 1/8 X 55 1/4, 2 15 18 1/8 X 52 2. 4 16 18 1/8 X. 71 2 4 17 18 1/8 x 83 2 4 2 1H2 25 1/2 X 25 2 3 1 H3 25 1/2 x 37 3/8 2 3 1H4 25 1/2 x 49 5/8 2 3 1H45 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 26 29 1/2 X 25 2 3301/2 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 30 1/2 x 56 1/4 29 1/2 X 55 1/4 2 3 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 1/2 x 84 29 1/2 X 83 2 22 36 X 25 3 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 84 47 X 83 2 32 52 1/8 X 25 3 3 33 52, 1/8 x 37 3/8 3 3 34 52 1/8 X 49 5/8 3 345 52 1/8 X. 1/4 3 3 35 52 1/8 x 62 3 4 36. 52 1/8 x 71 3 4 37 52 1/8 x 83 3 4 JAME (I X E X I%8 1CAB S,H. UK TON 8 X I Y 2 SELE APtNG ToiSMS X2 X 3/$ 01`E BY `irD+r`__ JETAl' J. tCO 0.-! Li /^. E_ RCRE-T= DR MASONRY By 'OTHF-RS i +/d' MIN: TAPPING Mow 9 SMSlf et - SEALANT BE 1,•` = i.: % f SEALANT a=TW, Ut MULLION:. - -+\ 8 h IMi' L 1;1 i _ r' '<' X .3 a LJ T4 k IN1X [ 1/ 15 X :i8 IAy M - 1. G GC8 5. . Tl, ! LL,.u 1 i x 3/8 1C^u S, H. —} BG0 S:N. - I `B.. .'MtJ1_? -i!ti JRMB (TYR) t i— I r jA T At PitiE SMS T SFPI?titS SMS qr SEALANT T Dc T W EFN WINDOW FLANGES MULLION 8 X 1- 1/ 2 SELF rh G SMS SrEQ1: l IL \ ry-' n ,5 i iTUBE MxtL'_ N JAMB ; I Yr:) } i000 S.H, ' JAF': B TYP,3 8IX7 1/2 SELF A.- riNG SMS SEALANT BETWEEN WINDOW FLANGES MULLION X -?/.c SELF. ARPING SMS c a X - 1/2 SEL- SEAL AN nE WEF_N TAC3 S WINDOW FLANGES 3 ULL.i N j, a.SEI eP?IINC; SMS ! 8 X 1/2 SELF TAPPING SMS N mot___ SEALANT BETWEEN WINDOW FLANGES MULLION 8 X - 1/2 ' SELF TAPFITl SMS N`cTAL_ATi":' i ANCHOR 3%i6, . I:=A. EXTERNAL MULLION li_N ' 'r I APPLIES TG F'EAD 4C SI+_t._ kI-ERE ,"'X 4" r , iI & 2'' X USE' kY L;"zS ;;RE :;SEC` V Q I AI S. Y ±/ g_f } I i`1STALEA.TION ANCHOR TAPPING r. 3lirh. TAPC fiV S SGREANCHOR .TYR.: l i i i r SIl L Irt IF . 1 \SEALAiv i B T .'tN i WI•.tiD`3 v F_ANGE. S I 1 1 /4' MT.N, i MULLION i .. EMBED14NE^{TR ADDI T ICNAI. A+;l t; R` uLE' Ra=QUT.., li I J ~SMS CTYF,:. D='ft, h li! O , i7 TAIL r . Y \ 3 J Z ' l r FLORIDA EXTRUDERS INTERNATIONAL; INC SANFORD, FLORIDADA s TITLE: _ _ L _ Mom. Yi ' ON SE ; iiJi iS SEE. H R S I BE t StiFET c OF ?) FOR S T IN PRESSURE CAPACITIES. DRAWN BY: M S H APPROVED BY: , InATP..•P / 1 /nr' I grAT. F `i=\ nwr,.( i A DESIGN PRESSURE CAPACITIES SERIES 1000 1500 FLANGE VORTICAL CAPACITY 1 CAPACITY {CAPACITY CAPACITY CAPACITY 1 CAPACITY CAPACITY WINDOW 1 CAPACITY WINDOWi 1 X2X 1 /8 CAPACITY i X2X1 81 / i CAPACITY 1 1X2X3/8 1 CAPACITY 1X2X3/8 CAPACITY ;CAPACITY 1X2 7/16X1/8i:1X2 7/16X1/8 X2 7/16X3/81X2 7/16X3/81 MULL TUBE MULL 1X4Xt/8 TUBE MULL 1X4X1/8 TUBE . MULL 1X4X3/8 1X4X3/8 ; 2X4X3/8. 1 TUBE MULL ! TUBE MULL TUBE MULL CALL TIP -TO -TIP ;TUBE MULL: TUBE MULL TUBE MULLj2ANCHORS i TUBE MULL 4 ANCHORS TUBE MULL I 2 ANCHORS TUBE MULL $TUBE 4 ANCHORS j 2 ANCHORS i- 4 ANCHORS 1 SECTNA A(5) SECTNA AR6 SECTNA-A 6 A- SECTNA A 7 SIZE SIZE Z ANCHORS SECT. 1 4 ANCHORS SECT. A -A 1 !SECT. A-A(2) SECT A-A(2) SECT. A-A(3) 1 SECT. A-A(3Z; SECT. A-A(4) SECT. A-A(4) 1_ SECTNAHA(5) A -A i. 336.52 692.83 i 336.52 732`42 336.52 1732.42 791.81. 1187.72 i 791.81 11187.72 1 1187.72 12 19 1 /8 X 26 336.52 i 732.42 209.72 ^' 456.46 209_72 456_46 493.47 740.20 493.47 740.20 740.20 13 119 1 /8 X 38 3/& 209.72 1317.66 r - 209 72 429.55 1-._-- -- 271.$3 1359.41 539.12 359.41 539.12 539.12 14 1131.23: 19 1 /8 X 50 5/8 131.23 __ 152.75 177.46 127.29 152.75 135.81 11 193.92 139.09 152.75 r-- 135.St 194.97 i 319.55 460.17 319.55I 479.33 479.33 145 19 1 /8 X 56 1 /4 94.13 94.13 1.27.29 97.48 97:48 1 19.85 136.64^ 282.02 423.03 282.02 423.03 423.03 - 15 19 1 /8 X 63 65. g7 65.97 89:211 _____ 89.21 y r64.27 64.27 T _ _ - 90.09 90.09 : 212.62 21212.62 296.98 . 296.98365.75 16 1--- 19 1 /8 X 72 43.49 7 43.49 ,_ 58.81 j 58 81,-__ 36.45 55.84 i 55.84_ T- 131.79 131_79- i 184.08 184.08 294.03 _ 17 19 1/8 X 84 26.96 26.96 36.45 1 618.52 927.78 31618.52 1927.78 927.78 1 H2 26 1 /2 X 26 , 262.87 j 3j572.1 1 262.87 541..2041-____-- 262:87 572.13 - 262.87 1 157.93 572.13 1343_74 371.61 557.41 371.61 557.41 557.41 H3 6 1 2 X 38 3 8 157.93 239.21 157.93 323.48 7.251t3.20 157.93 343.74 113.20 201.45 1266.35 399.53 266.35 399.53 399.53 H4F-1 6 1 /2 X 50 5/& 97.25 - 9 193.89 - 131:51 93.89 113.201 100.17 143.71 1102.59 100.17 143.81 235.70 339.42 2.35.70 i 353.55 1353.55 1 H45 6 1 /2 X 56 1 /4 69.43 169.43 _ .1310.65' i 65.51 71.58 71.58 100.34 207.10 i 236.83 207.10 i 310.65 1 H5 i 26 1 /2 X 63 48:44 _ 48.44 31.79 ___-' i 65.51 _ 42.99 142.99 46.98 46.98 88 01 1 65.86 1 65.86 i 155.44 155.44 217:1 1 217.1 1 267.38 1 H6 26 1 /2 X 72 31.79 I 1 9.62 1 26.53 26.53 ` 1 28.99- 1 28.99 40.64 40.64 1 95.93 i 95.93 1 133.99 i133.99 1214.02 1 H7 . 2 2 i 26 1 /2 X 84 • 19.62 37 X 26 216.75 1471.75 216.75 1471.75 216.75 - 471.75 i 216.75 i 471.75.51 a j 765 510 765 1765 431.36i3250.32 1 122.22 2 6600122.22 266.00 1287.57 1431.36 1287.57 431.36 23 l37 X 38 3/8 122.22 i 185.12 i 1122.22 18. 99.17 185.36 `-r108.37 i 85 151.91 200.86 1301.29 1200.86 301.29. 130--------------- 1.29 50 8 73.34 137 56 51.97 73.34 i 51.97 70.28 70.28 i : 74.98 76.79 74.98 _r107.65 176.43 254.07 1176.43 _ 264.64 --- 264.64 245 X 1 /4 -- i !- 1 48.70 48.70 i 53.21 153.21 65.43 74.59 1 9153. 6 176.06 1 153.96 1230.94 230.94 _ 25 37 X 63 ; 36:01 36.01 1131.74 1 48.62 48.62 1 14.76 1 14.76 131.61 1 160.30 1197.41 26 I 37 X 72 , 123.47 j 23.47 31.74 34.69 _ 134.69 121fi: 29.81 i70.36 70.36 f98.27 98.27 i i 156.97 27 37 X 84 11 4.39 1 14.39 119 46 i 19.46 394. 49 121. 26 1191. 61 1 Jig T29. 81 i J 7.04 .. ° 450.85 676.28 1450.85 1 676.28 1 676.28 32 53 1/8 X 26 i 191.61 417.04 i-- 1 191 .61 1 417.04 214. 14 191. fi1 r ,, , i3.38 .. 24.4 14 231.50 1347.25 1231.50 347.25 347.25 33 3 1 /8 X 38 3/ & 9 8.3 8 1 9. 02 14+------ 56. 23 98. 38 165. 45 201. 51 76. 04 I 98.38 65. 45 183.091_fi. 7 34 00 1. 231.01 - 1154.00 r- 1231. 01 231.01 34 53 1 /8 X 50 5/8156.23 156.73 :' r 81.44 1133.48 192.22 133.48 1200.23 200.23 3453 1 / 8 X 56 1 /4 39.32 39.32 53.17 53.17 1 56.73 1 58. 10 39.78 48.91 j 55.71__ 1 1 i5.08 j„ 1131.60 1115.08 1172.63 1172.63 35 53 1 /8 X 63 1 26.92 26,92 1 36.40 136.40 i 23. 45 39.78 25.62 j 25.62 135.92 35.92 84.77 184.77 97.21 1 18.41 145.82 36 53 1 /8 X 72 17.34 j 1 7.34 23.45 r 15. 53 t j 15. 53 r i 21. 77 I' 21.77 , 51.39 i 51.39 171.78 j 71. 78 1120.81 37 53 1 8 X 84 1 10.51 10.51 14.21 i 14.21 SERIES 1000 & fi 500 FLANGE VERTICAL` f FLORIDA... EXTRUDERS INTERNATIONAL, INC sANFORD, FLORIDA MULLION DESIGN PRESSURE CAPACITIES r TITLE - : f 1S,u SHEET'2OF2r`.`' VLRT L i n ANC i J`Li 1 ooc ' : NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON DRAWN BY: - `? APPROVED BY. FASTENERS REQUIRED . AT DESIGN PRESSURES GIVEN EACH END. ARE FOR 1.5 X C iL '! - 1 0 DATE Ji% SCALE: r i i DWGV M >_ P G 2 r j I i 1000 S.H. JAMB (TYPJ' 1 X 2 X 1/8 1000 S.H. 1 X 2 X 3/8 TWO .BY WOOD1TUBEMULLIONJAMB (TYP.)`TUBE MULLION BUCK BY ETHERS DETAIL C SEALANT BETWEEN SEALANT BETWEEN TUBE MULLION INSTALLATION ANCHOR #8 WOOD WINDOW FRAME WINDOW FRAME SCREW (TYP.) MULLI N & MULLION 8 X 1-1/2 SELF #8 X 1-1/2 SELF EXTERNAL MULLION TAPPING::.SMS TAPPING SMS I INSTALLATIONALLATION CLIP MULL N SECTION A -A (1) SECTION A -A (Z SH APPLIES TO HEARD, & SILL WHERE 1 X 4 1 X 2" 7/16 X 1/8 - & 2" X 4" TUBE MULLIONS ARE USED 1000 1 X 2 -7/1A 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 7/16" TUBE MULLIONS ARE USED 1000 S:H. JAMB (TYP.) 8 X 1/2 SELF SMS INSTALLATION ANCHOR 8 X 1/2 SELF 8 X 1/2 SELF1011"llo.TAPPING DETAIL B 8 WOOD SCREW TAPPING SMS TAPPING SMS TYP.) SILL CLIP f SEALANT BETWEEN 8 X 1-1/2 SELF WINDOW FLANGES 1 1/8' MIN. SEALANT BETWEEN WINDOW FRAME SEALANT BETWEEN WINDOW FRAME TAPPING SMS MULLION EMBEDMENT MULLI N MULLION SECTION A -A (J SHEATHING 8 X 1-1/2 SELF 8 X 1-1/2 SELF 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 3/8 e, , ( FOR ADDITIONAL ANCHORS, WHEN REQUIRED) TUBE MULLION TUBE MULLIONN Q 1000 S.H. JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS L SEALANT BETWEENWINDOWFRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A. (5 IFT0 -O 8 SELF TAPPING SMS (TYP.) DETAIL B MULLION 8 X 1/2 SELF ELEVATION Q TAPPING SMS VIEWED FROM .EXTERIOR SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (6) 1 9 2UL 2 A FLORIDA EXTRUDERS INTERNATIONAL, SANFORD, FLORIDA TITLE: SER. 1000/1500 . F I N SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: MSH APPROVED BY: DATE:2/6!02 SCALE: NTS OwG.- 1VMF IN SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY 7/16X3/8 CAPACITY. 1 X4X 1 /8 CAPACITY 1 X4X 1./8 CAPACITY 1 X4X3/8 CAPACITY 1 X4X3/8 CAPACITY 2X4X3/8 WINDOW WINDOW 1 X2X 1 /8 1 X2X 1 /8 . 1 X2X3/8 1 X2X3/8 X2 7/16Xt/8 TUBE MULL t X2 7/16Xt/8 TUBE MULL t X2 7/16X3/s TUBE MULL X2 TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULLCALLTIP -TO -TIP TUBE MULL TUBE MULL TUBE MULL ANCHORS TUBE MULL 4 ANCHORS ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 4 ANCHORS. 6 ANCHORS 4 ANCHORS 6 ANCHORS 61ANCHORS SIZE SIZE 2 ANCHORS SECT. A -A .1 4 ANCHORS SECT. A -A 1 2 SECT. A -A 2 SECT. A -A 2 2 SECT. A -A 3 SECT. A -A 3 SECT. A -A 4 SECT. A -A 4 SECf.6 A. -A 5 ,, SECT. A-A(S) SECT. A -A 6) SECT. A -A 6 SECT. A-A(7) 403.67 201.83 403.67 , . 403.67 605.50 403.67 .605.50 605.50 12 18 1 /8 X 25 201.83 403.67 201.83 403.67 201.83 13 18 1 /8 X 37 3/ 125.78 251.57` 125.78 251.57 125.78 251.57 125.78 251.57 ,:: 251:57.; 37?s3.6. 251.57 _ 377 6 - 377.36 14 18- 1 /8 X 49 5/ 91.61 129.63- 91.61 178.41. 91.61 183.23: 91.61 183.23 183.23 274.84 183.23 274.84 = 274.84 145 18 1 /8 X 55 1 /- 81.45 92.98 81.45 127.97 81r 45 136.55 81.45 162.91 162.91" 244.36 162.91 244:36 244.36 15 18 1 /8 X 62 65.16 65:16 71.88 89.68 71.8.8 95.70 71.88 - 135.52 143.77 215.66 143.77 215.66 215.66 16 18 1 /8 X 71 126.63 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 36.65 36.65 39.11 39.11 52.64 55.38 105.29 128.92 105.29 157.94 157.94 157.66 315.32 315.32 472.98. 315.32 472.98 472.98 1 H2 25 1 /2 X 25 157.66 315.32 157.66 315.32 157.66 315.32 1 H3 5 1 /2 X 37 3/ 94.72 189.44 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 6789 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 6008 ' 100.72 60.08 120.16 120.16 1.80.24 120.16 180.24 ; . _ 180.24 1 H5 25 1 /2 X 62 47.85 47.85 52.79 65.86 52:79 70.28 52.79 99.52 10558 158.37 105.58 158.37 15$.37 1 H6 25 1 /2 X 71 31'.40 31.40 43.22 43.22` • 45.43 46 12'. -: 45.43 65.32 90.87 136.31 90.87 136.31 1.36:31 1 H7 25 1 /2 X 83 19,38 19.38. 26.67 26.67 28.46 28.46 38.32 40.31 76:64 93.84 76.64 114.96 1.4:96 130 260 130 260 260 390 260 390 390 22 36 X 25 130 260 130 260 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 36 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 36 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 29.56t 29.5,6 56.2;1 68.83 56.21 84.32 84.32 32 52 1 /8. X 25 114.92 229.84 114.92 229.84 1 14.92 229.84 1 14.9Z 2,79.84 229.84 344.77 229.84 344.77 344.77 33 2 1 /8 X 37 3/ 59.01 118:02 59.01 1 18.02 59.01 118.02 59.01 1 18m 1 18.02 ` 177.03 118.02 177.03 . 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 / 34.02 38.84 34.02 53.45 34.02 57.04 34.02 68.05 68.95 102.07 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 56 74.34 49.56 .. 74.341- 74.34 37 52 1 /8 X 83 10.38 10.38 114.29 15-25 15 25 = 20.53 121.59 141.06 150.27 41.06. 61.59 61.59 _ SERIES 1000 & 1500 FIN VERTICAL INTERNATIONAL, -INC FLO RIDA EXTRUDERSITME:. sANFORD, MULLIO:N DESIGN PRESSURE CAPACITIES FLORMA SHEET. 2 OF 2 DES I GN PRESSURE CAPAC I T I ES F I N FE 2Q 2. VERT I CAL MULL I NS - SER• 1000 1500 NOTE: A) NUMBER OF ANCHORS NOTED FOR J8 SCREW FASTENERS REQUIRED AT EACH END. DRAWN BY: JBH APPROVED BY: R) nFCirm pQvccnRrc rivp*ti AM: FOR 1.5. X r, i ,er_ t r T inc or . 7 INSTALLATION ANCHOR DOOR WIDTH /4' MAX. SHIM SPACE INSTALLATION ANCHOR SHIM AS RE'Q'D #8 SCREW TWO BY WOOD #8 SCREW SE HEATHING (SEE NOTES) 1-1/8 MIN:' BY OTHERS YOTHERS EMBEDMENT TWO H WOOD CAULK BETWEEN TWO BY WOOD BY OTHERS DOOR FLANGE SLIDING GLASS 8 SHEATHING 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 INSTALLATION ANCHOR 8 SCREW - 1 1/8" MIN. MIN. EMBEDMENT EMBEDMENT - TEMPERED GLASS STUCCO CAULK BETWEEN OR SIDING CTYP.) DOOR FLANGE BY OTHERS & SHEATHING SLIDING GLASS DOOR FRAME PERIMETER HEAD CAULK BY _ SHEATHING OTHERS BY OTHERS PERIMETER SHEATHING . BY OTHERS . CAULKBYTEMPERED GLASS TEMPERED OTHERS STUCCO CTYP.> STUCCO OR SIDING E OR SIDING GLASS ( TYP.) BY O SLIDINGGLASSDOOROTHERSBY OTHERS INTERLOCK DOOR. HEIGHT SECTION -B HOOK STRIP DETAIL Lo 1 D>q- XT uDERS r Yk. L).t l it + ... . _ _ a NOTE S: 1) DOOR MATERIAL: ALUMINUM ALLOY6063'. - - 2) # 8 INSTALLATION SCREWS MUST BE OF 'SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/8' INTO WOOD. TPCON TYPE INSTALLATIONANCHORSAT 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 SucONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD-R .JAMBS. _. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. SLIDING GLASS 6) 1LARGEREXACT SIZDOOR E, FORZTHE APPROPRIATETEE IS NOTLISTEDINANCHORCHART. USE DESIGN PRESSURE REa' D-NCI+OR QUANTITY LISTED WITH NEXT T FINISHED OPENING DOOR FRAME / i 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE g' CONFIGURATION SILL t B B PLACE INSTALLATION ANCHORS_ IN FRONT OF HOOK STRIP AS SHOWN. 8) GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 9) DOOR UNIT 1S APPROVED USING TEMPERED GLASS-_Iri SINGLEGLAZEDDR INSULATING GLASS. p 10) .JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. I1)' SHIM AS REO' D. AT EA. SET OF'INSTALLATION ANCHORS. MAX_ ALLOWABLE SHIM STACK TO BE 1/4'. 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT. MATERIALS A 13) WHERE 'X' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. F- 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING,' HOWEVER INSTALLATION EXTERIOR EL D EMBEDMENT SECTIONS 'A - A', 'B- 6 HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED a O n 1- 1/ 4' MIN. CONFIGURATIONS. 2 PANEL DOOR SHOWN 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN- THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. pp p REV DESCRIPTION DATE iNL EXTRUDERS . LIBERALLY APPLY FLORID CAULKING. UNDER SILL _ INT. INC. SANFORD ... F1... OR SET SILL IN BED INSTALLATION ANCHOR. g OF CONCRETE 3/ 16' DIA_ TAPCON TITLE: SLIDING GLASS DOOR SECTION A -A INSTALLATION . WITH #8 SCREWS i - DRAWN BY: BB APPROVED BY: on ATE: _ 12/17/ 01 SCALE: NTS DWG #FLEX0027 SHT 1 OF PRrPARrn Rr- PonniLCT L APPLICATION ENGENEERING. INC.. 250 INTERNATIONAL PKVY., SUITE 250. HEATHROW. FLORIDA. 32746. 407-805-0365 FAX a07-805 -0366 8 SCREW INSTALLATION ANCHOR CHART NOMINAL DOOR QUANTITIES IN HEAD SILL QUANTITIES IN EA. .JAMB QUANTITIES IN EA. HOOK STRIP DOOR UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TOSIZEANDSIZE CONFIGURATION 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 4068 XX, OX, XO 48 X 80 6 6 6 8 8 8 8 8 8 4 4 4 4 4 4 5068 XX, OX, X 60 X 80 6 6 6 8 8 8 4 4 4 6068 XX, XX 72 'X 80 8 8 8 8 8 8 4 4 4 8068 XX, X, X 96 X 80 10 10 10 8 8 8 4 4 4 10068 XX, X XO 120 X 80 12 12 12 10 10 10 5 5 5: 5080 XX- x, X0 60 X 96 6 6 6 10 10 5 5 5 6080 XX, OX, XO 72 X 96- 8 8 8 10 10 10 10 5 5 5. 8060 XX, X, X 96 X 96 10 10 12 10 12 10--- :_ 10 10 5 5 5 10080 XXI OX XD 120 X 96 12 12 12 6' 6 6 50100 XX, X, X 60 X 120 6 6 6 12 12 12 12 6 6 7 60100 XX, X, X 72 X 120 8 8 8. 12 12 12 6 7 8 80100 XX DX XO 96 X 120 0 0 8 8 8 4 4 4 9068 OX0 109 -1/8 x 80 12 12 12 4 4 12068 OXO 145 1/8 X 80 "14. 14 14 8 8 4 4 4 15068 OXO 181 1/8 X 80 16•= 16 16 8 8 10 8 10 4 5 5 5 9080 X 109 1/8 X 96 12 12 12 10 10 5 5. 5 12080 X 145 1/8 X .96 14 14 14 10 10 10 10 5 5 5 15080 X 181 1/8 X- 96 16 16 16 10 1 12 12 5 7 8 90100 X 109 1/8 X 120 12 12 12 12 12 12 5 7 8 120100 OXO 145 1/8- X 120 14 14 ' 14 12 8 4 4 4 9068 XXX 106 5/8 X 80 12 ' 12 12 8 8 4 4 4 12068 XXX 142 5/8 X 80 14 14 14 8 8 8 4 15068 XXX 178 5/8 X 80 16 16 16 8 8 8 4 4 5 5 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 5 5 5 15080 XXX 178 5/8 X 96 16 16 16 10 10 10 7 8 90100 XXX 106 5/8 X 120. 12 12 12 12 12 12 6 7 8 120100 XXX 142 5/8 X 120 4 4 4 12 12 12 6 4 10066 OXXD 119 5/8 X 80 12 12 12 8 8 8 4 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 10080 OXXO 11 / x 12 12 12 10 10 10 10. 1 1. 0 5 5 5 12080 OXXO 143 5/8 X.96 14 14 14 5 5 5 16080 Oxxo 191 5/8 X 96 18 18 I8 10 10 10 7 8 100100 OXXD 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 4 10068 XXXX 11 1/4 X 12 12 12 4 4 - 4 4 12068 XXXX 141 1/4 X 80 14 14 14 8 8 8 4 4 16068 XXXX 189 1/4 X 80 16 16 16 8 8 8 - 4 4 5 10080 XXXX 117 1/4 X 96 12 12 12 10. 10 - 10 5 5 5 5 12080 XXXX 141. 1/4 X 96 14 14 14 10 10 10 5 5 S 5 1- 6080 XXX-X 189 1/4 X 96 16 16 16 10 10 10 5 7 8 i00100 XXXX 117 1/4 X 120 12 12 12 12 12 12 8 120100 XXXX 141 1/4 X 120 14 14 14 12 12 12 5 T 7 160100` XXXX 189 1/4 X 120 16 16 19 12 12 12 5 7 - ANCHOR NOTES i> FDR MASONRY OPENING w/Tw BY WOOD BUCK USE SAME ANCHOR QUANTLTIES. ms"'NE CIVIL S` A`E` N.T.S. °vG " FLEX0027 j Fl. REG ND: 4 - - REV.: LETTER: SHEEL 4.. i f - 7182 2 OF 2 Universal Forest Products Shoffner LLC Re: 53914355 Centex Homes Orlando 2509 A & B Floor 99 Lake Monroe The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 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 BCLL 0 BCDL 5 My license renewal date for the state of Florida is February 28, 2005 11 /7/2003 John Presley License #) dattached. 86 The seal on this drawing ines acceptance of professional engineering responsibility solely for the truss component(s) listed a 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 Fix: (336) 476-9146 Job Truss 53914355 FTi type I ay Ply 00 S Centex-Vrlanoazovar+o---j- - 1 Job Reference o tlonal ! nnq KAiTc4 1-i-fliaa Inr._ Tue Au0 05 12:52:16 2003 Page 1 g A 8 C D E F T1 O H l 3.6 T120 FP= LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 CodeFBC2001/TP12002 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 Scale .1 3x6 TL20 FP= J K L M P a R N OTV GSI DEFL in loc) Vdefl Ud PLATES GRIP TL20 245/193 TC 0.05 Vert(LL) n/a n/a 999 BC 0.01 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 S n/a n/a Weight: 91lb Matrix) BRACING TOP CHORD - Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD. end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) AAB 147/20 o 8S 147/20-10I81Z6147/20-810-8, Y 4147/20-10-8, X=147/20-10 8, W=147/20-10.8, V=145/20- 018, U 152/20-10-8, T=l 18/20-10-8 Max Horz AJ=3(load case 1) r• `_ 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, K-L=-3, L-M=-3, M-N=-3, N-O=-3, O-P=-3, P-Q=-3, Q-R=-3BOTCHORDAI-AJ=O, AH Ai=O, 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=3, W-X=3, V-W=3, U-V=3, T-U=3, S-T=3AD=-133, G-AC=-133, H-AB=-133, I-AA=-133, J-Z=-133, K-Y=-133, M-X=-133, N-W=-134, O-V=-132, WEBS B-AI=-133, C-AH= 134, D-AG=-133, E-AE= 133, F- P-U=-138, Q-T=-110 U 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 ANSIlTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingonIbissheetistoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandwhereindicatedandwithin4" of interior joints. Bracing indicated permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design informationasitmayrelatetoaspecificbuilding. 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 r Shop No: 53914355 Contractor/ Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT1 Job Truss 5391d355 --JFT2 Truss Type, Oty Ply Centex-1 FLOOR 9 1 Job Ref, a- tek ice.. 5.100 s May 30 2003 MTeM 1&B2nd1jjsW8-5-3 1 nl _ 1 1-3-0 9I-k" 5x4 TL20= 1.5x3 TL20= 1.50 TL20= 5x4 TL20= 1-4-8F-I 3x6 TL20 FP = 1.5x3 TL20 11 n H 3x6 TL20= I J 0-1H-8Scale .1 5x4 TL20= 1.5x3 TL20= K Z 5x5 TL20- 5x4 TL20= 1.5x3 TL2011 3x10 M111t5rl rr 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 LOADING psf) SPACING 2-0-0 CS1 DEFL in Vert(LL) -0.38 loc I/deft Ud Q-R >642 360 PLATES GRIP MI118H 195/188 TCLL 40.0 Plates Increase 1.00 TC 0.65 BC 0.98 Vert(TL) -0.60 Q-R >412 240 TL20 245/193 " TCDL 10.0 Lumber Increase BCLL 0.0 Rep Stress Incr 1.00 YES WB 0.55 Horz(TL) " 0.09 L n/a n/a Weight: 107 lb BCDL 5.0 CodeFBC2001/TP12002 Matrix) LUMBERBRACING TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, er TOP CHORD 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS ( lb/size) W=1131/0-8-0, L=1125/0-3-B FORCES ( lb) - First Load Case Only TOP CHORD W-X=-1124, X-Y=-1124, A-Y=-1124, L-Z=-1119, K-Z= 1118, A-B=-1108, B-C=-2887, C-D=-4048, D-E=A048, E-F=A769, F-G=A769, G-H=-4679, H-1=-4085, 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, O-.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=1033, I-N=-977, C-U=-988, 1-0=644, C-T=627, H-O=-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. . 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 ANSVTPI 1-95 quality requirements. Plates shalt be of size and type shown and centered at joints unlessotherwisesnotl 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 permanentbracingrequiredfortheoverallbuildingdesign. Building Qesigner shall verify all design information on this sheet for conformance with conditions and requirementsofthespecificbuildingandgoverningcodesand, ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design informationasitmayrelatetoaspecificbuilding. 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 Truss Type 53914355 FT3 FLOOR Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr Oly _ Ply Cen1ex-Urlan00l25U9 AGitSnQV]SWo-D-a Mort 1. 1 Job Reference (optional) 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug 05 12:52:20 2003 Page 1 9 Scale -1:20. G H 1 J K LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Vd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 2451193 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 Weight: 57 lb BCDL 5.0 CodeFBC2001lTP12002 (Matrix) LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exc 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 (lb/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= 19, A-B=-3, B-C=-3, C-D=-3, D-E=-3, E-F=-3, F-G=-3, G-H=-3, H-I=-3, IJ=-3, J-K=-3 BOT CHORD U-V=3, T-U=3, S-T=3, R-S=3, Q-R=3, P-Q=3, O-P=3, N-0=3, M N=3, L-M=3 WEBS B-U=-133, C-T=-134, D-S=-133, E-R=-133, F-Q--133, G-P=-134, H-O=-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 bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection andpermanentbracingrequiredfortheoverallbuildingdesign.. Building Designer shall verify all design information on this sheet for conformance with conditions andrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. 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: 5,3914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT3 A&B2nd/jsk/B-5-3 4 A Job Truss Truss Type ly FLOOR 4..,,, 1 1 539i4355 FT4 a yf,. e Universal Forest Products,lnc., Burlington, NC 27215 Jeff Kerr 5.100 s May 30 2C ig 0512:52:21 2003 Page 1 Scale - 1:10.5 D E F A 8 G LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 CodeFBC2001/TP12002 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 CS1 DEFL in loc) Well Ud PLATES GRIP 245/193 TC 0.07 Vert(LL) n/a n/a 999 TL20 BC 0.02 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 G n/a n/a Weight:32lb Matrix) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exa end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/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=160/6-11-0 ORCES (lb) - First Load Case Only rOP CHORD L-M=-51, M-N=-51, A-N=-51, G-0=-63, O-P=-63, F-P= 63, A-B=-B, B-C=-8, C-D=-8, D-E=-8, E-F= 8 30T CHORD. K-L=8, J-K=8, I-J=8, H-1=8, G-H=8 NEBS B-K=-129, C-J=-135, D-I=-t30, 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 (Le, 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 bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection andpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verity all design information on this sheet for conformance with conditions andrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelateto, 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 L 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 53914355 Truss FT5 Inc., Truss Type 27215, d s Ply Centex-unan o./zowA&Rej1 V10No--- 1 . Job Reference o tional T_i. ..a...1.. Inn Tim Ann n512.52'21 2003 Paae 1 9,18r, ' 3°- 5x4 TL20= 1.5x3 TL20= 1.50 TL20= 3x4 TL20= X W piii:ql . 1.50 TL2011 3x6 TL20 FP 1.50 TL20 I I I u 0-1-eHScale - 1:32. 5x4 TL20= 1.5x3 TL20= 3x4 TL20= 1.5x3 TL20= I J K 3X10 MII18H YY= ^ "s — 5x5 TL20= 3x4 TL20= 3x4 TL20=. 1-6-0 4-0-0 6-6-0 1 9-0-0 10-2-0 12.8-0 15-2-0 17-8-0 19-2-0 19-2-0 LOADING (psi) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 50 CodeFBC2001/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 Z Y CSI DEFL in loc) Well Ud PLATES GRIP M1118H 195/188 TC 0.34 Vert(LL) -0.27 Q-R >827 360 240 TL20 245/193 BC 0.88 Vert(TL) .0.43 Q-R >530 WB 0.50 Horz(TL) 0.08 L n/a n/a Weight: 99lb Matrix) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, e) BOT CHORD end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 3EACTIONS (lb/size) L=1034/0-8-0, V=1034/0-8-0 ORCES (lb) - First Load Case Only rOP 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=-39J8, F-G=-3998, G-H=-3991 H-1=-3550, I-J=-2578, J-K=-1003 30T 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 bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection andpermanentbracingrequiredfortheoverallbuildingdesign.Building Designer shall verify all design information on this sheet for conformance with conditions andrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. 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 A Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT5 Job Truss Truss Type Oly Ply L;eniex-vnanoLye;jw mmun, 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 05 12:52:22 2003 Page 1 1_0_0 0-1-8 9 1 83 F— —I H Scale - 1:33. 50 TL20= 5x4 TL20= 1.5x3 TL2011 1.5x3 TL20= 1.5x3 TL20= 3x4 TL20= axe TL20 FIR = 1.54TL2011 3x4 TL20= 1.5x3 TL20= A B C D E F O H I J K W Y 7.121111` RP X X U T S R O P O N M 5x5 TL20= 3x4 TL20= WO M1118H FP= 50 TL20= 1.5x3 TL20 II 3x4 TL20= 9-1.8 1-6-0 4-0-0 1 6-6-0 1 9-0-0 10-3-0 12-9-0 1 15-3-0 17-9-0 1 19-3 0 19 3-0 Plate Offsets X Y: A:Ed a 0-1-8 K:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI TC 0.37 DEFL in (loc) Well Ud Vert(LL) -0.28 R >809 360 PLATES GRIP M1118H 195/188 TCLL 40.0 TCDL 10.0 Plates Increase 1.00 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 Weight:1001b BCDL 5.0 CodeFBC2001/TP12002 Matrix) 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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/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-I=-3592 IJ=-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, I-P=509, C-S=500, H-P=-473, E-S=-462, H-Q=173, 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 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. 10-0-0 fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or5) Recommend 2x6 strongbacks, on edge, spaced at oc and restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing is to buckling of individual members only and does not replace erection andwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet reduce design. Building Designer shall verify all design information on this sheet for conformance with conditions andpermanentbracingrequiredfortheoverallbuildingrequirementsofthespecificbuildingandgoverningcodesandordin9nces. 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 I Date Req:08/04/2003 Draw No:53914355FT6 r Job Truss Truss Type Oly Ply Centex -Orland, 2509 A02ndffsk/8-5-3 539/4355 FT7 ELOO z 1 sal 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 1_g q iT 1-3-0 1 0 - i N Scaler 1:27S 5x4 TL20= 1.50 TL20= 5x4.TL20= 1.5x3 TL20= 1.50 TL2011 1.5x3 TL20= e a C 0 E. F O H R T 5 PP S O N M L K J 5x4 TL20= 1.5x3 TL2011 5x4 TL20= 1.5x3 TL20 it 1-6-0 4-0-0 1 6-6-0 1 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 loc) I/defl Ud PLATES GRIP TL20 2451193 TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.15 L-M >999 360 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 Weight: 82 lb BCDL 5.0 CodeFBC2001/TPI2002 Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or oc purlins, TOP CHORD 4 X 2 SYP No.2 end.verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied.or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) Q=845/0-3-8, 1=85110-8-0 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, B-0=597, F-K=-603, C-O=-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 be and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 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 bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection andpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions andrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. 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. s LOAD CASE(S) Standard 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:53914355FT7 Job Truss Truss Type Uty 1 53914355 FG7rFLAT t;,, _ .; . 1 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 13:58:32 2003 Page 1 I 0.1 gl-I- 1 9 12 4 10 4 7-10-12 , 10-11-4 13-11-12 15-8-0 15q-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. E 2x5 TL2011 500 TL20= 3x4 TL20= 3x4 TI20= - 3x4 TI20= 5x10 TL20= 2x5 TL2011 n E F O. 0= 5x5 TL20= 5x10 TL20= 5x4 TL20= 50 1 L'Z0= — 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 Vert(LL) in 0.35 loc) J-K Well 525 LJd 240 PLATES GRIP TL20 245/193 TCLL 40.0 Plates Increase 1.00 TC 0.94 BC 0.95 Vert(TL) 0.55 J-K 335 180 TCDL 10.0 Lumber Increase 1.00 NO WB 0.99 Horz(TL) 0.07 H n/a n/a BCLL 0.0 Rep Stress Incr Weight: 86 lb BCDL 50 Code IBC20001TPI2002 Matrix) LUMBER TOP CHORD 2 X 4 SYP No.1 BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-4-1 oc purlins, end verticals. BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. 9EACTIONS (lb/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 .+r i BOT CHORD L-M=2903, K-L=6453, J-K=7628, IJ=6453, H-1=2903 WEBS B-M=-2959, B-L=2477, C-L=-1718, C-K=1124, D-K=-266, DJ=-266, EJ=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 10.0 psf 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 ANSIITPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to redude buckling of individual members only and does not replace erection andpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions andrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. 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 (pIQ Vert: H-M=-160.0, A-G=-100.0 n Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop.No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FG7 Job Truss Truss Type Qly Ply entex- Orlando/2509 A&B2nd1 jsk/8-5.3 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 russ _ Truss Type. 53914355 IFT9 IEL Universal Forest Products,lnc., Burlington, NC 27215, Ot ply Centex-UrlanaaH ztwaaoaiuiJMO-sue 1 1 Job Reference o tional i 5. 100 s May 30 2003 MiTek Industries, Inc. Tue Aug 05 12:52:25 2003 Pagel I JA Scale - 1 3x6 TL20 FP= 3x3 TL2011 u i M N 0 P O R V V sue. .•..- ... tee. - - - • - - - - . .............:.-..-.•. •:.-.-. o.. o..•...•o....•. o.::::•::::•::::•::•::::;:;:;:;:;:;:;:::o : .:.•.o::o:.: sy;..•,'oo... . a .• .:•.;.;:::::. :: : ' 3x6 TL20 FP= LOADING ( psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 50 CodeFBC200lrrP12002 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 2011 cvo- o CSI DEFL in loc) I/defl Ud PLATES GRIP TL20 245/193 TC 0.05 Vert(LL) n/a n/a 999 BC 0.01 Ved(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 S n/a n/a Weight: 9llb Matrix) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocpurlins, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3EACTIONS ( lb/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 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=-4, J-K= 4, K-L= 4, L-M= 4, M N= 4, TOPCHORDAJ-AK=-48, AK-AL=-48, A-AL=-48, R-S= 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=-1 3, I -AA 4, 33, J-Z , Y- Z=4, X-Y=4, , M- X=- V- W=4, U-134, T-V=- 1 2, WEBS B-AI=-132, C-AH=-134, D-AG=-133, E-AE=-133, F-AD=-133, G-AC= 133, M-AB= 133, I -AA= 133, J Z=-133, K Y= 133, M X= 133, N-W=-134, O-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. P)ates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design informationasitmayrelatetoaspecificbuilding. 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 Job:,. Truss Truss Type Qly Ply Centex-Orlando/2509 A&B2ndfjsW8-5-3 53914355 FT10 LOOR C;+%H , ,, 1r 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 12:52:17 2003 Page 1 1 9 1r81- 0-0 0-H-8 T 113 0 ---{ Scale 1:30. 5x4 TL20= 3x4 TL20= 5z4 TL20= 1. 5x3 TL20= 1. 50 TL20= 3x4 TL20= 1.5x3 TL2011 3x6 TL20 FP= 1.5x3 TL20= A. 8 C D- E F O H I J X W 2 V §Z= T S R O P O N M L 5x5 TL20= 3x4 TL20= 3x6 TL20 FP= 1.5x3 TL2011 3x4 TL20= 5x5 TL20 7- 10-8 1- 6-0 4-0-0 6-6-0 1 7-9-0 9-0-0 11-6-0 14-0-0 16-6-0 18-0-0 18- 0-0 Plate Offsets X Y: A:Ed a 0-1-8 J:0-1-8 Ed e LOADING ( psf) SPACING 2-0-0 CSI 0. 39 DEFL in (loc) Well Ud Vert( LL) -0.22 0 >968 360 PLATES GRIP TL20 245/193 TCLL 40.0 TCDL 10.0 Plates Increase 1.00 Lumber Increase 1.00 TC BC 0.82 Vert(TL) -0.35 N-0 >613 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.07 K n/a n/a Weight: 94 lb BCDL 5.0 CodeFBC2001/TP12002 Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOPCHORD4X2SYPNo.2 end verticals. BOTCHORD4X2SYPNo.2 BOT CHORD Rigid ceiling directly applied or 1070-0 oc bracing. WEBS4X2SYPNo.3 REACTIONS ( lb/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, J=- 980 BOT CHORD T-U=-O, S-T=1810, R-S=2937, Q-R=2937, P-Q--3531, O-P=3531, N-0=3511, M-N=2959, L-M=1845, K-L=50 J-L=1265, A-T=1274, I-L=-1203, B-T=-1214, I-M=792, B-S=803, G-M=-758, C-S=-764, G-N=405, C-Q=411, F-N=-361, D-Q---406, F-0=28, D-P=31, E-0=-18 WEBSNOTES ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. theToothCountMethod when this truss is chosen for quality assurance inspection. 3) This truss requires plate inspection per 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or 4) Recommend 2x6 strongbacks, on edge, spaced at restrained by other means. 5) Truss be fabricated ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing shallperindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and wherepermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and forthecorrectnessoraccuracyofthedesignrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility informationasitmayrelatetoaspecificbuilding. 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 iY Customer No: 11045 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/250g A&B2ndfjsk/8-5.3 53914355 FT11 FLOOR plo' 11 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 12:52:17 2003 Page 1 0-1-8 0-9-8 ,0-9-10,0-9-10 i'' a-r -3-0 i I --I r---r i scale _,:zs. 5x4 TL20= 1.50 TL20= 1.5x3 TL20= 1.50 TL20= 3x6 TL20 FP = 1.5x3 TL2011 5x7 TL20= 1.5x3 TL20= A g C D E F O H I J x 3 Z AlPZ= Y U T S R O P O N L K 2x3 TL2011 5x4 TL20= - 1.5x3 TL20 11 - 3x6 TL20 FP= 5x4 TL20= 1.5x3 TL20 II 1-11-12 i 7-10-8 r i 1.6-0 4-0-0 6-6.0 7-9-0 8-9-8 11-3-8 1 13-9-8 ` 15-2-0 16-1-2 17-1-12 17-1-12 Plate Offsets X Y : A:Ed a 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud Vert(LL) -0.12 R-S >999 360 PLATES GRIP TL20 245/193 TCLL 40.0 TCDL 10.0 Plates Increase 1.00 Lumber Increase 1.00 TC 0.35 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 Weight: 93 lb BCDL 5.0 CodeFBC20011TPI2002 Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep TOP CHORD 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No.3 6-0-0 oc bracing: M-N,L-M. REACTIONS (lb/size) V=812/0-8-0, M=1033/0-3-8 Max Grav V=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, B-C=-1883, C-D=-2393, D-E=-2393, E-F=-2457, F-G=-2457, G-H=-1817, H-I=-695, IJ=49 BOT CHORD U-V=-O, T-U=1468, S-T=2275, R-S=2457, Q-R=2457, P-Q=2227, O-P=1395, N-0=1395, M-N=-90, L-M=-97, K-L=0H-N=-974, B-T=577, H-P=588, C-T=-545, G-P=-570, C-S=164, G-0=313, E-S=-87, E-R=-90, F-Q= 117, I-L=79, WEBS I-M=-1004, A-U=1037, I-N=1047, B-U=-981, 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. the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) This truss requires plate inspection per5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3716d 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 bracingindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection andwherepermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions andThetrussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesignrequirementsofthespecificbuildingandgoverningcodesandordinances. of the review orinformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part 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:53914355FT11 r- Job Truss Truss Type Oty 5391:1355 FT12 FLOG ••" Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.100 s Centex-Orlando/2509A02ndljsk/8-5-3 t 9JobReference (optional)__ AE I 3x6 TL20 FP= i Scale . 1:27 J K L M N O O O O O•e0•O•i•O•0 04•s:•ii••iiiiii i iiii i!.!i!i!i .`i i!i!i!i!i!ii!ii ••O•iOOiii••• i•••• •s00•ii ••Oii• i•O•000 i i ii000 •• • ii••• i i i i i• iii i ii i i i i i iii i ii i i i i io i 3x3 TL20= 3x6 TL20 FP= 1-6-0 4-0-0 6-6-0 1 7.9-0 8-9-8 11-3-8 13-9-8 1 15-2-0 16-1-2 17-1-12 17-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc ) I/defl n/a Ud 999 PLATES GRIP TL20 245/193 TCLL 40.0 Plates Increase 1.00 TC 0.06 BC 0.01 Vert(LL) Vert(TL) n/a n/a n/a 999 TCDL 10.0 BCLL 0.0 Lumber Increase 1.00 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 P n/a n/a Weight: 75 lb BCDL 50 CodeFBC2001/fP12002 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 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, end verticals. BOT CHORD Rigid ceiling'directly applied or 10-0-0 oc bracing. REACTIONS (lb/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=146/17-1-12, V=147/17-1-12 U=147/17-1-12, T=1 47/17-1 -12. S=146/17-1-12, R=151/17-1-12, Q-129/17-1-12 Max Horz AD=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-I=-6, I-J=-6, J-K=-6, K-L=-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-V33, T-U=6, S-T=6, R•S=6, O-R- S=-13 P-0=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=-134, L•S=-133, M-R= 137, 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 (Le, 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 bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection andpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions andrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. 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 9 Customer No: 1.12509 Customer B FLR Name: DaNe Req 08TEXM04203 ES LANDO Draw No:539 4 55 T 92 4355 Contractor/Job Truss I Truss l ype 1 "'y 1, -1 _ _..._.. _ 0 539'14355 I FT6A FLOOR• r- Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.100 s A , a WTL20= 1- 1_7-8 F c q ue Aug 05 12:52:22 2003 Pagel i c ppjjgg F--1 Scale - 1:7. ° 3-6-0 10==1 LOADING (psf) SPACING 2-0-0 CSI DEFL in Vert(LL) n/a loc 1/defl Ud n/a 999 PLATES GRIP TL20 245/193 TCLL 40.0 Plates Increase 1.00 TC 0.16 BC Vert(TL) -0.03 D-E >999 240 TCDL 10.0 Lumber Increase BCLL 0.0 Rep Stress Incr 1.00 YES 0.11 WB 0.04 Horz(TL) 0.00 D n/a n/a Weight: 23 lb BCDL 5.0 CodeFBC2001/TPI2002 Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, TOP CHORD 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS ( lb/size) E=186/0-3-8, D=186/0-3-8 FORCES ( lb) - First Load Case Only r-V:.' 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 B-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 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means: 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design informationasitmayrelatetoaspecificbuilding. 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:53914355FT6A Universal Forest Products Shoffner LLC Re: 53906902 Centex Homes Orlando 2509 B Roof The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 53906902 H1 53906902 H2 53906902 H3 53906902 H4 53906902 H5 53906902 H6 53906902 T7 53906902 T8 53906902 H9 53906902 H10 53906902 H11 53906902 H12 53906902 H13 53906902 H14 53906902 HJ7 53906902 ER 53906902 H18 53906902 H19 53906902 G17 53906902 HJ2 53906902 EJ2 53906902 G15 53906902 HJ3 53906902 EJ3 53906902 H1G 53906902 CJ5 53906902 CJ3 53906902 CJ1 Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL 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 Z' ' NOV 0 7 2003 Jo n Presley License 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 '1'el: (336) 226-9356 F'ax: (336) 476-9146 m Job Truss Truss TyQe Qty Ply Centex-Orlando/2509-A/jsk/3-31-3 53906902 H1 HIP Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:56 2003 Page 1 1-0-p 4-6-5 , 7-0 0 12-1-1 17-0-6 21-11-10 26-10-15 32-0-0 36-0-0 1-0-0 4-6-5 2-5-11 5-1-1 4-11-5 4-11-5 4-11-5 5-1-1 4-0-0 Scale -1 7x10 = R nnr19 3x6 = 5x8 = 3x6 = 3x6 = 5x10 = 5x10 = S R 0 P 0 N M L K 5x6 = 5x10 M1118H= 5x8 = 5x6 = 5x6 = 5x7 = 3x4 5x6 = 5x10 M1118H= 7-1-12 12-1-1 17-0-6 21-11-10 26-10-15 31-10-4 36 0-0 7-1-12 4-11-5 4-11-5 4-11-5 4-11-5 4-11-5 4-1-12 Plate Offsets (X,Y): B:0-2-7,Edgel, [D:0-7-0,0-2-41, F:0-4-0,0-3-01, 1:0-7-12,0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.88 O-P >486 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.92 Vert(TL) 1.25 O-P >343 BCLL 0.0 Rep Stress Incr NO W B 0.78 Horz(TL) 0.19 K n/a BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/defl - 240 Weight: 214 lb LUMBER TOP CHORD 2 X 4 SYP No.2 `Except' T2 2 X 4 SYP SS, T3"2 X 4 SYP SS BOT CHORD 2 X 6 SYP No.1 'Except` B2 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 'Except' W2 2 X 4 SYP No.2, W22 X 4 SYP No.2 W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 W2 2 X 4 SYP No.2, W4 2 X 4 SYP No.2 REACTIONS (lb/size) B=3062/0-3-10 (input: 0-3-8), K=3075/0-3-8 Max Horz B=100(load case 4) Max UpliflB 1068(load case 3), K=-1166(load case 3) BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-8 oc bracing. FORCES (lb) First Load Case Only TOP CHORD A-13=26, B-C=-7013, C-D=-6879, D-E--8894, E-F=-9852, F-G=-9846, G-H=-9407, 1-1-1=-7470, I-J=-4352, J-K=-2947 BOT CHORD B-S-6407, R-S-6371, Q-R=6371, P-Q=8893, O-P=9407, N-0=7469, M-N=7469, L-M=3929, K-L=219 WEBS D-S-332, I-L 1018. C-S--62, D-Q=2897, E-Q=-1216, E-P=1110. F-P--633,`G-P=507, G-0=-900, H-0=2243, H-M=-1799, I-M=4066, J-L=3945 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7=98 per FBC2001; 11 Omph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category 11; exposure 8; 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 l'L20 plates unless otherwise indicated. 5) WARNING; Required bearing size at joint(s) B greater than input bearing size. 6) Bearing at joint(s) K considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1068 lb uplift at joint B and 1166 lb uplift at joint K. 8) Girder carries hip end with 7-0-0 end setback 9) Special hanger(s) or connection(s) required to support concentrated load(s) 220.01b down and 177.61b up at 32-0-0, and 385.01b downand 310.81b up at 7-0-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. 10) 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. 11) Right end may be attached to 2x8 So. Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-D-60.0, D-1=-130.6, 1-J--60.0, 8-K--43.5 Concentrated Loads (lb) Vert: D=-385.0 1--220.0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO 'Shop No: 539069.02 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H1 Job Truss Truss Type City Ply Centex-Orlando/2509-A/jsk/3-31-3` 53906902 H2 Flip v— -`'° 1 1 Job Reference (optional) Universal Forest Product's,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:56 2003 Page 1 i1 0 p 5-8-14 9-0-0 i 16-0-9 I 22-11-7 30-0-0 36-0-0 1-0-0 5-8.14 3-3-2 7-0-9 6-10-13 7-0-9 6-0-0 Scale - 1:62.1 5x7 = = 5x8 = 20 II 5x7 5.00 12 D E F O 20 c 5x5 wt w1 wt y. N 3 a B oA 3x7 = O N M L K J I 3x6 = 3x8 = 3x6 =. 3x6 = Sx6 = 2x5 II 3x8 = 9.1 12 16-0-9 22-11-7 29-10-4 36.0-0 9-1-12 6-10-13 6-10-13 6-10-13 6-1-12 Plate Offsets X Y: D:0-5-4 0-2-8 E:0-4-0 0-3-0 G:0-5-4 0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL k in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.29 L-M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.49 L-M >871 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.11 1 n/a BCDL 10.0 Code FBC2001 Matrix) ist LC LL Min I/deft = 240 Weight: 181 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 6-2-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1498/0-3-8, 1=1427/0-3-8 Max Horz B=115(load case 4) Max UpliftB=-423(load case 2), 1=-395(load case 3) FORCES (lb) - Firstl_64Case Only TOP CHORD A-B=22;-B-C=-3061, C-D=-2820, D-E=-3380, E-F--3173, F-G=-3173, G-H=-2151; H-1=-1361 BOT CHORD B-0=2764, N-0=2587, M-N=2587, L-M-3391, K-L-1916, J-K-1916, 1-J-180 WEBS D-0=309, G-J--271, E-M--304, F-L— 409, C-0=-227, D-M-900, E-L=-251, G-L=1427, H-J-1789 NOTES (5-6) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; 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 adequate'drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint B and 395 lb uplift at joint 1. 5) 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 bracingandpermanent required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of thespecific 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 therevieworcertificationofthetrussdesigner. 6) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. FollowSimpsoninstructionsforinstallation. LOAD CASE(S) Standard l Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H2 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Alsk/3-31-3 53906902 H3 Rf`I. USS j 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:57 2003 Page 1 1-OT 6-5-3 1 11-0-0 25-0-0 29-6-13 1 36-0-0 1-0-0 6-5-3 4-6-13 J 14-0-0 4-6-13 6-5-3 Scale - 1:61. 5x6 = 2x3 II 5x6 = D E F 5.00 12 T2 20 p 2x3 C W2 W2 O 3 4 W A B H d e ty 0 3x7 = M L K J I 3x7 = 3x6 - 3x8 - 30 - 3x8 - 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 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.22 K >999 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.43 K-M >999 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.13 H n/aBCDL10.0 Code FBC2001 Matrix) 1st LC LL Min I/dell — 240 Weight: 167lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or3-2-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) H=1427/Mechanical, B-1498/0-3-8 Max Horz B=131(load case 4) Max UpliftH--328(load case 3), B=-382(load case 2) i FORCES (lb) - First LoadTCase Only TOP CHORD A-B=22, B-C=-3046, C-D=-2782, F-G=-2789, G-H=-3057, D-E=-2829, E-F--2829 BOT CHORD B-M=2749, L-M=2371, K-L=2371, J-K=2374, I-J=2374, H-1-2761 WEBS C-M--309,.D-M-432, F-1-440, G-1=-315,.E-K=-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; 110mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; 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 adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at.joint Hand 382 lb uplift at joint B. 5) Truss shall be fabricated per ANSI/T-PI 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 bracingrequiredfortheoverallbuildingdesign. 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 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 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902Contractor/Job:.2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H3 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Afjsk/3-31-3 53906902 H4 E RUSS 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215,.Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:58 2003 Page 1 11-0-p 6-5-3 j 13-0-0 23-070 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 - 1:61.1 1 5x6 = 20 II 5x6 = 3x7 = M L K J I - 3x7 = 3x6 = 3x6 = 3x6 = 3x6 = 3x6 = 9-3-14 I 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) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.18 K 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) 0.39 K-M 999 BCLL 0.0 Rep Stress Incr YES WB 0;18 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 171 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-8-15 oc bracing. REACTIONS (lb/size) H-1427/Mechanical, B=1498/0-3-8 Max Horz B-149(load case 4) Max UpliftH=-319(load case 5), B=-389(load case 4) FORCES (lb) -First Load Case Only TOP CHORD A-B-22, B-Cm-3071, C-D=-2769, F-G=-2776, G-H--3081, D-E=-2365, E-F--2365 BOT CHORD, B-M-2777, L-M-2174, K-L-2174, J-K=2176, 1-J-2176, H-1=2788 WEBS C-M=-394, D-M-552, F-1-560, G-1=-400, E-K=-252, D-K=284, F-K=280 la0 NOTES (5-6) 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; enclosed;MW FRS gable end zone; cantilever left.and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint H and 389 lb 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 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. bracingrequiredfortheoverallbuildingdesign. 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 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 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902Contractor/Job:. 2509 EL.B RF Date Req:04/24/2003 Draw 'No:53906902H4 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Alsk/3-31-3 53906902 115 ROQ ...T Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:58 2003 Page 1 1 0-Q 6.5-3 11-10-14 15-0-0 21.0-0 24-1-2 29-6-13 36-0-0 1-0-0 6-5-3 5-5-10 3.1-2 6-0-0 3-1-2 5-5-10 6-5-3 Scale - 1 5.00 12 5x6 = 5x6 = Id 3x7 = N M L K ,13x7 3x6 = 3x6 = 5x10 = 3x6 = 3x6 = 9- 3-14 i 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:0-4-0,0-3-0)L[E:0-3-0',072-4j,[F:0-3-0,0-2-41,[G:0-4-0,0-3-01 SPACING 2-0-0 LOADING (psf) CSI DEFL I In (loc) I/dell PLATES GRIP TCLL . 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.17 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.38 I-J >999 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 183 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. WEBS2X4SYPNo.3 REACTIONS ( lb/size) B=1498/0-3-8, 1=1427/Mechanical Max Horz B=168(load case 4) Max UpliftB--413(load case 4), 1--343(load case 5) FORCES ( lb) - Firsf`x' Case Only TOP CHORD A-B-22; B-C=-3063, C-D--2770, D-E=-1983, F-G=-1983, G-H=-2778, H-I=-3073; E-F--2021 BOT CHORD B-N=2768, M-N=2265, L-M=2265, K-L=2268, J-K=2268, I-J=2779 WEBS C-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) 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.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 413 lb uplift at joint B and 343 lb uplift at joint 1. 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. 6) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. FollowSimpsonInstructionsforinstallation. LOAD CASE(S)_ Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/ Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H5 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Allsk/3-31-3 53906902 H6 q qFm1JSS 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:59 2003 Page 1 1-0-0 6-5-3 , 11-10-14 17-0-0 19-070 , 24-1-2 29.6-13 36-0-0 1-0-0 6-5-3 5-5-10 5-1-2 2-0-0 5-1-2 5-5-10 . 6-5-3 Scale - 1 5.o0 F12 .5x6 = Us = I 3x7 = N M L K J 3x7 = 3x6 = 3x8 = 502 = 3x8 = 3x6 = 9-3-14 18-0-0 26-8-2 36-0-0 9-3-14, 8-8=2 8-8-2 9-3-1 4 Plate Offsets (X,Y): D:0-4-0,0-3-01,[E:0-3-0,0-2-41,_[F:0-3-0,0-2-41, G:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.17 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) 0.38 I-J >909 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.13 1 n/a BCDL '10.0 Code . FBC2001 Matrix) 1 st LC LL Min I/defl - 240 . Weight: 183 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X.4 SYP No.3 BRACING TOP CHORD Sheathed or 3-3-0 oc purlins, BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. REACTIONS (lb/size) B=1498/0-3-8, 1-1427/Mechanical Max Harz B-186(load case 4) Max UpliftB--435(load case 4), I=-364(load case 5) FORCES (lb) - First Case Only TOP CHORD A-B=22, B-C--3057, C-D--2773, D-E--1947, F-G=-1947, G-H=-2780, H-1--3067, E-Fe-1812 BOT CHORD B-N=2762, M-N-2278,. L-M=2278, K-L=2281, J-K=2281; 1-J=2773 WEBS C-N--353, D-N-484, G-J-491, H-J--359, E-L=524, F-L=523, G-L=-696, D-L--693 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category 11; exposure B; enclosed;MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint B and 364 lb 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 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.. 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 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H6 Job Truss Truss Type City Ply Centex-Orlando/2509-A/jsk/3-31-3 53906902 T7 ROOF TRUSS 1 1 I Job. Reference (optional) Universal Forest Producls,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:59 2003 Page 1 1-0-9 6-5-3 11-10.14 18-0-0 24-1-2 , 29-6-13 36-0-0 r—r 1-0-0 6-5-3 5-5-10 ' 6-1-2 64-2 5-5-10 6-5-3 Scale - 1:60.1 5x6 = 5.00 F12 E 3x7 = M L K J I 3x7 = 3x6 = 3x8 = 3x8 = 3x8 = 30 = 9-3-14 18-0-0 26-8.2 36-0-0 i 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offsets (X,Y): (D:0-4-0,0-3-01,jF:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.18 K >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.39 H-1 >999 BOLL 0.0 Rep. Stress Incr YES W B 0.80 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 . Matrix) 1st LC LL Min 1/defl — 240 Weight: 174 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 13=1498/0-3-8, H=1427/Mechanical Max Horz B-195(load case 4) Max UpliftB--444(load case 4), H=-374(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-i22, B-C--3056, C-D--2773, D-E--1944, E-.F' i944, F-G=-2781, G-H=-3066 BOT CHORD B-M-2760, L-M-2281, K-L-2281, J-K-2284, I-J-2284, H-1-2772 WEBS C-M--349, D-M-481, D-K--704, E-K-1052, F-K--708, F-1-489, G-1=-355 NOTES (4-5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; 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 mechanical. connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint B and 374 lb uplift at joint H. - 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 doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. 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 responsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5) 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 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO 'Shop No,: 53906902 Contractor/Job:.2509 EL.B RF Date Req:04/24/2003 Draw No:53906902T7 Job Truss Tru yPe Qty Ply Centex-Orlando/2509-Afjsk/3-31-3 53906902 T8 ROOF TRUSS 1 1 Job Reference (optional) Universal Forest Product's,_lnc., Burlington, NC 27215, Jeff Kerr 5:000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:00 2003 Page 1 0 -0-? 6-5-3 11-10-14 18-0-0 24-1-2 29-6-13 36-0-0 17-0-p 1-0-0 6-5-3 5-5-10 6-1-2 6-1-2 5-5-10 6-5-3 1-0-0 Scale - 1 B 5x6 5.00 12 3x7 = N M L K J 3x7 = 3x6.= 3x8 = 3x8 = 3x8 = 3x6 = I i 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:0-4-0,0-3-0) [F:0-4.0 0-3-0] LOADING (psf) SPACING 2-0-0 CSI - DEFL in (loc) I/defl PLATES GRIP TCLL . 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.18 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.38 L-N >999 BCLL 0.0 Rep Stress.Incr YES WB 0.80 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/defl — 240 Weight: 176 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=1497/0-3-8, H=1497/0-3-8 Max Horz B=-187(load case 5) Max UpliftB=-444(load case 4), H=-444(load case 5) FORCES (lb) - Firstt'O Case Only TOP CHORD A-B=22 B-C--3053, C-D--2770, D-E--1941, E-F--1941, F-G=-2770, G-H--3053; H-1=22 BOT CHORD B-N=2758, M-N=2278, L-M=2278, K-L=2278, J-K=2278, H-J=2758 WEBS C-N--349, D-Nm481, D-L--704, E-L-1050, F-L=-704, F-J=481, G-J=-349 NOTES (4) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL=6.Opsf; BCDL-6.Opsf; 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 lb uplift at joint B and 444 lb uplift at joint H. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer. No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req.:.04/24/2003 Draw No:53906902T8 13 JobTrussTrussTypeQtyPlyCentex-Orlando/2509-Arsk/3-3 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/ Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H9 Job Truss Truss Type Oty Ply Centex-Orlando/2509 jsk/3-31.3 53906902 H 10 RO. U` f+ s 1 1 Job Reference optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:01 2003 Page 1 1-0-9 6-5-3 , 11-10-14 15-0-0 , 21-0-0 24-1-2 , 29-6-13 36.0.0 i7-0-pI, 1-0-0 6-5-3 5-5-10 3-1-2 6-0-0 3-1-2 5-5-10 6-5-3 1-0-0 Scale - 1:61. 5.00 12 5x6 = 5x6 = 5x6 E Tq F 5x6 D O 2x3 J 2x3 C W W2 W2 3 b 4 W ytA B I RI Ip o 3x7 = O N M L K 3x7 = 3x6 = 3x6 = - 5x10 = 3x6 = 3x6 = 9.3-14 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9-3-1 4 Plate Offsets X Y: D:0-4-0 0-3-0 E:0-3-0 0-2-4 F:0-3-0 0-2-4 G:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.38 M-O >999 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 184 lb 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 7-5-5 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1497/0-3-8, 1-1497/0-3-8 Max Horz B--159(load case 5) Max U.plift13-413(load case 4), 1=-413(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C--3060, C-D=-2768, D-E--1980, F-G= 1980, G-H=-2768, 1-1-1=-3060, I-J=22, E-F=-2018 BOT CHORD B-0=2766, N-0=2262, M-N=2262, L-M=2262, K-L=2262, I-K=2766 WEBS C-0=-371, D-0=496, G-K=496, H-K--371, E-M-504, F-M-504, G-M=-593, D-M=-593 NOTES (5) 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 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 adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 413 lb 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 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: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H10 Job Truss Truss Type City Ply Centex- Orlando/2509-ATsk/3-31-3. 53906902 H11 ROOF R41,S$1f (fj'; 1 1 Job Reference (optional) Universal Forest Products,inc., Burlington, NC 27215; Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:01 2003 Page 1 r1-0-p 6-5-3 13-0;0 23-0-0 29-6-13 36-0-0 37-0-p 1-0-0 6-5-3 6-6-13 10-0-0 6-6-13 6-5-3 1-0-0 Scale - 1:61. 5x6 = 2x3 II 5x6 D E F 5.00 12 2x3 2x3 G . C yy 2 w Z 3 G mN 4 w 9 N. l dA Ib 30= N M L K J W- 3x6 = 3x8 = 3x8 = 3x8 = 3x6 = 9-3-14 ! 18-0-0 26-8-2 36-0-0 i 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 0-2-4 LOADING (psf) SPACING 2.0-0 CSI DEFL i ' in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.18 L >999 T120 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.39 L-N >999 BCLL 0.0 Rep Stress Incr YES W B 0.18 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 173 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 - TOP CHORD Sheathed or 3-3-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=1497/0-3-8, H-1497/0-3-8 Max Horz B=-141(load case 5) Max UpliftB--389(load case'4), H=-389(load case 5) FORCES (lb) - First.ldo 'Case Only TOP CHORD A-B-22, B-C=-3068, C-D=-2766, F-G=-2766; G-H=-3068, H-622, D-E=-2362, E-F=-2362 BOT CHORD B-N=2775; M-N=2171, L-M=2171, K-L-2171, J-K=2171, H-J=2775 WEBS C-N=-394, D-N-552, F-J=552, G-J=-394, E-L=-251, D-L-282, F-L=282 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98,per FBC2001; 11 Omph; 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 prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at joint B and 389 lb 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 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 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 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: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H11 L Job Truss Truss Type Qty Ply Centex- Oran do/2509-Arsk/3-31-3` 53906902 1.112tooTl a . ,, ,, ._ f 1 r a, ;r up.• ; per_ Job Reference (optional) Universal Forest Products,lrlc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc, Wed Apr 23 08:31:02 2003 Page 1 1-0 ? -5-3 I 11-0-0 25-0-0 29-6-13 36-0-0 Z_Q__P 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 1-0-0 Scale - 1:61. 6x6 = 2x3 II 6x6 = D E F 5.00 12 2x3 2x3 /i C 6 W2 J W2 3 q W v B H A I17 d to 3x7 = N M L K J, 3x7 = 3x6 = 3x8 = 3x8 = 3x8 = 3x6 = 9-3-14 1 18-0-0 26-8-2 36-0.0 9-3-1 4 B-8-2 8-8-2 9-3-14 Plate Offsets X Y : D:0-3-0 0-2-4 , F:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.22 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.43 L-N >999 BCLL 0.0 Rep Stress Incr YES W B 0.23 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/deft - 240 Weight: 169 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1497/0-3-8, H-1497/0-3-8 Max Horz B=-122(load case 5) Max U.plift8--382(load case 2), Ha-382(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-13=22, B-C-3044, C-D=-2779, F-G=-2779, G-H=-3044, H-1=22, D-E=-2825, E-F=-2825 BOT CHORD B-N=2747,. M-N=2368, L-M=2368, K-L=2368, J-K=2368, H-J-2747 WEBS C-N=-309, D-N=432, 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; 11 Omph; 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 prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 382 lb uplift at joint B and 382 lb uplift at joint 11, 5) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no 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 for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard O t Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H12 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Afjsk/3-31-8 53906902 1113 ..1, rit?.''st, , )"k? 1 1 Job Reference(o tional Universal Forest Producfs,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:02 2003 Page 1 11 0-p 5-9-1 9-0-0 15.0-0 21-0-0 27-0-0 30-2-15 , 36-0-0 97 04f 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. 5x6 = 3x6 = 5x8 = 56 = 5.00 Fi2 D E F a 2x3 2x3 i C H W1 2 w 1v 4 W v a I iA l 3x7 = O N M L K 3x7 = 3x8 = 300 MII18H= 3x¢ = 3x10 M1118H= 3x8 = i 9-1-12 18-0-0 26-10-4 36-0-0 9-1-12 8-10-4 8-10-4 9-1-12 Plate Offsets X Y: D:0-3-0 0-2-4 F:0-4-0 0-3-0 G:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.28 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.52 K-M >826 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.15 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/deft - 240 Weight: 169 lb 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/slze) B=1497/0-3-8, 1-1497/0-3-8 Max Horz B=-104(load case 5) Max UpllftBa 413(load case 2), I=-413(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C--3067, C-D=-2813, D-E--2592, E-F--3350, F-G=-2592,.G-H--2813, H-1--3067, 1-J-22 BOT CHORD B-0-2771, N-0-3284, M-N=3284, L-M=3284, K-L=3284, I-K=2771 WEBS D-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 for this design. 2) Wind: ASCE 7-98 per FBC2001: 11 Omph; h=2511; TCDL=6.Opsf; BCDL-6.Opsf; 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 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 lb uplift at joint B and 413 lb uplift at joint 1. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformation 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: 53906902 Contractor/ Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H13 Job Truss Truss Type Qty Ply Centex-Orlando/2509-A/jsk/3-31-3tPl1 , T-- 53906902 H14 HI 1 1 Job Reference (optional) Universal Forest Products, lnc., ,Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:03 2003 Page T 11-0-Q 4-6-5 7-0-0 12-6-14 18-0-0 23-572 29-0-0 31-5-11 , 36-0-0 1 7-0p 11- 0-0 4-6-5 2-5-11 5-6-14 5-5-2 5-5-2 5-6-14 2-5-11 4-6-5 1.0-0 Scale - 1:61. 7x10 - 5x6 = '. 2x5.11 5x8 = 5x6 = MO = 5. 00 12 D E F O H I 2x3 2x3 C i 1 VWt 1 W1 3 W c 9 - K A 1 g WO = O P O N M 5x10 = 5x6 = 5x6 = WO M11181-1= 5x6 = 5x6 = 7- 1-12 1 12-6.14 I 18-0-0 23-5-2 28-10.4 36-0-0 i 7- 1-12 5-5-2 5-5-2 5.5.2 5-5-2 7-1-12 Plate Offsets X Y : 8:0-2-7 Edge D:0-3712 0-4-0 dl.0-3-12,0-4-01, jK:0-2-7,Edgej CSI 0: 0-5-0 0-4-8 DEFL i In (loc) I/defl PLATES GRIP LOADING (psf) SPACING 2-0-0 TCLL . 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.81 0 >529 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -1.16 0 >370 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.21 K n/a BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/deft — 240 Weight: 221 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except' TOP CHORD Sheathed or 1-9-8 oc purlins. T3 2 X 6 SYP No.2, T2 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. BOTCHORD2X6SYPSSWEBS 2 X 4 SYP No.3 'Except` W 1 2 X 4 SYP No.2, W 1 2.X 4 SYP No.2 W1 2 X 4 SYP No.2, W1 2X4SYP No.2 REACTIONS (lb/ size s; -K o3079/0-3-10 (input: 0-3-8), B=3079/0-3-10 (input: 0-3-8) Max Hori 6"=-86(load case 5) Max UpliftK=- 1129(load case 3), B--1076(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B=26,,B-C--7065, C-D=-6987, D-E--9397, E-F=-10284, F-G--10284, G-H--10284, H-Is-9397, 1-J--6987, J-K=-7065, K-L-26 BOT CHORD B-Q=6456, P-Q=6499, O-P=9394, N-0=9394, M-N=6499, K-M=6456 WEBS D- Q=290, I-M-290, C-Q=34, D-P=3247, E-P=-1253, E-0=1001, F-0=-687, H-0-1001, H-N= 1253, I-N=3247, J=M-34 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omphi h-25ft; TCDL=6.Opsf; BCDL-6.Opsf; 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 adequate drainage to prevent water ponding, 4) All plates are TL20 plates 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 lb uplift at joint K and 1076 lb uplift at joint B• 7) Girdercarrieshipendwith7-0-0 end setback 8) Special hanger(s) or connection(s) required to support concentrated load(s) 385.01b down and 310.81b up at 29-0-0, and 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 centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, LOAD CASE( S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: A- D--60.0, D-1=-130.6, I-L=-60.0, B-K--43.5 Concentrated Loads ( lb) Vert: D-- 385.0 1--385.0 rf Customer. No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H14 Job Truss Truss Type - Qty Ply Centex-Orlando/2509-Allsk/3-31-3 53906902 HJ7 ENDJACK TRUSS. 1 1 Job Reference (optional) Universal Forest Produt;ts,Inc., Burlington, NC ZRT , Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:03 2003 Page 1 1 6 B 5-8-3 9-10-1 1-6-8 5-8-3 4-1-13 Scale - 1: IS. D 3.64 F12 3x4 C 1 w2 wt B et 3x4 = a F E 2x3 II 20 J 5-8-3 9-9-4 5-8-3 4-1-1 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC ' 0.37 Vert(LL) 0.03 F-G >999 TL20 245/193 TCDL. 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.06 F-G >999 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 E n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/deft m 240 Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=435/0-3-8, E=408/Mechanical, D=222/Mechanical Max Horz B-193(load case 4) Max UpliftBs7242(load case 2), E=-64(load case 3), D=-179(load case 5) FORCES (lb) - First:Lgad;Case Only TOP CHORD A-Bm24 B-C=-858, C-D=46 BOT CHORD B-G=800, F-G=8o0, E-Fao WEBS C-G=169, C-Fm-877 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11Omph; h-25ft; TCDL=6.Opsf; BCDLa6.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 plate grip DOL=1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint B, 64 lb uplift at joint E and 179 lb uplift at joint D. 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 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 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 for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-13 -60.0 Trapezoidal Loads (pif) Vert: B=0.0-to-Ea-49.5, B=-2.2-to-D=-148.5 r A Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902HJ7 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Alsk/3-31=3 53906902 EJ7 ROOF TRUSS 25 1 Job Reference (optional) Universal Forest Products,lnc.,Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:03 2003 Page 1 m U4 '- 6-11-4 7-0-0 Scale - 1:15.: LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) ; n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.17 A >80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=198/Mechanical, B=346/0-3-8, D=68/Mechanical Max Horz B=159(load case 5) Max UpliftC--165(load case 5), B--75(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-Ba22,,B-C-62 BOT CHORD NOTES . (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.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 165 lb uplift at joint C and 75 lb uplift at joint B. 3) Truss shall be fabricated per ANSirrpi 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 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 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: 53906902 Contractor/Job:. 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902EJ7 Job I russ Truss Type Oty Ply 53906902 H18 V ' 70131IocK ,tyy Universal Forest Products, Inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 f, Centex-Orlando/25 99-) sk/3-31-3 Inc. Wed Apr 23 08:43:25 2003 Page 1-0-0 5-10-8 7-0-0 1-0-0 5-10-8 1-1-8 5x4 = 2x3 II 3x4 = Scale - 1:15. i 6-0-4 6-0-4 6-11-4 7-n-0 0-11-0 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.07 B-H >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) 0.19 B-H >436 BCLL . 0.0 Rep Stress Incr YES WB 0.08 , Horz(TL) 0.04 E n/a BCDL 10.0 Code FBC2001 Matrix) ist LC LL Min I/defl = 240. Weight: 30 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=346/0-3-8, Fa-126/Mechanical, E=392/Mechanical Max Horz B=148(load. case 3) Max UpliftB=-156(load case 4), F=-126(load case 1), E=-48(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B i22;=R-C=-84, C-D=-2, D-E=O, D-G=592 BOT CHORD B-H=2 4 i -H=O, F-G=O WEBS C-H=-419 NOTES . (4) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.0psf; BCDL=6.Opsf; occupancy category Il; exposure B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOLm1.60 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 156 lb uplift at joint B, 126 lb uplift at joint F and 48 lb uplift a joint E. 4) Truss shall be fabricated,per ANSI/TPI 1-95 quality requirements. Plates shall. be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilitt 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: 53906902 Contractor/Job: 2509 EL.B.RF Date Req:04/24/2003 Draw No:53906902H18 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Msk/3-31-9 e 53906902 H19 4F-jr(PAC' 1 1 Job Reference optional Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:04 2003 Page 1 1-0-0 3-10-8 7.0-0 1-0-0 3-10-8 3-1-8 Scale - 1:13. U4 = C D 2x3 11 E T2 Li 5.00 12 . w1 w1 ` v T1 B 01 Li Li 2x3 11 2x3 11 H G F 3x4 = 4-0-4 6-11-4 7P.-0 4-0-4 2-11-0 0-0-12 LOADING (psi) SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL). 0.18 B-H >442 T120 245/193 TCDL . 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.33 B-H >249 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TI_) 0.14 E n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/deft - 240 Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed.or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-346/0-3-8, F--83/Mechanical, E=348/Mechanical Max Horz B-102(load case 3) Max UpliftB--149(load case 4), F=-83(load case 1), E--75(load case 3) Max Grav B=346(load case 1), F=9(load case 4), E-348(load case 1) FORCES (lb) - First'Ld tf"Case Only TOP CHORD A-B=22; B-C--71, C-D=O, D-E=0, D-G=297 BOT CHORD B-H-20, G-H=O, F-G=O WEBS C-H--226 NOTES (4) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.0psf; BCDL-6.Opsf; occupancy category Il; 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 149 lb uplift at joint B, 83 lb uplift at joint F and 75 lb uplift at joint E. 4) Truss shall be fabricated per ANSIfTPI 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: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H19 Job 53906902 Truss G17 Truss Type Ift ffNms.,;ar;, 2/:aPHI Qty I1 Ply 4 Centex -Orlando/2509-Aflsk/3-31-3 Job Reference (optional) Universal Forest Pf0dLICtSJnc., Bui;ington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 09:17:36 2003 Page 1 2-6-0 4-7-13 6-7-14 8-7,15 10-8-1 12-8-2 14.8-3 16-10-0 19-4-0 I. r- 2-6.0 2-1-13 2-0-1 2-0-1 2-0-2 2-0-1 2-0-1 2-1-13 2-6-0 Scale: 5-oo F12 5x8 = 3x8 = 3x6 = 2x3 II 3x8 = 3x8 = 5x8 9 C 0 E3x6 = F Q H 1 1 1 A rn Y a, LlIN10 5x8 = R O P S O N T M L K 3x6 II 5x6 = 7x6 = 5x6 = 5x12 = 7x6 = 5x6 = 3x6 II 5x6 = 2-7-12 4-7-13 6-7-14 8-7-15 10-8-1 12.4-0 12-8r2 14-8-3 16-8-4 16.P-8 19-4-0 2-7-12 2-0-1 2-0-1 2-0-1 2-0-2 1-7-15 0-4-2 2-0-1 2-0-1 0-0-4 2-7.8 Plate Offsets (X,Y): LOADING (psf) SPACING 12-0.0 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 N6.2 'Except' T22X4SYP SS BOT CHORD 2 X 8 SYP SS WEBS 2 X 4 SYP No.2 0- 3-8,0-1-8], CSI DEFL i in loc) I/dell PLATES GRIP TC 0.78 Ved(LL) 0.54 N-O >420 TL20 245/193 BC 0.92 Vert(TL) -0.85 N-O >270 WB 0.62 Horz(fL) 0.07 J n/a Matrix) 1 st LC LL Min Vdefl = 240 Weight: 454 lb BRACING TOP CHORD Sheathed or 4.1.9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) A=7994/0-3-8, J=5903/0-3-8 Max Horz A=21(load case 4) Max UpliftA=-2713(load case 2), J=-1995(load case 3) FORCES ( lb) - First Load Case Only TOP CHORD A-B=-*655' B-C— 26432, C-D=-33583, D-E=-37439, E-F=-36512, F-G=-36512, G-H=-34015, H-1=-24179, I-J=-14664 BOT CHORD A-R=1631U Q-R=16606, P-Q=26431, P-S=33583, 0-S=33583, N-0=37439, N-T=34015, M-T=34015, L-M=24178, K-L=13691, J-K=13621 WEBS B-R=1902. I-K=453, B-Q=10697, C-Q=--3284, C-P=7887, D-P=-1935, D-0=4252, E-0=152, E-N=-1021, F-N=-29, G-N=2753, G-M=-1349, H-M=10849, H- L=-4693, I-L=11418 NOTES ( 10) 1) Special hanger(s) or connection(s) required to support concentrated load(s) 65.Olb down and 22.31b up at 16-10-0 on top chord, and 3075.01b down and 1057.0Ib up at 12- 4-0, and 22.01b down and 7,61b up at 16-8-8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) 4-ply truss to be connected together with 16d Common(A 62"x3.5") Nails as. follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Attach chords with 1/2 inch diameter bolls (ASTM a-307) with washers at 2-0-0 on center. Special hanger(s) or connection(s) require(] to support concentrated load(s) 65.Olb down and 22.31b up at 16-10-0 on top chord, and 3075.01b down and 1057.Olb up at 12- 4-0, and 22.Olb down and 7.61b up at 16-8-8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-98 per FBC2001; 11Omph; 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 oxposed;Lumber DOL=1.60 plate grip DOL=1.33. 6) Provide adequate drainage to prevent water ponding. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2713 lb uplift at joint A and 1995 lb uplift at joint J. 8) This truss design allows for the following max. boll holes along the member cAines spaced a min. of 0-6-0 apad: 0.500in in the top chord, 0.500in in the bottom chord. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 65.Olb down and 22.31b up at 16.10.0 on top chord, and 3075. 01b down and 1057.01b up at 12-4-0, and 22.01b down and 7.61b up at 16-8-8 on bottom chord. Design for unspecified connection( s) is delegated to the building designer. 10) Truss shall tie fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relale to a specific building. Any references to Job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-60.0, B-D=-60.O, D-1=-98.0, I-J=-60.0, A-S=-734.0, S-T=-746.0, K-T=-34.0, J-K=-20.0 Concentrated Loads (lb) Vert: 1=-65.0 K=-22.0 T=-3075.0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/ Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902G17 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Alsk/3-3123 53906902 HJ2 JA+C 1 1 Job Reference (optional) Universal Forest Products,lric., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:05 2003 Page 1 1.5-0 U4 = 3.54 V2 116 3-5-11 3-5-11 B1 Scale - LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl PLATES GRIP . TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) ; n/a n/a TL20 245/193 TCDL_ 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.04 A >446 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/deft - 240 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed. or 3-5-11 oc purlins. BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=39/Mechanical, B-159/0-3-8, D-20/Mechanical Max Horz B=63(load case 2) Max UpliftC--38(load case 5), B--173(load case 2) FORCES (lb) First Load Case Only TOP CHORD A-Be22, 8-Cm-17 BOT CHORD B-D=a-«;" NOTES (3) 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint C and 173 lb 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 does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1,25 Uniform Loads (pit) Vert: A-B--60.0 Trapezoidal Loads (plf) Vert: B=-2.4-to-C--55.7, B-0.0-to-D--18.6 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902HJ2 Job Truss. Truss Type Qty Ply Centex-Orlando/2509-Afjsk/3-31 i 53906902 EJ2 Rdf'i'R7 5 5 1 Job Reference (optional)i Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 09:21:15 2003 Page 1 i 3 A 2-5-4 2r6,0 Scale - 1:7.2 2-5-4 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defy PLATES GRIP TCLL 20:0 Plates Increase 1.25 TC 0.08 Vert(LL) , n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) 0.01 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Mind/defl - 240 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-6-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. n REACTIONS (lb/size) C=52/Mechanical, B-178/0-3-8, D-23/Mechanical Max Horz B-62(load case 5) Max UpliftC=-54(load case 5), 8=-87(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B=2.2,,,S-C=16 BOT CHORD B-Dlo I NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category LI; 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 54 lb uplift at joint C and 87 lb 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 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: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No,:53906902EJ2 Job Truss Truss Type Qty Ply Centex-Orlando/2509-A/jsk/3-31-3 53906902 G15 MO i,!ec- _,,, 1 1NQ=,........ _ Job Reference o lipoval Universal Forest Products,lnc., Burlington, fJC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:05 2003 Page 1 2x3 II 2-6-0 Scare - 1:7.: 2-0-0 2-6-0 , 2-0-0 0-6-0 Plate Offsets X Y : A:0-3-0 0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL). 0.00 A-C >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.00 A-C >999 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Mind/defl - 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-6-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A-141/0-3-8, C-366/Mechanical Max Horz A=51(load case 3) Max U.pliftA--33(load case 4), C=-102(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-21, B-C=-66 BOT CHORD A-D=0, C-D=O 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint A and 102 lb uplift at joint C. 3) Special hanger(s) or connection(s) required to support concentrated load(s) 331.01b down and 113.8lb up at 2-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4".of interior joints. Bracing indicated'on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The buss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5) L26R: Right end may be attached to 2x6 So. Pine or larger BC of two or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C--20.0, A-B--60.0 Concentrated Loads (lb) Vert: D--331.0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902G15 Job Truss Truss, Type Qty Ply Centex -Or lando/2509 A/jsk/3-31 53906902 HJ3 JACK 2 1 Job Reference o_etional Universal Forest Producis,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:06 2003 Page 1 1-5-0 -- I 4-2-3 i 1-5-0 4-2-3 cScale — 9. B - dr 3x4 = 3.54 fT2 T1 81 4-2-3 N LOADING (psf) SPACING 2-0-0' . CSI DEFL in loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) , n/a n/a TL20 245/193 TCDL _ 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0.05 A >387 BCLL 0.0 Rep Stress Incr NO. WB. 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2'3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C-67/Mechanical„B-171/0-3-8, D-28/Mechanical Max Horz B-70(load case 2) Max UpliftC--56(load case 5), B=-178(load case 2) FORCES '(lb) - First Load Case Only TOP CHORD A-B-•22„$ -Co-19 BOT CHORD B-Dm`0': 4' NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; I IOmph; h=25ft; TCDL=6.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 56 lb uplift at joint C and 178 lb uplift at joint B. 3) 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 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 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 for administrative purposes only and are not part of. the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-B=-60.0 Trapezoidal Loads (plf) Vert: B=-2.3-to-C=-63,6, B=0.0-to-D=-21.2 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2,509EL.B RF Date Req-04/24/2003 Draw No:53906902HJ3 Job Truss Truss Type Oty Ply Centex Orlando/2509-Afjsk/3-31-3 Loa 53906902 EJ3 ' TRUSS 2 1 Job Reference (optional) Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:06 2003 Page 1 1-0-0 3-0-0 1-0-0 3-0-0 Scale: 1.5'-1 5.00 V2 T1 e et A D lax — 2-114 3 0 0 2-11-4 0-0-12 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) ; n/a - n/a TL20 245/193 TCDL . 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 A >999 BCLL 0 ' 0 Rep Stress Incr YES WB 0.00 Horz(TL) •0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft - 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-0 oc puriins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=70/Mechanical, 8=195/0-3-8, D=28/Mechanical Max Horz B-73(load case•5) Max UpliftC--67(load case 5)., B=-84(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22,-B, C-22 BOT CHORD B-D=b""" NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL=6.Opsf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.67 lb uplift at joint C and 84 lb 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 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 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 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: 53906902Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902EJ3 Orlando/2509-A%jsk/3-31-3 Job Truss Truss Type city Ply Centex 53906902 HiG HIP 1 1 Job Reference (optional) Universal Forest Products, Inc_ Burlington, NC 21215, Jeff Kerr 5:000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:06 2003 Page 1 3-0-0 4-0.0 7-0-0 i 3-0-0 1-0-0 3-0-0 Scale - 1:11.4 - 5x4 = j 5z4 = 8 c T2 5.110 12 wi wi T1 `'r1 7 D A 81 101 2x3 II 2x3 11 F E 3x4 = 3x4 3-1-12 3-10-4 , 7-0-0 3-1-12 0-8-8 3-1-12 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) 0.01 F >999 TL20 245/193 TCDL, 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.01 D-E >999 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 D n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A-331/0-3-8, D=331/Mechanical Max HorzA--29(load case 5) Max UpliftA=-98(load case 4), D=-98(load case 5) FORCES (lb) - First-L'oad Case Only TOP CHORD A-B.i-572` B-C--497; C-D--572 BOT CHORD A-F-49#-, E-F=497, D-E-491 WEBS B-F=52, C-E-52 NOTES (7-8) 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 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 adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint A and 98 lb uplift at joint D. 5) Girder carries hip end with 3-0-0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 45.01b down and 36.31b up at 4-0-0, and 45.O1b down and 36.31b up at 3-0-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. 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, 8) Right end may be attached to 2x6 So.Pine BC of two or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate.lncrease-1.25 Uniform Loads (pif) Vert: A-B-60.0, B-C--70.6, C-D--60.0, A-D--23.5 Concentrated Loads (lb) Vert: B--45.0 C--45.0 rCustomer No: 11045 Customer Name: CENT EX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H1 G Job Truss Qty Ply Centex-Orlando/2509-A/jsk/3-31-3 63906902 CJ5 ROOF TRUSS 6 1 Job Reference (optional) Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:07 2003 Page 1 Im i' _3x4 4-10-15 4-10-15 4-111If11 0-0.12 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase. 1.25 TC 0.27 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) '-0.05 A >263 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl = 240 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-11-11 oc purlins, BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=135/Mechanical, B=268/0-3-8, D=48/Mechanical Max Horz B=115(load case 5) Max UpliftC 116(load case 5), Es-7 itioad case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B=22,:B-Cs42d'..1' BOT CHORD B-D NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.0psf; 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 116 lb uplift at joint C and 77 lb 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 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 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 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: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ5 Job Truss Truss Type Qty Ply Centex-Orlando/2509-A/isk/3-31-3 53906902 CJ3 ROOF TEjj S.""" 6 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:07 2003 Pagel A a a - 2.10-15 2.11111 2-10-15 0-0.12 Scale - 1:7.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.01 A >999 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1sYLC LL Min I/deft = 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=69/Mechanical, B-194/0-3-8, D-28/Mechanical Max Horz B-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-722, @-C-21 BOT CHORD B-D-" NOTES (3) 1) Wind: ASCE 7-98 per. FBC2001; 110mph;'h=25ft; TCDL-6.0psf; BCDL-6.Opsf; 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. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint C and 84 lb 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 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 responsibilityforthecorrectnessoraccuracyofthedesignInformationasitmayrelatetoaspecificbuilding. 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: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ3 russ I Truss Type , I Qty 53906902 JCJ1 Universal Forest Job Burlinglon,.NC 27215, Jeff Kerr 5.000 s Feb 20 2003 inc. Page 1 j 0-10.15 0-01-11 Scale _ 1:4.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL . 20.0 Plates Increase 1.25 TC . 0.06 Vert(LL) n/a - n/a TL20 245/193 TCDL .10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) ' 0.00 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/deft = 240 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 0-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B-133/0-3-8, E-9/Mechanical, C-O/Mechanical Max Horz B-41(load case 4) Max UpliftBa-102(load case 4), C 27(load case 5) Max GravB=133(load case 1), E-9(load case 1), C=29(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-Bg2J8-C--26, C-Do-4 BOT CHORD B-E—O..--. NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.Opsf; BCDL=6:Opsf; occupancy category Il; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOLa1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb upliftat joint B and 27 lb 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 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: 53906902 Contractor/ Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ1 Wpm I HANGER LEGEND TYPE DESCRIPTION I LUS 48 1 FACE MOUNT - FLOOR STRONGBACK DETAILS 6d NAILS O TOP h 2x4 VERTICAL BLOCK SR20NGBACKS SPICED AT 10'-C' (MAX) ARE REQUIRED TO AWNTAIN CERTAIN FIRE ASSEIABUES. STRONGBACKS, ARE RECOAl1IENDm TO MINIMRE VIBRATION. 01. W FW V.Z F_o Qz J in aoFJWO- W < z C'] m e OWKLj HW m.J ril t=/1jp=Szl n J p pn z" a' o\ m -} 4 an im,$ 00 a Z U pHOp _ VI=U Z..=-NO C D WjdWO n oz W Np ZO~o _ zl EWS O m m J_ O m J Q w I:i J = << Cy o0 ckf 0 cn U 0 , p, Q Y N z o U O( , w W O jjO D m CN U W W U 0_ O fN 0: Z DRAWN BY: TDN CHECKED BY: DRAWING NUMBER 1JI0007 40-0-0 HANGER LEGEND TYPE DESCRIPTION I I HUS 28 MEDIUM DUTY - ROOF m 2 <<I U 00 W 'w O ZF J a O o gp= E"fz<Z Zm-,mm, p O9 NU {C ed J o ZW W m yW p0 a2Z~p8 Z.: pV1SZUQ?..7 Z_NO GG N Z F mg HU Lfl W N } m 1-- Q Q tj tii J o0or O o O `" U M O CU Q= O V z O uiui o h U 2 Z Z O( \ w W O O v Ctal O (> Q U W 41 L) a o <n m I m DRAWN BY: TDN CHECKED BY: DRAWING NUMBER 7370002 DESIGN PARAMETERS BASIC WIND SPEED = g0 M.P.1-i. (FASTEST MILE) 110 M,P.H. (3 SECOND GUST) WIND IMPORTANCE FACTOR = 1.0 WIND EXPOSURE CATEGORY = B APPLICABLE INTERNAL PRESSURE COEFFICIENT ± 0.18 INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS = +22 , -18 PSF ROOFS = -20 , -20 PSF 30 PSF AT OVERHANGS) VANGUARD/ FOX & JACOB ORLANDO DIVISION I. 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. 5. IT IS THE INTENT- THAT THESE DRAWINGS BE IN CONFORMANCE WITH THE 2001 FLORIDA BUILDING CODE, AND ALL APPLICABLE LOCAL, CITY, COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAWS, REGULATIONS AND RESTRICTIVE COTENANTS GOVERNING THE SITE OF WORK, 4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR SCOPE OF WORK. 5. ALL 34"X22" AND 56"X24" PLANS ARE DRAWN TO SCALE 1/4" = EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/5" = 1'-0". ALL 1"1XI1 PLANS ARE DRAWN TO THE SCALE 115" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/16" = 1'-0". ENGINEERED BY VANGARD & FOX & JA.COBS HomEs B Y ¢ E N T E R RVIRRIC41YE ENGINEERING 407) 774-9003 FAX: (407) 774-8477 p.0.1 BOX 161613 ALTAMONTE SPRINGS, Ft 32716 THOMAS J. ANDERSON -PE/ 47819 SHEET INDEX SHEET NO. SHEET NAME C — COVER SHEET Al — FOUNDATION PLAN & DETAILS, WALL SECTIONS A2 — FOUNDATION DETAILS, CONT. A1.1 — FLOOR PLANS A3 — EXTERIOR ELEVATIONS A4 - ELECTRICAL/HVAC 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 S3 — OPT. CVD. PORCH DETAILS, OPT. STAIR RAIL DETAILS NOV A2 d€ $ revisi ens: drawn by: dmN&es fq a,ecwed by: aww dem:01- a1 sheet C Of: R-M INSUL: 1/1" DRYWU DOUBLE 2X- TOP PLATE IR' DRYWALL OVER DQ FURRING OVER R-5 INSUL. WINDOW UNtT 3-1/2• CO NC. SLAB WrFI5El3'E5H OVER OVER 6 MIL VAPOR BARRIER OVER TREATED, COMPACTED PILL FIBERCiA85 SHINGLES OVER IS -FELT OVER 1/16' OSB OR V2' CDX STRAP ED AS SHOOK ON 71318E LAYOUT P.T. DO OVER DCS CDR OVER 2X6 8UBFASCIA W/ CONT. ALUM. VENTED SOFFIT DBL 2X8 HEADER FOR 4'-6' MAX. OPENING, DBL 2XIO HEADER FOR V-9" MAX. OPENING UN.O WINDOW UNIT 2X WOOD STUDS • 16' O.C. W/ R-II INSUL. I/S• STUCCO ON MTL LATH OVER 6•FELT OVER l/I6' O.S.D. OR t/L' CDX 2X BOTTOM PLATE ON 3/4' T4G PLYWOOD 2X4 COJT. BAND BOARD FLOOR TRUSS STRAPPED AS SHOWN ON TRUSS LAYOUT R-19 MSUL.- I/1' DRl'WAL DOUBLE 2X TOP PLATE 2X4 BOTTOM PLATE OVER 3/4' T 4 G PLYWOOD — SHINGLES OVER IS• FELT OVER 1/16" OSB. OR V!" CDX WOOD TRUSSES STRAPPED AS SHOWN ON TRUSS LAYOUT DO P.T. OVER DCS CDR OVER 2X6 SUBFASCIA W/ CCT4T. ALUM. VENTED SOFFIT DBL. 2XS HEADER FOR 4'-6" MAX OPENING• DBL 2XIO HEADER FOR 5'-9" MAX OPENING UN.O. WINDOW WIT 2X - WOOD STUDS • 16"O.C. W/ R-11 INSUL. 1/8" STUCCO ON MTL LATH OVER FELT OVER 1 16' 0.505. OR 112' CDX FLOOR RUSS SHOWN ON TRUSS LAYOUT 1,12" DRYWALL-1' LINTEL BLOCK WA • 5 BAR 2X P.T. BM DBL 2X -TOP PI -ATE PRECAST WITH (I) • 5 PLATE W/ Vl"XB• DBL. 2X8 HEADER WHEN 6 FT OR GREATER AB. 32. O/C FOR 4'-6" MAX OPENING, DBL 2XI0 PI2ECA6T CONC. SILL 3-1/1• GONG, SLAB HEADER FOR 5'-9' W/FIBE131ESH OVER MAX OPENING UN.O. MAS. FINISH OVER OVER 6 MIL VAPOR WINDOW UNITCMUBLOCKW/5 DOWELS BARRIER OVER TREATED, SHOW LOCATIONS ON FOUNDATION PLAN COMPACTED FILL 2X - WOOD STUDS • 16"OL. W/ R-11 INsm. C GRADE GRADE 3 • 5 BARS 20" 20' 3 • 5 BARS WALL SECTION — FRAME OVER CMU WALL SECTION — FRAME WD TWO STORY WC TWO STORY r3i IR" DRYWALL OVER DO PURRING OVER INSULATION — 3Vi' CONIC. SLAB W/ FIBERMESH OVER 6 MIL VAPOR BARRIER OVER TERMITE - TREATED, WELL COMPACTED FILL C FIBEia'.aLASS SHINGLES OVER 15• FELT OVER 1/16" 080 WOOD TRUSSES STRAPPED AS SHOWN ON TRUSS LAYOUT PT. IX2 OVER D<S CDR OVER 2X6 SUBFA5CIA W/ CONT. ALUM. VENTED SOFFIT DBL 2X8 HEADER UNLESS OTHERWISE NOTED ON PLAN WINDOW UNIT 2X WOOD STUDS a 16' O.G. 1/8' STUCCO ON MTL. LATH OVER 15• FELT OVER 1116, 2X BOTTOM PLATE ON 3/4' TAG OSB. 2X4 CONT. BAND BOARD FLOOR TM55 STRAPPED AS SHOWN ON TFW55 LAYOUT LINTEL BLOCK WA • 5 BAR LINTEL SCREEN MASONRY FINISH OVER CMU BLOCK CMU BLOCK WA-5 BAR • SHOWN LOCATIONS ON FOUNDATION FLAN GRADE 9 . I Z 3 • 5 BARS 20- WDF WALL SECTION-0 FILLED CELL —TWO STORY STEM WALL — SINGLE LINTEL 3\' CONC. SLAB W/TIBERMESH O 6 NIL VAPOR BARRIER OVER TREATED COMPACTED FILL CMU I I z I' Z GRADE 3 / 5 BARS,}—'>--,f' G MONOLITHIC SLAB — CMU TWO STORY 31/2 CONC. SLAB W BERMES" OVETi 6 M0. VAPOR B RIER OVER TREATED COMPACTED FILL VARIES 3 / 5 REBAR C T' 10" 10' AA DEPRESSED SLAB BEARINGO GARAGE TWO STORY 3\- CONC. SLAB W/FIBERMESH OVER 6 MIL VAPOR BARRIER OVER TREATED COMPACTED FILL 1 REBAR BB THICKENED SLAB W BEARING WALL TWO STORY xS LINTEL Frt1E W n)•5 CONT. i V£RTKAL REBAR SEE RNN SINGLE COURSE LINTEL 3/4 =1-0 3\' CONC. SLAB W/FIDERMESH OVER 6 MIL VAPOR BARRIER OVER TREATED COMPACTED FILL 1 / 5 REBAR CONT. GRADE X THICKENED SLAB NON BEARING O ENTRY — CONC. PATIOS NON LOAD BRG. WALL 1 / 5 REBAR CONT. AIL 3 1/2' GONG W/FIBERMESH W OVER 6 MIL VAPOR BARRIER OVER TREATED COMPACTED FILL n B: - Z DEPRESSED SLAB NON BEARING O GARAGE CORNER BAR W/ STD. HOOC 5 BAR 5 HOfOL BAR 5 CT-R1 CONIC. FILLED TOP COURSE CHAIR BLOCK WA CHAIR BLOCK UNDER FRAME LBR LINTEL BEAM REINFORCING FOUNDATION DETAILS & WALL SECTIONS - MONOLITHIC SCALE 1/4" = V-0" a W1991CANE ENGINEERING 407) 774-9003 FAX, (407) 774-8477 P.O. BOX 161613 ALTAMONTE SPRINGS, FL 32716 THOMAS J. ANDERSON PE/ 47819 MAXIMUM SPACING OF FILLED CELLS U E ROUTED CELLS THAT CAN RESIST A 100 MP.H. LOAD DESIGN 6N1,LL PRESSURE T = 22 P5F MAXIMUM ALLOWABLE TENSION ON HOLLOW CORE UNITS IS 25 P5.1. - A.C.I. 531 TABLE 10.1 SMTION PROPERTIES 8" PARTIALLY GRCIUTEO WALL = 95.43' I MAS NARY STRICTURES A.C.1) M = wl'I /8, S = "'L•LXR/ BXi.= 95.43 , 1 = USE 8'-0' HORIZ. SPACING - 9'-4' CEILR G 1.3) USE 6'-O' HORIZ. SPACING - ID'-0' T0.12' ' CEILI MAX USE 6'-0' HORIZ. SPACING - 12'-8' TO IS' 3 AM LINTEL tW n) e5 CONT. B 9`t /' _ I THIS STRUCTURE HAS BEB1 DIESE"ED THE tIO MPH. 3 Srr NO CASTS "BID OF THE STANDARD EULDME, CODE 2 Y 2 c ii O aLL vJ J J W Z CU o- O 2 Z 0- OOOCA Ozo-i 2oj Lj_ O LL IS E sf s W g 0) fillNire a ae gsT revisions: yls em n q- os-o osdns designed by. N drawn by, dmw design tlrecked by: aww date: 01-22-01 sheet Al of: ANCHORAGE TAPCON: BLOCK TO EXT. FRAME SHEAR STRENGTH CONNECTION (TYP. SPACING) TAPCON: 3/16" ® 12" 0 EXP. BOLT: 1/2" @ 48" 0. SHEAR STRENGTH ANCHOR ANCHOR LIGHTWEIGHT CDIA. EMBEDMENT HOLLOW BLOCK 3/16" 1-1/2" 846 LBS. 1/4" 1-1 2" 1075 LBS. J—BOLT: 1/2" 0 48" O-C)K TEST REPORT # 150-20068/ PROFESSIONAL SERVICE INDUSTRIES,INC.SEE MFG. SPECS. FOR BIT SIZES & TECHNICAL INFORMATION i i EXPANSION BOLTS: i RAWLS PRODUCT LOCATION EMBED DIA. MIN. EDGE ALLOWABLE ALLOWABLE DEPTH DISTANCE PULLOUT SHEAR RAWL—BOLT GROUTED MASONRY 2 5" 1/2" 1.5" 761 LBS, 1765 LBS. RAWL—BOLT CONCRETE 3" 1/2" 2.5" 1831 LBS. 2537 LBS. F- z O U J_ Q W z O H Q z 1) 0 DETAIL DENOTES PIPE Pig SSTEM (WALL NG ROUGH DETAIL DENOTES PIPE gpt SLEEVE SHALL BE PASSING THROUGH FOOTING C) GROUTED SOLI 2 SIZES LARGER THAN AROUND PIPE PIPE PASSING THROUGH SLEEVE SHALL BE N 2 SIZES LARGER THAN WSLEEVEPIPEPASSINGTHROUGH ° THICKENED SLAB UNDER $Bg i SEE FOUNDATION PLAN FOR REBAR QUANTITY ,Y 05 REBAR WITHIN FOOTING L CONCRETE FOOTER W/ 25' MIN, SPLICE OVERLAP (SEE FOUNDATION PLAN FOR SIZE) TYPICAL FOOTING DETAIL it aM revisi— d3* s designed by r0 drawn by: dm design checked W. aww date- 01-22-01 N V 1 03 sheet AM of SH-23SH-25 SH/ - 2 (+22/ -24) EGRESS it EGRESS --------J o o I - 4 ii 1i 1 1, 11 p VRAT aA 1 I a mil CA9'ET RR BEDi'' 1 13 II BEDR 1 $2 ; Il 3,_9 IV> KITCHEN traATaA' y aRatcLe - O VRAT CIA CAfm RR CAM RR VRt'L 0.R Lc==--- =a 7660 L4HDOD 1u 1 y YFNT. ififie IE: I 5u0.v6G-aLre-_ ____ 5 4'- 2 /2-1ri 2 10 ti 2968 , ., v • it7669 = zxb = m i1 9 _ fiaeasl-WLD --, ; _ = N -i' LAUNDRY 1 _m ;I unno I1 I- R46 2068 - iC i BAT - LN V W -I y911'L 0.Ris I 1M 5 lal 1r HAT wt ° BATH 12 Ma vm R F s RAT au 26" VNOMTrz 16 VM' L RR BRC WALL 4j-PURRALL4' W -oPLv u2' 4 TOa 3 0" n DINING RM N II'- 11 In T DR4M / . F- R e' R.AT at" SCALE • 4+•. T- CARPEL FLR 1-R t a_ _Imo Iy fis R HANDLER TO NAVE 9 0 ® 8'-Iraq" 2-11- 3'_2' b-- - - MIN. OF 4" CLEARANCE ON ALL SIDES AND ENCLOSURE __ ___ - SPACE SHALL BE MIN. 13 WIDER THAN APPLIANCE CLOSET t DOOR w/ ry OPT. BED OOM 64 Q ry Q• MIGH STOP Wa MASTER BEDRM I I e' RAT CLA 9 CARPET MR BRCS WALL LIVING RM F, 20'-4 1!1° W RAT CM - CAWET RR 3 EGRESS 5H 25 1 OBL- 25 (+ 22/ -24) 4x6 v. ccL SH-Z5 SH-2-5 (- 21/ -21) EGRESS) - (+22/ - 29) I - PARTIAL FR" ELEVATION "B' a ENTRYWAY U.DU1. SEAT at ndo 6TP wR 0 11131 25 yr W I'LRCH PLATE (+21/ -23) T4%WU SEAT 3040 F. G. Al - - (ELEV. B ONLY) - 22/ -29) PARTIAL 2nd FLOOR ELAN 11511-dop- SCALE = 14'= I'-0" SGALE = 1/ 4'= NOTE- EXTERIOR WALLS WERE VERIFIED SUFFICIENT FOR SHEAR LOADS ALL STRLIGTURAL WOOD HEADERS TO BE DOUBLE 2" X 10" UNLESS NOTED-OT14ERUSE. NOTE: ALL INTERIOR WALLS TO 13E 3 1/2" NOTE, LEGEND UNLESS OTHERWISENOTED. SEE FOUNDATION PLAN FOR NOTE: ELEVATION " A" SHOWN. FILLED CELL LOCATION. S'-0' AFF. B1J. WALL I]BL- 25 21/ -28) IRR/CA NE ENGINEERING 4 7) 774-9 3 PNL Pm) n+a4n Box 161613 N.TA NM SPRINGS, FL32716 TIOMIS J- M10ERSON PE/. 47819 y SH- 25 SFi-25 " ,-0 EOCATIOfI SC L mm A 60X5- 8 21/ -23) AT OPT. FP 36 RAT FcmRaiIva, WE NOOKe' RAT CL& MFUR = FAMILY RM _ C FLAT afi CAA'Et FLR - AR 6 /l I 5 mmm z, Or- v v 3• STACK o U. O aLL4 - m Y zfim" m e t' a BR' WALL I dF rn e C L AIFORD = Q A/LINE0 rDi a. 3 2- CAR GARAGE w R-4704C CL O WALL 16' X 1' O. H13. (+ 19/ -23) I HB INFORMATION GAME PM. DETAIL i - IN STRX-TURAL SWIFTS i FOR AMITIONAL i 50. FT. CALCULATIONS Ist FLOOR 1062 2nd FLOOR 1441 > TOTAL LIVING AREA 2509111 LANAI 0 * ENTRY 15 * OTHER 0 1p GARAGE 421 TOTAL AREA UNDER ROOF i I PATIO. 4 # Say a'$s a`Yy J V 9sa Ll. M J« W g E Chi; F All] Ili g - 04 E B H designed by n1 drawn by, dmw design checked by-- aww date: 01- 22-01 sheet: A2 Of TEXNfED nASONRY fAJISFI — BOOKED nasorazY FMISH — FPASH GRADE LEFT SIDE ELEy- SCALE = I/a"= 1'-0" JJ^- ON ml NOTE: TOP OF TO EAST Y ABOVE RG EST PONT I UMn PASSES AT LEAST Y' FGG1$ANRTH 1 ANY PART OF THE BU LDM UATNW m' NOMONTALLY. I 1 CROc ET I 1 1 I 1 I i 51LL FRONT ELEVATION 'B' SCAM V4'.Y-e TPoISSBEARING TRUSS BEARING 8'-0• TRUSS BEARING 0'-0• MIS" FLOOR n, •------------------ -- --- TRUSSBEnRWG -------------------------------------[ 3 ---------- ----- S -$ RMTRU55BEARRY - ------------------------------------------------------------- ----- 8'-0' Rd155 BEARRYs -----_---- ----- _ _ TEX FED mg fMISH fW15H FLOOR - ------------------ ----- fMISH GRADE AR ELEVATION SCALE - ys"= 1'-O" S1llCCA 1EMUT.£D TTAS(xJR'! FW15H RlGqT SIDE ELEU. SCALE _ I/V= 1'-0" WRIUCAN€ ENGINEERING 6D u3' EE C•' S;E W SYo 8 BE C) N gg s desgned by. nl a.awn by:dmw design d..*.d by. — Oats 01-22-01 sheet A3-B Of. RUNRCELN,'s F,N}I F{ y\n ( OPT) ti CEUNG FAN PMM;VOPU li -7— li 1j II i- 11 4 30t / I 16 1 FPn jE 3- , \ C 7" - - - 6 LIG STRIP OFT Ar Ir 1 I `Y_ 1 I \ axal i". $i AH-I i 864 qpLY& i 100 mx&. C7 DER TO DOWNSTAIRS C 2 CLOSET i DOORV/ cEL Fanrsro) v CEILN.'• FAN (STD) 2nd ELECTRICAL SCALE = 1/4" = P-0" Imo•:/ '8/'/! i -- KITCHEN a OPT. VA14 I4rt ic tljlje' 1 111 1 I 1; i.•l•.1 luuuu luunu Ileum iur!; iii Via• bn u1 t i 13ATH BATH P• INTERIOR r=Lr=\/ATl0N!5 LMI erxxE . u41-r ELECTRICAL LEGEND qp DW'LEX REc. EXWAUST FAN 9 7m VOLT RM SPIOKE DETECTOR 9 WATER FROM REC. SITOKE DETECTOR (WALL "O NT) 9 GROUND FAULT REC PRONETFIEVIS04 W K 90ATCR ED REC 0 A14COIR BOX DL5(.OINECT FLUORESC FIX Q fLOORC12RET TRACK LR6HTM MTCII 7 S" 3 WAY SWCH N, a.rxlD LIGHTS". 4 WAY SWTCH V WAND. CEILING IX POWER EU"M e DOOR BELL RECESSED LIGHT RECE55M LIC3rt (VAPOR PROM 11 CELW.'a FAN PREWIFE i V2° V.TR I I2• i V!• 2• VTR 1 V2° V.TR LAY I R COfB. W.V 1t1B 1 2" KS. q. 3^ r LAV I V2• 3• r L4' PLUMBING RISER Ile 101 p ill oo v AIC E) FrtTdbd Q o ja WF1'iFl m9uNo .. of w m o m coE a Rxa , a aa- - - - - - - u wy cEILW. FAN(sroJ NW m kc1r,;) UPK+l a o awm 0%1 F20 cFrl I yi u O n Ii b P WATER DATER W4T DISCO"CT CHASE FOR A/C D CT n t011PSTAIRS A/C LINE r Z Q V i U W NLwREGE55EDLIGFTf _ __ I Q WvI 1 U) JWrERPa, ELL y4 d n Z 3 W W wJ W W OPT. COACHMRIT OPT. COACHLIGHT sse68 Ist ELECTRICAL SCALE = 114" = P-0" s>b ns y v: ENGINEERING 1 la N let 3soa E so o3-oleo oe o.c designed by: N drawn bY- dmw design dleeciced_M,: aww dte: 01-22-01 sheet A4 TO PPL TRANS . VGROLMROD . 2501 ELECTRICAL RISER DIAG 150 A 4 WIRE SERVICE vF 2 ! 0 TmTER) ARANGEw Wm150 DRYER 10C W3PANELSMALLAPR, 122 WIS LWsHTW , CIR I424 WA 4 BARE c10: I OAD TABLE MODEL QUANTI TY EMEMENT 2 1 RANGE 40A 2m a IyAw 2 1 DRYER MA 2)P 10 5 00 1 DL%VA5HER 20A UP a 1Z00 I FViWERATOR 20A VP 4 540 I DISPOSAL 20A W R 540 1 I WASHER 20A IR 12 ISM 2 2 1 SHALL APPLIANCE 20A VP 12 3000 6 b GENERAL L&TIM 15A UP 14 61W GARAGE DOOR OP9&R 15A VP R Fi00 I b PADDLE FANS (16) 15A YWP41 500 SUB -TOTAL Y m"r) 30(40 I •L 10000 WATTS AT M% MAM WATTS MIAMER 40% 8p16 WATTS, AG. 30M WATTS TOTAL TTS TOTAL LOAD AHPS Wi3 Nil$ SERVICE SIZE - 60 NIPS I t^ST-t4ETC2509 LINTEL SCHED. LINTEL NO. LENGTH TYPE COMMENTS L 1 IT-4' 81`16-IB/IT ALLIED LINTEL: A-13 L 2 1'-6' 8FI6-IB/IT ALLIED LINTEL: A-5 L 3 l'-6' 8F16-IB/IT ALLIED LINTEL: A-5 L 4 4'-6' 8FI6-OB/IT ALLIED LINTEL: A-3 L.5 T-6' 8F16-IB/IT ALLIED LINTEL: A-5 L 6 4'-6' 8FI6--OB/IT ALLIED LINTEL: A-3 L l 4'-6' 8FI6-OB/IT ALLIED LINTEL: A-3 L 8 4'-6' 8FI2-OB/IT ALLIED LINTEL: A-3 NOTE: LINTEL LI MAY VARY DUE TO HEIGHT OF GARAGE FLOOR, MINIMUM DEPTH TO BE 16'. 5 RE. AT TOP MIN. N Rcav 1-V2• CLEAR F = FILL® WITH EA;EW / U - UNFII I Fn ELL -A ITY OF 15 REBAR AT mmrn OF UNTa CAVITY AT WOMOFUNTBCAVITY 8 F I B -IBA T 8F16-IH/IT BFIZ-IH/IT 8F8-113/IT , BOTTOM D-LNT'" j J LT----- PROVIDED IN LMTEt. NOMNAL WIDTH C81AlTTTTY OF 5 LINTEL SECTIONS NOMMA.L "OTH "' ES' NOMINAL HEE OT REE" AT TOP TYPE IIESIENATION 2509 LINTEL DIAGRAM (GAR._._ RT.) SCALE: N.T.S. ENGINEER NG ME Sa SR€ Q) g to F T` EE h Q E h fizz N - 1 Jill designed Jill designed by- ni drawn bY- amw design armed by. aww date: 01-22-0, sheet: A5 of: NOTES: CAST-CRETE SAFE LOAD TABLES MATERIALS I FOR GRAVITY, UPLIFT & LATERAL LOADS L. ft precast Irrtels = 35Oa ppssi. 2. ft prestressed 11r1tels = 6a00 p51. „ " 3, Fla grout = 3000 psi w/ rt>mcelvn 3/8' aggregate. 8 PRECAST W/ 2 RECESS DOOR U-LINTELS 4. r-Orcrete M050"l y faits ItI"w per ASTM w/ mnmaim net area rompresslve strength = 1900 psi. 5. Ret=r provided In precast lintel per ASTM AE315 GR60. Field retu per ASTM AE115 GR40 or EP50. 6, Prestressmuq strand per ASTM A416 grade 210 low refrnaltlon. 1. 1/32 wire per ASTM A510. 8. Mortar per ASTM C210 type M or 5. EENEP,AL N TES I. Provide full mortar head and bed joints. 2 Share filled lintels as required. 3. Insta11C of Intel must comply with the archlte[tural md/or Structural dr[a+Wrn 4 Lintels, are manufactured with S-1/2" long Hatches at the ends to accommodate vertical [ell reinforcing and 'itlrg. 5 All lintels meet or exceed L/360 vertical def e[tion, except lintels I11-0 and longer with a tnnlulal height of 8" meet or exceed L/180. s Eiottom Field added rebar to b - located of the bottom of the lintel COVIty. 1 'V32' diameter ware stirrups are welded to the bottom steel For. me[txnlcol anchorage. 8 Cast-n-place concrete may be provided in composite lintel in lieu Of Concrete mosonry InitS. 9 Safe load ratings traced on rational design analysis per ACI 318 and ACi 53a SAFE L AD TABLE NOTES I. All values based on minimum 4" bearing. Exception: Safe loads for unfilled Intels must be reduced try 20% if bearing length Is less than 5-1/2'. Safe loads for all recessed lintels based on 8" nomunl tearing. 2. N.R. = Not Rated. 3. Safe loads are total superimposed allowable load on the section specified. 4. Safe loads based on grade 40 or grade 60 field reb or. 5. Additional lateral loud.copoclty con be obtained try the designer try providing addio nol reinforced mo5owl above the precast Intel. 6. One #1 rebor may be substituted For two #5 retrrrs in 8" lintels only. 1. The desgner may evaluate concentrated loads from the safe load tables by calculating the maximum resisting moment and shear at dtnway from the face of support. 8. For composite Intel heights not shown, use safe food from next lower height. 9. All safe loads n unit5 of pounds per Imeor Foot. GRAVITY I.FPr TN - PE 6 4'-4' (52') PRECAST 1489 I 3053 2982W1941 5904 68M 1021 3412 4952 9416 Kfi18 4'-6" (54") PRECAST fnl i449 2182 2114 5315 6254 rm2 342 49821 9415 i08-785'-8' 68') PRECAST l95 832"2 s0 3075 3585 I153- 262 4014 5614 683i 5'-I0'(Ib') PRECAST 135 2816 3352 1103 2051 3&1 6412 6516 6411 6'-8' (Ba") PRECAST 822 90l 1611 2933 25% 3223 38-12 4522 Sol WM 2933 4100 61 8rnF. 61DI l'-6' (90") PRECAST 665 l61 Bl"1 2252 195E 2451 l64 r3r1 2329 3609 5492 246624 51395132 9'-8" (116') PRM T 311 420 834 I2 9 loll B4z 1614 t885 535 928 491 21Ti 2618 3595 2B15 8" PRECAST W/ 2" RECESS DOOR U-LINTELS R.ra UPLIFT LATERAL LENGTH'- BfiFb-n ellFW 8RFl4-R BPFI&1T 8Rlb 8RF6 I>n F24 o- SZ°) PR£i.AST 1244 is-0 3260 4112 4%l 5825124419991-10 40M 4850 5S% 932932 F'R AST 1192 I501 321. 3i31 4-M 5511( 54") 1192 I455 30% 3831 4643 54-93853853( 68") PRECAST 924• If2 2423 2055 3E89 4325 501501 924 1132 2351 2918 3_ 4230 10')PRECAST 8% 1138 2352 2965 3581 4R8469 469 8% 1099 2288 2891 3491 4106 8a") PRECAST 118 882 Isla zo4z ET3 30l 3642 6ao 1100 ll8 9, I= 1981 2509 3035 3563 M.) PRECAST 6M 59-1 1 L325 1810 1 22801 ZEa 3221 ll0 941 6FM 849 1 1302 nr.2 1 22251 2690 351 116") PRECAST 533• 433 808 1123 1413 1104 1995 SIfi 614 533 525 T Io09 f369 t128 2D88 245D REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR 8" PRECAST & PRESTRESSED U-LINTELS 8" PRECAST & PRESTRESSED U-LINTELS GRAVITY LENGTH TYPE 8U8 eFaa8Fe-M 8n2-M 8F16-B 5F20-113 SF24445F28-80E-=Q-M 2'-IOY34') PRECAST 230 3b6 44-8 6339 1526 9004 0412 IMM3 4413 G331 MM 9004 93412 I1936 3'-6' (42") PREC A5T 3B8 3311 4689 MM 05 8630 9441 29M 94-8 RW739 9004 10412 II93a 4'-0' (48') PRECAST 20 2325 2496 3461 4435 5410 E184 T''ie 2646 44-8 6039 1526 9004 10412 119195 4'-6" (54") PRECAST 1651 I181 1913 2651 34M 4149 48% 5644 21ro 4021 M39 1526 9004 10412 9668 5'-4" (64`) PRECAST 1184 223 SM 1809 231 MM 33% M45 1665 2889 SO51 6096 1 5400 6424 1450 PRECAST 912 IOW 1054 1414 1889 1 2304 210 33114592464M44545844312MoIr 18") PRECAST 93l i79S 2101 3263 2146 3358 3911 a5851255210133465250tl3489956890 90") PRECAST 161 1029 IfilS 2395 1994 2431 1 288F3 3333 1029 610 3839 55% 6613 5041 9'-4' (112') PRECAST 513 632 69 1210 14&2 n54 2o21 lfia 18 2544 3469 4030 3121 l0'-6"(126") PRECAST 455 482 25 915 1122 B28 Ism 658 514 2081 2114 3130 2404 I i'-4° (136') PRECAST 445 598 fi5TqZ35r=bs IASM1 2355 n93 2g15 5985 1854 2441 35512'-a'(144°) PREiAST 414 545 54 1689 2014 1510 s5559 I693 2211 2832421 13'-4"(160`)f'RET 5T62016 28 831 1635 1224 1418 1439 185• 2343 11213 14'-0"AS8") PRECAST 338 381 648 919 1190 1462 1081 1250 455 1W tM3 1335 1414 2153 26M 14'-8`AM") PPESTRE56E N.R. NR K2 NR NR NR 465 l65 31i310 ID4504 1 2610 385 31fi5 15'-4' 0841 FiRES N.R. NR MR NR NR NR NR NR 420 695 1250 1855 2310 2840 3410 n'-4' (208')F'RES N.R. NR MR NR M2M.. R NR 310 5M 950 140000 2b00 19'-4` (232°)F'RE5TRE5# N.R. NR NR NR MRR NR 240 400 ISE) 10902r7 2020 21'-4" (256") F RESTRFu,F N.R. NR NR NR NRNRNR M2 183 330 610 940180 2H0 22'-0'(264')PRE5TRE55 N.R. NR Mi NR MRNR I4R I60 3W 5 8-10bo 19WMRNR N.R. R24'-0•(288")RRESTRESSE 120 I610 NOTES: I ALLIED MATERIALS i$ INSTALLATION I. rebrr in precast lintel GR6o per ASTM A615 - 2. retxr In poured beam GR40 per ASTM A615 3. Ft for precast lintels=4000psi 4. ft for field concrete=3000ps1 5. concrete nI;isorry units per ASTM C-9O mortar per ASTM F210 type M Ix S 6. calculotmns try: Richard a. Newman, P.E., Riddle -Newman Engineering Inc. 1. shore all composite lintels 4' CIL. 8. ail ron polite teorm c alculoted with 1#5 in top of beom 9. safe loads based on nomnal 8" treorng 4" mnmun). I0. all loads shown In pounds per linear foot I. for 1engthes not listed use next longer length for safe load FIELD REBAR turtu '5 GR 40 m IX crtu. L J Q CONCRETE FILL to FIELD REBAR Q T - S GR 40 r l-5/8"ACTUAL 4 --4-- UPLIFT LATE TYPE LENE,TH 8%-R rr 4-R l;l _ aF6 _ arazr r 4- 2'-la'(34') PRECAST 1 53' 2021 202111712: 21 1 5190Gaol 1[ 30 8851( 427 PRECAST2165a az31 sz19 6zoa ll9z1251251211541155091BE 10364'-0'(48") PRECAST 131e 1818 2 0 368o MW as3z 4422 53aT 5254 6zas9386110 938 4'-b' (54') PRECAST 166o I162 2501 3251 4010 41fi1 555 l2l lZl I'"" rla5 z435 311 39B 4658 5406 5'-4' (64") PRECAST n393• 1484 2II0 2141 3315 4010 4648 505 505 1393 1431 20M 2610 3293 3920 4549 0') PRECAST Izlz• 1351 w30 2505 3384 366s 4241 418 418 - 2l2 BIS 1BTi 2441 3010 3553 4151 l8") PRECAST n41• 12Do M3 2zsfl Zrg9 3290 392 lal 88l 1141 IIB2 1684 2192 2103 32gi 3'H2 1'-6" (90°) PRECAST 959" 912 1415 l914 2354 2191 3240 591 f 5l 990 Io29 ws 1901 731 2191 3245 9'-4" (112") PRECAST 801. 612 980 1269 1560 1852 2144 454 63a a01 155 1192 1550 1910 2211 2634 l0'-6"(126') PRECAST ll6• 498 l93 1021 2Fi1 1496 I131 396 493 ll6 611 1039 Bag all 2034 2358 11'-4" (136") PRECAST 6fi6• a3t 6% 899 1104 Bo9 156 363 556 G66 535 905 1295 L995 1896 2198 12'-0`044") PRECAST 60l• 4W 631 816 tool u96 i31? 340 494 631 4M 80 1209 151a fA9 Zo86 13'-4"(160') PRECAST 5W 34a s3z 6e6 ea 991 us3 902 398 513 4139 SW 1004 Ohl 1631 1891 14•-0`(168') PRECAST 458' 916 493 635 1-6 922 lobs 286 360 545 3l8 629 922 1254 L961 Mr. 14•$'016') PPESTRE95E 243 295 45/9 591 l24 851 990 N.R. 351 243 352 582 852 R55 1491 1142 15•-4. 084") PP.ES 228 218 43D 553 Ell 801 925 N.R. 321 228 329 542 191 KJ12 O91 1616 A8•)PRF5TRESS.i' E 188 235 361 464 561 blO T14 N.R. 255 U 2% 449 649 814 1121 BB9 165 201 313 401 490 518 66l 19'-a" (2327 PRFSTRCsf E 165 233 550 B6 940 IIfiD N.R. 204 256') PRESTRESSE 145 EE. 218 356 493 512 590 N.R. IlZ 142 212 336 41l 635 80l 993 22'-0T264")PRF5TR l40 131 180 2r75 2G8 343 45l 415 60l 493 T71 MA 94l N.R. 161 24'-otz88')PRESTR 2l 16s z44 32 380 441 515 N.R. 135 124 186 290 4oe 53B b80 833 REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR LINTEL TABLES ALLIED GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE "U" LINTELS LINTEL NO. LENGTH 8"xa" UNFILLED a^xa^ FILLED 8"x12" FILLED 8"x16" FILLED s"x2o• FILLED 8"x24" FILLED 8"x29^ FILLED 8^x32" FILLED A-1 2'10" 6549 B251 10125 12000 12000 12000 12000 12000 A-2 3b" 3838 3858 523-1 8552. 11440 12000 12000 121100 A-3 4b" 2081 1914 3361 4616 618B 1269 8601 9924 A-4 5110' 1128 ID80 1810 2483 3336 3913 4631 5350 A-S lb` 902 1056 1844 2542 3294 4029 4190 5522 A-EI 9'4° 656 636 1112 1534 1994 2436 2902 3346 A-1 lob" 489 483 84l IllO 1522 1851 2211 255B A-8 11W 502 B12 1125 1530 2002 2455 2931 3389 A-9 12'8' 421 488 90O 1224 1504 1968 2350 2121 A-10 13'4" 393 419 114 1053 1381 1592 2024 2341 A-11 1410' 342 913 590 938 IZ33 Isla 1808 2091 A-12 14'8- 308 334 6i8 842 1108 1352 1624 1819 A-IB 11'4' 212 285 43B Ell 808 988 1188 1380 A-14 19'4" 250 395 496 850 1138 14a8 1698 198D A-15 20'0" 225 965 413 l84 1052 1300 1510 1831 ALLIED UPLIFT AND LATERAL SAFE LOADS FOR 8" CONCRETE "U" LINTELS LINTEL NO. LENGTH a"xa" a"xa" a"x12" s"Xla" 8"x20" 8"X24" 8"x28" a"x32" LATERAL LOAD UNFILLED FILLED FILLED FILLED FILLED FILLED FILLED FILLED 8X8 FILLED A -I 2'10' 3E196 3150 9194 10000 10000 10000 10000 10000 4408 A-2 3'6" 1835 1815 5445 I0000 I0000 10000 10000 10000 F- 2592 A-3A-3 4b' 1018 1051 4224 5900 8203 9440 I0000 1415 A-4 5'10' 515 603 23M 3919 4300 53a3 6166 1848 111 - A-5 lb' 345 3"H] 1421 1918 2552 3514 - 3661 460a ELI 9'4' 228 252 934 Is65 2059 2542 2941 423 A-1 1016" 185 209 156- 1341 IB62 2025 2341 329 A-8 11'4" 303 339 E 52 F126 B-10 1452 1151 2028 S1 A-9 12'8° 24l 282 615 991 1232 1464 1695A-10 13'4' 253 253 510 892 1109 1903 F A-11 14U' 225 324 413 EL92 824 ICIM 1196 A-12 14'8° 191 218 442 609 169 955 fills I A-13 11'4° 145 253 391 483 E05 155 442 . 9 A-14 19W 184 214 308 420 525 65l 115 A-15. 2013" 114 203 29F. 405 504 F, w n m M0 O a Essls iM d 3} VJ 6E O FgZ N W 0 aaiw aa"m 1r designed by. N drawn by. dmw design checked W. i- date: 01-22-01 sheet. A5.1 Of- 1x — 1 —1 I— AND (U MTT28B @ BOTTOM EPDXIED TO BOND BEAM W/ 5/8' DIA THREADED ROO W/ 6' MINIM." EMBEDMENT ROOF TRUSS LAYOUT 'B' N.T.S. 1/16° O.S.B. SHEATHING 2X4 WD. STUDS - 16" O.G. 2X4 BOTTOM PLATE 3/4" PLYWOOD 2X4 BAND BOARD IS; 4 OOOOR TRUSS TIZJ65 ANCHOR PER TRUSS PLAN U BLOCK W/ STRAP TIE • EVERY 31d STUD CONNECTING FLOOR - TRUSS TO 2nd FLOOR STUD F BLOCK TO 2ND. STORY STRAPPING UI I-E EJ5 17-4-12 PLATE I 8-0-0 PLATE H NOTE: SEE TRUSS MFG.'S ENGINEERING. AND LAYOUTS FOR TRUSS —TO —TRUSS CONNECTORS ROOF TRU58 ANGI-IORAGsE: rioT 1) USE (U TYPE 'C• (OR INTERCHANGABLE TIE) FOR 7RU55 TO FRAME WALL OR BEAM CONJEGtiON UNLESS NOTED OTHERWISE IUNOJ 2) USE (1) TYPE "A• (OR NTERCHANC ABLE TIE) FOR TRU55 TO BLOCK WALL CONNECTION (UN.O.) 3) USE EHUH26-N (OR INTERCHANGEABLE TIE -OR ALL JOIST HANGER CONNECTIONS(UNO) 4) USE (3) 16d OR (3) J31 x 3 V4" PA5ELODE GUN NAIL TO FASTEN JACK TO NIP GIRDER (T45) 5) GABLE TRUSSES REQUIRE (1) TYPE 'A• OR (1) TYPE "(:" STRAP AT 48" O/C FROM CENTER OF TRUSS. 6) ALL STUDS BELOW GIRDER TRUSSES SHALL BE-EIT14ER CONNECTED m/ S"ISON SP4 STRAPS TOP AND BOTTOM N ADDITION TO OTHER STRAPPING ON PLANS. SIMILARLY, 4X4 POSTS REQURE (2)-61-4'6 ON EACH END_ 4X6 POSTS REOUIRE (3)-SP4'e ON EACH END. 1) BOTTOM HALF OF MTS16 TRUSS STRAPS SHALL BE EITHER NEATLY WRAPPED UNDER DOUBLE TCP PLATE OR NEATLY FASTENED TO VERTICAL STUD OR POST DEPENDING ON ALIGN -ENT OF GIRDER AND STUDS OR POST BELOW. SEE POST STRAPPING ON 16t AND 2n0 FLR PLANS PNEUMATIC EQUIVALENT MAY. BE 6UB6TITUTED FOR HAND NAIL DESIGNATIONS" NAIL VALUES: BASED ON TLATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRICTION FROM TABLE S.Sc - 'NAILS AND SPIKES - LAtERAL-LOAD DESIGN VALUES' NAIL 544EAR VALUE (Ibe.) 8d 103' tad 125- 16d 149' FLOOR TRUSS LAYOUT 'A' & ' B' N.T.S. 0-4 HELD BACK 1" 1fi' ENGINEERING 407) 774-9003 ram: (407) ns 5477 9 161613 KTAMOMM SPRINM M 32716 JHO J. ANDFRSON PE/ 4MIS NOV V/ J D a w LL:o U) w —U) OmD 0U) 0 H wow 0 w J J LL m Q s Z =E fish wa Is 6 $ C) S Lf) N ga Ievlslals: ear: ea..rey. de5lgned by: H drawn by dmw design dleckeA by awd dab: 01-22-01- sheet A&B of: 4 Il Q• W/ 10-10d NAILS WALL STUDS 4 HEADER c,- uu w-roa nni a o BOTTOM OF HEADER HEADER 2) 2.10 W/ IR" CDX FLITCH t HEADER STUDS FULL LENGTH WALL STUDS NOCOFNECTORS REQUIRED I Q" W/ 10-10d NAILS c BOTTOM OF WALL 4 HEADER STUD Zxd P. U" STRAP EVERY OTHER STUD ROOF FRAMING MEMBER NOS: F A BLOCKED DIAPHRAGM ZONE 15 CALLED FOR ON ROOF SEE CONNECTOR CHART PLAN PROVIDE 2.4 BLOC -k o ALL PLYWOOD PANEL EDGES 4 SCHEDULE FOR TRUSS NAILS s 4. O:C, FOR BLOCKED DIAPHRAGM ZONE STRAPS) 8d NAILS AT 6. O.C. OR DOUBLE TOP PLATE 8d NAILS AT 4. OU:.-OR EQUALIVALENT EQUALNALENT F'MJEMATIG PHUS MATIC NAIL AT 1/I6" O56 OR CDX NAIL AT SUPPORTED EDGES p SUPPORTED EDGES AND EXTERIOR SHEATHING AND BLOCKING AND R° O.C. N 12. O.C. FIELD FOR OTHER NAILED W/ 10d GALV. FIELD FOR SHADED AREAS AREAS OF ROOF e 4' O-C EDGES AND OF ROOF 2x4 P.T. WALL STUD W/ l/I6. OSB SHEATHING 4.8` 3) 1/2'H ' CIA. ANCOR:-- OR 1/2" CDX TYP- BOLTS TO BLOCK O J Q m Q^ 3 e IQ" DIA. x 8' ANCHOR BOLTS EMBED 6" MIN. INTO FOUNDATION W/ 2"x2'kl/8' WASHERS, LOCATED WITHIN 6. OF EACH END AND32" O.G. MAX ELSEWHERE T. BOTTOM PLATE TYPICAL FRAMING AND CONNECTIONS FOR OPENINGS 0 I" ROOF SHEATHING NAILING RSN PATERN DETAIL FLOOR FRAMING BLOCKING REGlUIRED: PROVIDE 2X4 BLOCKING IN THE CSHOWN w 24" O/C) FIR5T THREE FRAMING SPACES AT 48" O.C. REMAINDER TO BE BLOCKED AT 96' O.G. OR RAT RUN. FASTENING: FASTEN FLOOR SHEATHING TO FRAMING W/ WITH 8d COMMONS OR Sd HOT DIPPED GALVANIZED NAILS AT THE FOLLOWING SPACING: U 6" ON CENTER AT ALL PANEL EDGE FRAMING I 2) 12"-ON CENTER AT ALL INTERMEDIATE FRAMING 1/16. OSB. SHEATHING 2X4 WD. STUD-5 c I6" O.G. l--_ ' - L BLOCKING a 40" O/C MAX. IN FIRST THREE FRAMING SPACES 4 S6" O.C. THEREFORE FLOOR BRACING AT ENIDWALL5 WOOD TRUSS ? OSTRAP TIE STRAPPED AS SHOUIN s EVERY 3rd ON TRUSS LAYOUT STUD CONTECTING FLOOR TRUSS TO 2) 2X- TOP PLATE 2nd FLOOR STUD - DBL 2X8 HEADER TP FORv T7OPENDBL. 2X10 P. HEADER FOR 5'-S' 2X- BLOCKING AT MIDSPAN - MAX OPENING UN.O. 16. O.C. STUD 2X- BLOCKING SPACING AT MID -SPAN INT. DOOR FOR INT. BRG. OPENING FRAME WALL - I6" O.G. STUD SPACING PLATE ANCHOR EVERY OTHER FOR INT. BIG. FRAME WALL STUD (TYP. TOP a BOTTOM) - 2X4 BOTTOM PLATE 3/4" PLYWOOD 2X4 BAND BOARD 16" FLOOR TRUSS e 24" O.C. PER TRUSS PLAN TRAP TING PLATE TOTO FLOOR TRLtSM 1) PLATE ANCHOR EVERY CONC. EXPANSION EVERY OTHER STUD (TYP.) SLAB DOLCHOR.QGE " EXPANSION BOLT 24" O.G. ANCHORAGE 24" OL. FRAMING & STRAPPING INTER. BRG. WALL @ DOOR FRAMING 4 STRAPPING INTER. Io.. BRG. WALL . o FRAMING 2 STORY WOOD TRU55 STRAPPED AS SHO.m ON TRUSS LAYOUT 2-2X4 T?!' PLATE J. T.O C MU 2x4 STUDSoI6"a PLATE ANCHOF EVERY OTHER STUD (TYP. STUD a BOTTOM) 1/2• X 8" EXPANSION BOLTS48" O.C.- CM WALL 1 FRAMING & STRAPPING KNEEWALL OVER CMU WOOD STRAPPED AS SHOWN ON TRUSS LAYOUT 2X- BLOCKINGATMIDSPAN U6. O.C. STUD SPACING FOR INT. BRG. FRAME WALL' - @PLATE ANCHOR EVERY OTHER STUD (TYP. TOP a BOTTOM) 1/2'XB• EXP. BOLTS o 32. O.0 - WSN EXTERIOR WALL SHEATHING NAILING PATTERN DETAIL 8X8XI6 P.T. 2X6 W/ 1/2' DIM. •J" CMU. (TYPJ BOLTS a 48" MAX. W/ J, iR1155 6• M }BEM -BED. (TYP.)- BYEARINfi _ _ 11 I,.I 1 P.T. 2X6 W/ 1/2" DAIM. 'J" BOLTS d8" MAX W/ 6" MIN. EMBED. (TYF DETAIL: TYPICAL JAMB FASTENING a OyERI-IEAD GARAGE DOOR SCALE: N.T.S. DTr NESE REQUIREMENTS APPLY WHEN INDOW/ DOOR MANUFACTURERS FASTENING ETHOD IS NOT SPECIFIED, PT IX BUCKS FOR WINDOWS AND DOORS U NAIL W/ .109 DIA OR HEAVIER POUER NAILS S" O/C AND 3' MAX FROM ENDS TYP, W/ I" MIN.. EMBEDMENT INTO BLOCK 2-) ALSO ADD 3/16" DIA SELF TAPPING CONC. ANCHORS THRU WINDOW/ DOOR FRAI"E EIGHT (8) INCi-ES FROM ENDS MAX. AND FORTY (40) INCHES MAY - ON CENTER W1 P MIN EMBEDMENT INTO BLOCK ATTACH WINDOW TO SUCH W/ 10 SCREWS MAX a', O/C AND MAX 8" O/C AND MAX. 8" O/G FROM ENDS. PT 2X BUCKS FOR WINDOWS AND DOORS ALTERNATE) L) INSTALL 3/16" DIAMETER SELF TAPPING CONC, ANCHORS EIGHT (8) INCHES MAX. FROM ENDS AND 24" ON CENTER MAX W/ 1" MIN. EMBED. INTO BLOCK FASTEN WINDODUDOOR TO PT BUCKS WITH '10 SCREWS e" O/C .MAX AND MAX 8• FROM ENDS W/ i" MIN. EMBED. INTO BUCK TYPICAL BLOCK OPENING DETAIL FOR PT 1311CK FASTENING MID 35 F% RATING) 1 NAIL INTO 2 NAILS INTO TOPPLATE JOPPLATE PRE ENGINEERED C WOOD FLOOR TRU55 r 24"O.G.MN__-___-`+ ,, _2 DETAIL DOUBLE ; TOP PLATE - - IB FRAMING & STRAPPING INTERIOR BEARING WALL 2X- BLOCKING AT MIDSPAN I6. O_C. 51-LID SPACING FOR INT. BRG. FRAME WALL 2X PT. BOTTOM PLATE EXPANSION HORAGE 32' O.G. GrENERAL NOTE& GENERAL L LIVE LOADS: ROOF: 20psr FLOOR 40paf STAIR 40paf 2. WIND SPEED il0mph 3- gusts 3. ALL WORK TO BE IN ACCORDANCE WITH THE FB.C. 2001 CHAPTER 16. 4. ONLY WRITTEN CHANGES APPROVED BY THE ENGINEER SHALL BE PERMITTED. CONCRETE L ALL WORK TO BE N STRICT ACCORDANCE WITH THE ACI 318 2. MIX DESIGN CRITERIA: ALL CONCRETE TYPE I PORTLAND CEMENT. (A5TM C 150) COMPRESSIVE STRENGTH 6 28 DAYS SHALL BE 2500 ppst FORSLABSANDFOOTINGSAND3000peIELSEU'TE 2 (UONJ. MA ASI WATER -CEMENT RATIO BY WEIGHT FOLLOWS: SPECIFIED NON -AIR AIR COMPRESSIVE ENTRAINED ENTRAINED 5TRENGTH(pal) CONCRETE CONCRETE 2500 06-1 054 3000 058 0.46 SLUMP -SLAB ON GRADE 5• OTHER 5° WATER - POTABLE CHLORIDE - NONE 3. PROVIDE NORMAL WEIGHT AGGREGATES IN COMPLIANCE WITH THE REQUIREMENTS OF ASTM C 33. 4. FIBERME51-1 FOR SLAB TO BE AT A RATIO O= . 15 1-55./YARD. FOUND AT I ON5 L FOOTING DESIGN BASED ON MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 par. 2. IF FOOTING ELEVATION OCCUR`' IN DISTURBED)JNSTABLE OR UNSUITABLE THE ENGINEER SHALL BE NOTIFIED AND NECESSARY ADJUSTMENTS BE MADE PER HI5 INSTRUCTIONS. 3. PREPARATION OF THE SUBGRADE TO FOLLOW RECOMMENDATION5 AS OUTLINED IN THE GEOTECHNICAL REPORT. - SOIL, 4. STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE or (1) VERTICAL TO (2) HORIZONTAL- 5. CAUTION SHALL BE USED WHEN OPERATING VIBRATORY COMPACTION EQUIPMENT NEAR EXISTING STRUCTURES TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE. M A a/Y1.I ICY 1. DESIGN, MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE ACI STANDARD BUILDING CODE REQUIREMENTS. FOR CONCRETE MASONRY STRUCTURES ACI 530/ACI 530U 2, CELLS INDICATED TO BE FILLED SHALL BE GROUTED WITH 3000 pal CONCRETE (8" TO 10' SLUMP) 3, PROVIDE 25" LAP FOR STEEL ® ALL LOCATIONS. 4. ALL CELLS ADJACENT TO CORNERS, END OF SHEAR WALLS AND UNDER CONCENTRATED LOADS SHALL CONTAIN VERTICAL REINFORCING AND SHALL BE FILLED WITH CONCRETE 5. CONCRETE BLOCKS SHALL CONFORM TO A5TM C-W (25 DAY STRENGTH 2O00 pal) (1`m=1500 pal), LAID IN RTNING BOND. 6. MORTAR SHALL BE TYPE N. 1. ALL RE -BARS SHALL BE GRADE 40 UNLESS UN.O. 1.000D = L ALL UKJOD FRAMING AND PRE-ENGINEERED WOOD TRUSSES SHALL BE DESIGNED, DETAILED, AND FABRICATED IN ACCORDANCE WITH tHE PROCEDURES AND REQUIREMENTS OUTLINED M TFE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. 2. THE WOOD TRU55ES SHALL BE SIZED AND DETAILED TO FIT THE DIMENSIONS AND LOADS NDICATED, ALL DESIGN 514ALL BE IN ACCORDANCE WITH ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED AND APPROVED BY THE BUILDING CODE. DESIGN CALCULATIONS SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER ARE TO BE SUBMITTED TO THE ENGINEER FOR APPROVAL 3. PER1ANENT BRIDGING PERPENDICULAR TO THE SPAN 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 PINE SURFACES DRY USED AT 15% MAX M. C. GRADE H02 OR SPRUCE PINE FIR SOUTH GRADE NO2 5. PROVIDE GALVANIZED METAL HANGERS AND FRAMING ANCHORS OF THE. SIZE AND TYPE RECOMMENDED BY THE MANUFACTURER FOR EACH USE INCLUDING RECOMMENDED NAILS. (HUSHES CONNECTORS OR EOUIVALENT) 6. ALL BOLTS USED FOR WOOD CONSTRUCTION SHALL BE A MINIMUM OF 1/2" DIAMETER AND 6" IN LENGTH (ASTM A-301) WITH MN. 1 1/2- DIAM. WASHER U.N.O. 1. PROVIDE FRAMING MEMBERS OF SIZES AND OF SPACINGS SHOWN, OR F NOT 51-IOW4, 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: 1A6" OSB OR 1/2" CDX SEE DRAWINGS FOR NAILING PATTERNS, VERIFICATION OF FIELD CONDITIONS 1. CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND DIMENSIONS RELATIVE TO SAME WHERE THERE ARE CONFLICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED IN THE DRAWINGS, SUCH CONDITIONS SHALL 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 Sd NAILS AT 4" ON CENTER PRE ENGINEERED WOOD FLOOR TRUSS ® 24' O.C. MAX a-2 TOENAIL .FLOOR TR155 TO. TOP PLATE W/ 16 FENNY NAILS, (2) ON ONE. SIDE, (1)ON THE OTHER AIL: INTERIOR BEARING WALL W/ NO UPLIFT IRRICA NE ENGINEERING a U n"-aow rac ("off na-a.n ro. ewC taiau uwxCe srmas,.n. mCa n+ows a w+vexson no a>aCa milow, kip U W O- Z 0 J W W z z w W fD S= 5 EYY revisions a"ec m..nef. designed by. N drawn bf. cf w design diadced by. aww dab: 01-22-01 sheet S1 Of: 13 i cHa rt ul NosBSWATHING.2 FLAN ^ a W aC mE3U.T. 9 24. OC. "- 2x4 CONTINUOUS 2-2X4 wN - I6. O/G Tom, OSB Q TOP PLATE p z OC EA SIDE (TYP.) OR In" CD .( O n' Y-0' CH 2-2x4 l TOP PLATE E ORIA6OSB 2X4 STUDS / TOR in, CD W 2 g ORV!° CDX SADDLE PROVIDE I P, CRICKET Ib• O/C COAT. 2X4 NAIL EA BLOCKING Pe2x4 BLOCKING CRICKET Q a TO EACH TRU55 2x4 BLOCKING 2X4 DI / V MEMBER W/4 GABLE BRACE / 2Xd STUD 10d NAIL5 E w 2X4P.T. % BOT. PLAT COAT. 2X4 NAIL I - J-BOLT5 0 N TO EACH TRUSS AS SHOWN MEMBER CO EA. SIDE (TYP.) /A ROOF TRUSS PE.W.T. s 24" O.C. STRAP E Z 5 m 1O rSTUDW/-B- D HURRICANECHICLIPTOTOPWALLBOT. PLATE r , u lJO `aLL CMU WALL SOLID GtN WALL ROOF TRUSS OSB OR IR' COX FRAMING SECTION THRU CHIMNEY CHINTERIORCHIMNEYCH141 WALL SECTION Q FRONT ELEVATION SIDE ICD ANTERIOR CHIMNEY DETAILS CHIMNEY DETAIL END EXTERIOR CHIMNEY DETAILS ELEVATION (n CONNECTION _ j J 9 1/2^ O 51-IEATFIING zx sTups ab^ or_ w Q 3/4" FLOOR Q W NOTE: I Vl' SPAGW.+ CLEAR OF THE 9UM OF T1110 RI9ER5 W ALL FINISH MATERIALS. AND ONE TREAD, EXCLUSIVE OF THE PROJECTION OF QN09MG, SHALL BE NO LESS i L THAN 24° NOR EXCEED 25• W +•- 2XI2 TREAD NOTE: SEE FLOOR z HARDWOOD PLAN FOR C Q Q HANDRAI1/5' TO 1/1" GAP TYP. Z TREAD DEPTI I G p Ir " WOOD FLR 3/4' 9HE MG 1 1 1 I- Q' TRUSSES e MAX. (/ LLI - METAL BRACKETS W Q = 2XI2 2'0" O.G. _ 2- 2XI2 III PLATE U e 36" oc. 2x12 STAIR STRINGER ' - BorroM 2x6 BRACING I" NOSING MAX. J W W = IX6 0 9 1/1" II y 2X12 W sBRACKET. D T A I L- W - IX& ( RISER BAGKING + zjl 2x LEDGER Q STAIRTREADWIF: s z \ 2X4 WALL w Z 2XI2 STRINGER FASTENED I FIREBLOCKING lx = FO ` IR' DRYWALL e BOTTOM < WEDGED Q = • $ e _ TOENAILED INTO 2-2XIO 5/9" I c \\ 2X STUD WA RAID P or - AT FIR WRT BOARD W e TO ' RAIDWALL2x12STAIRUP STRINGER 2x STUDS oIG• oAT STAIRS 2xTREAD urger >, TYPICAL tp % uc weeRe.. c+cs 2X STUD WALL I i 11 L SINGLE z I 1' SPAGGx 11A1H F D E T, 41 L• 2X MIL TO ALLOW 2X4 STRINGER FUN & T A I R O °4 1„ DRNUN. L AlU2 51CIRT LEDGER 71 N AN D I 1" 3' BOAlA NSTALLATbN P.T. 2X4 NAILER P.T. BOTTOM PLATE PT. 2X4 NAILER 3'-3' 2x4 NAILER--------------------------------------------------------------------------- V g TO WALL DETAIL: 5TAI R TfREAD WALL STAIR AND LANDING DETAIL w aa91119 UPLIFT FRS I TRUSS OF MTSI6 STRAPS MIN. Od NAILS TO FEAT. MIN. I OF 3/16' TAFCCNS TO CMU THE MISSED FILLED CELLS CAN BE REPAIRED BY EPDXY GROUTING ( 1) 5 REBAR (SEE EPDXY PROPERTIES AND SPECIFICATIONS • CONCRESIVE V 9 MANUFACTURER 511,11, 50N) EACH STRAP) EACH STRAP) LIQUID LPL OR EQUIVALENT ") INTO BOND BEAM Y AND INTO THE FOOTING FOR ALL FILLED CELLS M THE FIELD ENGINEERING 0-131 1l4SHOWNONPLANSBUTNOTFILLEDPROVIDEb" MIN. EMBED. AND3/4.7 HOLE INTO ar nM wun THE Fmntlr. a» nb-sow rax: (aT) nb-ebn yy 5 132-1460214IFAN •A" STRAP IS MISPLACED TOP OF BOND BEAM 24' OR OR Tlw ' ''V So"i ogle V J OR FORGOTTEN AFTER THE 5 AT 49' e POURING OF THE LINTEL BEAM PFF-ENGINEERED 24' S E PL FOR OST SIZE J n AT TOP OF CMU WALL THEN A WOOD T gg O0 3 7 fi SIMPSON MT516 CAN BE SUBSTITUTED _ _ _ - _ _ _ FOR EACH MISSED ' A• STRAP (TYP. UANJ - - PLEASE SECURE EACH MIT516 STRAP PROVIDE 20 Ga. GALV. PROVIDE fV 5 AT 48" FOLLOWING THE ATTACHED TABLE AND FLASHING FOR TRUSS - L--- BEAM W/ O.C. YERT, AND (2) 5 ACGORDMG TO THE UPLIFT ABLLE FROM To SIT ON PROVIDE 75• lU 5 COAT. BELOW EA POST lU 5 GOAT. C2) SIMP$ON T522 (2430Lb. max UPLIFT) or L',1 revisions: THE TRUSS MANUFACTURER INSTALL ALL LOCATION FILL ALL 9 GIRDER (2) NUGNES RT22112 (2930Lb. max UPLIFT) or l-1-1 a amlbr TAF'CONS WITH I-V2• MM. EMBED. `jai SPLICES (TYPI CELLS WITH 2500 P51 _ PROVIDE OPEN (2) 501CO ADS-2 (34-121-b. max UPLIFT). GONC. ALTERNATE HEAD JT. AT 4a" O.G. Q HOOKS IN FND. FOR WEEPS ( LINTEL BEAM W/ ( 1) 5 CONT. CMU WALLFILLED CELLLL 9" CMU WALL - SLOPING 2x4 POST SEE V 5 VERTICAL BRACE EXTERIOR SIDE GRADE AWAY DOUBLE TOP PLAN FOR QUANTITY OF WALL DURING 9• cfiv FROM HOUSE PLATE Ey. nt COMPACTION OF THIS ( SIMPSON MT516 AREA 5 c 49° O.G. 9^ MM. I I U- d b — EMBEDMENT data: 01- 22- 01 ATTACH TAPCCNS g EPDXY GROUT 5 RE R , EVERY OTHER HOLE INTO FOOTING AND TOP OF FOOTER e, BEAM W/ b• M1R•L EMBED. - = NOTE: TAPCONS SHOULD BE IN5TALLED SHOW ',- 2'-0" V COV. .. .. - y, ....: Sheet AS 3' CLR IN STRICT ACCORDANCE UT14 THE SHOWN .f--'2j ALL REBAR (TYPJ NOV 2 MANUFACTURER' S MCClIME 40ATICNS NOTE- EPDXY STRICT A GROUTslCE UJI BE INSTALLED M RETAINING WALL AT PATIO YY STRICT ACCORDANCE WITH THE HAMFAGTURER'S R WP S2 RECOh1MENDATIONS. NOTE: BRACESIDEOFWALLDETAILfor (2)SG SUBSTITUTION ADEQUATELY DIRWG COMPACTION for (I)iI Ns GIRDER GONNEGTION MS MISSED "A" STRAP DETAIL MFC MISSED FILLED CELL DETAIL IN P PATIACE SLAB. LEAVE BRACES TER M PLACE FORlDAYSAFTER3/4• • 1'-0• PATIO SLAB 15 POURED Of a HANDRAIL TO HAVE A CIRCULAR GROSS SECTION DIAMETER BETWEEN 1 1/2" TO 2", OR TO PROVIDE GROSS SECTION WITH EQUIVALENT GRASPABILITY PERFORMANCE OtY REFER TO FLOOR PLAN FOR STAIR Q SECTION SPECIFIC TO THIS MODEL tLl SUM OF (2) RISERS X PLUS (1) TREAD MU5T 2XI2 STRINGERS AT SIDES S CENTER I EQUAL 24" TO 25" OF STAIRS W/ 2X4 SPACER AT L 51DEWALL5. ATTACH SPACER TO EACH STUD WITH (2)I0d NAILS. Z 3/4" 5UB-FLOOR tt1 dJ FLOOR TRU55 t- 2Xb STAIR LEDGER CONNECTED IX R15ER TO FLOOR TRU5S WITH IOd NAILS (p6" O.G. 2XI2 TR A ATTACH EACH 2Xi2 STRINGER TO N dJ LEDGER WITH (2)16d NAILS THRU AND (2)IOdUt J N to LEDGER INTO STRINGER NAILS TOE -NAILED ON EACH SIDE u- m ATTA H RISER TO EACH STRIN ER W/(3)5d NAILSQATTACHTREADTOEACHSTRINGERW/ (3)IOd NAILS TOTAL STAIR RUN MI TREAD = I" EXGLUSI E OF NOSING T"'rFIGAL STAIR CON5TRUCTION DETAIL N.T.5. T Scs itso0 1 : U SSE O gs OLo N ° atz ill I w UI 0 '€ O_` af4 75> s5a_ revisions: ews n.... N' o9-oa oo-oo o drawn by: dmw d- Uedced Dy: aww date: 01-22-01 sheet: S2.1 of: r- a— FIBERISLASSSHINGLESOVER 15• FELT OVER T/I6. OS-B. WOOD TRUSSES STRAPPED AS SHOWN ON TRUSS LAYOUT UO P.T. OVER IX8 CDR OVER 2X6 3/S• f3GH. SALLN PINE W13FASCSIA DORRYIRWEM. GRADE W/ CONT. ALUM.. VENTED OFFIT R SEEFLPLANDBL 2X8 HEADER FOR STRAPPING FOR 4'-6" MAX. OPENW3 1/ 1" CONC 5LA5 HEADER, DEN- 2XI0 W/FIBEI3' SH OVER - HEADER FOR 5' N. 6 MIL. VAPOR BARRIER3 Vl° CONC SLAB MAX OPENING UN.O. OVER TREATED WOOD POST W/FIBEI' J'1ESH ON WOOD F'05T COMPACTED FILL PER PLAN CLEAN, COMPACTED PER BOOR PLAN FILL W/ MONOLITHIC WRAPPED W/STUCCO S FTC. W/ 2 ' 5 BARS OR OR ® OR ® E FLOOR PLO SEE FLOOR PLAN) FOR POST SIZE GRADE I2ADE 2 • 5 REBARS • ' • •• THICKENED SLAB AT SCP SECTION (9 COVERED PORCH K BEARING PORCH POST A'DRAIL GUARDRAIL ELEVATION TYPICAL STUCCO FINISH (ALTERNATE RJ5 CEDAR FINISH) CONC, SLAB 2-QD STRAP TIES ONE EACH SIDE) WOOD POST PER FLOOR PL(A^N-J E ReR PLAA FOR POST SIZE EPP ELEVATION REAR PORCH POST MONOLITHIC DETAILS SIMILAR WOOD BALUSTER W/ DEC. WOOD RAIL ABOVE THAT MEETS GRA5PABILITY CODE NEWELL POST — TRIM — 4' C. FIR CAF IXI2 IC. D FIRINSIDE) y /// STAIR CCONSTR. IMPERIA BEYOND WALL i NEWELL PC IOOD RAIL U5TER CAP ALL RNEATH 2X4 BLOCKING • 24°0.C. ROOF TRUSS TYP. LATERAL SUPPORT TOP OF FRAME WALL 2) I2d NAILS TO ROOF TRUSSES) TYPJ 2) 12d NAILS (TYP-) A1/2• DRYWALL2 - 2X TOP RATE W/ "Q' 32' O/C 1/2' DRYWALL R-II BATT WSULAiION 1/8' STUCCO OVER METAL LATH W OVER IS• FELT OVER OS-B. TOP OF FRAME WALL Q 2X STUDS I6' O/C U BOTT. PLATE W/ 2X"XS' IR" O/C AB. 32OAND "Q' 32' O/C INTERIOR PORCH ff BRACING AT NON —LOAD BRG. W EXTERIOR NB WALL DETAIL OI U 2X6 HANDRAIL WABOVUE D RAILAT CAP GRA5PABILITY CODE 2X1 BALUSTER-- i% f V UCI2 C. FIR SKIRTBOARD HANDRAIL OVER) DEC.-H WOOD RAILIIELITE I _ J /W2 C. FIR SKIRTB T= STAIR CONSTR PAST WALL 1 P S T A l R R A Q S T A I R R A I L S I 1/ 2"I L S- 11/2 ENGINEERING n4-96o3 rn11:: (w7) 776-607 P.O. BOX 16,613 I T—m 5PW11cS n 32716 DETAIL @ HANDRAIL — 1HDM"S ""DER$ON PEJ 47619 U J 0 N LL QU F-- t— a— 11 00 u) vi J J QQ ww 00 E S EYe9 sis ssa ss N8 J s W%yygg 1 Ilk Hall recision® 6A: 6nwn Dy. O designed by. Id drawn by. drtwr design checked by. aww dam: 01- 22-01 y p 100 V sheetS3 of_ rf"511 2