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178 Bristol Forest Trl - BR03-001640 - SFR
Afifts'.M dft doom PERMIT ADDRESS JAMEL —9 AM mow CONTRACTOR w"Iffin= PHONE NUMBER PHONE NUMBER Centex Homes 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 407-661-2176 CGC 049689 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR an PERMIT NUMBER FEE SUBDIVISION PERMITI)ESCRIPTION PERMIT VALUATION SQUARE FOOTAGE I i r5-06-203 12 52PM FROM _ i CrN OF SANFORD PERMIT APPI_IrATiON Permit N Job Addr luescripaon of work: 1 C Historic District; Zoalag: Vstlue of Work: S Perralt Type: Building Electrical X Mechanical Plumbing ,_ Firc Sprinkler/Alarm PoRI _ Electrical: New Service — # of AMPS . Addition/Altera6on Change of Service Temp-or iy Polc Mechanical: Residential Non -Residential Replacement New (Duct Layout & Fnergy C?aI; Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbinoew Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential Commercial industrial Total Square Footage: Construction Tyne: _ # of Stories: q of Dwelling Units: _. _ Flood Lone: (FEMA form required for otacr t;,an xi Pxrcei (Arrsch Proofof Ownership & Legpl Description) Owocrs ,Fame & Adarms: Centex Homes 385 Douglas Ave. Suite 2000 Al tamnnte i 2714 Phone: 407-661-2150 _ Contc;ctor iNamc & Address: Approved Electric Co. of Florida 4874 S. Orange Ave. Orlando FL 32806 State License Number: EC0002494 none& Fax: FaX 4f17-891-1226 _ Contact Person:John Findlay Phonc: 407-851-1220 Bond',., Company: orris ,c !_ender - - ar ttiteNEn^iricer. A,1dri;$ Phone: npplioat'on :s hereby made to obtain a pc=r c w do the work and installations as indicated. I certify that no work or installanon has commenced pn;:; ,c Is>uancc o(a pcmT t and that" work will be performed to meet standard$ of all laws regularing construction in this jurisdiction. 1 understand that a separateerrit .7ust'oc secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES. BOILERS, HEATERS, TANKS, and n' AFFIDAVIT: l certify that all of the foregoing infotzrtation is accurate and that all work will be done in compliance with all applical,lt- 1 t:I uianngupGaonandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RFSUI.I IN ;t. y n 7, ICc FOR MPROV5MENTS TO YOUR PROPERTY. iF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A',-rOft3',EY BEFORE RCCORDiNG YOUR NOTICE OF COMNiENCEMENT. NOTI F. In addition to the requirements of this penrut, there maybe additional restrictions applicable to this proptrty that may be found in the public mcom_s ofh.Is c,=ir , and there may be additional permits rxquired from other governmental entities such as water management districts• start ugencics, or fedei al at.cncic> sepancc of permit is verification that I will notify the owner of the propcny of the requirrmcn S:gruturc o(Owner/Agent f is Owncr/Agent's Namd S 3 ,azure of Notary-Suic n( Flonda Uatc Date FS7I tractor/Agent Uatc Charjes Cannon _ Print Contractor -1Rent'5 Name Slgnawrp of n ry-$late Of Flonda ' Dntc - T i( A. MY COINU4133SiON;r` Dv013:ed6nr/Agcnt is Pcrson;tlh ,\n0\71 tU Mr ur C'ontractpr/A::-: La PcrsunJ—:1111W t ' :-. 1 •, rndc'tl IU dP[RBS:March2G,2003 TAAY- FL Notary 3svlca & sonding, Imm rPf. b:. Cti ni'I'KUVkU fiY: 0;d', Gouin Initial & I atU; (Initial , l)atrl (Ini rtl K i)urc) (Ilrt 31ti ;J,;.; CERTIFICATE OF.lOCCUPANCY / COMPLETION This is to certify that the building located at 178 BRISTOL FOREST TR for which permit 03-00001640 has heretofore been issued on 4/25/03 has been completed according to plans and specifications filed in the office of the Build' Official prior to the issuance of said building permit, to wit as , c ;,,o S firn'k, QAf &yj, complies with all the building, plumbing, electri zon ng and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL' Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In 'i5 ', ift Nl { r,a„iy Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Q Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer Driveway _ Street Work FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 5/08/03 10.00 01-APPLCTN FEE -BUILDING 4/25/03 10.00 01-APPLCTN FEE -MECHANIC 5/28/03 10.00 01-APPLCTN FEE -PLUMBING 5/01/03 10.00 02-ENGNG DEVLPMT FEES 4/25/03 10.00 01-FIRE IMPACT - RESIDENT 4/25/03 59.27 01-LIBRARY IMPACT FEE 4/25/03 54.00 01-OPEN SPACE 4/25/03 279.61 PAGE: 2 CERTIFICATE OF,OCCUPANCY / COMPLETION This is to certify that the building located at 178 BRISTOL FOREST TR for which permit 03-00001640 has heretofore been issued on 4/25/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-PLAN ALTERATIONS 5/09/03 35.00 01-POLICE IMPACT - RESID 4/25/03 91.93 01-RADON GAS TAX FEE 4/25/03 14.95 01-ROAD IMPACT FEES 4/25/03 847.00 01-RECOVERY FD/CERT. PGM. 4/25/03 14.96 01-SCHOOL IMPACT FEE 4/25/03 1384.00 WD IMPACT:SINGLE FAMILY 4/25/03 650.00 SD IMPACT:SINGLE FAMILY 4/25/03 1700.00 t ry T-- M E , X- ex" Zo 1 1/3'/o OWNER BUILDING OFFICIAL / DATE n me,1 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE:'s PERMIT #:©:,\\A) ADDRESS: CONTRACTOR: PHONE #: t LVY-i y\Ao— The building division has prepared a Certificate of Occupancy for the above iocation 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. eering 10 D 5w o3=T jPublic Works Utilities Fire (1 A Zoning C 1 A Licensing L CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) C CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE:'s -S PERMIT #:O:,- \VA0 ADDRESS: CONTRACTOR: PHONE #: t yo'`i y 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. iEngineering Public V tilities Fire (\ I A ing f 1 A nsing L (-\ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION `40,3 204?v SINGLE FAMILY RESIDENCE**** DATE:' s - -C)2) PERMIT \VA0 ADDRESS: CONTRACTOR: PHONE #: yo''i y 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 [I Fire r\ e 2•zo 3 ublic Works Zoning C ' A JUtilities Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) w FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME CENTEX BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 178 BRISTOL FOREST TRAIL O.M.B. No. 3067-0077 Expires July 31, 2002 For Insurance Company Use: Policy Number Company NAIC Number DRIVE CITY STATE ZIP CODE FL PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 47, PRESERVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Usea Comments area, If necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): or ##.##### NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION NUMULH NAME SEMINOLE COUNTY 120294 I SEMINOLE I FLORIDA B4. MAP AND PANEL 85. SUFFIX B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER 96. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) Zone AD, use depth offlooding) 1202940035 E 4/17/95 4/17195 X NIA uiu. Indicate the source ofthe Base Flood Elevation (BFE) data orbase flood depth entered in 69. AS Profile ® FIRM Community Determined Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: NGVD 1929 ® NAVD 1988 Other (Describe): _ 1312. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 0 Construction Drawings* Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number I (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. Ifno diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations —ZonesAl-A30, AE, AH, A (with BFE), VE, VI430, V (with BFE), AR, ARIA, ARIAE, AR/A1A30, ARIAH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. Ifthe 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 — Conversion/Comments Elevation reference mark used _Does theelevation reference mark used appear on the FIRM? Yes ®No o a) Top of bottom floor (including basement orenclosure) 13. 3ft.(m) o b) Top of next higher floor 22. 8 ff.(m) o c) Bottom oflowest horizontal stn aural member (V zones only) N/A.AL(m) o d) Attached garage (top ofslab) 13. 1 ft.(m) E o o e) Lowest elevation of machinery and/or equipment W M servicing the building (Describe in a Comments area) L3,1 fL(m) 1i o 0Lowest adjacent (finished) grade (LAG) 11.3 ff.(m) z' m o g) Highest adjacent (finished) grade (HAG) 12. 7 ft.(m) a, W 0 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. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001 CERTIFIERS NAME: WILLIAM R. MUSCATELLO, JR. LICENSE NUMBER: 4928 TITLE: PROFESSIONAL SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUTH STR ET ST .180 ORLANDO FL 32801 SIGNATURE DATE TELEPHONE 7/28103 (407) 426-7979 FEMA Form 81-31, JUL 00 SEE REVERSE SIDE FOR CONTINUATION REPLACES ALL PREVIOUS EDITIONS IMPORTANT: In these spaces, copy the corresponding information from Section A BUILDING STREET ADDRESS (Induding Apt., Unit, Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO. 178 BRISTOL FOREST TRAIL CITY STATE ZIP CODE FL SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides ofthis Elevation Certificate for (1) community official, (2) insurance agent/oompany, and (3) building owner. COMMENTS ELEVATIONS SHOWN HERE ON ARE BASED ON SEMINOLE COUNTY DATUM; MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT For Insurarxe Company use: Policy Number ` Comoany NAIC Number Check here ifattachments 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. Ifthe Elevation Certificate is intendedfor useas supporting informationfor a LOMAor LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram mostsimilartothe building forwhich this certificate is being oompleted — see pages6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top ofthe bottom floor (including basement orenclosure) ofthe building is _ ft.(m) in.(crn) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 withopenings (see page 7), the next higherfloor or elevated floor (elevation b) of the building is — ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front ofform. E4. 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 Thepropertyowner orowner's authorized representativewhocompletes Sections A, B, C (Items C3.h andC3.i only), and E forZoneA (withouta FEMA4ssued orcommunity - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CUUL SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Thelocal 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 Cwas taken from otherdocumentation thathas been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certiy elevation information. (Indicate the source and date ofthe elevation data in theComments area below.) G2. A community official completed Section Efor a building located in Zone A (without a FEMA4ssued or community -issued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF G7. This permit has been issued for New Construction Substantial Improvement G8. Elevation ofas -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 Check here if attachments FEMA Form 61-31, JUL 00 REPLACES ALL PREVIOUS EDITIONS 1"30' GRAPHIC SCALE 0 15 30 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 07-24-03, 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 PLANE ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. - - BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 47 BEING N 87'15'04" E PER PLAT. FIELD DATE:) 4/21/03 SCALE: 1" = 30 FEET APPROVED BY: GK9 JOB NO. ASM39661 DRAWN BY: PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 47, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA 07-24-03 CKB 30ARD 05-06-03 CKB PLAN 01-09-03 CKB N 4 rrl 3 hPI589'S3'2t"W 0 50.00' 25.00' ----------- RP N87'75'04'W --- O N0 o Rio 1 , o m CENTERLINE OFV) RIGHT-OF-WAY 1 G D e , I PT pL r izzs.8. 3 NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 160 ORLANDO, FLORIDA 32801 (407) 426-7979 LOT 48 R T 152.88' 5' DRAINAGE AND UTILITY EASEMENT 7. 0 9.O Q U >O,`. 0 QWQ- / . 0 N, 2 2 Q ti Wm v OORq. NNLOT4q . Hy . S 6 N 4se,1l ` 72 , Rgo172 cI HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 51G17- 6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. 7 ZS-o' THE J FIR6 AM R. MU_CATELL aPSM DATE r 1 A= 34*14'00" L= 29.87' R= 50.00' CB= N19'51'56"E C= 29.43' LOT 43 e o a ADS LOT 44 LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE EXISTING ELEVATION CONCRETE -. LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT IL) MEASURED FIJDFOUNDC/ W CONCRETE WALK S/ W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE LOT 42 CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC Q. FND NAIL AND DISC LB y,68 (07/24/03) OSET 1/2" IRON ROD AND CAP LB #6393 (07/24/03) CNA CORNER NOT ACCESSIBLE L DENOTES DELTA ANGLE L DENOTES ARC LENGTH C. B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES P0114T OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPIGAL A/ C AIR. CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT CHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCO POINT OF COMPOUND CURVE 1' 30- GRAPHIC SCALE 0 15 30 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 07-24-03, 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. 51 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 47, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA a) PI S69.53'21'W _ 25.00' RP N6715'04'W -- r O4mIoern O tP m omILn CENTERUNE OF RIGHT-OF-WAY 6 D Pi 54D r LOT 48 N87'15'na"F I j 8' 7---------- --- 5 DRAINAGE AND UTILITY ----_____ EASEMENTI ---- I------------> Ra 12.5 UO' N ivm4C +Y I A=34*14'00" L=29.87' R=50.00' CB=N19'51'56"E C=29.43' LOT 42 LOT 43s.0' I A/C kp C, 2 i Ph4. AD GpZ,T} FNL0T46QSF F r THE FINISHED FLOOR ELEVATION OF THIS 2j n40 LOT 44 STRUCTURE MEETS OR EXCEEDS THE o,12, Gj THE REQUIREMENTS SET FORTH IN THE CITY OF-SANFORD CODE CHAPTER 6, SEC. 6-7(A). I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND I HEREBY CERTIFY, THAT THIS BOUNDARYTHESUBJECTPROPERTYAPPEARSTOLIEINZONEX, SURVEY, SUBJECT TO THE SURVEYOR'S NOTESAREAOUTSIDE100YEARFLOOD. PLANE CONTAINED HEREON MEETS THE APPLICABLEELEVATIONSSHOWNHEREONAREBASEDONSEMINOLECOUNTYMINIMUMTECHNICALSTANDARDS" SET FORTH z 38VERTICALCONTROLASFURNISHED. BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTERBEARINGSSHOWNHEREONAREBASEDON THE NORTHERLY LINE OF LOT 47 61G17-6, FLORIDA ADMINISTRATIVE CODE BEING N 87'15'04" E PER PLAT. PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. LB LAND SURVE' LS LAND SUP.VE` PRM, PERMANENT I FIELD DATE:) 4/21 /03 REV SED: PCP PERMANENT 1( p) PEP PLA-17-ZS-o45 M) MEASURED SCALE: i = 30 FEET FND FouND C/W CONCRETE W, CP CONCRETE P APPROVED BY: GKB AMERICAN SURVEYING & MAPPIN_GL_jFINAL07-24-03 CKB CERTIFICATION OF AUTHORIZATION NUMBER LBg6393 lit S CONCRETE SL JOB NO. ASM3966320q EAST SOUTH STREET, SUITE 780ORREST. CHORD LENGt PK CHORD KALCOS-06-03 CKB DRAWN BY: ORLANDO, A 32801 (407) 426-7979 THE FIRM FOC. POD' icOF CUIFORMBOARD N Oi-09-03 CKB WILL AM R. MU_CATELL JR. P§M'#49 DATE LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE EXISTING ELEVATION CONCRETE ING BUSINESS DP. EFERENCE MONUMENT ONTROL POINT LK D j9 V- CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC Q- FND NAIL AND DISC LB #68 (07/24/03) SET 1/2. IRON ROD AND CAP LB M6393 (07/24/03) CNA CORNER NOT ACCESSIBLE G DENOTES DELTA ANGLE L DENOTES .ARC LENGTH C.B. DENOTES CHORD BEARING PC DENOTES POINT. OF CURVATURE PI DENOTES POINT OF INTE?SECTION PRC DENOTES POINT OF REVERS: CURVATUREPTDENOTESPOINTOFTANGENCY TYP- TYPICAL A/C AIR. CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT CHU OVERHEAD UTILITY LINEIDIDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE 4y3`h' CITY OF•SANFORD PERMIT APPLICATION' j 3' t Permit : J Job Address: ?U•f J Date: 11 J `jT ! Description of Work: Historic District: e Zoning:y Value of Work: $____ Permit Type: Building Electrical Mechanica Plumbing Fire Sprinkler/Alarm Pool._ T f Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole_ Mechanical° Residential Non -Residential Replacement New (Duct Layout & l;nergy CaIF. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # ofGas Lines Plumbing/New Residential: # ofer Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required, for cfi:Iwr.= titan X) Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address: Phone: Contractor Name & Address: License Numbe Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Phone: Address: Fax: y 3 _4 ozs 3Er fCApplication 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 doneiin compliance witNall`applieabic 4,ws rcl ulattng construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT 11\1 YOUTJ P/i YINGTWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULTVITH YOU 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 th this county, and there tray be additional permits required from other governmental entities such as water, gemen istri i11 Acceptance of permitis verification that I tell notify the owner of the propert/o fthe requirements no ten Law, FS Signature of Owner/Agent Date ' igrature of Connzctor/Agent Print Owner/Agent's Name Signature of Notary -State of Florida O\ vner/Agent is _ PersonalIN no n to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) special Conditions: Date inibepublic recordsof ei s, offederal agencies. 5 X-) A Date RIJ= I XL G. DELLO RUSS(.) Print Contractor . aeent's Name Siertature of No_n-State of Flonda Date MIRINDA C. TURNER Contractor/Aee-: s /Personi iti (P MY COMMISSION # DD 212893 Produczc :D : a EXPIRES: June 14,2007 Bo- Thru Notary Public Underwriters Zoning: FD: Initial & Date) ( Initial & Date) (bridal & Dat: may ;±rnctt s -t3f xi + 1 s + rnz x ?; t a a' ±'t,',,5t vi iYo9rza Y 't•r os ' l h - Sz' ! 4+ S w.`k 't'nM1Y{ Jri ' iy<gr ayt C1TY:OF SANF;ORD PERMIT APPLICAI'[ON x`. ,'tt ,- t F Permit # : — 57 Oc- 3Date — / — 3 Job Address: /% iQ/CIS J` l*w_Q47— %t-- Description of Work: Historic District: Zoning: Value of Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # ofFixtures Plumbing/New Residential: # of Water Closets Occupancy Type: Residential Commercial Construction Tyne: # ofStories: Addition/Alteration Change of Service Tempot'ary Pole . Replacement New (Duct Layout & Energy C'a1F. Required), of Water & Sewer Lines # of Gas Lines Plumbing Repair— Residential or Commercial ` Industrial Total Square Footage: of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ( (Attach Proof of Ownership & Legal Description) Owners Name & Address: "f CJ Phone: Contractor Na a &'Ad ess: '0f;A'tC,4.1d /lyd `Y `11 yy State License Number: Ctr C— 05 - Phone & Fax:44A 83 9- 2.35 t O8IQ- S7 U ontact Person: CA,- Phone: ?a Bonding Company: Address: Mortgage Lender: - Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to tneet 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 taws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESUL 1 N. t 0![Jlt 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 fedcral agencies. Acceptance ofpermit is verification that I will notify the owner of the property of the re uirements of Florida Lien Law, FS 713. Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent Is _ Personallc Kno%n to INle or Produced ID PPLIC:> I ION APPROVED BY: Bldg: Zoning: Initial & Date) pecii! Conditions: t Contractor/ Zrloduce Initial & Date) QA _ te' F-Fdbn a S NDateJp !Nw Id. JOHI MY COMMISSION # CC Q? I808 EXPIRES Match 23,Gt1 d o PI duet NotarV sc_.APcr9@ffnpwnto zs 2 z( FD:_ Initial & Date) ((n;tial & Dat. COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75445 DATE: BUILDING PERMIT TY /y COUNTY NUMBER: UNIT ADDRESS: TRAFFIC ZONE: JURISDICTION: 06 CITY'{XE-SANFORD------__'_ SEC: TWEa PARCEL: ______________ SUBDIVISION:' ' : PLAT B0]Kx PLAT BOOK PAGE: BLOCK: f0WNERNAME:: f LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.00 AMO ES 2,2S5.00 STATEMENT RECEIVED BY: SIGNATU PLEASE PRINT NAME) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH AR'[: DJE 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 OFFICEt 1101 EAST FIRST STREET, SAMFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PA K 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 L[FT OF THE HOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING PERMIT******************** J cei 5 CITY OF SANFORD PERNTIT APPLICATION 6 2 - cs3 Permit No.: 7, 1 oL'{ 0 Date: MAR 2 6 7003 Job Address' j r% 0 Permit Type: XX Building Electrical Mechanical Plumbing Fire Alarm/Sprinkler Description of Work: CONSTRUCT CONCRETE BLOCK SINGLE FAMILY DWELLING Additional Information for Electrical & Plumbing Permits Electrical: _Addition/Alteration Change of Service !Temporary Pole New AMP Service (# of AMPS ) Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional) Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines Occupancy Type: XX Residential _Commercial —Industrial Total Sq Ftg:v—/ _ Value of Work: - — Type of Construction: CONC . BL K. /06 Flood Zone: Number of Stories: Number of Dwelling Units: 1 Parcel No.: ' 22-4-9-30-502-0000- QL 0 (Attach Proof of Ownership & Legal Description) Owner/Address/Phone: CENTEX HOMES, 385 DOUGLAS AVE. , STE. #2000, ALTAMONTE SPRINGS, FL 32714 407-661-2176 Contractor/Address/Phone:. SAME AS ABOVE (PATRICK J. KNIGHT, PRESIDENT) State License Number: CG C049689 Contact Person: MIKE ENWRIGHT Phone &Fax Number: 407-661-2184 *** 407-661-4089 . Title Holder (If other than Owner): N/A Address: Bonding Company: N /A Address: Mortgage Lender: N/A Address, _ Architect/Engineer HURRICANE ENGINEERING _ Phone No.: 407-774-9003 Address: P.O. BOX 161613, ALTAMONTE SPRINGS, FL 32716 FaxNo.: 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 ofa 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.i 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..ith' 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. MAR 2 6 2003 GEAR 2 6 2003 Signature of Own/Agent- Date Signature of ontractor/Agent Date PAT KNIGHT PAT KNIGHT PrinttD=er/Agent's 41aqt— Print Contractor/Agent's Name 1 6. 2003 ofNotary- to of Fl rida Date KIMBERLY A. BROWN Co' a91SSiON #Dot 098590 EXPIRES: Mait:h 29, 2004 Boom T,hru NotstyPubl c Undanvnters Owner/ Agent is XX Personally Known to Me or Produced ID APPLICATION APPROVED BY: / S . • ature of Notary -State Lori Date Ka; v BERLYA. BROWN JMISSItiN # DID 098590 EXNIRFS march 29, 2004 F Bonded Th., u rlclary Publir, Undetvtriters Contractor/ Agent is XX Personally Known to Me or Produced ID Date: IV- / -- ----3 Special Conditions: A ( 56 ' 111 CEN T'EX HOMES ROGER DIXON, INTERIM CITY MANAGER CITY OF SANFORD 300 NORTH PARK AVENUE SANFORD, FL 32771 Re: ESTOPPEL LETTER Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661 -21 50 Fax: (407) 661-4089 www.centexhomes.com via HAND DELIVERY This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the CityofSanfordandasthebasisfortheissuanceofPermitNo. _ J)—(Joqb for the followingwork: LOT/ 7 PRESERVE AT LAKE MARY SINGLE FAMILY RESIDENTIAL (SFR) i 9 CENTEX HOMES hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularlysetforthherein. The Owner recognize that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No_ , the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the PROPOSED SFR until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of the SFR for occupancy until all of the above -referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damages, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above -referenced project or 11 GENTEX HOMES ROGER DIXON, INTERIM CITY MANAGER Page 2 the issuance of Permit No. The Owner also agrees to the following as additional conditions for Permit No_ The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, sub -contractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Sig ature Pri ted I yped Name L ignature Printed / Typed Narbe STATE OF FLORIDA ) COUNTY OF SEMINOLE ) Owner) Signature PATRICK J. KNIGHT Printed / Typed Name Title DIVISION PRESIDENT The foregoing instrument was acknowledged before me this MAR 2 6 2003 day of by PATRICK J. KNIGHT as DIVISION PRESIDENT for CENTEX HOMES O who is personally known to me or 0 who produced their Florida Driver's License as identification. P6 y, KNIBEE;'.Y A. 51ROWN r, 6o rXPrRES i Ui, ry;nterscaedi.^:r Nohi rtui...l.i R eff 1_ Notary Public Print Name: My Commission Expires: This Instrument Prepared By: NAME: Debra A, Riggs -Centex Homes 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Permit No. 3. U , `46 NOTICE OF COMMENCEMENT SEMINOILE STATE OF FLORIDA COUNTY OF ORANGE MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04757 PG 0430 CLERK'S # 2003050293 RECORDED 03/25/2003 0205t21 PM RECORDING FEES 6.00 RECORDED BY L'McKinley THE UNIJERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: LOT , PRESERVE AT LAKE in Plat Book ' 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, 2. General Description of Improvement: SINGLE FAMILY DWELLING 3. Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property: FEE SIMPLE INTEREST Name of Fee Simple Titleholder: N/A 4. Contractor,, /CENTEX HOMES 385 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (407) 661-2150 Fax: (407) 661-4089 Surety: N/A Amount of Bond: N/A 6. Lender: N/A MONROE Recorded FLORIDA. CERTIFIED COPY WARYANNE MORBE CLERK OF CIRCUIT COURT ZINO . FLORIDA I' T V . 1 FR f _ r SCAR 2 5 2003 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-2150 . Fax: (407) 661-4089 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date of Notice of Commencement (the expiration is date is 1 year from the date of recording unless a different date is specified) Debra A. Riggs 61 OFFICE MANAGER FOR CENTEX HOMES, 711 DOUGLAS AVENUE SUITE 7000. ALTAMONTE SPRINGS, FLORIDA 32714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS MAR 2 5 2003 BY DEBRA A . RIGGS., OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION WA 177E HOLDING CORPORATION, A NEVADA CORPORATION. DEBRA A. RIGGS IS PERSONALLY KNOWN TO ME ANDDIDNOT TAKE AN OATH. NOTARY PUBLIC JACIUE CAINFS sow .last 21, - stow of qCommission0CC891727 CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661-2150 Fax: (407) 661-4089 www.centex-orlando.com TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will serve as authorization for Jac.ki-e Caines or Nan Holmes to sign permit. applications and energy calculations.for any lots owned by Cented Homes, obtain permits for same and receive Certificates of Occupancy, -in my name and license, for the subdivision and lot specified below: SUBDIVISION: PRESERVE AT LAKE MONROE PATRICK J. NIGHT CGC049689 STATE OF FLORIDA LOT COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this 6 200 by Patrick J. Knight, Division President of Centex omes - Orlando). He is personally known to me and did not take an oath. TARY PUBLIC KIMBERLYA, RROb4'NurUycarJ:issic}tv it n 098590EXPIRES; i,l2rcr; 24 20045cndedhruNotaryP'urak; L'nde:rnri,ers I of I City of Sanford Building Division Submittal Requirements for Residential Building Permit 1. Two (2). recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b_ Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. **The State of Florida requires bathroom compliance with Florida Accessibility Code. c_ An elevation of all exterior walls - east, west, north, and south. Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure, bearing and non -bearing interior and exterior walls, show all components of wall sections_ e. Framing plan for floor joists where conventionally framed_ Plan is to indicate span, size and species of materials to be used. f. Engineered truss plan with details of bracing, engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: l . Garages/Carports _sq. ft. 2. Porches/Entries t-_ sq. ft. 3. Patio(s) *0 sq_ ft. 4. Conditioned Structure O sq. ft. 5. Total Gross Area sq. ft. 3. Three (3) sets of completed Florida Energy Code Forms. 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure is to be built on fill, a report may be requested by the Building Official or his representative_ 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit issued by Seminole County Health Dept_ c_ Arbor permit when trees to be removed from property. Contact the Engineering Dept. for details regarding the arbor ordinance and permit. d. Seminole County Road Impact fee statement. C. Property ownership verification_ f. Driveway permit issued by City Engineering Department. 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor and property owner. If electrical, mechanical, or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under city ordinances. a Date LIAR 2 6 2003 Owner/Agent Signature Seminole County Property Appraiser Get Infonnation by Parcel Number Page 1 of 1 PARCEL DETAIL i T4 t Sernint? a Ctmnty E r 1lei K. First St. M1-y ford fl..321 ?1 407-6 -7 2003 WORKING VALUE SUMMARY GENERAL Value Method: Market S3-SANFORD Parcel Id: 0000-070470 Tax District: WATERFRONT000 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: Assessed Value (SOH): $13,680 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $13,680 SALES 2002 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp 2002 Tax Bill Amount: Find Comparable Sales within this Subdivision 2002 Taxable Value: LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 47 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 purposes. If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. http://www.scpail.org/pls/web/re web.seminole county title?PARCEL=22193050200000z... 3/19/2003 R PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 47, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA SOIIARF FOOTArF' (IIP TO (91RR\ LOT 47 UP TO CURB CONTAINS 9311 SQUARE FEET t THIS STRUCTURE CONTAINS 1487 SQUARE FEET t CONCRETE 818 SQ. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 7006 SQ. FT. t LOT 48 IMPERVIOUS CALCULATIONS (LOT ONI Y) LOT 47 CONTAINS 9019 SQUARE FEET t LOT ONLY) THIS STRUCTURE CONTAINS 1487 SQUARE FEET t TOTAL CONCRETE 530 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 7002 SO. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 227 t PI S89-53'21'W ARP 25.00' N8Y15'04"W - Ecn 1 ----r- 2.88' 5' DRAINAGE AND UTILITY EASEMENT 00 LOT 42 m / 2.: i n O o m CENTERLINE OF 1 ::. _r;: ., ',.`' - `( 3, QOp. Oc. BUILDING SETBACKS N O FRONT: 25' < -i RIGHT-OF-WAY o REAR: SIDE: 5' :U Pt o QCORNER: 15' r h23Q 4~ 4N4 / ,\ yp •iR i . LOT 43 PREPARED FOR: CENTEX HOMES 1..:ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLANE BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHEASTERLY LINE OF LOT 47 BEING N 87'15'04" W PER PLAT. FIELD DATE:) SCALE: 1" = 30 FEET APPROVED BY: WRM REVISED: JOB NO. ASM39661 DRAWN BY: IPLOT PLAN 01-09-03 CKB O L=34*14'00" L=29.87' R=50.00' CB=N19'51'56"E C=29.43' AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBp6393320EASTSOUTHSTREET, SUITE 180 ORLANDO, FLORIDA 32801 (407) 426-7979 i FLOOR SLAB ELEVATIONP ( MUST BE 6" ABOVE CROWN OF ADJACENT ROAD UNLESS LOT 46 '}\ . ;' l' OTHER""'ISE APPROVED LOT 44 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RES+TRICTICNS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3-Z1 3 i1 RI, i LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARYCENTERLINEPCCPOINTOFCOMPOUND CURVATURE RIGHT OF WAY LINE POC POINT ON CURVE XXX XX PROPOSED ELEVATION OR OFFICIAL RECORD PD PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW DENOTES DELTA ANGLE L DENOTES ARC LENGTHCONCRETEOC.B. DENOTES CHORD BEARING LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE LS LAND SURVEYOR PI DENOTES POINT OF INTERSECTION PRM PERMANENT REFERENCE MONUMENT PRC DENOTES POINT OF REVERSE CURVATURE PCP PERMANENT CONTROL POINT PT TYP DENOTES POINT OF TANGENCY TYPICALP) PER PLAT A/C AIR CONDITIONER M) MEASURED CBW CONCRETE BLOCK WALLFNDFOUNDRPRADIUSPOINT C/wS/w CONCRETE WALKSIDEWALK CS CONCRETE SLAB CP CONCRETE PAD C CHORD LENGTH PB PLAT BOOK S0. FT. SOUARE FEET R RADIUS NG NATURAL GRADE PGS PAGES R/W RIGHT-OF-WAY LLIAM R. MUSCATELLO JR. PSM#4928 DATE FORM 60OA-2001 FLORIDA E' FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2509 LMR 0 4 Builder: CENTEX-FOX & JACOBS Address. f 7A BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central I. New construction or existing New 12. Cooling systems 2. Single family or multi -family Single Family _ a_ Central Unit Cap: 42.0 kRm/hr 3. Number of units, if multi -family l _ SEER: 13.05 _ 4. Number of Bedrooms 4 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (W) 2509 W c. N/A T Glass area &s type a. Clear -single pane 258.0 W 13. Heating systems b_ Clear - double pane 0.0 ft' _ a. Electric Heat Pump Cap: 42.0 kBtu/hr _ c_ Tint/other SHGC - single pane 0.0 ft' _ IISPF: 8.25 _ d. Tint/other SItGC - double (,lane O O ft' It. 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=I1 A 399.Oft' c. N/A 14. Hal water systems 9. Wall types a. Electric Resistance Cap- 50.0 gallons a. Concrete, In( Insul, Exterior R=4.2, 802.0 ft' _ EF: 0_86 b. frame, Wood, Adjacent R=l 10, 310.0 ft' _ b. NIA c. Frame, Wood, Exterior R=1 1.0, t 176.O ft' _ d. N/A c. Conservation credits e. NIA HR-Hea( recovery, Solar l0. Ceiling types DIIP-Dedicated heat pump) a. Under Attic R=30.0, 1741 -Oft' 15. HVAC credits b- N/A CF-Ceiling fan, CV -Cross ventilation, e. N/A RF-Whole house fan, I I. Ducts PT -Programmable Thermostat, a. Sup: Unc. Re[: Unc. AIL Interior Sup_ R=6.0, 1.0 ft _ MZ,-C-Muhizone cooling, MZ-1-1 Glass/Floor Area: 0.10 Total as -built points: 30662 r-% n STotalbasepoints: 35706 f \ I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code, PREPARED w r DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: fl s`. DATE: of ky specifications covered by this indicates 1 t i calculation compliance r% l iJ with the Florida Energy Code, Before construction is completed this building will be inspected for compliance with Section 553,908 Florida Statutes. BUILDING OFFICIAL: DATE: EnergyGaug (Version: FLRCSB v3.2) A IMIRTA "I'll, I 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 2518 11642.8 N Single, Clear W 1.0 16.2 32.0 5147 1.00 1705.6 Single, Clear W 1D 142 10.0 53.47 1.00 5323 Single, Clear W 1.0 Mo 40.0 53.47 1.00 2132A Single, Clear E ID M2 32.0 59.31 1.00 18912 Single, Clear S 1.0 162 32.0 44.66 0.99 1420.E Single, Clear E 1.0 6,2 32,0 59.31 0.97 1847,8 Single, Clear W 1,0 62 16.0 53.47 0.97 832,9 Single, Clear W ID 6,2 16.0 5147 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 310.0 030 217,0 Concrete, Int Insul, Exterior 4,2 802.0 1.16 930.3 Exterior 1978.0 1.90 3758,2 Frame, Wood, Adjacent 11.0 310.0 0.70 2117.0 Frame, Wood, Exterior 11.0 1176,0 1.90 2234A Base Total: 2288.0 3975.2 As -Built Total: 2288.0 3381.7 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent MO 1.60 28.8 Adjacent Insulated 18,0 1,60 28.8 Exterior MO 4.80 96.0 Exterior Insulated 20.0 4,80 96,0 Base Total— 38.0 Z4.8 A,- ot-,,, 33, 4.8 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 MO 1741.0 2.13X1.00 37083 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 399,0 143 1368,6 Raised Wood, Adjacent 11.0 399.0 1.80 718.2 Base Total: 65202 As -Built Total: 5611.0 4449.6 INFILTRATION Area X BSPM Points Area X SPM Points 2509.0 14,31 35903.8 2509.0 14.31 35903.8 EnergyGauge,O DCA Form 600A-2001 EnergyGaugeOFIaRES'2001 FLRCSB v3.2 A FORM 60OA-2001 Ull, _10 mg Summer Base Points: 48834.7 Summer As -Built Points: 52694.1 Total Summer X System Cooling 1 Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 0 15490.9 48834.7 0.4266 20832.9 52694.1 1.00 1.125 0.261 1.000 15490.9 EnerqyGaugel"' DCA Form 600A-2001 EnerqyGauge@IFIaRES'2001 FLRGSB v3.2 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 Points AS 2509.0 5.86 2646.5 Single, Clear W 1,0 16.2 MO 10.74 1.00 343.6 Single, Clear W 1,0 142 10.0 10.74 1,00 107.4 Single, Clear W 1.0 11&0 40.0 10.74 1.00 429.5 Single, Clear E 1D 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 MO 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 IM 1601 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 4.2 802.0 3.26 2614.5 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 5524.5 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4,00 72.0 Adjacent Insulated 18.0 4M 72.0 Exterior 20-0 5.10 102,0 Exterior Insulated 20.0 510 102.0 Base Total. ZI T z' 38.0 410 CEILING TYPES Area X BWPIVI Points Type R-Value Area X WPM X WCM = Points Under Attic 1741.0 R64 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 2509.0 018 702.5 2509.0 -0.28 702.5 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge&/F[aRES'2001 FLRCSB v3.2 SOMMEW VA111 - 111:1111i ` 111 11,11I'll III I I A 0 ADDRESS: ... PERMIT #: AS -BUILT Winter Base Points: 7358.6 Winter As -Built Points: 9826.1 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) 77= 1 1.000 1 .078 x 1. 160 x 0.92) 0.414 1.000 4676.6 7358.6 0.6274 4616.8 11 9826.1 1.00 1.150 0.414 1.000 4676.6 EnergyGauge"I DCA Form 60OA-2001 EnergyGauge0flaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details FADDRE S- PERMIT #: AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Numberof X Tank X Multiplier X Credit Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564M 10256.0 500 0,86 4 1 M 2623.63 1 M 104M5 As -Built Total: 10494.5 CODE COMPLIANCE STATUS Cooling Heating + Hot Water Total Cooling + Heating + Hot Water Tot7aPointsPointsPointsPointsPointsPointsPointsP01 nts 20833 4617 10256 35706 1 15491 4677 10495 30662 EnergyGauge I" DCA Form 60OA-2001 EnergyGaugeO/HaRES2001 FLRCSB v3.2 Code Compliance Checklist Residential Whole Building Performance Method A - Detaill P 1 9 PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR CH P E CHECK Exterior Windows & Doors _606A,ABC.11 — Maximum:.3 cfm/qn.ftwindow area, .5 door area. Exterior & Adjacent Walls 606.1.ABC,1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wa 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 theta late. Floors 606A,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 rimeter enetrations and seams, Ceilings 606A,ABC.1-2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the erimeter at enetrations 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 s ace tested. Multi- sto Houses 1306.1.ABC,125_ Air barrier on erimeter o#floor eavit between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion r. 6A- 22 OTHER PRESCRIPTIVE MEASURES must be met or Gxceeded_blf all residences. A - COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breakeraker electric rorcutoff as must be rovided. External or built-in heat traj uirod. 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 effic iencotf 788%. T' flowShower heads612.1 Water flow must be restricted to no more than 2.5 I 'ct" fittings, a A' ll ducts, fittings, mechanical equipment and plenum chambers shall be mechanically Air DistributionSystems610.1 attached, bodied, iii,,,uiateu, aria criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation, HVAC Controls 6071 Se orate readil accessible manual or automatic thermostat for each s stern. Insulation 604, 1, 602,1 Ceilings -Min. R-1 9. Common walls -Frame R-1 1 or CBS R-3 both sides. Common ceiling & floors R-1 1, EnergyGaugeTIA DCA Form 60OA-2001 EnergyGaugeOlFlaRES'2001 FLRCSB v3,2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.1 The higher the score, the move efficient the home. I_ New construction or existing New t2_ Cooling systems 2_ Single family or multi -family Single family a_ Central Unit Cap: 42.0 k13tu/hr 3_ Number of units, if multi -family I _ SEER_ 13,05 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_o ft' a- Electric [feat Pump Cap_ 42.0 kl3tu/hr c. Tint/other SHGC - single pane 0.0 ft, _ HSPF: 8.25 _ 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—1 1.0, 399.0ft' m c. N/A 14_ Hot water systems 9. Wall types a. Electric Resistance Cap; 50.0 gallons a_ Concrete, Int Insul, Exterior R=4.2, 802.0 ft' E.F_ 0.86 _ b. Frame, Wood, Adjacent R-11_0, 310-0 ft' b_ N/A c_ Frame, Wood, Exterior R=I 1.0, 1176.0 ft' d. NIA c. Conservation credits e. NIA FIR -Heat recovery, Solar 10. Ceiling types DIP -Dedicated heat pump) a- Under Attic R-30.0, 1741.0 ft' 15. HVAC credits b- N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A IF -Whole house fan, 11. Ducts PT -Programmable Thermostat, a_ Sup_ Unc- Ret_ Unc. Ali: Interior Sup. R=6.0, 1.0 ft radiant barrier, FRB-Attic MZ-H-Mtrltizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature_ — Dater R '9_M3 Address of New Iiomc:t BRISTOL. FOREST TR. City[FL Zip. LAKE MONROE/32747 VOTE. The home's estimated energy performance score is only mailable through the FLAIRES computer program. This is a Building Energy Rating. Ifyour,score is 80 or greater (or 86for a US EP-41DOE EnergyStar designation), your home may qualifyfor energy efficiency mortgage (EEM) incentives ifyouobtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at w_fsec. ucf edufor information and a list of certifiedRaters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Communityaffairs at 8501487-1824, Enter aug (Version, FLRCSB 0.2) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 &28.01 109 COMMEERCE STREET, LAKE MARY, FIL 32746-6206 Phone: (407) 831-2665 For. CENTEX-RA&JACOBS Design, Information X32002MM Winter Design Conditions Oulside db 38 'F Inside db 70 'F Design-TD 32 'F Heating Summary BuildiN heat loss 36350 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 363W Btuh Metiod simpfi Construction quality Average Fireplaces 0 Heat' C 1* 002MArea (W) 2,W Volume (fta) 20072 20072 Air cha 010 0.40 Equiv. AV('g)r 234 134 Heating Equipment Summary Mae VNTROt- Trade Efficiency Heating " HeaWq output Hea=iternp riseActualtingfan HeafirKj air flow factor Space therrTiostat VAWMA 0 Bkjh @ 47°F 0 'F 1400 cfm 0,039 dbVBtuh aszs=, •, Outside db 93 'F Inside db 75 'F Design TD 18 'F Daily rarxje M Relative humidity 50 % Moisture difference 43 grAb Structure 29386 Btuh Ventilation 1485 Btuh Design temperature swing 10 'F Use mfg. data n Rate/swing multiplier 0.98 Total sens. equip. load 30253 Btuh Latent Cooling Equipment Load SizinIT Internal gains 1380 Bliuh Ventilation 2212 Btuh Infiltration 3946 Btuh Total latent equip. bad 75,38 Btuh Total equipment lmd 37791 Btuh Req. total capacity at 0.70% SHR 3.6 ton Cooling Equipment Summary Make W4TROL Trade Efficiency Sensible cooling Latent cooling Total - A=01 &' Iling fan Cooling air flow factor Load sensible heat rabo 12-0 EER 29050 Btuh 12450 Bluh 41500 Btuh 1400 cfm 0.048 cfm/Btuh 80 % Soldlitalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. VVr19htS(:>ft Right -Suite Residential" 5.5.06 RSR26014 2002-Apr-03 16:42:13 E:\F!les\AFox & Jacobs 2002\2509\2509,rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Enlie House DEL AIR HEATING,AIR CONDITIONING,11 Job; 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407 831- 65 1frMtMOSIMI[on 0 a 1. Winter infiltration AVF 0.70 ach x 20072 ft3 x 0,0167 = 234 cfm 2 Winter infiMation load 11 x 234 cfm x 32 'F Winter TD = 8243 Btuh 3. Winter infift-ation HTIVI 8243 Btuh 296 ft2 Total window = 27.8 BtufVff and door aw 1p IiIrI, 1 11111111 : 11 111111111[1111113 1. Sumirrver infiltration AVF 0.40 ach x 20072 w x 0.0167 = 134 cfm 2 Summer infiltration load 1.1 x 134 cfm x 18 'F Sunmer TD = h 3. Summer infiltration HTM 2650 Btuh 296 ft-, Total window = 9.0 BtuWW and door area cfm = h Procedure D - Equipment Sizing Loads 1. Sensible sizing bad Sensible ventilation load 1.1 x 75 cfm vent x 18 17 —qxTTw TD 1485 Btuh Sensible load for structure (Line 19) 29386 Btuh Sum of ventilation and structure loads 30871 Bluth RaWig and temperature qNing multiplier x 0.98 Equipment sizing toad - Sensible 30253 Btuh 2 Latent sizM bad Latent ventilabon bad 0.68 x 75 cfm vent x 43 grAb moist.dff. = 2212 Btuh Internal loads = 230 Btuh x 6 people + 1380 Btuh Infiltration bad tom Procedure C 3946 Bkh Equiprnent sizing lead - latent 7538 Btuh ConsCity is: a No. of Fireplaces is: 0 Boldlitalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. VVF- 1qhtSC_)ft Right -Suite Residential' 5.5 06 RSR26014 2002-Apr-03 16:42:13 jCC?\ E:\FilesNfiFox & 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 I ". 1 11,11 Jill 11 w S D W G L S S 0 N A S 0 0 w C w S N K I A L 0 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 0 x y T m R R FAMILY a n w a C n 0 d 1 1 90 1.0 U 11.0 5.2 54A 32.0 0,0 PDR NO 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 54A 40,0 U LDY DIN/LIV/FOY a n e a C n 0 d 1 1 90 1.0 1.0 11,0 52 54.4 32.0 0.0 a n S a C n 0 d 1 1 90 1.0 U 11.0 5.2 30A 32,0 0.0 MVTR. BR a n e C C n 0 d 1 1 90 1.0 to 1,0 52 54A 32.0 OD M.BTHlWIC BDRM2 a n w C C n 0 d 1 1 90 1'0 TO U 5.2 54.4 16.0 0,0 BDRM3 a n w C C n 0 d 1 1 90 1.0 1.0 tO 52 54.4 16.0 OD BTH2 BDRM4/GAME RM a n e C C n 0 d 1 1 90 1.0 to 5.0 5.2 54A 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 vvrvqhtSC)ft Right -Suite Residential' 5,5.06 RSR26014 2002-Apr-03 16:42:13 E:\Files\AFox & Jacobs 2002Q60912509,rsr Page 1 9IG Tdc%oeRKSHEET ntl"re DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY FL _92746-6206 Phone: (407) 831-2665 I 2 3 4 MM afrom Length ofepceed vd Rocirn dirnensions CekW cayl Option Entire House 323.0 ft 0 fl heakool d FAMLY 54.0 ft 17.0 x 15D ft 8.0 11 hw" PDR 4,0 ft 4.0 x 8,0 ft 8J) it hez" NOOKK11>iEN 30 ft 24.0 x 11.0 ft 8JO ft h9E" TYPE OF CSTCST HTM Area Load Ptrih) Ame Load fth) Alleal Lixdw) AM Load FEWC(SURE N')_ NO Clg T) Ht9 ag ft) Htq ag 011) Htg C19 ft) Htq C19 5 Gross a 146 4.( 21aWl 272 0 m t XEVosedb13C 3 1.2 160 32 0 cVV* 1w rZ( L9 1288 0 0 0 dPaton's d 0'( ao C 0 0 0 e Of 0.0 C 0 0 0 f Of 0.0 0 0 0 6 V*th% end a T 37.0 - 218 w 32 1183 0 0 10 370 gbss dom b 8C 37.0 - 4( 1478 0 0 0 40 1478 H-" ci 9C 387 - C 0 0 0 0 0 0 6d . C 0 0 0 0 0 0 e 0 0 0 C 0 0 0 f 01 0 0 0 0 0 7 V*xtk,,G North 00 C 0 0 0 0 ghF,5 dom NENW (10 0 0 Coning EW 54A 22f3 12294 32 17410 50 U 0 0 0 1 1 0 0 South 30A I m 0 C 0 0 Horz 0,0 C 0 0 0 0 0 8 Wirs a 11A 18,9 123 38 717 484 18 340 229 0 0, 0 0 b 11A 18 123 C 0 0 0 C 0 0 1 0 0 0 Of O.0 C 0 0 0 0 0 0 0 0 9 Net a 14B 4 Zl 3606 1651 240 1106 49 0 0 222 1023 457 evc-d b 13C 3' 12 310 977 363 142 447 166 32 101 0 a 0 v4* ai-d c 12C 2, 1.9 1176 3387 2286 0 C 0 0 0 0 0 0 00m%y_ d 0.00, 00 C 0 0 0 0 0 0 e Of 0.0 0 0 0 0 0 0 0 0 0 0.0fOf C 0 04' 0 C 0 0 0 0 0 0 10 ac" a 16G Ll 1.4 1741 1838 2413 0 C 0 0 0 C 254 279 366 b Of ok C 0 0 0 0 0 0 0 0 0 G OX Rc 0 0 0 C 0 0 0 0 0 0 d 0'( ok C 0 0 0 C 0 0 0 0 0 0 e OX Of C 0 0 0 0 0 0 0 0 0 f Of O.0 C 0 0 0 0 a 0 0 0 11 Flom a 22A 25.11 U 162 4199 0 54 1400 0 4 104 34 861 0 No- room b 19G 1 Of 390 453 0 0 0 0 0 0 0 0 c 0- ( 0.0 0 0 0 0 0 0 0rd, Tpto' d 0U C 0 0 0 0 C 0 0 0 for slab e 0 C 0.0 0 0 0 0 0 0 0 0 Naas) 1 01C Re 0 0 0 0 ol 0 C 0 ol 0 12 InWration a 27, U 296 8243 26W 5() 1392 448 0 00 50 1392 448 13 Subtotal k)s576,*8,.+11+12 33W w Less 13'ansfer0 C 0M 0 Hen" recistrtiutioci 0 0 0 14 Duct tossA 3 10/159 1 Q/1z 101/1 542 15 Total k)ss = 13+14 59ffi 16 Wt gains: poolle @ 30D 6 180D 4— 120D 0 0— 0 AppL @ 11-02 1800 0 0 1 1200 17 SoblrARSHgain--7+&,-+12+16 26714 4278 31, 5191 Less eANd mck-00 0 C Less transkx0 0 GDoling redistibubon 0 0 a 18 Drd Win lod 2671 lox Im I Q/1lo./A 519 19 ToW RSH Ww-f=(l 7+18)-PLF im 29388 1,00 4706 1.00 41 TOD 5710 12D I Air required (cfrn) 14M IP11a) 249 2224 I 23DI 272 PwW mWed by AC CAto meet A requiremals of Ma mdJ 7th Ed. A&, Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 E:\ FilesU\Fox & Jacobs 200212509\2509,rsr Page 1 gnGt,)iTd,%ORKSHEET re e DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28. 109 COMMERCE STREET, LkKEMARY, FL3274.6-6206 Phone: (407) 831-2665 I 2 3 4 mUL dimm Lalghdapowdv" Fbmtdralstm C-et" CaA Option LDY U ft 16.0 x 6.0 ft 8.0 1 heat" DINUV/FOY 64.0 ft 19.0 x 22.0 ft 0 ft Y.Aw PASTR BR 4(10 ft 21.0 x 19,0 ft 8.0 ft hea" MBTFWVIC 30D R 13,0 x 16D ft 8,0 ft lbeAbod TYPEOF CST HTM Arw Lcw Ama Low @bit) Area Load W) AM Load W) B41093 E NO- Hig C19 ft) Htg Ug fp) Htg C19 ft) ag if) Hig Clq 5 4B 4elmsa14B4.( 2.1a 4 376 0 0 Bposed b 13C 3. 1-2b3C3 136 0 0 Vkk aril c 12C 2 1.9C1. 2 _ 0 240 0 0, 0paw- d 0 * ( 0. 0 0 0 0, e 0. ( Roe 0 0 0frrfOfRo000 6 vVincbmard a IC 37.0 - a 1 0 64 2365 32 1183 0 0 giass d"S b 8C 37.0 - b 0 0 C 0 0 00 Hea" G 9C X7 - 0 0 C 0 0 0 00 dd Q. 0 0 0 0 0 00 e 01 . e 0 0 C 0 0 0 00 f 0.( 0 0 C 0 0 0 0 7 and North 0-0 C 0 0 0 0 0 0 glassdDM NE44W 0,0 0 0- 0 0 0 0 Coc*V ENV 1 0 32 1741 32 1741 1 0 SE)SW 0. 0 0 0 0 1 0 0 So30, 0 32 973 0 0 0 Horn ok 0 0 0 0 8 A'" doom a 11A 169 123 C 0 0 r20378 255 0 0 0 0 b 11A 16.9 12. C 0 0 0a 0 0 0 0 0.( 0, 0 0 0 0C 0 0 0 0 9 Net a 14B 4.E 214 221 99 292 1346 6D1 0 0 0 0 ep-ed b 13C 3.; 1.2 0 11 428 159 0 0 C 0 Q VV* al- d c 12C 2. 1.9 0 0 C 0 2BB 829 240 467 pXm_ d Rc Rc q 0 0 0, 0 0 0 0 0 e 0. 0 0 C 0 0 0 0 0 0 C 0 0 0 f O. 0 ok 0 0 0 0 0 0 0 0 0 10 CelrWKjS a 16G 1A 14 0 0 0 C 0 309 421 553 208 220 2B0 b 0_( 0.( 0 0 0 0 0 0 0 0 C Of Of C 0 0 0 C 0 0 0 0 0 d 0, Q. 0 0 0 C 0 0 I 0 0 0 e 0 O.0 0 0 0 0 0 0 0 0 f 0,( O-C 1 C0 0 q 0 0 0 0 11 Floffs a 22A 25, 0'( 156 0 64 16% 0 0 0 0 0 0 Nola: man b 19G 10( 0 0 0 C 0 453 0 0 0 G 0- Rc 0 0 0 0 0 0 1( 0 0 0 rdzp l d0. Of 0 0 0 C 0 0 0 0 0 0 k)r slab e O.0 0.( 0 0 0 C 0 0 0 0 0 0 floors) f 0( 0.( a 0 0 0 0 0 0 0 0 12 Infliration a 27,8 RO C 0 0 84 2339 752 32 891 0 0 0 13 3w 8515 3778 911 Less exWd hea" 0 C 0 0 Less blanaff 0 C 0 0 Hoativtg mdistribution 0 C 0 14 Dud loss 101/1 38 1 Q1, Em 101/1 10 9115 ToW loss = 13+14 414 7 4156 10(2 16 Int gains: Pec* a 30D C 0 1 300 1 3co 0 0 1 AppL @ 2001017 Subtat F2+ 1 ZSH ga F7+&+166994781a.0 3440 755 Less e) dwd ax*- g 0 0 0 Less trwdff 0 0 CAY-*ig reclistribubon, 0 0 C 0 18 Duct can 1 W/4 70 1Q14478 101/1344 101/17,1 19 ToU RSHqain=( 17+18)-P1LF im 1 769 1.00 1 2591 im 3784 too 820 PmW cerffed Right -Suite Residential- 5. 5.06 RSR26014 2002-Apr-03 16:42:13 Aft, E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 2 gnGt, JiT® causecORKSHEE re % e T DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET LAKE _MARY FL 32746-6206 Phone: f407) 831-2665 nn to 1 ofmn BDRW BDF= ffTw BIDW14AGAIVIE FM 2 Leroafoposed%cill 15.0 It 28.0it 6.0ft 420 It 3 Rcanclirr"mr, 15.0x 17.0 ft 13.0 x 15.0 ft 16.0 x 6,0 ft 18,0x 18.0 R 4 Ceflngs Coxk Option 8,0 1 hea" 8.0 fti hea" 8.0 Ri heaVoxA 8.0ft healkool TYPE OF CST HTM A. Load W) A. I Lad W) Area Load W) Area Load (eat,) E> POSLW- Htg C19 OF) Htg Clg f F) Htg I C19 Htg Cig W) Htg I Cig 5 Gross a 14B 4.E2.1 C 0 0 0 E> p-d b 13C 3.1.2 C 0 0 VA* " C 12C 2 1'9 120 48 336 16Palk- d 0. O-C C 0 0 e 01 0.13 0 0 f 0.( 0.0 0 0 0 fticbA6 anda 1C 37 .( 1 5m 0 48 1774 glass doom b 8C 37-CC C 0 0 0 Hea" G 38-7 C»» 0 0 0 0 d 0.( C C 0 0 0 e 0 ( C 0 0 0 f Of C 0 0 7 VVinchAG and NoM 0,0 C 0 0 0 0 0 0 glass doorsNEM 0.0 C 0 0 0 0 0 0 CODling ENV 54.4 1E m 16 870 0 48 2611 SE) SW0.0 C 0 0 0 0 0 0 cub 30.4 0 0 0 0 0 0 Horz 0.0 C 0 0 0 0 0 0 8 otheirdoors a 11A 18. 12'7 C 0 0 0 C 0 0 0 1 0 0 0 b 11A 18.. 12. C 0 0 0 C 0 0 0 0 0 0 C Of 0.0 0 0 01 C 01 0 0 C 0 01 0 9 Net a 14B 4'( 2.1 0 0 0 C 0 0 0 0 0 0 oposed b 13C K 1.2 0 0 0 C 0 0 0 0 0 0 w& and c 12C Z. 1.9 101 300 202 208 1999 404 48 138 c.( 288 829 50D partit-, d 0"' 0( 0 0, 0 C 0 0 0 0 0 0 e 0 C 0 C 0 01 0 C 0 0 1 0 0 0 f Of C 0 0 0 C 0 1 0 0 10 0 10 Ceilings a 16G 1.1 1.4 255 269 353 195 206 270 96 Tl 1331 394 312 449 b Of 01 C 0 0 0 0 0 0 0 0 0 C 0"( 0( 0 0 0 0 0 0 0 0 0 d 0( O"C 0 0 0 0 0 0 0 0 0 e 0 Of 0 0 0 0 0 0 C 0 0 0 f 0. 0.1 1 0 0 0 0 0 0 0 0 0 11 Floors a 2A 25. 0 0 0 0 0 0 0 0 mom b 19G 1 0. 0 0 0 0 0 0 0 9' c cdOf 01 C 0 0 0 001 0 0 0 0 rd".'sl' O.0 0. C 0 0 0 0 0 0 0 for slab e oc 0. 1 0 0 01 0 0 01 Xxb) f D. 0 01 01 0 0 0 0 q 0 0 12 lt-Rationa 27.8 9,0 1E 446 143 16 446 143 0 0 C 48 1337, 113 Sublotal hzmG+&A1+12 1606 1842 240 4,,M Less exle hearr-g 0 0 0 Less transfer 0 C 0 0 Healing redrsinimbon 0 0 0 14 Duct bss 101/1 161 UYX 184 1 Q/124 10% 428 151 ToW loss = 13+14 17ffi 2T5 264 4711 16 Int, gains: P-* @ 300 C 0 0 0 0 C 0 0 Appl. @ 12DO C 0 0 0 0 C 0 0 17 Sublot RSH gan--7+8..+12+16 1569 168B m 4050 Less 0 0 C 0 Less transfer 0 0 0 Cooling mdrstnbAon 0 C 0 18 Duct gain 1 (Y/, 157 19/11691 V/1421 10-14 19 Toth RSHg4"17+18)-PLF 1.00 17213 18571 100 1 - 1 2491 1.00 41 20Airrequired (din) 82 100 181 Printout ceffied by ACCA b meet A Muir ments of Manual J 7th Ed. Right - Suite Residential- 5.5-06 RSR26014 2002-Apr-03 16:42:13 E:\ Files\f\Fox & Jacobs 2002\2509\2509,rsr Page 3 Refer to Ckea net 2 for web grades and bracing. This truss must be installed as shown. It cannot be installed upside-down. Bottom chard should be marked on truss. 1 '2 '3 '4 IS '6 '7 All plates shall be inset 1/4" from the outside edge of the top and bottom chords. This truss is designed to withstand 110 MPH wind per 19-91,94,97 SBCCI. Provide adequate connection along continuous support for 40 PLF uplift. 820-4 1011 12 13 14 15 16 IB UNEWM M T_ 1-4-0 1-4-0IILL J T IX4v IX4v IX4v IX4v IX4v IX4v IX4v IX4v My IX4v IX4v IX4v My IX4v 2X3v 2X3v W=3X4 IX4v 0-1-8 IX4 204-8 7 6 35 34 33 I3213130228 '27 26 25 24 123 22 21 21]0 20-" Continuous Support Design Criteria = TPI ANSI/TP1 1-1995 scale = 0.25004) EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBWS-LOCK RHS = Robbins High Strength Plate) ROR81NS LOCK c euuplates (M p, gal, steel - ASTM A653 SS Glade 40) Rabbirs Eng. Co. hears w mgansibifiii, for the emfien bf. EAST COAST shali'x apPited en both facts of truss ax each joxm Cetner the plates. usiles5 fielci bractug or pernabient irus. uracirg. R.&' to HIE-91 shown otherwise by circles (o) ordimensiern. Unless oftrivise indicated by as publislnisl by the Truss Plate hbuxtree. 583 D'Onsitric Drive, Suite 2W. a "' , all gas inplates run parallat wfth thechords a icrianivarry in ft Mad-Wimansi. 53719. Rersmia ayscun tinisims — cauutnuni w xek peekand I or b"I. N. 1oase kmas ar — as Ina. c— —a- Splice F.I.— a&— ---gP-T— ar— b,-.g to P—.. r-Miiez Lumber Supply ah— 11Ywhere0—sspanasivad 4' bearings . tech ed- Um. mt'd-binug*, Cam slasuldis: nin-apre ,= dimisgt dairing fabrnuamn- 8zindicatednuiseCmingandtabmnitian9.11 be Ix,,fumisd - NwItmani This &6p was Prepared I. braced to the alitunu, of id —thing or rigid ceidmg, mWe—ly. It is the 5285 St. Lucie Blvd- accandanm Mtt 'National Design Speeffi=icas for:uses - Grade Lmnbe, minxni;k&wTy duters izscenamrhos hedesign Imsindiaedon this and Iti Fasm,%mp' (AFFA), 'Design Specifaii— for Lip. Md Fitift drawing — ar exceed — —-1 dead teals ir.pod by 0. sn .m ami ft I= Pierce, FL 34946 Ccizd Woad T—' UPI), axes HUD Design Ci,..— f- Trussed Rafta. 1— Ica& imp—d by the Icc.I building code or encfirnadcFURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RFSPONS931LITY OF THE BUILDING DESIGNER AND TRUSS FAB- TO REVIEW THIS DRWG. & VERIFY THAT DATA INCLUDING DrM. & LOADS CONFORM TO ARCH. PLAN / SPECS & FAB. TRUSS PLACEMENT DIAGRAMS - TC Dead BC Live 10.0 0.0 PSf psf Checked Bv: BC Dead 5-0 Psf Date: 2-21- 1 TOTAL 55.0 psf LOAD DUR. FAC: LOO Dwg. No: > MALSTEER < SPACING: 24.0" Seqn: 27.090 - 18973 4x2 SP .41 2 WEBS 4x2 SP #3 2-4X2 SP #3 20 TC ... FORCE CST BC ... FORCE CI-71 1- 2 1223 0.33 24-23 36 0.08 2- 3 2989 0.44 23-22 2247 0.60 3- 4 4153 0-78 22-21 3701 0.96 4- 5 4720 0.47 21-20 3701 0.72 5- 6 4854 0.92 20-19 4580 0.88 6- 7 4718 0.47 19-18 4854 0.92 7- 8 4154 0.78 18-17 4854 0.94 6- 5 4154 0.79 17-16 4854 0.92 9-10 2989 0.44 16-15 4579 0.88 10-11 1225 0.33 15-14 3702 0.72 10-11 1225 0.33 14-13 2248 0.45 10-11 1225 0.33 13-12 36 0.05 WEB... FORCE... CST EB...FORCE CST 1-24 1097 0.22 6-17 18 0.01 1-23 1551 0.62 6-16 245 0.05 2-23 1424 0.30 7-16 255 0.10 2-22 1031 0.41 7-15 594 0.12 3-22 990 0.21 9-15 629 0.25 3-20 628 0.25 9-14 991 0.21 4-20 595 0.12 10-14 1030 0.41 4-19 254 0.10 10-13 1423 0.30 5-19 240 0.05 11-13 1553 0.62 5-18 13 0.01 11-12 1173 0.12 MM 2x6 continuous stronghack. Attach to each truss with 3-16d nails. Splice stiffback on truss vertical. All plates shall be inset 1/4" from the outside edge of the top and bottom chords. I IA nA This truss nnist be installed as shown. It cannot be installed upside-down. Bottom chord should be marked on truss. 4X6 W=3XS 3X3 IX4v 3X3 3X3 4X4 4X6 2X3v 2X3v 4X4 3X3 IX4v M W R1:1121#/3.50" 20-10-8 17 16 is 14 13 12 P,2:1134#/3.50" EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBDS-LOCK RHS = Robbins High Strength Plate) ROBBINS LOCK wrex=m plates (20 ga. gal,, 9=1 - ASTM A653 SS Grade 40) Robbins Eng. Co. beats w mq%ffiry f 9,.- e=n- of COAST st field bra or pa. moo b=mg Rekr w HID-91 EASTaspdinpabyftTnmPlateInume. 5E3 D'Otutfho Dm, Sake ZK, v'_ all gots to pules- paralW with dx ch ds or I-szoraafly at 9. Md=, Wis-itt 53719. P-=n - . are ".m-d w seek Peak ndI a h-L No ar -a in plate G -i 'd Spike profie5s..ai` &M .Mmg prape' cream br mg to =M wpplinz Lumber Supply mly -,,h-.11 M. assumeeach. 0-4' bearings h enL u ". and 'dni-wN;'_ Core Mmid be taken to pmwmdamagectmgtbn. i-, atiWkmdodtem- C=i. a.i tabi-ion "I be p-f-d .. q.q- Z-hipt-g-d-t- Top andbW-h-isd.I1baade-.1y which P'.d- ouo-fi-g -d J_ plates. This design pp..d. bmmd m da, ab- M 0-ffimg or rigid caiimg, =iy. h is 6m5285 SL Luck Blvd. da- With 1Nt_1 Design Spedfiaafiot fay S- - G-k L-b., reap-ibiltry of mhe. to as that ft dezg. loads m4-d m th. and V Faverump* (AFPA). 'Design Specifi-i- for LigN M.W Plate d-nng - or .-d the -ru.1 dead load, Vmd by d. -- -d da, Fort Pierc_-, FL 34946 CWood T s' (rPI). and HUD Design Crizeria for T n-edRzfmn, fi'e ..& i.by the i-I lmigcode azh. l di-k FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAR. TO RMEW THIS DRWG. & VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH, PLAN I SPECS & FAB. TRUSS PLACEMENT DIAGRAMS. Design Criteria TPI ANSI/TPI 1-1"5 scale = 0. 2500 (1) TC Live 40.0 psf Designed By: Mat TC Dead 10.0 PSf Checked By: BC Live0.0 p6f BC Dead 5-0 Psf Date: 2-21- 1 TOTAL 55. 0 PSf Dwg. No: > MASTER< LOAD DUR. FAC: 1.00 SPACING: 24. 0" Seqn: 27.090 - 18974 MASTER < CENTEX TOP CROMS - 4x2 SP ;*2 N POT CHORDS: 4x2 SP #2 N NORRAIRIM Refer to Gen Det 3 for web grades and bracing. This truss naist be installed as shown. It cannot be installed upside-down. Bottom chord should be marked on truss. All plates shall be inset 1/4- from the outside edge of the top and bottom chords. This truss is designed to withstand 110 MPH wind per 1991,94,97 SBCCI. Provide adequate connection along continuous support for 40 PLF uplift. 11 2 3 4 5 7 8 9 1041 —21 0M 140 2X3v IX4v 1X4v IX4v IX4v IX4v 1X4v 1X4v 1X4v 1X4v 2X3v IX4v 0-1-8 12-9-8 i I I —4 2 21 20 19 18 17 I 1 16 15 14 13 12 1 Continuous Support Design Criteria TPI ANSIITPI 1-1995 EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) scale = 0.5000 (1) ROBEM LOCK c= plates (20 p. gain. used - ASTM A653SS Gnat 40) Robb= Eog. Co. bears w re aTity far the mamn of musses_ TC Live 40.0 psf Designed By: Matilcoapplied = bothfhcei ofamassateach joim. Ceou, Case piaws, maces field lrec.V o, po—=a Refer . MB-91EASTCOASTshooot.by —1es (e) m dhdemixr Uoao otlobmloo ind=ated by pA4eaxd by doe Tuns Pure mth—, 533 D' 0-fti. Drive, Suat 20X , TC Dead 10.0 PSI ail Elm l. plates ran pralk; with the chords or hcfia—fly at fl. Madisob. W&i. 53719. Pe— erecting —a — cautioned w =k Checked By: Peak Arad heel No I— isms wags in pi2ft on— area. SpNee p,.fmio-1 advice —endg ereedon b—mg . pro,e=,.Mlwg BC Live 0.0 PSI y -0-1spa. — 4' b—ini . each ed. -Je, d 'd—m;'. C.. 0—M be k—.. p— dia-ze d—.g fikb—fi— LuumberezSlppyidd=. C-M and fabrics— hall be pf—,d - eqtig—w scorege, shipping axxi enecsiaa. Top ..dh—eh—it stflb—&qwely BC Dead 5.0 Psf Date: 2-21- 1 This d- ipwas preyed io N.6.,W ftmd. it TOTAL 55. 0 5285 St, LucieBlvd. d— with Design Spccffi—n— for Suess - G-le L—be, T..ibilay of od.. to — oatm design I..e. a zed -,h. PSI d.,,ig — or -- d d' ...I dad i-ds M—1 by the —w. ana! th, TER < Dwg. No: > NUSFortPierce, FL34946Cennee.d Wood T—' (TPI). .d HUD Design Ckatiafor T—d R. fte", live toads -r—d by m i—i b.Rdig .de td—i-1 lunad —d.. LOAD DUR. FAC: 1.00 FURNISH A COPY OFTHISDESIGNTOERECTIONCONTRACTOR. r1r IS THE RESPONSIBILITY OF TVE BUILDING DESIGNER AND TRUSS FAB, TO REVIEW THIS DRWG, & VERIFY THAT SPACING: 24.011 Sege: 27.090 18975 DATA INCLUDING DIM. & LOADSCONFORMTOARCH. PLAN SPECS & FAB. TRUSS PLACEMENT DIAGRAMS, TOP CIORDS - 4x2 SP #2 N ffOT CHORDS- 4x2 SP #2 N Kit -29LIM111 Refer to Gen Det 3 for web grades and bracing. Lumber U. Supply 5285 St. Lucie Blvd. Fort Pierce. FL 34946 This truss must be installed ass It cannot be installed upside-down. Bottom chord should be marked on truss. All plates shall he inset 1/4- from the outside edge of the top and bottom chords, This truss is designed to withstand 110 mpH wind per 1991,94,97 SBCCI. Provide adequate connection along continuous support for 40 PLF uplift- 2 3 7-5-4 5 6 7 1 Imm V_N 2x3v 1X4v 1X4v 1X4v IX4v 1X4v 2X3v 1X4v 0-1-8 7-3-12 14 13 12 11 10 9 8 7-5-4 M CtIntinUGUS SUPPOrt DCSiglk Criteria = TPI ANSLITI 1-1,995 scale = 0.7500 (1) ROBBINS LOCKcaunmtor plates (20 ga- gatv, ASTM A653 SS Grad- 40) Robbim Eng, Co, bears w resIramsibilay for d. tremicat oftru&ses, feid bracing arpenuartem meisbritcmg- Re6trtoHIB-9i sho.n oftmete by Circles (0) or dknermym. uniess, adr.'& iatJccadrd by as psNfished by the Truss Nut bmtoate, 593 D* Onoftw DmcS= 2OG, 1i Mors in PI.— — Potflel widt the chords or hora.—Ily at die Mdis-, witeobsitt 53719. P- erecting — are -tmmd to _k peek and / or heel. N. toose knots or wanesin pine ci area. Splice professiottal advice conceming proper erwim bracing to pr-emtoppfim spate wherc A —a. Ove.9 .. C b—tp M each -1. d 'dovri-iW'. C- MotAd bC biskento po-venr d_.ge during fiibria-m. ii,dic..d Mh- cwtng ad fa inn shall t. F-f- an euuq—. g, chotpig ..d -cd- Tp ..d ebor& -A be &q,..iy which produces —g- fitchig 0— and fires. This design was prepared in hndux Sz, - Grade Lumber ord— with ' NationalDesignSp..ff—ronc Ear - responsibility & deers to --in 9- the it aistts Ids tfled on ads end Its Fastenings'( AFRA), 'Design Spccif—fi—, for Light MeW Plate dning ncev m exceed die athttal dead loadt, kripmd by the structure -J the Cmnrecsed Wood T—' ( TPLand HUD Design Criteria f- Trussed Rfm five loads inposed by the focal bildiM -de or hm—.1 6—fic FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR, IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB, TO REVIEW THIS DRWG. & VERIFY THAT DATA INCLUDING DIM, & LOADS CONFORM TO ARCH. PLAN SPECS & FAB. TRUSS PLACEMENT DIAGRAMS. TC Dead Deead 10. 0 PSfI' Checked By: BC Live 0.0PSfBCDe2d5.0 PSf Date: 2-21- 1 TOTAL 55.0 PSf Dwg. No: > MASTER < LOAD DLR. FAO: 1. 00 SPACLNG: 24.011 Seqn: 27.090 - 18976 TOP CRORDS - 4x2 SP #2 N 4x2 SP #2 D 2 BOT CHORDS: 4X2 SP #2 N 4x2 SP #1 2 WEBS: 4x2 SP #3 2-4x2 sp #3 12 TC ... FORCF-.CST BC ... FORCE_= 1- 2 740 0.33 24-23 32 0.05 2- 3 1646 0.37 23-22 1336 0.39 3- 4 2006 0.29 22-21 1336 0.28 4- 5 2006 0.27 21-20 1549 0.48 5- 6 1587 0.85 20-19 1931 0.94 6- 7 1576 0.92 19-18 1576 0.87 7- 8 1551 0.92 16-17 367 0.65 8- 9 555 0.17 17-16 349 0.21 9-10 683 0.25 16-15 684 0.16 10-11 375 0.25 15-14 683 0.16 10-11 375 0.25 14-13 682 0.16 10-11 375 0_25 13-12 31 0.03 WEB_FORCE CS1 WEB ... FORCE_CSI 1-24 738 0.15 8-18 1435 0.56 1-23 925 0.37 8-17 1065 0.11 2-23 829 0.17 8-16 319 0.13 2-21 430 0.17 9-16 308 0.06 3-21 421 0.09 5-15 55 0.02 3-20 78 0.03 10-14 68 0.03 5-20 117 0.05 10-13 423 0.09 5-19 658 0.13 11-13 451 0.18 6-19 347 0.14 11-12 458 0.09 7-18 503 0.10 1 , 1_30.00 I IBM. I'his truss must be installed as shown. it cannot be installed upside-down. Bottom chord should be marked on truss. Interior support or temporary shoring must be in place before erecting this truss. if necessary, shim hearings to assure solid contact. All plates shall be inset 1/4" from the outside edge of the top and bottom chords. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Interior support or temporary shoring must be in place before erecting this truss. If necessary, shim hearings to assure solid contact. 2X3v 3X4 W=3X43X3 3X3 3X3 3X6 2X3v 3X3 IX4v IX4v 1 18-11-10 1 T ---- T------7- 22 21 20 19 IS 16 15r-n,enare coin MXEIMM IX4v 3X3 2X3v IX4v 11 0-1-8 14 1 13 1,21 R3:409#/3.50" NEMMUSE =11 EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) B' 'OCK cors or places(20 ga. gal,. =6 - ASTM A653 SS Grad. 40) BIBSomxrwhe RobbinsEEng. Co. bcarsm m"mofIny far tthee= of s, EAST COAST shaff be aWdan both faces of zmassm e-hjoct. C r the pfi uWsas fmldb=m orpe ma b_nsoneg. Refer wHIB-91 shown by times M or dimetsuttas, Unless rthermse LAraled try as publulied by ffie Truss Plate hisume. 583 D' Oneftio Drin. Suite 209 o ','- 01 si- i. places - p-lkl whh da, cho & or hri-,rWIy .¢ th. Madison. Wiso-i. 53719, P- erecting - are-uti-d m -k pocka,1 I orh-I, No I- knots - in place - area. Splice Pmkio_l advice concerning P-pe, e-ion bracing W M-mPPI.g LbSppl wh= d- 0-11 sp- - 4' cnp v oath anti_ unless ad 'd-m. Care sh-W be mkn w p- damage sh,hg Fbir- umerauy..fy indi- d mh- Carting and fb-a- st.11 be pas creed - eqq- ThAdvgwas prepared in b,...d . ta b- rigid ceiling. -p-mly. 1, ish 5285 St. Lucic Blvd. accardartce.with' Nafi-l Design for Scree- Grade Lumber Tomfitifity d.. t. .--. that the design load, wili-d -hi, d .1, F.igs' (AFPA)- *D ig. Spcffivador. f U&Mg PI.. drawing -1 ol --d ffie -,.] dead loads u ,y de s- and de Fort Pime, FL 34946 Cam Wood T-' (IrFf7_ -d HUD Design Crfr . fm T-4 R.Ae- Im leads -p-d by d. -i builig e.& m foror.i -h-kFURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RFSPONSTBILUY OF THE BUILDING DESIGNER AND TRUSS FAB. TO REVIEW THIS DRWG, & VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN 7 SPECS L FAB. TRUSS PLACEMENT DIAGRAMS. Design Criteria = TPI ANSMI 1-1995 scale = 0.3750 (1) firms s Jm TC Dead 10.0 psi Checked By: BC Live 0.0PSfBCDead5-0 W Date. 2-21- 1 TOTAL 55.0 Psf Dwg. No: >MASTER< LOAD DUR. FAC: 1.00 SPACING: 24.0" Seqn: 27.090 - 18977 AIAN I EK < Uh. IN I LA HLJIVMGs TOP CHORDS: 4x2 SP #2 N R( r. CMRDS: 4X2 SP #2 N 4x. 2SP ff2 D 2 WEBS: 4x2 SP #3 2- 4x2 SP #3 is TC ... FORCE ... CSI BC -FORCE CSI 1- 2 1115 0.33 22-21 35 0.07 2- 3 2693 0.42 21-20 2045 0.55 3- 4 3669 0.65 20-19 3311 0.87 4- 5 4102 0.41 19-18 3311 0.77 5- 6 4106 0.69 18-17 4003 0.92 6- 7 4102 0.41 17-16 4106 0.95 7- 8 3670 0.65 16-15 4003 0.92 8- 9 3670 0.56 15-14 3311 0.77 9- 10 2693 0.42 14-13 2046 0.48 10- 11 1117 0.33 13-12 35 0.05 WEB... FORCE ... CSI WEB ... FORCE ... CSI 1- 22 1017 0.20 6-16 134 0.03 1- 21 1411 0.57 7-16 183 0.07 2- 21 1293 0.27 7-15 465 0.10 2- 20 900 0.36 9-15 498 0.20 3- 20 859 0.18 9-14 859 0.18 3- 18 498 0.20 10-14 899 0.36 4- 18 466 0.10 10-13 1292 0.27 4- 17 183 0.07 11-13 1413 0.57 5- 17 134 0.03 11-12 1088 0.11 am 1- 30.00 -1 I- typ. 2 F 6 14- 0 2X3v 4X6 IX4v 2x6 continuous strongback - Attach to each truss with 3-16d nails. Splice stiffback on truss vertical. All plates shall he inset 1/4' frcm the outside edge of the top and bottom chords. This truss must he installed as shown. It cannot be installed upside-dowm. Bottom chord should be marked on truss. 3 4 5 19-2-10 6 7 8 9 10 11 9- 7-5 2- 0-0 IX4v 3X4 W=3X6 3X3 3X3 3X3 3X3 3X4 4X6 2X3v 19- 1-2 2 21 20 19 18 17 16 15 R1: 1030#/3.50" 19- 2-10 EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) ROBBINS LOCK -or plows (20 g., g.N. nest - ASTM A651 SS G.& 40) Rbb- Eng, C.- b- our -p-ibilay f., th-o- of COAST C -dpl--k. oo,.-m fetid bracing or p- bracing. Rtfer t. HIB-91 EASTk4circles (o or demm- Ultim othe.- indicated by vdb1Wd by the Tn Flm 1..nwt. 583 D' Owfrio Dn- Si. 2W. a ',', ali slats inpiamsrun paralW with the chads or hoizewally w t- Madison. Wwomin 53719. Fe s aecung trusses .re cautioned w uek peak and 1 Mel. No loose knots or -s in plate c.nact area. Splice pooftmional advice comeming proper tofion bracing . p-em toppling Lumber Supply only M h- Qotll q- - 4' bearings w -h end, unless d 'datum Cam 9wWd b, W- to p-ra damage during fabrication, ez C=-_ ..d fo,,i-i- #.11 f,- peff-d whirl' pod - a -Z-ftig j.- andpl..s. This &.go waspnp-d in br-d La It,, ah.- ofhwhcTr ceiling, caig, rtg,Iy, I, is the 5285 SLLucie Blvd. aCca da e with 'Navtnml Design Sp-if-i.5 to, $- - G,.& Luon,u o,sP-%Rky of.6.. to out-mth.' the &sign wads fflued M'his itsF-ninp' ( AFPA). 'Deign Sp -if aeons for LightMi Pf- drawing meet or .-d the actual &.d toads rs.P-d by the g-- and do, Fort Pierce, FL 34946 Co --of Wood Trusses' (TPFj, and HUD Design C,.,. f., T...d Rfta- fi- !..& mpmd by dte 1-1 bildmg sate o hwn..f .1a-fi. tact - FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR, IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB. TO REVIEW THIS DRWG, & VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN / SPECS & FAB. TRUSS PLACEMENT DIAGRAMS. 14 13 12 R2:1043#/ 3.50" Design Criteria = TPI ANSI/TPI 1-1995 scale = 0.3750 (1) TC Live 40.0 psi Designed By: Mat TC Dead 10.0 PSf Checked By: BC Live 0.0 PSfBCDead5.0 Psf Date: 2-21- 1 TOTAL 55.0 PSf Dwg. No: >MASTER< LOAD DUR. FAC: 1.00SPACING: 24.01, Seqn: 27. 090 - 18978 TOP Cal=S: 4x.2 SP #2 N HOT CHORDS: 4X2 SP #1 WEES. 4x2 SP #3 2-4x2 SP #3 15 TC ... FORCE CS1 BC ... FORCE CSI 1- 2 894 0.33 17-16 34 0.05 2- 3 2075 0.38 16-15 1627 0.34 3- 4 2690 0.39 15-14 2509 0.53 4- 5 2625 0.54 14-13 2774 0.91 5- 6 2622 0.72 13-12 2622 0.91 6- 7 2095 0.84 12-11 2613 0.91 7- 8 892 0.33 11-10 1607 0.36 7- 8 892 0.33 10- 9 38 0.04 WEB ... FORCE CSI WEB ... FORCE CSI 1-17 849 0.17 5-13 95 0.04 1-16 1123 0.45 6-12 231 0.09 2-16 1019 0.21 6-11 777 0.16 2-15 623 0.25 7-11 680 0.27 3-15 604 0.13 7-10 994 0.21 3-14 251 0.10 8-10 1115 0.45 4-14 117 0.02 8- 9 942 0.09 4-12 277 0.06 D3V RMWF*701V This truss must be installed as shown. It cannot be installed upside-down. Bottom chord should be marked on truss. All plates shall be inset 1/41 from the outside edge of the top and bottom chords. 3X6 3X3 3X3 3X3 IX4v 3X3 4X4 2X3v 7 16 is 14 13 12 11 R1.-841#/3.50" Hum EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) ROBBINS LOCK -tor pi- (70 g.. gal,. -1 - ASTM A653 SS Grade 10) Robbins Eg. Co. b.- . retp-ibifity forfl. -d- f EAST COAST apptwicelkd - boh f- f - ., each I- C.- d. plans,ni- fieldfieldig or - 1-iPb-'ng- Refer . HIR-511 I7v circles ( e) or dintawie.. Unkss ft- atdi--ud by p.WW-1 by ft Truss PI.. h-, 583 D'Owfh. Di-, S.= 200. a ad SIM in platesrun panale withthe chords 0, h-i.,t,runy atd' Maui- WeComin 53719, Pe- -ting s are e.utio.d W seek peak anti / 0rheel. Niareknmwanes aipure caroms area. Sph- pru&s l a&r' _'g prttpe' _ceiron b-mg t. M- topp1mg Lumber ez Supply 4' bearinp at each elk. unties, she". Overail spur 2, W 'derrunowil;', Care ahmW be ERamn ut prevem dantap during htrxation. re mh-ise. C=igandlabncticn shall be perf0s d on eqq:aeez sewage. shipping and -im. TopaWchards iJiallbeadequately h.hTh. d,s4was pm;..dt . br-d ¢n theabs- of sh-ffiig ar rigid ceiling, -p=miy. Itit rh- 5285 St- Lucie Blvd. aeccwW, 'Nxfiss l Design Specific ru- f- Stress - Grade Licnh-r poruibifit, of ttk.n to arc.m. that the design i..is atilimd =dks d 1. F-igs' (AFPA). 'Din Sp-if-fim for Lighi Metal Plate drawing met ., exceed 1ie actual dead 1.a& arq-d by it. structure ad tf. Fort Pierce, FL 34946 Cw=wd WoW Tn ,' (TFI), W HUD Design C-ria fo, Trussed Rafkm. 4-. 1..1, isxposed by 9. 1-1 b'Hdig CO& M himrical chnutft'_ -ads, FURNISH ACOPY OF THIS DESIGN TO FR=10, N CONTRACTOR IT ISTHE RESPONSIBIL1717Y OF THE BUILDINGDESIGNER AND TRUSS FAB. TO REVIEW THIS DRWG. & VERIFY THAT DATA INCLUDING DIMI. & LOADS CONFORM TO ARCH. PLAN / SPECS & FAB. TRUSS PLACEMENT DIAGRAMS, Design Criteria = TPI ANSFTPI 1-199S scale = 0.3750 ( 1) BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 psf LOAD DUR. FAC: 1.00 SPACING: 24ff' Checked By: Date: 2-21- 1 Dwg. No: >MASTER< Sean: 27. 090 - 18979 This truss is designed to bear on multiple supports. Interior bearing locations should he marked on truss. interior support or temporary shoring must he in place before erecting this truss. if necessary, shim bearings to assure solid contact. N 2x6 continuous strongback. Attach to each truss with 3-16d nails. Splice stiffback on truss vertical. All plates shall be inset 1/4" from the outside edge of the top and bottom chords TC ... FORCE ... CS1 ..BC...FORCE ... CSI 1- 2 790 0.35 24-23 32 0.06 2- 3 1770 0.38 23-22 1422 0.39 3- 4 2164 0.23 22-21 2076 0-57 4- 5 2167 0.37 21-20 2076 0.63 5- 6 2160 0.38 20-19 2167 0.65 6- 7 1717 0.28 19-18 1964 0.60 7- 8 718 0.24 18-17 1341 0.38 8- 5 718 0.33 17-16 64 0.05 9-10 885 0.53 16-15 1926 0.16 10-11 933 0.50 15-14 1903 0.21 11-12 933 0.40 14-13 17 0.03 WM ... FORCE ... CSI WEB ... FORCE CSI 1-24 761 0.15 7-19 526 0.21 1-23 977 0.39 7-17 870 0.18 2-23 892 0.19 9-17 915 0.37 2-22 484 0.19 9-16 1297 0.27 3-22 426 0.09 10-16 1387 0.56 3-20 127 0.05 10-15 1813 0.18 4-20 101 0.02 10-14 1316 0.53 5-19 233 0.05 11-14 233 0.05 6-19 350 0.14 12-14 1070 0.24 6-18 443 0.09 12-13 458 0.09 7 This truss must be installed as shown. It cannot be installed upside-down. Bottom chord should he marked on truss. Interior support or temporary shoring must be in place before erecting this truss. vilow IX4 4X4 W 3X4 3X3 3X3 3X3 3X4 4X6 2X3v 3X8 2X3v 2X3v 3X3 0-1-8 20-9-8 23 22 21 20 19 18 17 16 115 14 13 R1:740/3.50" R2:1848#/3.50" R3:69#/3.50" 20-11-0 - C/L: 16-7-2 Oyer 3 Supports Design Criteria TPI ANSI/TPI 1-1995 EXCEPT NIMERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) scale = 0.2500 (1) ROBBINS LOM com=ior ILa s (20 p. pi,. sux1 - ASTM A653 SS Grad- 40) Robbuu Eng. Co. no rcq. biloy forTtr- -c6m of mums, TC Live 40.0 psf Designed By: Mat Ibe apomdm bothmaces ofao.ssw eachjo=. Ce=r ft *r°ez, uoks f4W bmcmg " mirr mra mus br-mg. Reer toHIB-9iEASTCOASTgummolwwwbycecks (o) or dimer6*m_ Unless mh, mdkswd by as by the TnrA Plate 1=, 593 D- Ongftw Dmt. Sue 200, TC Dead 10.0 psf 0 "'. z11 dM i. *rea - parotid Widl the cht-LS .1 holies4 ae 0. Madison . Wilco-i. 53719, P.- -er4 tst are cam d.-d w -k Checked By: peak .d 1- 1-1. No iooloosekooknotsor wanesi. pi= coy- area. Splice prkw-1 d,i,, -h4 proper -aion h-ig to p-m ling BC Live 0.0 psf Lumbel Suppy h oily - dmv, 0-11 Sp.. -mC 4' b-' p ch -d, Lq and 'dmwoing'. Cz. 9-1d b mk. tbp dmp d-ing fb-ow, r a 1-d - C, F b, pert an quq= ffi Z .d - 9.11 b p db-= Tp-ch dssWb-_kqu=1y BC Dead 5.0 psf Date. 2-21- 1 whicft s _g-fioiqgji=..dputts. This design was Ioqx redm Jame with ' Natiomd Deugn Sp iftafiors fez Sum - Gm&, Lubr 2XeM. that mitedtgon loadswilmed . this TOT 55.0 5285 St Lucie Blvd.ace d 1. Fagenmgs ' (AFPA), ` Design Sjcifixuk- far 1_4hi Mul Piam m9=ibflky of oftm m dm,.g t or enml tht a..al dad leads unposed by the " ffie psf Dwg. No: >MASTER< Fort Pierce, FL 34946Cm=td Wood T s' (TPD, .d HUD Dmgn Cris for T d Rfmn, Im loads mT-d by the ' Im.1 o.Adig o& o himm.1 cit-fic LOAD DUR. FAC: LOO FURNISH A COPY OFTHISDESIGNTOERECTION (DONTRACTOK IT IS THE RESPONSIBILITY OF THE BUILDINGDESIGNER AND TRUSS FAB, TO REVIFW THIS DRWG. & VERIFY THAT SPACING: 24.011 Seqn: 27.090 - 18988 DATA INCLUDING DIM. & LOADSCONFORMTOARCH. PLAN SPECS & FAB, TRUSS PLACEMENT DIAGRAMS. MASTER < CENTEX- TOP CHORDS: 4x2 SP #2 N BOT CHORDS: 4X2 SP #2 N Refer to Gen Det 3 for web grades and bracing. MM This truss must be installed ass It cannot be installed upside-down. Bottom chord should be marked on truss. 2 3 4 5 6 7 8in-11 0 All plates shall be inset 1/4" frIn the outside edge of the top and bottom chords. This truss is designed to withstand 110 MPH wind per 1991,94,97 S= . Prov-ide adequate connection along continuous support for 40 PLF uplift. 1(11 12 13 14 15 16 1718 1X4 MY W=3X4 IX4v X4v IX4v 1X4v IX4v IX4v lX4v lX4v 1X4v My 1X4v 1X4v IX4v IX4v IX4v IX4v IX4v 1X4v IX4v 1X4v IX4v IX4v MY 1X4v IX4v 1X4v 1X4v IX4v 1X4v IX4v 2X3v 2X3v W=3X4 IX4v 0-1-8 IX4 56 35 34 33 32 3130 29 28 27 26 25 24 23 22 21 20R9 1- 20-11-0 EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) PORBLN'S LACK —cwplaces (20 p, 9W, areal - ASTM A653 SS Grade 40) Robbins Ertg, Co. Mars w V—ibilrty fur ffi- —icn of EAST COAST H appfied on bath faces oftruss aseach mhja, the pi,-_ -— b, bracingifield bracingp— m bracing_ Refer to HM-91 shownotherwiseby oircies ( o) or dilmmm. i.UrIessathe—i. indicaad by as published by th. TrussPlt. lrstku,, 583 D'Ooftio Dfi— Stim 200, v" all Sim mplates —pralkl wish d. oho & .,hno—Ry ard. Madam - Witc—in 53719. Fl— -ig acmes = —iomd to —k peak and I or hk l, No leaseknort ar wars inplate c—, area. Spliceprol—I advice .--.g Prol" ortolm br=mgW Pot— towing Lumber Supply Wy whtra shaver. Overall sp— assume4' b-np to each e. -k. a Zicamdd.-i- cuog ..d %bficaion awl be of&_.d - 'qiP'_= awr,gprog..da—, Top ntdbmtosnchards .hail bcizq ly whrch pock—s stg-ftrag pm ."d pbti. Thu design wasp,",ad . h.Eire 5285 SL. Lurie Blvd. orcordanro with ' Naim.1 Design Spedfirafiom for St-5 - G,,& Luntbe, bllay dothen to asctmm drat the design lo.& un7ized m fti and Its Fastenings' (AFPA)- 'Design Specif= fir- for U& Metal Plate drawing mat , e.—d thc acmal dead loads' trnqc d by the ttm and she Fort Pierce, FL 34946 C d Wood Trusses" (TRIL and HUD DesignCriteria for Trussed Rafters.,,, as imposed by the local building w& or historical clmta k records. FURNISH ACOPY OF THIS DESIGNTOERECTIONCONTRACTOR. ITIS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB. TO REVIsW THIS DRWG. & VEPIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN / SPECS & FAB- TRUSS PLACEMENT DIAGRAMS. h"109 scale = 0.2500 (1) TC Live 40.0 psf Designed By: Mat TC Dead 10.0 psf Checked By: BC Live 0.0 psf BCDead5.0 PEf Date: 2-21- 1 TOTAL 55.0 psf Dwg. No: > MASTER< LOAD DLitt. FAC: 1.00 SPACING: 24A" Seqn: 27.090 - 18982 AkSTER < CENTEX HOMES 2509 EL A & B QTY,_ 2 TI: FT10 TOP CHORDS; 4x2 SP #2 N BOT CHORDS: 4x2 SP #2 N 4X2 SP SS 2 WEBS 4x2 SP #3 2-4x2 SP #3 17 TC.-FORCE CS1 13C.-FORCE CS1 1- 2 1053 0.37 21-20 32 0.06 2- 3 2472 0.44 20-1.9 1915 0.58 3- 4 3514 0.78 13-18 3059 0.88 4- 5 3526 0.76 19-17 3059 0.58 5- 6 3643 0.64 17-16 3526 0.75 6- 7 3359 0.47 16-15 3534 0.75 7- 8 3359 0.39 15-14 3643 0.46 8- 9 2498 0.41 14-13 3053 0.39 9-10 1047 0.33 13-12 1915 0.25 9-10 1047 0.33 12-11 34 0.03 WEEI-FORCE CS1 WEB ... FORCE CST 1-21 965 0.19 6-15 0 0.00 1-20 1334 0.53 6-14 395 0.08 2-20 1198 0.25 8-14 425 0.17 2-19 775 0.31 8-13 771 0.16 3-19 617 0.17 9-13 910 0.33 3-17 667 0.27 9-12 1207 0.25 4-17 321 0.06 10-12 1322 0.53 5-16 299 0.06 10-11 1031 0.10 5-15 255 0.10 1 DIM i IZA fkfl i 2x6 continuous strongback. Attach to each truss with 3-16d nails. Splice stiffback on trus's vertical. All plates shall be inset 1/4" from the outside edge of the top and bottom chords. This truss =ist be installed as shown. it cannot be installed upside-down. Bottom chord should be marked an truss. 2X3v 4X6 3X4 W=3X6 3X3 3X3 3X3 3X4 4X6 2X3v IX4v 1X4v 18-0-2 20 19 18 17 16 15 14 RI:970#/3.50" 18-1-10 EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) BOBBINS LOCK. , platss (20 ga- gal,. sissl - AST-M A653 SS Grade 40) Robbru Eng. Co. bears w rsspmibMzv far the er== of s. EAST COAST shall b. applicd onbwl facts ofm.ts hjoitt' Cemr fl platys, urik Wdbrnirtg pe-zmmbncing. RetTtQHI8-9I shown bytucks (n) o, dzremixuUnless aft-& utdimd by as bubf d by t, Trim Plate lnun=_ 591 D'Dwftm Dmt, Suge 2W all sim is platys - Ii-ftl with ft chords or horioststily., flx Madison. Wisconsin 53719, Ptesons sTsodg Mn ots are coon.-d to -k splice yakandtar """ N"'. b-m - pl cm "area. protb.,I- ._tng proper s="_ b,--.go pre I.Pptil; old, '. 0211 spans assume 4' bcarngs act each end- unless and "rkrmirautg". Care d bsmken m prevem lamas¢ dzrrmg fetrricarion. LumberatSupplyidvwhde7dg.= C=tig ande btut- 9.11 be psrf- on eqpnsm swragt.shippv4..d-%m_ which p-d-s.snug-fm.gjamaced pW- Itisdit, 5285 St, Lucie Blvd. co'de e wftft 'N-Iiml Design Specifications for Suess - Grade Lwt., momibairy of ofto to axemjn Um trio &sign loads milized M this dus Fssrsip' (AFPA), `design Swtfu for Liliko M-1 Plato t ar --d d"s acsuai dead d ryd'. sr-rs octal the FcTt Pierce, FL 34946 C=tected Word Truss:' (TPF}. and HUD Destp Criwria for Tmued Rfisrs. lie kads irng d by the loaf building code or historical cluram rtcor& FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB. TO REVIEW THIS DRWG. & VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN / SPECS & FAB. TRUSS PLACEMENT DIAGRAMS. 13 12 11 P,2: 984#13.50" Design Criteria = TPI ANSI1T?I 1-1995 scale = 0. 3750 (1) TC Live 40.0 psf Designed By: Mat TC Dead 10.0 PSf Checked By: BC Live0.0 psf BC Dead 5-0 Psf Date: 2-21- 1 TOTAL 55. 0 psf Dwg. No: > MASTER< LOAD DUR. FAC: 1.00 SPACING- 24. 011 Seqn: 27.090 - 18983 U#]3f0_R fl-Avow F CHORDS: 4x2 SP #2 N BOT CHORDS; 4X2 SP #2 N WR29! 4x2 9P #3 2-4x2 SP #.S is TC ... FORCE CSI BC ... FORCE CSI 1- 2 860 0.35 21-20 32 0.06 2- 3 1976 0.40 20-19 1567 0.42 3- 4 2560 0.25 19-18 2362 0.60 4- 5 2567 0.37 19-17 2362 0.60 5- 6 2472 0.26 17-19 2567 0.67 6- 7 1980 0.30 16-15 2567 0.66 7- 8 1980 0.37 15-14 2364 0.60 9- 9 871 0.33 14-13 1569 0.41 9-10 12 0.28 13-12 152 0.04 5-10 12 0.28 12-11 148 0.07 WEB_FORCE CSI W`EB ... FORCE CSI 1-21 821 0.16 6-15 239 0.10 1-20 1081 0.43 6-14 562 0.12 2-20 983 0.20 8-14 601 0.24 2-1.9 569 0.22 8-13 988 0.21 3-19 537 0.11 9-13 1067 0.43 3-17 290 0.11 9-12 1032 0.10 4-17 179 0.03 9-11 192 0.08 5-16 30 0.01 10-11 136 0.03 5-15 232 0.05 1 MM I 'In an 2X3v IX4v This truss must be installed ass It ide cannothenatalledupsi-down. Botthown. om chord should be marked on truss. Any bearings other than end bearing locations should he marked on truss. T_ T 4X4 3X3 W=3X4 3X3 IX4v 3X3 3X3 4X4 2X3v 3X3 J 20 19 is 17 16 15 14 R1: 812#/3.50" FAM EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) ROB" INs LOCK plates 420 g, gal, steel - ASTM A653 SS Grace 40) Rkbi. Eng. Co. I- - rcapowibifi for ther.,fier, of truabts. EAST COAST h j. Cemr 0, plates. . unless shallbe ."fied on bah fuses of truss each fie b,,ciag r pemtruss birig- Refer . H&91 dro n oftmim bv 6.1a (o) or dtnul,ov. Uifets odia, cd-zed by as pbfishxd by the Truss Plate lecir-, 593 D' 0-hi. skive. Susie 200. an slats in pi;fts = puek! wish ft chords or h-i-wally . dt. Madt-. W&abac 53119. Pbrone e-nog mxucs are caws d . --k Teak and J arheel. No icoa, koo. or -on at plate c000nt area. Spike pmeonorl d,= comermg proper e-om bracing to prevcm topplmg mly.,h-h- 4' d'dmiming'. Lumber 8z Supply imdod- zp,siTpatiderecflm Top-! bw=chardtshah] be akqxh whxbp,.d-es g-ftmingMims .odplms. Tb. design was pnpamdio b-dn d-btexe of sheathing or rigid ceiling. mqxajw1y_ huthe 5285 St. Lucie Blvd, accordance with 'Nark-1 fyeng. Specificadm fitr Sums - G,,& Lumber esp wibilhy of odoem toane-ffi th., dsa design tuh, udlind oo this acd Im (AFPA). 'DiU, Spec.' for Light Metal Pine d-5.g ute., of eacftd dte aaual s L,,p-d by 9xod,hn Fort Fkrce, FL 34946 Comd WoodTenses" (TPD.I HUD Deign Cr is fbr Trusted Rafters, li- roads dapmdby ft4 iocod buildibg coft a hntoricaP cibmic mcord, FURNISH ACOPY OFTHIS DESIGNTOERECTIONCONTRACTOk. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB_ TO REVIEW THIS DRWG. & VERIFY THAT" DATA INCLUDING DIM, & LOADS CONFORM TO ARCH. FLAN / SPECS & FAB_ TRUSS PLACEMENT DIAGRAMS. 13 12 11 R2:1058#13.50" CANT: 1-10- 0 ' Design Criteria TPI ANSI1T`Pl 1- 1995 scale = 0.3750 ( 1) TC Live 4o.0 psf Designed By: Mat TC Dead 10.0 psf Checked By: BC Live 0. 0 psf BC Dead 5. 0 psfDate: 2-21- 1 TOTAL 55.0 psf w. NMASTER Dao- >< LOAD DUR. FAC: 1.00 el SPACING: 24.0" Seqn: 27.090 - 18984 MASTER < CENTEX HOMIES 2509 EL A & B TOP CHORDS: 4x2 SP #2 N BOT CHORDS; 4X2 SP #2 N This truss mist be installed as shown. It cannot he installed upside-down. Bottom Refer to Gen Det 3 for chord should he marked on truss. web grades and bracing. 1-4-0 1 t t f 1 2 3 4 5 6 7 17-1, All plates shall be inset 1/4" from the outside edge of the top and bottom chords. This truss is designed to withstand 110 MPH wind per 1991,94,97 SBCCI, Provide adequate connection along continuous support for 40 PLF uplift. 9 10 11 12 13 14 n 1X4v X4v IX4v 1X4v IX4v IX4v IX4v 1X4v IX4v 1X4v --IX4v 1X4v 1X4v 1X4v 1-4-0 W=3X4 1X4v IX4v 1X4v 1X4v 1X4v 1X4v 1X4v IX4v IX4v 1X4v 1X4v 1X4v 2X3v 2x3v W=3X4 1X4v 0-1-8 16-11-8 31 30 29 28 27 26 25 24 23 22 21 20 19 is 17-1-0 Continuous Support Design Criteria TPI ANSi 1-1995 EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) scale = 0.3750 (1) ROBBINS LOCK sonsse= piams, rM ga, gal,. st-i - ASTM A653 SS Grade 40) Rbbm Eng. Co. beersw responsibDiry for the —ctron of tmsess. TC Live 40.0 psf Designed BY: Mat shall be zpikd rat buts. faces of =a at eacktJon, Cemr the plates, unless RefYrtoHM-91EASTCOASTshtn,," otherwise by circles (o) or dmnsions. Unless otherwise uafigeed by as ptifished by the Truss Plate Inaim.. 583 D'Oztrio Drive, Stfiie 200, TC Dead 10.0 psf a am in places — Parallel wahfl. cborda ar h*'ia=aRy-hs Mdi'on. W- 53719. P- e,ecnng — an e.vawned w seek Checked By ItelIheel. No In. I.. svms M om s. . Spize P'.htsasnal iv= -g PYtspE' e— bmrag . P'_- tpplittg BC Live 0.() psi Lumber Supply 2y when sh— O-mt sparas iesserne 4' wrings gaa, each end. undeas, d 'd.,h-hV,', C., sh-kl be take. . p—ts dastage dig fiflsicatisn. 8zsed—ted rat- C—.g and fabrication sat! be pef—.d - -p-A g.-shsppigand —d-, Top ..dbo—d—staeft m-&—tely BC Dead 5-0 psf Date: 2-21- 1 Tlhsdesign was prepared rrt Natkastl Design Specificansus for Stress - GradeLunftr braced th the abscrme of shastimg or rigid ceiling. rasp cervety. his the respmhilN t dets to , azaam that the dang, loads whited m this TOTAL 55.0 225 SL Lucie Rhd. taxonlatre lhh 1. F.manings ' (AFPA)- ' Design Speci—ti—ion, far Ligm Mzta Pia ' drawing .—I er exceed the .l dud toads mpmd by h-- sxzucnrtm .d the psf Dwg. No: >MASTER< Fort Pierce, FL 34946C.—d Wosd T' (TPr), .d HUD Destg. Crtta- f., Tn—,l R sft—_ fi—;-& -p—d by the Wiisfig eta , [Yiaz sl dustam —da LOAD DUR. FAC: 1.00 FURNISH A COPY OFTHISDESIGNTOERECTIONCONTRACTOR- rr IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAD. TO REVIEW THIS DRWG. & VERIFY THAT SPACING: 24.011 Seqn: 27.090 18985 DATA INCLUDING DIM. & LOADSCONFORMTOARCH. PLAN SPECS & FAB. TRUSS PLACEMENT DIAGRAMS 1 TC FORCE AXL mm CS1 1 -11770 0.42, 0.32, 0.74 2 -11716 0.52, 0.06, 0.58 3 -9283 0.41, 0.06, 0.47 4 -5279 0.25, 0.04, 0.33 5 -11908 0.37, 0.04, 0.41 6 -14423 0.39, 0.53, 0.92 BC FORCE AM BM CSI 1 10857 0.61, 0.31 0.92 2 10895 0.61, 0.31: 0.92 3 10965 0.46, 0.20, 0.66 4 10526 0.44, 0.17, 0.61 5 10669 0.45, 0.14, 0.59 6 13245 0.56, 0.21, 0.77 7 13359 C.S6, 0.39, 0.95 WEE FORCE WEB FORCE 1 -147 2 -101 3 3018 4 -2887 5 6829 MAX DEFL=CN : L1999 at JOINT #11 L-0.19 D-0.16 T=-0.35 Lumber 8z Supply 5285 St- Lucie III, Fort Picrce, FL 34946 TOP CEIC)RDS; 2x4 2x4 SOT CHORDS: 2x8 2xB WERS; 2X4 2x4 I * a SP #2 N SP 01 D 2 SP #2 SP #1 D 2 SP #3 SP #2 N 5 This truss is designed to withstand 100 mph wind per 1994 SBCCI . (Enclosed, End Zone: Yes Mean Roof Height . 25 ft) Wind Dead Load: 10.0 psf 2 CCMPLRTE TRUSSES RE = RED! Fasten trusses together w/10d nails as each layer is applied, staggered as follows: Top Chord 12" c.c. Web Members 4" c.c. Sot t= Chord 4" o.c. Plus clusters of nails if shmm. PROVIDE UPLIFT CONNECTION PER SC2== - Rl: 2753# R2: 3980# 2 TI: G17 TOTAL DESICW LOADS ------------ Uniform PLF From PLF TO TC Vert -54 0- 0- 0 -54 19- 4- 0 EC Vert -20 0- D- 0 -20 S- 0- 0 EC Vert -687 8- 0- 0 -687 15- 4- 0 Concentrated LES Location RC Vert -2888 7- G- 0 (10-10d nails) Provide adequate hanger to support concentrated loads indicated. Alt. Connection for bolting bottom chords: Substitute 1/2 1 A4a.(ASTM-A307)thru bolts 10 o.c. for nails in 2x6 or larger widths. WARNTNG-. CSI's may be excessive for required boltingi 2-PLYS REQD 2 3 4 5 6 '7 Soo EX8 T 4-4-6 0-4-1 2X3v 6X8 8X8 10x10 3X8v 8X8 15 14 13 12 11 10 RI.4759#/3.50" 0 — 19-4-0 EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK (RHS = Robbins High Strengt, SO — FURNISH A COPY OFT141S DESIGN TO ERECTION CONTRACTOR, 79 IT ITYISTHERESPONSMILOFF THE BUILDING DFMNER ANT) TRUSS rAR TO REVIEW THIS DRWG, VERIFY THAT DATA INCLUDING DIK & LOADS CONFORM TO ARCH. PLAN I SPECS & PAR. TRUSS LAYCLTT.S 9 8 R2:6881#/ 3.50" F I TC Live 20.0 psf Designed By: A1JP TC Dead 7.0 psf BC Live 0.0 PSr Checked By: N1JP BC Dead o Psf Date: 3- 6-98 TOTAL 37. 0 psf LOAD DUR. FAC: 1.25 Dwg. No: MASTER SPACING: 24. 0" Seqn: 27.050 - 63386 TOP CHORDS- 2x4 SP 1 BOT CHORDS: 2x6 SP SS TC.-FORCE-C91 S. 2X4 SP 3 1- 2 3357 0.52 2X6 SP 2 1 2- 3 5535 0.72 2x4 SP 2 N 2111 3- 4 6119 0.99 4- 5 6214 0.78 5- 6 6023 0.64 6- 7 3015 0.46 M ... FORCE CS1 1-14 1617 0.12 1-13 3538 0.87 2-13 1667 0.33 2-12 1919 0.73 3-12 680 0.13 3-11 220 0.05 1 2 F 14-0 2X3v 14 13 R1:1711#/150" IN PC._. ... CSI 14-12 65 0.15 13-12 4266 0.56 12-11 6321 0.97 11-10 6214 0.96 10- 5 3934 0.52 9- a 54 0.18 WEB ... FORCE-CS1 4-11 -291 0.06 5-10 -646 0.13 6-10 2317 0.93 6- 9 -1784 0.35 7- 9 3227 0.80 7- 8 -1553 0.31 LF TOTAL DES112M L= ------------ Uniform PLF From PLF To TC Vert -215 0- 0- 0 -215 15- 9- 8 BC Vert -10 0- 0- 0 -10 15- 9- 8 5 6 7 3X10 3XI0 3X3 4X10 3XI0 2X3v 12 11 10 EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) ROBBINS LOCK-aarpla (20 p, gain, steel - ASTMA653 &S G,.& 40) Robbins Eng, Co. bears no re p-ibilky forthe er-m of EAST COAST mall be nplmd as brda fares of .1 eachjaim. Cem, de, places. .k. W bracmg or pe= ass bracing. Refer m HIB-93 ehmn mh-ist by .=ln (o) ar dime-iatuu. Unkes & ftuficated by m peNist" by she Trm Plate hwk=. 583 D' OnoftioDrive, Sube 290, v'. all slats in pines - p-Bei with the oborde or Ikriz.=Ily ., the Mdison-Wkomin53719Pe-e-gmaces are kredwseek peak azxf l ar he S. Na iocrse kcmcs or warns m Plate confaet area_ Spike P-13--i advice e-raing Mq., erecnan b,..g top-erx wvpfing Lumber 8z Supply Ov.-.11 syans-assume 4' fair '^arise. be peraf L., 9-ge shppi,4zndereouon- Tp.Mbmt-h&Wbe.1equaftly hi.h prod- Tbisdegn-prepwed. braced rn the bse- e sh-ping or rigid rzSimg. -i-ly. It i. fle, 5285 St. Lucie Blvd. rd- with x. a ni Design Specifioikr Sm. - G=& L rospo-ibihey f tmh- t. -m. that - design 1-ka Sind -he, W 1u FrtowW' ( AITA). `Design St-if-d- f- Light MeW Pk. drawing -ter -d the .-I &.d I-h x p-d bydr- en-e ..di,. Fort Pierce, FL 34946 C-ad W..d Teus es' (TPI). andHUD Design Cfti. for T-d Rf... live 1-& b.{wszd by t:. i-I Wldig ..& m hi-im .1-d. -d. FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB- TO REVIEW THIS DRWG. &: VERIFY THAT DATA INCLUDING D11, I. & LOADS CONFORM TO ARCH. PLAN/SPECS FAB. TRUSS PLACEMENT DIAGRAMS. 9 8 R2: 1711#13. 50" Design Criteria TPI ANSI 1-1995 scale = 0.3750 ( 1) TC Live 40. 0 psi Designed By: Mat TC Dead 10. 0 Psf BC Live 0. 0 PSf Checked By: BC Dead 5. 0 Psf Date: 2-21- 1 TOTAL 5S.0 PSf LOAD DUR. FAC: 1.00 Dwg. No: >NUSTER< SPACING: 24.0" Seqn: 27.090 - 18987 TC FORCE A= BNB CST 6571 0.15, 0.20, 0.53 6400 0.49, 0.34, 0.83 3 909S 0.36, 0-31, 0.96 4 9098 0.62, 0.30, 0.92 5 8756 0.55, 0.25, 0.80 6 8756 0.56, 0.20, 0.76 7 8756 0.60, 0.37, 0.98 8 7035 0.44, 0.31, 0.75 5 4066 0.15, 0.42, 0.58 EC FORCE An MW CS1 1 6028 0.65, 0.13, 0.78 2 5854 0.63, 0.14, 0.77 3 8210 0.88, 0.11, 0-99 1 4 8210 0.57, 0.10, 0.67 5 93-34 0.63, 0.12, 0.75 6 7197 0.50, 0.11, 0,61 7 71.97 0.78, 0.19, 0.94 4308 0.46, 0.11, 0.58 19 0.00, 0.08, 0.08 WEB FORCE FORCE I 17.S 2 745 3 2595 4 1114 5 1052 6 415 7 443 RME = 1.00 MM DEFLECTION : L/674 at JOINT 416 L-0.63 D-0.54 T-1-17 Lumber 8z Supply 5285 St. Lucie Blvd- I'mi Picrcc, FL 34946 CENTEX HOMES 2509 MODEL ELEX TOF CEORDB: ZX4 SP #2 N 2x4 Sp Ss 2 2x4 SP 41 D BOT CHORD.9. 2=6 Sp #1 2X6 SP SS 2 WEBS: 2x4 SP #3 2x4 SP #2 N 11,13 2x6 SP #2 14 This 1-PLY Rip Master designed to carry7' Cooper. jacks (no webs) and Rip Jack framed to BC Predicted Vertical Defl.: Total Load 1.17 Live Load 0.63 at Joint # JE TO-4-1 3-7-13 1 T 1-1-6 IX4 continuous lateral bracing attached with (2) 8d nails each member where indicated OR 2x4 "T" or ffL" brace stiffener if applicable nailed flat to edge of web with 12d nails spaced 81 c.c. "T' or L" brace must extend at least 90% of web length. Camber 5/8in. at Tnidspan between hearings This truss is designed to withstand 100 mph wind per 1994 SBCCI. (Enclosed, End Zone: Yes Mean Roof Height = 25 ft) Wind Dead Load: 10.0 psf TOTAL DESIGN LCADS ------------ Uniform PLF Frcm PLF TO TC Vert -54 0- 0- 0 -54 7- 0- 0 TC Vert -117 7- 0- 0 -117 36- 0- 0 BC Vert -20 0- 0- 0 -20 7- o- o BC Vert -43 7- 0- 0 -43, 36- 0- 0 Concentrated LES Location BC Vert -481 7- 0- 0 Use approved truss connection capable of supporting reaction as follows R2: 2887 IbE PROVIDE UPLIFT CONNECTION PER SCHED= P-,-. 1621# R2: 1663# 7-0-0 11 29-0-0 11 2 f3 4 5 6 7 8 9 101 S.00 72 T3 3X4 ')W'K 3X4 3X10 7X6 6X6 6X8 3X6v 6X6 3 1 6-0-0 20 19 A7 16 15 14 13 RI.2774#13.50" R2:2888#/Hanger Design Criteria = TPI AN't1/TP1 1-1995EXCEPT 'AWERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK (RHS Robbins High Strength Plate) scale = 0.1250 (1) TC Live 20.0 psf Designed By: MJPd.wa TC Dead 7.0 psf BC Live U psfBa - BC Dead 10.0 psf r- n. T- w- TOTAL 37.0 psf FURNISH A COPY OF TIJIS DESIGN TO ERECTION CONTRAC70F LOAD DUR. FAC: 1.25 IT IS TIM RFSPONSIBILITN'011'E lU,,O,NG DESIGNER ANDTRLISS FAD. TO REVIEW TIUS DRWG. & VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN / SPECS & FAR TRI Kt I A V(lf,7' SPACTNC: 24-fl" Checked By: MJP Date: 3- 6-98 Dvvg- No: MASTER rrrl 7'7 IMI - 61170 I CENTEX HOMES 2509 MODELTCFORCEAXLMMCST 1 2866 0.22, 0.19, 0.42 TOP CHORDS: 2X4 SP #2 N 2 2614 C.15, 0.14, 0.34 SOT CHOMS. 2X4 SP #2 N 3 2333 0.18, 0.34, 0.52 WEBS: 2x4 SP #3 4 3114 0.25, 0.34, 0.59 S 2342 0.19, 0.29, 0.49 6 2342 0.19, 0.35, 0.55 7 17 0.00, 0.46, 0.46 BC FORCM AM END CST 1 2602 0.51, 0.24, 0.75 2 3098 0.61, 0.24, 0.85 3 3098 0.61, 0.23, 0.84 4 2939 0.58, 0.23, 0.81 5 2939 0.58, 0.25, 0.87 6 1507 0.38, 0.25, 0.67 WM FORCE WEB FORCE 1 257 2 6592 3 914 4 122 5 22-9 RMB = 1.15 DEFLE=0N L/99.9 at J012C #13 L=-0.27 D-0.23 T=-0.50 Lumber 8z Supply 5295 St. Ltmk BlVdr Fon Pkerce, FL 34946 IX4 continuous lateral hracing attached with (2) Rd nails each member where indicated OR 2x4 -T- or -L- brace stiffener if applicable nailed flat to edge of web with 12d nails spaced 8" o.c. "T' or IL" brace must extend at least 90% of web length. PROV= UPLIFT CONNECTION PER SC2-MD= Rl: 734# R2: 736# I T1- Use approved truss connection capable of supporting reaction as follows R2; 1310 lbs This trws is designed to withstand 100 inph wind per 1994 SBCCI, (Enclosed, End Zone: Yes an Roof Height - 25 ft) Wind Dead Load: 10.0-psf 11 9-0-0 27-0-0 1 2 --13 4 5 '6 7 F -__ - 5.00 3X6 3X8 3X6 3X4 3X6 3X4 3X6 I 36-0-0 A/ 15 14 13 12 RI:1369#13.50" i R-1: 131 0#/Hanger IMIKAIA Stzu* =21t I I I 1=11 aw mm=zw R—, F- k-- W rY I--- WP- 1'k— FURNISH A COPY OF THIS DaMCN TO IR111.1 COIRACTOR, IT 15 T14E RESPONS1911-rr OF TIJE BUILDING DESIGNER AND TRUSS rhn. TO REVIEW THIS I)RWG. VERIFY THAT DATA INCLUDING DIM.& LOADS CONFORM TO ARCH, PLAN / SPECS & FAD. TRUSS LAYOIFTS 7- Design Criteria TPI S= 1-1995 1 Plate) scale = 0.1290 (1) TC Live 20.0 psf Designed By: MJP TC Dead 7.0 psf BC Live 0.0 psf Checked BY: MJP BC Dead 10-0 Psf Date: 3- 6-98 TOTAL 37.0 psf LOAD DUR. FAC: L25 Dwg. Na: MASTER SPACING: 24.0" Sean: 27.050 - 63371 TC FORCE AXL BND CS1 1 -2818 0.23, 0.24, 0.48 2 -2456 0.17, 0.17, 0.34 3 -2605 0.06, 0.47, 0.54 4 -2605 0.06, 0.47, 0.54 5 -2456 0.17, 0.17, 0.34 6 -2917 0.23, 0.25, 0.48 BC FORCE AXL BND CS1 1 2557 0.50, 0.30, 0.81 2 2209 0.43, 0.30, 0-74 3 2209 0.43, 0.14, 0.58 4 2209 0.43, 0.14, 0.58 5 2209 0.43, 0.30, 0.74 6 2557 0.50, 0.30, 0.81 WEB FORCE WEE FORCE 1 -372 2 357 3 470 4 -399 RME - 1.1s NM DZFLE=QN L/999 at JOINT #11 L-0.22 D-0.19 T-0.40 EAST COAST Lumber ar Supply 52W St, Ludt Blvd. Fon Nucc, FL 34946 TOP CHORDS. 2x4 SP #2 N HOT CHORDS: 2x4 SP #2 N 1X4 continuous lateral bracing attachedWESS: 2x4 SP #3 with (2) 8d nails each member where cated OR 2x4 "T' or "L- brace stiffener if applicable nailed flat to edge of web with 12d nails spaced 8" o.c. "T" or L" brace must extend at least 90% of web length. PROVIDE UPLIFT CONNECTION PER S= ULE Rl- 786# R2; 675# T 1-1-6 Use appraved truss connection capable of supportirul reaction as follows - P2: 1210 1,s This truss is designed to withstand 100 rqph wind per 1994 SB=. (Enclosed, End Zone: Yes Mean Roof Height = 25 ft) Wind Dead Load! 10.0 psf 11-0-0 14-0-0 11-0-0 F7 -------- 7-1123 4 5 6 7 F --- - 15.00 -9.00 3X6 3X8 3X4 3X4 . 3X6 7- 14 1312 11 09 8- RI:1368#13.50" R2:1310#/Hanger EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK (RHS = Robbins 1. T— h., T— (M MM r-_ C— in Ti h FURNISTI A C'0PY OF'n?IS DESIGN TO FREC71ON CONTRAI-70R ITIS T14E RESPONSIPILrrYOFTITE BUILDING DESIGNER AND TRUSS FAB TOREV;EWTI41SDPWG-& VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH, PLAN I SPECS & FAR, TRUSS LAYOUTS, T F Design Criteria ANSVMI I-LQ98 Plate) scale = 0.1250 (1) TC Live 20.0 TC Dead 7.0 BC Live 0.0 BC Dead 10.0 TOTAL 37.0 LOAD DUR. FAC: I SPACING 2- 1120MMMpsf PSf Checked By: MJP Psr Date: 3- 6-98 PSI 1. 25 Dwg. No: MASTER Tc- FORCE AM BM CS1 1 2831 0.16, 0.35' 0.51 2 2270 0.17, 0.30, 0.474 3 2035 0.15, 0.15, 0.30 4 205 C.15, 0.15, 0.30 5 2270 0.17, 0.29, 0.46 6 2831 0.16, 0.35, 0.51 BC FORCE AXL END CBI 1 2556 0.50, 0.14, 0.65 2 2553 0.50, 0.12, 0.62 3 2553 0.50, 0.27, 0.77 4 2156 0.42, 0.27, 0.69 5 2553 0.50, 0.27, 0.77 6 2553 0.50, 0.12, 0.62 7 2556 0.50, 0.14, 0.65 WEB FMCE WEB FORCE 1 108 2 575 7 SSE 4 235 RM - 1.15 T 6-1-13 0-4-1 J T, F 11-6 Uaa aovsd truss connection capable of supporting reaction, as follows R2-. 1310 Las PROVIDE UPLIFT CONNECTION PEP SCHE= RI: 785# R2 - 674# This truss is devignall to withmta=a 100 = h wind per 1994 SBC=. (Enclosed, End Zone: Yes Mean Roof Height = 25 ft) Wind Dead Load: 10.0 psf 13- 0-0 11 10-0-0 134-0 117 2 - 13 1 4 - is 6 -74 5. 00 -5.00 1 2x3v 3X8 3X6 2X3v 3X6 3X8 i 36- 0-0 4 1 11 1 141312118109RI:1368#/ 3.50" RZ;1310#/Hanger EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBrNS-LOCK (RHS = Robbins High Streng4., R-MMgM— O—M I Ply AMA4WG AS R im, C. — at onus._EAST COAST Lumber ez Supply 5285 St, L=ir Wvd. Fort Pimt, FL 34946 FURNISH A COPY OF THIS DrSIGN TO ERFMON CONTRAC70R C rr IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAB TO PEIVIEW Tills DRWG, VERIFY TIIATDATA Wrl-11DING 27M 1, InAnlz rnN;:nRM Tn &2ru M tat lt—k c- TV— t AV -MC 1 TC Live 20.0 psf Designed By: MJP TC Dead BC Live 7.0 0.0 psf psf Checked By: MJ.1 BC Dead It" psf Date: 3- 6-98 TOTAL 37. 0 psf LOAD DUR. FAC. 1.25 Dwg. NG: M-A=RKPAC" NG 2A011 Pnn - 27, (K0 - A1171 TC FORCE AXL END C,91 1 2794 0.21, 0.94, 0-79 2093 0.16, 0.42, 0.56 2048 0.05, 0.37, 0.46 4 1855 0.13, 0.20, 0.33 5 2022 0.09, 0.37, 0.46 6 2097 0.16, 0-41, 0.57 7 2795 0.21, 0.54, 0.75 EC FORCE AXL MM csi 1 253.5 0.45, 0.15, 0.68 2 2511 0.43, 0.18, 0.67 3 25I1 0-49, 0.13, 0.62 4 1853 0.36, 0.14, 0,50 5 2511 0.49, 0.14, 0.63 6 2511 0.49, 0.18, 0-67 7 2515 0.4.9, 0.19, 0.6a WEB FORCE WEB FORCE 1 160 2 721 S 435 4 106 IM = 1.15 PIP, EAST COAST Lumber 8Z Supply 5281-7 St- Lucic BIVd. Fon Nffer, FL 34946 K* EMMUNMEMMMi ITOP CMME, 2.4 SP 42 M BOT CHORDS; 2X4 SP #2 N WED5: 7X4 SP #3 IM continuous lateral bracing attachedWith (2) M nails each member where indicated 01' 7x4 -T- 01- -L' brace Stiffener if applicable nailed flat to edge of weh with 12d nails spaced I- o.c. -T- or L" brace ntust extend at least 90% of web length. PR UPL= CONNRCTION PER SCIMCU RI: 784# R2: 673# MM Use approved truss connection capable of supporting reaction as follows R2.- 1310 lbE This truss is designed to withstand 100 irph wind per 1934 SECC1. (Enclosed, End Zone.- Yes Mean Roof Height - 25 ft) Wind I)sad Load: 10.0 pef 15-0-0 6-0-0 15-0-0 2 2 3 14 --15 6 7 8 5.00 ----75 , 00 2X3V 3X6 3X4 3X8 3X6 is 14 EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBIN-C-LOCK 36-0-0 13 12 11 36-0-0 — RHS = Robbins High , P-*—, ke NeT— P— FURNIS11 A COO' OF THIS DES;GN TO aRECT10,1,1 CONTRACTOR, rT IS TUE RESPONSIBILMY OF T14E RUILDMG DM- GNER AND TRUSS FAR. TO REVIEW MIS DPWG. AVERIFYTHATDATAINCLUDINGDIM. A LOADS CONFORM TO ARCH. FLAN/SPECS A FAR TRUSS LAYOUTS T 6-7-1 T— T 2X3v 10 9 R2:1310#/Hanger Design Criteria = M ANSI/M 1-1995 th Plate) scale = 0.1250a) TC Live 20.0 psf TC Dead 7.0 psf BC Live 0.0 Psi` BC Dead Mo Psi` TOTAL 37.0 psf LOAD DLR. FAC: 1.25 SPACING: 24.0" ID igned By: MJP Checked By: NUP Date: 3- 6-98 Dwg. No: NUSTER Sean- 27,050 - 6117d rtm= A= EM 1 2836 0.23, 0.20, GA' 2502 0.20, 0.18, GA1 3 25I9 0.12, 0-23, 0.4: 4 1871 0.14, 0.23, 0.3- 5 1672 0.12, 0.10, 0.2- 6 1862 0.13, 0.23, 0.3i 7 2537 0.18, 0.23, 0.41 8 2602 0.19, 0.18, 0.3-, 9 2836 0.23, 0.20, 0.42 RC FORCE AXL MM CS1 1 2567 0.50, 0.22, 0.73 2 2138 0.42, 0-22, 0.95 3 2138 0.42, 0.16, 0.52 4 1669 0.33, 0.18, 0.51 5 2136 0.42, 0.18, 0.60 6 2138 0.42, 0.23, 0.65 7 2567 0-51, 0.23, 0.72 M FORCE WEB FORCE 1 297 2 436 3 622 4 499 5 92 I ,,umber at Supply 52&5 SL Lucie Blvd, Fort Rivet, FL 34946 12MISM TOP CHORDS: 2x4 SP 42 N EDT CHORDS: 2x4 SP 42 X WERS: 2x4 SP '#3 7-9-13 Use approved truss connection capable of supporting reaction as follows R2: 1310 Ibn PROVIDE UPLIFT CONNECTION PEP SCHEDULERl: 783# R2: 672# 17-0-0 a 17 -0 2 3 4 is 16 7 8 5.00 3X4 3X6 3X4 3X8 3X4 is 17 16 15 14 111:1369V3.50" 1-- 36-0-0 PRET This truss is designed to withstand 100 mph wind per 1994 SBOCI. (Enclosed, End Zone. Yes Mean Roof Height = 25 ft) Wind Dead Load: 10.0 Def 3X6 13 2 11 R2:1310#/Hanger CXCEPT WHERF SHOIAN, ikLl, PLATES TO BE ROBBINS-LOCK (RHS = Robbins High Streng M' Im I—, FURNISH A COPY OF T14 IS DESIGN TO ERECTION CONTRACTOR. yy rr LS THE RESPONSIBILITY OFTHS; BUILDING DESIGNER AND TRUSS FAB. TO REVIFW TIIIS DRWG & VER;Fy THAT DATA INCLUDING DIM.& LOADS CONFORM TO ARCH. PLAN t-SFFr.1; A PAP, T1"K1Z;AV-- T Design Criteria = TPI ANSLq?I 1-1995 Plate) scale = 0.1250 (1) TC Live 20.0 psf Designed By: MM TC Dead 7.O psf BC Live 0.0 Psf Checked By: MJP BC Dead 10-0 psf Date: 3- 6-98 TOTAL 37.0 psf LOAD DUR. FAC: 1.25 DwV1, No: MASTER RpArTN(--. 76 A- Q.— 97 11Z11 4'2'2P7Z' CENTEX HOMES 2509 MODEL T-C P== A= MM CST 1 2817 0.15f 0.34, 0.45 TOP CHORDS- 2X4 SP 1*2 ki 2 2563 0.23, 0.22, 0.41 SOT CHORDS; 2X4 SP #2 N 3 2488 0.18, 0.25, 0.43 WEBB: 2X4 SP #3 4 1792 0.12, 0.25, 0.38 5 1752 0.13, 0.25, 0.38 6 2467 0.17, 0.25, 0.42 7 2563 0.13, 0.21, 0.40 8 2817 0.15, 0.34, 0.49 BC FORCE AXL BM C31 1 2549 0.50, 0.25, 0.75 2 2082 0.41, 0.25, 0.66 3 2082 0.41, 0.25, 0.66 4 2092 0.41, 0.25, 0.66 5 2022 0.41, 0.25, 0.66 6 2548 0.50, 0.25, 0.75 WEE FORCE WEE FORCE 1 326 2 466 3 645 4 1025 MG - 1.1s BQY DEF1=10N : L/999 at JOMT #14 L-0.21 D-0.18 T-0.39 Lumber St Supply 5285 StLucir Blvd, Fort Piuce, FL 34946 Use approved truss connection capable of supporting reaction as follows R2: 1310 Ihs PROVIDE UPLIFT CONNE=ON PER IS== Rl: 774# R2: 671# I TI: This truss is designed to withstand 100 mph wind per 1994 SE= (Enclosed, End Zone: Yes Mean Roof Height = 25 ft) Wind Dead Load: 10.0 psf Is-" 1 11 18-0-0 1 1 2 3 4 15 6 '7 8 9 01D - 5.00 4X4 3X4 3X6 4X8 3X6 3X4 36- 0-0 16 15 14 13 12 11 101 RI: 1368#/3.50" R2:1310#/Hanger 36- 0-0 -1 Desi Criteria = TTI ANSIITPI 1-1995 EXCEPT VVWERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK (MS = Robbins High Strength Plate) scale = 0.1250 (1) w— RUM" I nCK —,40 (N S. 4e AMU AUk Gk Al R rn, C "Nfk' f— —..,q —1, TC Live 20.0 psf I iDesignedBy: AVP ft T-1 P— I-- W r 1-4— 1. M" TC Dead 7O psf Checked Bv: MJP BC Live 0.0 PSf BC Dead 10-0 Psf 3- 6-98 jDate: TOTAL 37.0 psf Dwg. No: MA=R FURNISH A COPYOF THIS DESIGN TO EREC-FION CONTRA TQR. LOAD DUR. FAC: 1.25 IT IS THE Rr-SPONSMIL" OFT14E RVILDiNG DESIGNER AND TRUSS rAB, TO REViEWTHIS DPWG. & SPACING: 24.GMSeqn: 27.050 63376 VFRIFYTHATDATAMCLUDINGDIM, & LOADS CONFORM TO ARCH. PLAN I SPEC.Sh FAR. TRUSS LAYOUTS n FORCE AXL mm CZ1 2817 0,15, 0.34, 0-4 2563 0.13, 0.22, 0.4' 2429 0.19, 0.29, 04. 4 1792 0.13, 5 1752 0.13, 0.25, 6 2498 0.17, 0.25, 7 2563 0.19, 0.21, 0.40 8 2817 0-15, 0.34, 0.!n EC FORCE AXL EM C21 1 2548 0.50, 0.25, 0.75 2 2082 0.41, 0,25, 0.66 3 2082 0.41, 0.25, 0.66 4 4 2082 0.41, 0.25, 0.66 5 2082 0.41, 0.25, 0.66 6 2548 0.50, 0.25, 0.75 wm FORCE WEB FORCE 1 326 2 46 3 11645 4 102S MAX DEFIJ=CN L/999 at JOIM #14 L-0.21 T--0.35 I Lumber & Supply 5285 St. Lucie Bivd. Fon Pierce. FL 34946 TOP CHMS! 2X4 BIM Cams - 2.4 rmas: 2X4 I . — Amminj SP 42 K 9P #2 14 This truss is designed to withstandSP #3 100 Mh wind per 1994 9RCC1. (Enclosed, End Zcne: Yes Mean Roof Height = 25 ft) Wind Dead Load: 10.o psf PROVIDE UPLIFT CCMM=ON PER SCIODULE - RI: 774# R2: 774# 18-0-0 ; 2 3 '4 6 7 8 9 5.00 am Alt JAEY 4Xb 3X6 3X4 16 15 14 1-1-6 R1:1368#(3.50" 13 12 11 EXCEPT WHERE SHOWN, ALL PLATES To BE ROBBIN-C-LOCK (RHS = Robbil MI A G- Al C' 1w C FURNISH A COPY OF THIS DESIGN TO rREMON CONTRACTORITISTHFRESPONSIBB-rry OF ME BUILDING DMGNERVERM-Y THAT AND TRUSS FAD_ TO REVIEW THIS DRWG, DATA INCLUDING DIM, & LOADS CONFORM TO AW-H, PLAN'SFMS 1, Pac ru-- n T 04-1 T R2:1369#/3.501, 11-6 Design Criteria ANSM71 1-1995Plate) Scale = U250 (1) TC Live 20-0 psf Designed By: WP TC Dead 7.0 psf BC Live 0.0 psf Checked By: NUP BC Dead 10-0 psf Date: 3- 6-98 TOTAL 37.0 psf LOAD DUR. FAC: 1.25 Dwg. No: MASTER TC FORM AXL mm CS1 If 1 2836 0.23 , 0.20, 0.42 2 2602 0-20, 0.18, 0.38 3 2519 0.18, 0.23, 0 - 42 4 1971 0.14, 0.23, 0.37 5 1672 0.12, 0.10, 0.21 6 1862 0.13, 0.23, 0.36 7 2519 0.18, 0.23, 0.41 8 2602 0.19, 0.18, 0.37 5 2836 0.23, 0.20, 0.43 EC rcmrlE MM CS1 1 2566 0.50, 0.22, 0.73 2 2137 0.42, 0.22, 0.65 3 2137 0-42, 0.16, 0.S2 4 1668 0.33, 0.16, 0.51 5 2137 0.42, 0.18, 0.60 6 2137 0.42, 0.23, 0.65 7 2567 0.50, 0.23, 0.73 WEB FORCE WEB FORCE 1 297 2 4.36 3 622 4 459 5 92 IM ® 1.15 Lumber 8z Supply 5295 S- Lmic Blvd. Faft Pi=t FL 34946 TOP CHORDS: 2x4 SP #2 N CHORDS. 2x4 SP 42 N This truss is designed to withstandWEBS: 2x4 SP #3 100 nph wind per 1994 SBCC1. (Enclosed, Feld Zone! Yes Mean Roof Height = 25 ft) Wind Dead Load. 10.0 Psf 7-9 13 04-1 PRMIDE UP= COMECMON PER SCHMME Pl: 7934 P.2. 783# 7-0-0 -0 I. 17-M 3 '4 -15 -'6 9 10 1 5.00 5.00 3X4 3X6 3X4 3X8 3X6 M] 7-5-1 0-4-1 F 360-0 18 17 16 5 14 13 12 11 1-1-6 R1:1368#/150" R2.1368#13.501? 1-1-636-0-0 ei EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK RHS = Robbins High Strength Plate) Design Criteria TPf1SWI/TMP1 1-19905 scale = 0.1250(1) F Cn TC Live 20.0 psf Designed By: A1JP TC Dead 7.0 BC Live psf 0.0 psf Checked By: MJP BC Dead 10.0 psf Date: .3- 6 98 TOTAL 37.0 psf FtIRNISH A COPY OF THIS DMGN TO FRECTION CONTRACTOR. LOAD DUR. FAC: 1.25 Dwg. No: MA=R rT IS THE RFSPONSIBILrTY OF THE BUILDING DE=NER AND TRUSS FAB, TO REVIEW TINS DRWG. VFRIFY nIAT DATA INCLUDING DIM & LOADS CONFORM TO MICH. PLAN / SPECS & FAA TRVSS LAyotm's. SPACING: 24.0" Seen: 27.050 - 63378 TC FORM AM MW CSI 1 2754 0.21, 0.54, 0.75 2 2093 0.16, 0.42, 0.5S320490-09, 0-27, 0-46 4 1254 0.13, 0.20, 0.33 5 2042 0.09, 0.37, 0.46 6 2087 0.16, 0.41, 0.57 7 2795 0.21, 0.54, 0.75 BC FORCE AM END CSI 1 2515 0.49, 0.19, 0.68 2 2511 0.49, 0.18, 0.67 3 2511 0.49, 0.13, 0.62418530.36, 0.14, 0,50 5 2511 0.49, 0.14, 0.63 6 2511 0.49, 0.18, 0.67 7 2515 0.49, 0.19, 0.68 WEE FORCE MM FORCE 1 160 2 721 3 435 4 106 RMB - 1.15 MAX DEFLEMON L1999 at jOn?T #11 L-0.20 D--0.17 T-0.37 Lumber 8Z Supply 5285 St, Lucir Bfvd Fwt Picrcc, FL 34946 TOP CHORDS.' 2X4 SP #2 N BOT CHORDS: 2x4 SP #2 N IX4 continuous lateral bracing attachedWEBS: with (2) 28 nails each member where indicated OR 2x4 'T' or -L" brace stiffener if applicable nailed flat to L-daL- of webwith12disspaced9" o.c. 'T" or L" brace must extend at least 50% ofweblength. 2 3 -4 6 7 5.00 ZA..1v J20 3X4 3X8 3X6 2X3v 16 15 14 1-1-6 RI.1368#13.50" EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK 13 12 11 36-0-0 - RHS = Robbins High Si PLIRNIS14 A COPY OF THIS DESIGN TO FR11ION CONTRAC70R, IT 15 T14E RESPONSIBILITY OF THE BUILDING DESIUNER AND TRUSS FAB. TO RE THIS r)RWG, & VER;FY THAT DATA WC -LURING Dim, & LOADS CONFORM TO ARCH. PLAN (SPEC-S & FAR TIZIM7 i AYM- This truss is designed to withstand 100 mph Wind per 1994 SE= _ (Enclosed, End Zone: Yes Mean Roof Height = 25 ft) Wind Dead Load: 10.0 pEf PROVIDE UPLIFT C01RT=CV PER SCHEDULERl: 7244* R2: 7B4# 6-7-1 0-4-1 F 10 9 R2:1368#/3..50" h Plate) Design Criteria = TPIT'IN'SI/TPI 1-1995 scale = 0. 1250 (1) TC Live 20-0 psf Designed BY: MJP TC Dead 7,0 PSI` BC Live 0.0 Psi` Checked By: MJP BC Dead 0-(' Psr Date: 3- 6-98 TOTAL 17*0 ps' LOAD DUR. FAC. 1..25 Dwg. No: MASTER CPA f-TVf-'. If A- IC-- *'I nen TIC FORCE AXL BND CST 1 2831 0.16, 0.35, 0.51 2 2270 0.17, 0.30, 0.47 3 2035 0.15, 0.15, 0.30 4 2035 0.15, 0.15, 0.30 5 2270 0.17, 0.29, 0.46 6 2831 0.16, 0.35, 0.51 BC FORCE AXL BND CS1 1 2556 0.50, 0.14, 0.65 2 2553 0.50, 0.12, 0.62 3 2553 0.50, 0.27, 0.77 4 2156 0.42, 0.27, 0.69 5 2553 0.50, 0.27, 0.77 6 2553 0.50, 0.12, 0.62 7 2556 0-50, 0.14, 0.65 WEB FORCE WEB FORCE 1 108 2 575 3 558 4 235 RMS . 1. IS MAX DEFLE=1011 : L/399 at 70117T #12 L-0.19 D-0.16 T-0.35 Lumber at Supply 5285 St. Lucir Blvd, Fon Pierm FL 34946 TOP CEMRDS- 2x4 SP 42 N BOO CHORDS: 2x4 SP 42 N This truss is designed to withstand WEBS: 2x4 SP #3 100 Wh wind per 1994 SECcl. (Enclosed, End Zone: Yes an Roof Raight = 25 ft) Wind Dead Load! 10.0 psf 13-0-0 1"-0 13-" 1 2 C3 4 5 6 7 F—___ --- 5.00 ---75.00 2X3v 3X8 3X6 2X3v 3X6 3X8 36-0-0 15 14 1312 11,10 1 9 8 IRI:1368#/3.50" R2-.1368#13.50" EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK____(_RHS = Robbins High Streng 011 { I" — 11 , 5 Al01psiR FM C. —M will Nv - — at — de eo-'i+xq ta®mf Rd —um' 1. T— [Mu 11M FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR, Tr IS THE RESRONSIMMY OF TITEI;UILDING DESIGNFR AND TRUSS FAR, TO REVIFW THIS DRWr. VERIFY THAT DATA INCLUDING DIM, & LOADS CONFORM TO ARCH. PLAN I SPECS & FAR. TRUSS LAYOUTS. I TI: H11 i-6 1-1-6 Design Criteria = TPI ANSITM 1-1995 Plate) scale = 0.1250 (1) TC Live 20.0 psf Designed By: MJP TC Dead 7.0 psf BC Live 0.0 psf Checked By: MJP BC Dead 1()-() Psf Date: 3- 6-98 TOTAL 37.0 psf LOAD DUR- FAC: 1.25 Dwg. No: MASTER SPACING: 24.0" Seqn: 27.050 - 63380 TC IF ale 0-23, 0-24, 0.48 2: 0.17, 0.17, 0.34 3 20555 0.06, 0.47, 0 ' -;4 O 06, 0-47, 0.5422490; 5 0-17, 0.17, 0.34 2817 0.23, 0.25, 0.48 BC FORCZ AXL MW CSI 1 2557 0.50, 0,30, 0.91 2 2209 0.43, 0.30, 0.74322090.43, 0.14, 0.59422090.43, 0.14, 0.58522050.43, 0.30, 0.74625570.50, 0.30, 0.81 VIM FORM WEB FORCE 1 378 2 357 3 470 4 3.95 MM = 1.15 MAX DEFLEMcK - L/999 at jonn #ia L--0.22 D-0.19 T-0.40 Lumber er Supply 5295 St. Lucic Blvd, Port Pierct, FL 34946 Vrlua. ZX4 SP #2 K BOT CMRD9 - 2-x4 9P 42 w wzas: 2x4 SP #3 T 5-3-13 0-4-1 2-X4 continuous lateral bracing attachedwithM9dnailseachal—ber whereindicatedOR2x4 "T- or L. brace stiffenerifapplicablenailedflattoedgeofweb with 12d nails spaced p- o.c. -T- or IL" brace must extend at least 90% ofweblength. 2 13 4 5.00 AD 3X8 3X43X43X6 14 13,12 1-1-6 RI:1369#/3.50" 36-0-0 EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK (RHS = Robbins Hi URNISH A (70PY OF TNIS DESlGN TO EPEC71ON CONTRACTOR, IT ISnIE RESP'ONSIBILrTy OF TUE BUILDING DESIGNER AND TRUSS FAB. TO REVILW THIS 0FWGVERIFYTHATDATAlNCLUDINGDIM, & LOADS CONFORM ID ARCH, L,' PLAN / SPECS & FAB, TRUSS OUT"S I Ti. This truss is designed to withstand 100 mph wind per 1994 913CCI:. (Enclosed, End Zone: Yes Mean Roof Height = 25 ft) Wind Dead Load, 10.0 pelf PROVIDE UPLIPT CONNECTICK pzR SCXEDMZRl! 786# R2; 786# T F R2:1368#115011 1 1-6 Design Criteria = TPI ANSI M 1-1995 scale = 0.1250 Ill TC Live 20.0 psf amnedBY: N1gne ig r(- DeadIBC 7.0 I BC Live 0.0 PSf r-ked By: Mip Dead 10.0 psf e: 3- 6-9%8lgi, 1 TOTAL 37.0 psf LOAD DUR. FAC.- 1.25 No- MASTER SPACIN Se 2867 02'23, 0.13, 0.43 2 2611 0.1.9, 0-12 ' 0-31 3 2326 0.19, 0.25, 0.43 4 3113 0.21, 0.25, 0.46 5 3113 0.21, 0.25, 0.46 6 2386 0.18, 0-25, 0.43 7 2611 0.18, 0.12, 0.31 8 2867 0.23, 0.15, 0.43 BC FORM AXL END csi 1 2603 0.51, 0.24, 0.75 2 3041 0.60, 0.24, 0.84 3 3041 0.60, 0.24, 0.84 4 3041 0.60, 0.24, 0.94 S 3041 0.60, 0.24, 0.84 1 6 2603 0.51, 0.24, 0.75 wM FORCE WEB FORCE 1 252 2 711 3 781 4 152 RM - 1.15 MAX DEFLECTION ! L/995 atJo 012 L- 0.28 D-0.24 T-0.52 A- MAIM" AWAIM" Lumberaz Supply 5285 St. Lucic Blvd. Fort Pterce, FL 34946 TOP CH= S; 2X4 5F #2 N BOT CHCRDS: 2x4 SIP #2 N WRES.- 2x4 SP 43 I TI; This truss is designed to withstand PROVIDE LTPLIFT CONNE=ON PER SCHMME 100 inph wind per 1994 SBCCI. (Enciosed, R1-. 787# End Zone: Yes Mean Roof Height = 25 ft) P-2 787* Wind Dead Load: 10.0 psf L' 9- M 2 4 ' S 6 -17 8 9 5.00 -;. Go 3X8 M M 3X6 3X8 16 Is 14 1-1- 6 R1:1368#13,50" LAMA161MI % C— T— KA- 36-0- 0 13 12 11 1 36-0- 0 R2.-1369#/ 3.50" 11-6 -i DesignCris em = TfPINSI/M 1-1995 RHS = Robbins High Strength Plate) scale = 0.1250 (1) I'-- M rrr T— 91— kteivwc. W, tY 11- rURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR, rT'IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FAD, TO REVIEW THIS DRWG. VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH, PI -AN I SPECS A FAB, TRUSS LAYOM TC Live 20.0 psf Designed By: XUP TC Dead 7.0 psf BC Live 0.0 psf Checked By: XUP BC Dead 10.0 psf Date: 3- 6-98 TOTAL 37. 0 psf LOAD DUR. FAC: 1.25 Dwg. No: MASTER SPACING: 24. 0" Seqn: 27.050 - 63382 7C 766RCT B0=21, COS171I53OASXOL, 2 6492 0.S01 0.35, 0.85 3 8065 0.3S, 0.29, 0.64 4 9189 0.61, 0.25, 0.86 5 9200 0.52, 0.09, 0.67 6 9200 0.58, 0.21, 0.79 7 5200 0.60, 0.25, 0.05 8 8071 0.35, 0.29, 0,64 9 6481 0.50, 0.35, 0.85 10 6652 0,50, 0.21, 0.71 EC FORCE AXL END CS1 1 6105 0.66, 0.14, 0.80259290.64, 0.14, 0.77 3 8179 0.88, 0.11, 0,99 4 8179 0.57, 0-09, 0.66 5 9237 0.64, 0.11, 0.75681830.57, 0.11, 0.68 7 8183 0.88, 0.11, 0.99 a 5928 0.64, 0.13, 0.77 9 6104 0.66, 0.14, 0.80 WEB FORCE WEB FORCE 1 174 2 732 3 2538 4 1192 5 1231 6 500 7 45 RMB MAX DEFLECTION L/642 at J0124T #16 L.-C.66 D-0-56 T--1.22 Lumber at Supply 5285 St. L"Cic Blvd Fon;lierctF-L 34946 CENTEX HOMES 2509 M( TOP CHUROS: 2X4 SP #2 N 2x4 SP SE 2,3 BUTCHORDS- 2X6 SP #1 2x6 SP SS 2 WZ29-- 2X4 SP #3 Predicted Vertical Defl,: Total Load 1.22 Live Load 0.66 at Joint # 16 Camber S/Sin, at midspan betweenhearings ThiS I - PLY Hip Master designed to carry 71 0-op— jacks (no webs) and Kip Jack framed to BC This truss is designed to withstand 100 mph wind per 1994 SECCI. (Enclosed, End zone: Yes mean Roof Height = 2.5 ft) Wind Dead Load: 10.0 psf PROVIDE UPLIFT CONNEcTiaN PEP. scnEDULE RI: 1635# R2: 1635# 4 5 ' 6 1 7 1 8 T2 3X4 ik 3X4 6X6 3X8 SPI/ Bik 3X4 6X6 7X8 21 120 1Q8 17 16 R1:2808#/ 15011 36-0- 0 — EXCEPT WHERE SHOWN, ALL PLATES To BE ROBBINS-LOCK RHS = Robbins Y: I T1- H14 TOTAL DESIQ! LOADS ------------ Uniform PLPFromPLFToTC Vert540- 0- 0 54 7- 0- 0 TC Vert1177- 0- 0 117 29- 0- 0 7y- Vert5429- D- c 54 36- 0- 0 EC Vert20D- D- 0 20 7- 0- 0 EC Vert437- 0- 0 43 25- 0- 0 BC Vert2025- 0- o 20 36- G- 0 Concentrated LEELocationPCVert 481 7- 0- 0 PC Vert 481 25- 0- 0 4 13 12" R2:2808# 13.5011 1-1- 6 FURNISH COPY OF TIM DFMGN TO ERFCTION CONTRACTOR. C -Z "c' IT MTBE RESPONSIBILM OF THE BUILDING DESIGNER AND TRUSS rAi,TO REVIEW DRWG Y `TRAYDATA , & IT fNC1 t fWNG MM, & LOADS CONFORM TI ARCIL PLAN I SPFCS & FAR, TRM LAYOUTS us TC Live 20.0 psi` Designed By: MP TC Dead 7.0 psf BC Live 0.0 P'sr M 7WDate: CheckedBy: MJP BC Dead 10-0 Date: 3- 6-98 TOTAL 37. 0 psr LOAD DUR. FAC: 1.25 Dwg, No: MASTER SPACING: 24. 011 Sean- 27.0-;0 - 611,13ZI TC! FORCM AXL Mm CSI 1 762 0.00, 0.26, 0.26 2 426 0.00, 0.26, 0.26 3 417 0.00, 0.32, 0.3241860.00, 0-32, 0,32 PC FORCE AM, BND CSI16710.13, 0.22, 0.35 2 139 0.03, 0.22, 0-25 3 139 0.03, 0.14, 0.17 4 123 0-02, 0.15, 0.21 WEB FORCE WEB FORCE 1 366 2 136 RMB = 1.15 MAX DEFLE=ON L1999 at Jo = # 9 L-0-01 D=-0.01 T-0.01 Lumber 8Z Supply 5285 St. Lucic Bl d, FOrt PifrctFL 34946 i— rMNIhAtits MES 2509 MODEL ELE.AMAS TOP CHORDS; 2X4 SP #2 BOT CHORDS: 2x4 SP #2 N WEBS: 2x4 SP #3 This truss is designed to bear On MUltinje supports. Interior bearing locations should be markedontruss. Interior support or te=craryshoringmustbeinplacebeforeerectingthis truss. If necessary, shim bearings toassuresolidcontact. 4-9- 2 0-4- 1 CORAETIC PLATE SIZES EXCEPT WHERE SV*VN M Refer to Gen Det 3 for web grades and bracing. Interior support or temporary shoring must be inplacebeforeerectingthistruss. If necessary, shim bearings to assure. solid contact, PRCYVIDEUPLIFT CONNEc,.IoN PER S== Rl: 348# R2.- 342# R3. 227# 9-8- 0 1 2 1345.00 5 . 00 IX4 TYPICAL ALL PLATES TO BE BOBBINS -LOCI Faq 4- 0 9 R 7 Isom= Scab 2 2x4 42 So. Pine to indicated webs with 16d nails -spaced 6- C.C. This truss is designed to withstand 100 mph wind per 1994 SB= . (Enclosed, End zone: Yes Mean Roof Height - 25 ft) Wind Dead Load: 10.0 psf- MONUFAMM 19- 4- 0 C/L: 13-0-0 Over 3 Supports BITS = Robbins High Strength Plate} I"w", " ICE T-- PURNIS11 A COPY OF THIS DESfGN TO J'RFMON CONTRACTOR, TTISTRE RESPONSIMI-Try OFTHE BUILDING DFSIGNF ' VERIFY RANDTRUSS FAQ. TO REVIEW THIS DRWG RIFY THATDATAINCLUDIN(, MM, A LOADS CONFORM TO ARCH PLAN I SPECS & FAQ_ TRUSS LAYaFrS, 44-6 04-1 Design Crfteria A 1-1-995 scale = 0. 2500 (1) TC d Dea d7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 37. 0 psf LOAD DUR. FAC; 1.25 SPACING: 24. 0" Checked By: M-JP Date: 3- 6-98 Dwg. No: MASTER Sean- 27. 0141 - 911RA TC FORCE AXL MM CS1 1 1335 0.03, 0.23, 0.25 2 1006 0.01, 0.23, 0.24 3 1006 0.01, 0.22, 0-24 4 1335 0.03, 0.23, 0.25 EC FORCE AXL END CS1 1 1199 0.24, 0.34, 0.58 2 1193 0.24, 0.34, 0.58 WEE FORCE WEB FORCE 1 352 2 514 RME - 1.15 HM DEFLECTION L/999 at JOINT# 7 L-0.05 D-0.04 T=-0.08 CENTEX HOMES 2509 M4 T01- CHORDS: 2X4 SP #2 9 BOT CHORDS: 2x4 SP #2 N WEES. 2x4 SP 43 This truss is designed to withstand 100 mph wind per 1994 MCCI. (Enclosed, End Zone- Yes Mean Roof Height = 25 ft) Wind Dead Load: 10.0 psf I TI: PR IMLIFT CONNECTION PER SCHEDME Rl- 4S74 R2: 457# 9-84 2 -13 4 5 5.00 -5.00 4X4 4-9-2 0-4-1 A RI-752#/3.50" EM Rnmm 1 Ism f-- C. EAST COAST Lumber 8z Supply 5295 St. Lmic Bivd. 7-- mu Fort Pierce, FL 34946 FURNTS11 A COPY OF TM.3 DESIGN TO ERECTION CONTRAC70R, n4E RESPONSIBILffy OF -ME BUILDING DESIGNER AND TRM FAB. TO PEV!rW T141S DRwG 6, VERIFY THAT DATA INCLUDING DIM. &LOADS CONFORM TO AR01. PLAN ISPFCS& FAS. TRM LAYOUTS. F 767 R2:752#/3.50" 5,TPT 1-1-995DesignCriteria = TPI SC 500 (1) TC Live 20.0 psf Designed By: NUP TC Dead 7.0 psf Checked Bv: NUPBCLive0.0 psf RC Dead I") Psf Date: 3- 6-98 TOTAL 37.0 psf LOAD DUR. FAC; 1.25 Dwg. No: MASTER SPACING: 24.011 Seqn: 27.050 - 63385 TC FORCE AM RM C91 1 229 0.02, 0.05, 0.07 2 325 0.92, 0.05, 0.07 PC FORCE An mm C911 1 276 0.05, 0.03, 0.05 2 276 0.05, 0.03, 0,09 WEB FORCE WEE FORCE RM = 1.15 1W DETLECTICK L/995 at JOINT# 5 L-0.00 D=-0.00 T=-0.01 Lumber 8z Supply 5285 SL Luck Blvd. Fort P=cc, FL 34946 I - " I f — am"21 TOP MORDS. 2x4 SP #2 N BOT CHORDS; 2x4 SP #2 N jWEBS: 2X4 SP #3 2-2-5 Refer to Gen Det 3 for web grades and bracing. This truss is designed to withstand 100 mph wind per 1994 SBCCI. (Enclosed, End Zone: Yes an Roof Height = 25 ft) Wind Dead Loati. 10.0 psf 5.00 -S.00 Em 11 Scab a 2x4 #2 So. Pine to indicated webs with 16d nails spaced 61 o.c- PROVIDE UPLIFT COTNECTICK PER SCHEDULE RI: 223# R2: 2234 7-" 6 5 4 1 1-1-6 : 73fflo.00 R2:295#/8.00" 7-0-0 COSMETIC PLATE SIZES IX4 TYPICAL EXCEPT WHERE SHOWN, ALL PLATES To BE ROBBINS-LOCK (RHS = Robbins High Strenj FURNIMi A COPY OF THM DESIGN TO ERECTION CONTRACTOR. rr K THE RESPONSIRILrry ETHOF BUILDING DESIGNER AND TRUSS FAA, TO REVIFIV THIS DRWGX. 0, -V FRIF4'T IAT DATA INCLUDING UIM & LOADS CONFORM TO ARCH, PLAN I SPECS & FAB TRUSS LAYOtrTS, TT 04- 1 1-9-9 Plate) sca = 0.5000 (1) TC Live 20.0 psf Designed By: NM TIC Dead 7.0 psf BC Live 0.0 Psr Checked By: MJP BC Dead Psf D'ate: 3- 6-98 TOTAL 37.0 psf LOAD DUR. FAC: 1.25 Dwg, No: NUSTER SPACING: 24.011 Sege: 211.050 - 63387 TC FORCIS AXL BND C51 1 -104 0.00, 0.56, 0.55 EC FORCE AXL END CS1 1 42 0.01, 0.49, 0-49 WEB FORCE WEB FORCE 1 399 Me - 1.15 BW DEFLECTION L/921 at JOINT# 4 L-0.10 D-0.08 T=-0.18 CENTE X HOMES 2509 MI TOP CHORDS . 2X4 S11 #2 N BOT CHORDS: 2x4 SP #2 N WEBS: 2x4 SP #3 This truss is designed to withstand 100 inph wind per 1994 SBCCI. (Enclosed, End Zone. Yes Mean Roof Height = 25 ft) Wind Dead Load: 10.0 psf 4 RI.274#13.50" am MM EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK (RHS = Robbins High Stren EAST COAST Lumber 8z Supply 5285 Si. Lucie Fen Pierm FL 34946 FURNISH A COPY OFTIMS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILD"Y OF THE RUILMNG DESkGNFR AND TRUSS PAR, TO REVIEW TIMS ORWG, & VERIFY THAT DATA. INCLUDING DINI.& LOADS CONFORM TO ARM PLAN I SPECS & FAB. TRUSS LAY0175 TI: PROVIDE UPLIFT CONNECTION PER SCHRUMLE - Rl: 2004 R2: 20G# 2- ZX3Y 3 R2.274#13.50" mz. Plate) scale = 0.50M (1) TC Live 20.0 psf Designed By- NUP TC Dead BC Live 7.0 0 0 psf PSf Checked By: MJP BC Dead 10-0 Psf Date: 3- 6-98 TOTAL 37.0 psf LOAD DUR. FAC: 1.25 Dwg. No: MASTER SPACING: 24.0" Sege: 27.050 - 63388 CENTEX HOWS 2509 MODEL ELE, FORCE = MMTC C91 1 -33 0.00, 0.12, 0.12 TOP CHORDS-. 2x4 SP #2 N ECT CHORDS; 2X4 SP #2 N EC FORCE AXL MM CSI WEBS: 2X4 SP #3 1 15 0.00, 0.13, 0.14 WEB FORCE WEB FORCE 1 87 RMB = 1.15 MAX DEF.err ON L/999 at J03NT # 4 L-0-01 D-0.01 T--0.02 This truss is designed tc withstand 100 oph wind per 1994 SB=- (Enclosed, End Zone: Yes Hear Roof Height - 2S ft) Wind Dead Load: 10,0 psf PRO=E UPLIFT CONNECTION PER SC== RI: 2004 P.2: 200# 4-0-0 —4- 5.01) 2X3v T 1-8-0 2X3 Li III RM 4-0-0 3 R1:126V3.50" R2:126#13.50" 4-0-0 Wginga 191 *el &MIA44kCM&M m F- C. fon sn--46'y F, -- 4 - EAST COAST FkIjki' Iopm Lumber 8z Supply 5295 St. Lucie ffivd" T- M".wgI.M Fen Pmrm FL34946 FURNISU A COPY OF"THIS MiGN To ERECTION CON7RACTOR IT IS TUE RESPONSIBILrrY 0IF TTIF, F114LDING DFSIGNER AND TRUSS FAD, TO REVIEW THIS DRWG. & VFRTFY TUAT DATA INCI-TIMNG DIM. & LOADS CONFORM TO ARCU, PLAN I SPECS A FAR TRUSS LAYOUTS TC Live 20.0 psf Designed By: NUP TC Dead 7.0 psf BC Live 0.0 psf Checked Bv: MJP BC Dead 10-0 PSf ate: TOTAL 37.0 psf LOAD DUR. FAC: 1.25 IDwg. No: MASTER CENTEX HOMES 2609 N4, TC FORCE AM RM C,91 1 -69 0 - 01), 0 -20, 0.10 TOP CEOPD9 : .2x4 SP 02 N DOT CEORDS; 2x4 sp #2 N BC FORCE AXL EM C51 WE55; 2x4 SP #3z280.01, 0.28, 0.29 WEE FORCE WEE FORCE 210 RME - 1.15 MX DEFLEC=GN L/5.99 at SO = # 4 L-0.04 D-0.03 T=-0.0 aim This truss is designed to withstand 100 mph wind per 1994 SECC1. (Enclosed, End Zone. Yes Mean Roof Height = 25 ft) Wind Dead Load: 10.0 psf M 0 Em nm M N imn 3 R2.200#13.50" EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK (RHS = Rubbim High Strength Plate) EAST COAST S l A"' GA Im C. 1m Lumber az Supply 5285 St, Lucic Blvd, M. Fort Pierce. FL 34946 77- rURNISN A COPY OF TPIS DMGN TO ERFC-710NCONTRACTOR. zITISTTIFRSFONSTHJJ.rr OF THE BUILDING DESIGNER AND TRUSS FAB. TO REVIEW THIS DRWG,,,z ATAINCLUDINGDIM, & LOADS CONrORM TO ARGIL PLAN SPFCS & FAR, TRUSS LAYOtITS, AN Design Criteri2 = Tpj SUTPI 1-199; scale = M500 (1) TC Live 20.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 37.0 psf ILOAD DUR. FAC- 1 ' 2- SPACING: 24.011 Designed By: MH Checked BY: NUP Date: 3- 6-98 T' W TC FORCE AM MM c,-I CENTEX HOME 1 6 0.00, 0.02, 0.02 TOP C740RDs; 2X4 BOT CHORDS: 2x4BCFORCEAXLMMCS, WEBS: 2x4130.00, 0.02, 0.02 1WEB FORCE WEB FORCE 25 RMP = 1.15 MAX DEFTE=CN L/99.9 at J0114T # 4 1-0.00 D-0-00 T=-0.00 i EXCErr wHERE EAST COAST I Lumber 8z Supply 5285 SL Lucie Blvd. Pon Pierce, FL 34946 SP #2 N SP #2 N SP 42 a-t vertical thru to hearing. PROVIDE UPLIFT CCMMCMON PER SCHED= Rl- 2000 R2: 200# 2-0-0 1 2 T 2X3v 0-1 2X3 0-1 , 0-0 2X3 IL 4 '3 RI:52#13.501, R2:52#/3.501, 2-0-0 ALL PLATES -To BE ROBBINS-LOCK (RHS = Robbins Cl— A, Wm- T—' "M FURNISH A COPY OF THIS DESIGN TO ERFC71ONrrISTHERESPONSIBILITYOFTHEBUILDINGDESIGNERVERIFY CONTRACTOR. ANDTRUSS PAR, TO REVfEW THUS DRWG, THAT DATA INCLUDING DIM. A LOADS CONFORM TO ARCH. PLAN 1 StIrCS rAB. TRUSS LAy0t;TS I TI: This tz ss LE design ed to withstand100mphwindper1994SBCCI. (Enclosed, End zone. Yes Mean Roof Height - 25 ft) Wind Dead Load: 10.0 psf Design Criteria = TPI AAErI?l 1-195,i? Plate) scale Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 37.0 psf LOAD DUR. FAC: 1.25 SPACING: 2A.fr Checked By: MJP Date: 3- 6-98 Dwg, No: MASTER Zpan- T7 AZA - 4,13ni TC FMC5 AM BW CSI 1 -67 0 00' 0-so' 0-g0 SC! FORCE AXL END CSI 1 0 0.00, 0.36, 0.39 WEB FORCE WM FORCE RM = 1.15 MAX DEF=1CN L1999 at JOINT # 4 L-0-03 T=-0.05 Lumber 8Z Supply 5285 St. Lucie BW. Pon Pierce, FL 3046 Tul' CRORD9z 2-4 SIP #2 NSOTcaorms. 2-,C4 all #2 N This truss is designed to withstand 3.00 mph wind per 1594 SBCCI. (Enclosed, End Zone: Yes Mean Roof Height - 25 ft) Wind Dead Load: 10.0 psf This truss is; designed to bear on multiple supports. Interior hearing locations shouldbemarkedantruss. Interior support or temporary Shoring must be in place before erecting this truss. If necessary, shimbearingstoassuresolidcontact, am M M interior support or temporary shoring mustheinplacebefore erecting this truss. If necessary, shim bearings to assure solid contact. PPOVME UPLIFT COMEM ON PEP. SCE]MME Rl- 223# P2.- 2000 R3: 200# 0 R3-.156#( 2 16d-toenails) 4 3 1-1-6 R1.295 - #13.501, 7-M R2:81#( 2 l6d-toenalis) C/L; 6-1 -4 EX Over 3 Supports Design Criteria = TMPI 1 1-1-995CEPTWHERESHOWN, ALL PLATES TO BE ROBBINS-LOCK (RHS = Robbins High Strength Plate} scale -= 0.50H (1) Oul 1 ('CK -- 0-- Al FURNISH A COPY OF THIS DMG14 TO ERECTION CONTRACTOR. Pr IS THE RESPONSIBILITY OF THE RULDING DESfGNFP, AND TRUSS FAB TO REVIEW THIS DRWG & L— ERIFY THAT DATA INCLUDING D& LOADS TO ARCPLAN /-M M. .......... —- MI, OADS CON- H. SPECS & FAR, TRUSS LAY01 TC Live 20.0 psf I designedBytMp TC Dead 7.0 psf BC Live 0.0 psf Checked By: MJP BC Dead 10.0 psf Date: 3- 6-98 TOTAL 37.0 psf LOAD DUR, FAC: L25 Dwg. No; MASTER TC FU4CE AXL BND CS1 1 4 0.00, 0.24, 0.24 BC FORCE PJM MW C51 1 0 0.00, 0.12, 0-18 WEB FORCE WEB FORCE RM - 1.15 MAX DEFLECTION : L1999 at JOINT # 4 L-0.01 D-0.01 T=-0.02 Im Lumber 8Z Supply 52&5 St. L=it Blvd- F"t Pirme, FL 34946 19w#i 0344 TOP CHORDS- 2x4 SP #2 N BOT CHORDS. 2x4 SP #2 N This truss is designed to withstand 100 mph wind per 1334 SBCCI. (Enclosed, End Zone: Yea Mean Roof Height - 25 ft) Wind Dead Load: 10.0 psf M dommi 2-9-13 AL This truss is; dasigne,8 to hear on oultiple supports- Interior bearing locations should be marked on truss. Interior support Or temporary sharing must be in place before erecting this truss. If necessary, shimbearingstoassuresolidcontact. 0 Em M 19 6 TI; Interior support or temporary sharing mu t be in place before erecting this truss. If necessary, shim bearings to assure solid contact. PRO=E UPLIFT CONNECTION PER sCHM= Rl: 2004f R2: 200# R3: 200# R3-107#( 2 16d-toenaffs) T 0-0 4 1-16 RI:221#/3.50" R2:57#( 2 16d-toemils) 5-0-0 C/L: 4 1 -4 ALL PLATOver 3 Supports Design Criteria M ANSITM 1-1_99SESTOBEROBBINS-LOCK (RHS = Rabbirrs High Strength Plate) scale = 0.5w (1) TC Live 20.0 psf Designed By: NUP 1* T.. P., I-- . 03 TC De2d 7.0 psf BC Live 0.0 psf BC Dead 10.0 hr I-' I AM. psf1, A- TOTAL 37.0 psf FURNISH A COPY OFTMS DESIGN TO ERFCTtGN CONTRACTOR, LOAD DUR. PAC: 1.25 rF r, THE RES FUNSIBUTY OFTHEBUILDING DFSIGNER AND TRUSS FAR. TO PEVIEWTHIS DRWG. & VER;FYTHATDATAINCLUDINGDIM- & LOADS CONFORM TO ARCH. PLAN i SPFC -S & FAR. TRUSS LAYOU7S, SPACING: 24.0" Checked By: MJP Date: 3- 6-98 Dwg. No- MASTER Seqn: 27. 050 - 63393 OF COMMMS: 2x4 SP C2 N a BOT CHORDS: 2x4 SP #2 N This truss is designed to withstand 100 mph wind per 1994 SBCC-T. (Enclosed, End Zone: Yes Mean Roof Height = 25 ft) Wind Dead Load: 10.0 psf MAX DEFL.F=0N - L/999 at JOINT 11 4 1=-0.D0 D-0.00 T-0.00 itLumber 8Z Supply 5295 St. Lmdc Blvd, Fon Fktrc., FL -14946 This truss is designed to bear on multiple supports. Interior bearing locations should he marked on truss. Interior support or temporary shoring must be in place before erecting this truss. If necessary, shimbearingstoassuresolidcontact. Interior support or temporary shoring must be in place before erecting this truss. If necessary, shim bearings to assure solid contact. PROVIDE UPLIFT CONNECTION PER SCHEDME Rl: 2004 R2: 200# R3: 290# 2 5.00 R3:59#( 2 16d-toen2gs) 7 D-0 4 3 'r R1-.147#/3.50" R2:32#( 2 16d-toenails) CIL: 2-10 Over 3 Supports Design Criteria = fTPANSIITPI 1-1995EXCEPTWHERESHOWN, ALL PLATES TO 13E ROBBINS-LOCK (RHS = Robbins High Strength Plate) scale = 0.7500 (1) FURNISH A COPY OF THIS DESIGN TO EPFMON CONTRACTOR, rr KTIIS RESPONSIBILITY Or THE SULDING DESIGNER AND TRUSS FAR. TO REVIEW TUTS DRWG. & VERIFY T14AT DATA INCUMINC Mi &LOADS CONFORM TO AR04. PLAN fSPEC-5 & rA6 TRX-51SLAYMITS, TC Live 26.0 psf Designed By: MJP TC Dead 7.0 BC Live 0.0 BC Dead 10.0 TOTAL 37.0 LOAD DUR. FAC: SPACING: psf Checked By: MMPs Psf Date: 3- 6-98 psf 1.25 Dwg. No: MASTER 24.0" 1Seqn: 27.050 - 63394 7C FORCE AXL END CS1 1 -551 0-00 , 0.35 , 0.35 2 -77 0.00, 0.35, 0.35 BC FORCE AM END CSI 1 529 0.10, 0.32, 0.42 WEB FORCE WEB FORCE 1 -541 RME - 1.00 MAX DEFLECTION L/999 at JOnZT 0 5 L-0-01 D-0-01 T=-0.03 Lumber 8z Supply 5295 St. Lucie Blvd. Fort Pierce, FL 34946 BOT CHORDS; 2X4 SF' #2 N Use approved truss Connection capableNEW; 2x4 SP #3 of supporting reaction as followr, R2: 439 lbs This truss is designed to withstand 100 mph wind per 1994 SECCI. (Enclosed, End Zone: Yes Mean Roof Height = 25 ft) Wind Dead Load: 10,0 psf e 9-10-13 2 3.54 MMS-4 TOTAL DRSIGM LOADS ------------ Uniform PLF rxam PLF TO TC Vert 0 0- 0- 0 -104 5-10-13 BC Vert 0 G- 0- 0 -38 5-10-13 PR UPLIFT CONNECTION PER SCHEDULE Rl: 335# R2: 254# 2X3Y 2X3 3-2-13 2X-3 1tI:309#/4.95" EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBINS-LOCK (RHS = Robbins T— M- faaamc 5.1 ty T—, Mk wd 11— 1— C.—,- T— FtTRNIVI A COPY OF TFITS DESIGN TO EREC-FION CONTRACTOR, rr IS TffF RESPONSIMUTY OrTHE EtNt-DiNr DESIGNER AND TRUSS FAR. TO REVIEW TMS DRWG. VFRtPv THAT DATA FMCLUDING DIM, & LOADS CONFORM TO APM, M,AN i Si'ECS & FAF, TRUSS LAYOM, M, 4 11T In R2:440#[Hanger Design Crheria = M11, fNSI/TZPI 1-1995 Plate) sc e = 0.5000 (1) TC Live MO psf 10Mfm TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 37.0 psf LOAD DUR, FAC: 1.25 SPACING; 24,01, OMMMEMEM TC 210RCE AXL 5ND CSI 2. 3 0.00, 0,00, 0.00 PC! PORCE AXL MM cs.T 1 0 0.00, 0.00, 0.00 WEB FORCE PW FORCE RNP - 1.15 MAX DEFUCTION - L/999 at JOINT # 4 L-0.00 D-0.00 T--O.GO Lumber 8z Supply 5285 SL- Ludt Blvd. Fort Pir-rce, FL 34946 TOP CHOMS: 2x4 SP #2 N ROT CRORDS! 2x4 SP 42 N This truss is designed to bear on multiple supports. interior bearing locations should he marked on truss. Interior support orThistrussisdesignedtowithstandtemporaryshoring =-mt be in place before100mphwindper1994SBCdl. (Enclosed, erecting this truss. if necessary, shimEndZone: Yes Mean Roof Height = 25 ft) bearings to assure solid contact. Wind Dead Load: 10.0 psf Interior support or temporary sharing mu t he in place before erecting this t=u;,s. If necessary, shim bearings to assure solid contact. PR UPLIPT COMOCTION PER SCEIErffILE RI-. 200# R2 - 200# R3 - 2004# 0.4-1 5.00 R3:8#( 2 16d-toen2ils) 2X3 T 0-9-1 1-1-13 43 1-3-6 111:73#1150" R2:7#( 2 16d-toenails) 1-0-0 CIL: 0-10s4 ver 3 Suppogn /TPI 1-1995 1bAell ANEXCEPTWHERESHOWN,. -ALL PLATES TO BE ROBBINS-LOCK (WIS Robbins HighOStrength PlatL)rts DesiCriteriaSI scale = 0.7500 ( 1) TC Live 720Xpsf Designed By: NM TC Dead 7. 0 psf 00 psr Checked By: NUP BC Live 0.0 psr B_ 10.0 psr B-' Dead UlkM-1 P.,e.wmree '0-0 Psr Date: 3-(,98 TOTAL 37.0 psi FURNISH A COPY OF 1111S DESIGN TO ERECTION CONTRACTOR. LOAD DUR. FAC: 1.25 Dwg. No: MASTER r' IS THE PF'SPONSIBILM'OFTHE BUILDINGDESIGNER AND TRUSS FRB TO REVIEW THIS 5MG. VERIFY MAT DATAINT'LIMINC DIM. & LOADS CONFORNITO ARCH, PLAN f SPECS k FARTRIKC I AVA—t 14 C---. 'I, nrA W. DONALD OSTEEN President P. ALLEN OSTEEN , Executive Vice_ President CHARLIE MkRTINEZ Vice President Truss Divisino I91200402ANI PROJECT NAME AND ADDRESS: LOT:_ — COUNTY: TRUSS COMPANY: East Coast Lumber & Supply Co. TRUSS ENGINEERING PROGRAM: Robbins Engineering, Inc. CONTRACTOR / BUILDER: MODEL: OCCUPANCY: - 1-<SI'R —MULTI-FAMILY —COMMERICAL —INDUSTRAL I certify that the engineering for the truss listed on the attached index sheet have been design and checked for compliance with the Standard Building Code 1997, The truss system has been designed to provide adequate resistance to wind loads and forces` its required by one of the following provisions: Design criteria: ASCE 7-98 P.S.F. KPIJTopchordliveload: Enclosed, Exposure "B" Top chord dead load: RST. Bottom chord live load: 0 RST Bottom chord dead load: WRSX. Engineer: John C. Weber Total: 3-1 P.S,F Address: ' 5285 St.Lucie Blvd. Duration Factor: -1-11.15- Fort Pierce, F] 34946 Mean Height: — d-,S'C Attached is an index sheet submitted in accordance with the Department of Professional Engineering, Tallahassee, Fl. Engineering sheets are photocopies of the original design and approved by me, 40 As witness by my seat, I hereby certified that the above information is true and correct to the best of my knowledge and belief. NAME: John C. Weber P.E. CERTIFICATION #: 17455 DATE: MAR 101 WE' RE HERE TO HELP YO`U BUILD A BETTER VVAY.lm 1581 - Fax (321) 254-1552 wwvv, eastcoast1urnber.cco)r-n - e-mall: melbtrus,:-;Oeasicoastlumber.com M W. DONALD OSTEEN President P. ALLY 14 C)STEEN Executive Vice, President CHARLIE MARTINEZ, Vice President Truss Division MELBOURNE TRUSS PLANT R-o, Truss IUD) iF'T4-O70' russ JD No. No' Truss -B) No. TrussU) 1. 31. 91. 1 32. M4,r-, 62. E64. 92. 3. 31 63, 93. 4, 3 F- 94. 77- v7T 35. 65. 95. 6. 776- 76- 71 77- 9T 8. r' CIA38. 68. 9& 9. 39. 69. 99. 10. 40. 704 100. 41. 71. To -1 12. 41 727 10-2 13., 43. 3. T0-37 14, 44. 74, 104. 15. 45, 75. 105, 16; - 46. 76. 10-6. 17. Y-Y) 47. 107, I& yly) 48. 78-- 1-08- 19. 49. 79. 10-97 20. 50. 80. 110, 2-1. 51. 81. TI -I 2-2 52. 82. 112. 23. 53. 3 T-1-37 24. 54. 84. 114. 5 75-7 267- 56- 86. 1-167 27. 57. 87. 117, 3-8 88 118. T97 59. 89. 119. 0 60. 9a. 12-0, John C. Weber RE. Certification#, 17455- DATE: MAR 17 2003 VVE- RE HERE TO HELP YCYU BUILD A BETTER WAY.-Im 2255 Avocado Avenue - Meourne, (321) 254-1582 www. eastcoastjumbej-.cam - e-mail: melbtruss@eesicoastiumber.com ON W, DC` OSTEEN President 6_7I P, ALLEN OSTEEN Rly Executive Vice President East Coast Lumber & Supply, Inc. 5285 St. Lucie Blvd Ft. Pierce, FL 34946 CHARLIE MARTINEZ, Vice F'resident Truss Division I I1101844=19NAM Re-, Existing East Coast Lumber & Supply, Inc. Truss Designs and the Florida Building Code — Section 1606. Existing East Coast Lumber & Supply, Inc, truss designs that meet the'wind loading requirements of the Standard Building Code for: 100 mph fastest -mile wind speed, minimum Residential construction Enclosed building do meet the wind loading requirements of the Florida Building Code as follows: Up to 120 ASCE 7.98 for enclosed buildings Residential construction Exposure B If you have any questions or.if I can be of further assistance, please call me. lm 03-05-02 John C. \V/Veber, P. 1741 VVETIE HERE TO HELP YCYU BUILD A BETTER WAY.1m 2255 Avo ado Avenue - Melbourne, -L t www.eastcoastlurnber.corn - e-rnail: melbtruss@eastcoastiumber.com 1IV Z. 20- o C=kter I%" - v c7l 4- A N 4 UAJB' D 40-0-0 6-4-0 20-8-0 40-0-0 1-1 DT7V, TRUSS DiViStON US 70 I'vi E P: c E N TE' HOMC IjOB NAME: 'z Opt, 4, DATE: -3/5 /98 MODEI 2509 AGE PIG REVISED 3/98 2509P 225'5, AVOCADO AVE, MEL.B., PL, 32935 OFFICE: (407)254-1581 7AX.' (407)254-11582 52,55 ST- LU'J'E BLVD. 7T, PIERCE FL 34946 OFPCE- '407U66-24ED FAX: (40-7 )466-=776 uU.LQE"'S WARNING-f 7rJ,!'-z LAYOU-IF - -L ENII1': FOP' PLA=NuiE T OF ENIGINEEPED C'OiMPONEN'TS j LLJ --- lc'TION AND INEOP ALI A—tO N Cf" al i TEMPORARY AND PLERMANEEN'TE C FOLLOW INS TRUIC'TiON ON HIB-91 SUMMAP'-( S-31HEETS AND 17INAL E G) E'E- PIN —r-4—ETS I70R, FACH' T- LLJ SEA IN AL EN GI Nrr'_'E-R ING SL,-rL- Z =1 OR NUMBER OF "-"R[,EF,) PI EES '7f AND CONN—CTE01N' AL TERA7kONS AND/OP REP'AiRS TO m TRUSSES VUST BE APPROV—f--) H 00 < < INEADVANCEBYOUREN' HRING I'll P ARTDE MENT. S A, C'K C' H P,, P G EE S WILe N0 9 iF ACCEPTED 0 li P FNr'INc-- P ING DEP-ARTMENT APPR'l'--/'VES THill E'Vl IN ADVANCE 5 < ItG < 8-0-1--) PLA.-TrE HT HELD BACK 1 6 I TC DVE:: 40 psf T'- DEAD: 10 psi BC LlVE, 0 psf BC DEAD: 5 ns-, TOTAL: 55 7s CUB FAC., 1 00 1 LOADING: 55 P.S.IF s c 4LE : I / -s MEAN WIND SPEED: 100 M.P.H. SPACING- 24" O-' DRAWN BY- AC"J ALL BEAMS BY BUH DERr_\ I 40-00-0 HJ 7 HJ7 TOJI it cii J3 CJ5 iry k EJ7 EE 7-0-0 7-0-0 1 40-0-0 S'E_ E B K 0 17 1 A ')/ 0 U T F_ 0 R A P P P 0 V A L EAST COAST LUMBER TRUSS DIVISION CUB 'OMER: CENTER HOMES JOB NAME: DA,TE: 3/5/98 MODEL 2SO9 ELEI, A GARAGE RIGHT 2255 AVOCADO AVE. MELe., FL. 32935 OFFICE: (407)25-4-1581 FAX: (407) 25A-1582 OFFICE: (407) 66-2480 FAX-, ('407)4 6-53.36 BUILDER'S WARNING* THIS LAYOUT IS FOR PIACE MENTOF E_ NGlNE:ERFD COMPONENTS. FOR ERECTION AND INSTALLATION TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON HIB-91 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. SEE FINAL ENGINEERING SHEETS F6R NUMBER OF GIRDER PLIES AND f""ONNECTION. ALTERATIONS ANDXOR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR, ENGINEERING DEPARTMENT. P- PT BACKCIHARGESWILLNOTBEACC111— E-D UNLESS OUR ENGINEERING DEPARTMEN APPROVES i EM IN ADVANCE. TC LIVE: 20 pe, LOADING- FIBERGLASS SHINGLES TC DEAD: 7 psf SCALE: 1/8" — l'—O" SC LIVF_ 0 psf MEAN HEIGHT, 25'-0" BC DFAD: 10 Psf 17- 4-1PLATE Hl' TO TAL: 37 PST- WIND SPEED: 100 VLP.H, DUR FAC. 1.25 SPACING: 24" O.C. DESIGN BY: ACJ 1 BEDR11 13 V' RAT CA c.AWET PR y,_d« TSH(-1212I-ZS— EGP.ES! io EBPE5S a err1E 5EDI 12 6 FAT Mll U3_I Cei +i 91 8 RAT a_ i? wCfftF£T PR Ii a` Ii V21 —h 2 Pi° 3'-2' T i11,2" 9'-9' 6ffA,0Hi fiA.D !Prod 76nd . _ .__ 6 W 3 4 T j-M, BA FLATBATH12TIC eVWLRi A aAkR P C r — L — 3'411 3'-V iR 9 2146 XF J: _ 3UALL N9r€ AIR NA'-VLER TO HAVE d° s=^ICE 7 ALLAIL 51 ANDDE9AND EW_LO^d3RE SPACE 5*lALL BE MN. t2° r --- 11ADER Tl-AN APPLIAW—E BEDR i 14 M45TER BEDRI`1OPT. GAMERM -- 8,,,U& VRAT Cif CA'3'E5 RR — 4A:.EEI ti''LR a>aysx+ C'AL DLL-25-ax6ao.Cce.. 94 Z5 022/ -24) yO,_Oa SCALE _ 'G !'-0' Sit-25 221 -29) NOTE: i=XTEFJ WALL5 ilk YERIFIED 6UFFICIENT 5HEAR LO L ST+ac ERs DE 2•X 10' Lt&E551;P TED RINSE NOTE: RIOR tJAiLS TO 3 i2' LEC dC E55 OTHE 5E NOTED. LS,EE:FOUNDATION PLAN FORNOTE: ELEVATION'A" S!-IC kS. ELL LOCATION. ,1] 8'0 AFg 51;r- WALL N `S e n 41 NW -a c- Em r- 9 S" 21 22/ -Z4) 3 KITC14EN CM vM FIRa tTt1 RR 0 r . T _ LAUNDRY 8' RACLaT Vdi7L RR , s4 D IIYI N E V RAT a CARFSTPat C33 tit iiYijl Q wAu 6' 2' as 6-0 X S-8 1 NO K VAm FIR I I 25. SH-25 22/ -24} {+ZZ/ -24 1(9 FAMLY RM V RAT 0.> RQ ug, RR 2-CAR GA RAGE V FLAT GLG ccw RR i f i i 6 RAT CL& C WET FIR ta'S .Y8D1 ry 4"..41FTUX -T O H 11, (+19/ -22) PA;azt F casi + t arz. e ru s -- - Q5 T g g t3Ht z5 f+2; 28,t 8 61-7" 2-10' 7-10° r, Y-$° IN MEMEM5GALE = Ia = I-@ 5Q, FT. GALCULATION5 spa I5t FLOOR 1062 0 8Ei7Kt i. #4 FIA,LL/STAIR WELL STAli2 INFORMATION 2nd FL Idol A F?I1. miI HEnHT: 9'-4" TOTAL L1YI1j AREA 2509 # LE T: W_8' 1 RISER, 15 p 9 1/7_" EACH LANAI o a..,.®..___aQ...__°i..,, a.. TREAI-r- 14 f0' EALH ENTRYRY !rJ desi9^eb by1 i OTHER O a Wd,"" GUT DO i 2501 STAIR GARAGE 421 1# 01-22a9 2x12 TREAD L ETt cll_ ENTRY ° r Noses Scu E: r Ts, TOTAL AREA R 2951# sheet PIN. ._ { NI3TE, SEE STAIR DETAIL Ix6 E53AdK IN sSHEETS PATIO t',JRADDITIONAL2xI25MNC- ER 110145 TION ! RMATiDN. 1 TOTAL AREA 2991 < 11 RON Mua sf— n-v,° T5i55 E> sun cect {H iaR 9-D WAS KAM16 U-01 FdJ&4 GR ZE R w-4 a<AM 70 FiNYSH FLOOR FP`7,V i GR1pE SC,^_,i _ YYs rw F. MEs I i_ Baas I L Y --- - _ F ROOF RTCP 5f — TFdX7 5ckR4i am i FINISH ft.AOR W E , Y,Bp_ W 11 z.a c moo# O i 9 c l i a€ ff TAT, jttill, RL I it 4 2it-D i] 1 o m; Yea g way - rv, 111 om€z M satlS-nE 1 77' aa, oy: ate: or-zaaa sheet: ENGMEEM 1n R.. of 0 a a r-AM 0 M. I N M14 =1 L---Oo- A USX. DOOR WOTM 4aIT, 4 ON 19ftfa I oe ORS FROST FRAIJ .1TX 4N, KIG04 COWAT OF I RENASIONS 577-Ducmm t F (1) WAS -(2)FOR TWK 804T 23 G. WN, ENC VIU3 A77ACNQ TO OOOR 5" VrA nIxww TOG LOC 11ru Crop, DaTrow 4 crwu f-- -1 J) NOW u I -En I LISTED 1 V TW'A &Alr PER zw_ REPORT# e06c 7 VO Ice bp"CT 1-L1 z" ' 2'"7g RISE .114 I WV401M ;AFP YQ%WZ 25 11 N4. srM w S/ If%, -Vr IS"J CClTtO Tm 4-40 M I = 414YAd zm' Ulm -ON PwAiM AND A TOPiOES4fQ tvMh12 u&AY, I - TOP ON RoL.&A eAlcXV, fACTq OF 8ANCwaie.= 4}wn& vu LAOS s" swp Llp jOhIs' wntl I UN " ENOCH q. sist. en V 1, 7A" KINOLL 2o " CALM, ME TA"%mI; sum, Tc"' sTRv4m M OQTsu TL7 sLzc 6Bozoas e14LZ A:- 2i Fl u-Ws ON ON NW RA" "I' S""' TPIO'. ONELAPSTAPPW 3Q" tuzil34OF000k A ONLY.= zL acrToli aglcxrr. NT7So1EC VA J) 11 3/1- U*W WETAL 34AM a YWTL wur'"1w. STOR 40" Coo; sy DOOR "ItulZA M SX) IT" C' ONY TIM WTM V41 D RACK UZZ15 F Orm T* pc4K Na:, K OOw R V 4o. SIM 'RNCX F. 2ir flS fm NcIT TO "*,*E . Ad;5N 'w kw w PER IV 41" NoiYfItNG MWAX . I 1 olj* W M TFAMVER 404 04 M 1/4' 061. W473- CIA. SNWT• ITEW' 11; al" T= ROLLER, l*9 W%MVV=1 RIL IE FLAB Xt J46-6 NORTH 4WAR" Pt. If= EW-lUE3 INDESIGN LOADS: +24.0 PSF & TRACK ONsw- TMLIMRAA. 0ju4KT1 -24.5 PSF EACH SU or U.-L TEST LOADS; +NPSF & 7 ,Q PSF OF POOK RECORD FOR INC WAOM OR razmo IN X&OAWA 4 3 wro O Anxf ALAIZ.A Cwu FOR nq LWO ur= ON 745 O&WKW- ' l FpAjAT TIM nepvcv-- IDEAL T1:zn2. IlFllONN *NlF - - - 7. 1. o - Oo - =.CIS FO.. i fi. FFl, -NFN. F t. JDESCRIPTION; MOOEI &RST W4 16-0 x 8--0: 24/-24,5 DMON 4OAD 4w r ,cc" : :' , 4 0. 20" PRAWN4/15/00 SCALE: NTS ow O' Mo uBsfs. - * 1/ 2- 1CHECKEO SY: f4ww size i pfojoct;w- vwsslood ARE IN wc4lEII. OW6 NO,; 102138 T- 2 ", ) ' r, Z T ck " i '11 I c I M__2U2aDZL Thorn,a-Tru in -Suing Door Wood S)I$t-m En9ia up to 5'4 a VC ./.o auWe up to B'4 z a,o /.a liduli'es X. Ol, X0, Cxc, xx. Cxx0 The hood and *ids jambs are fisgwicinf PAO measuring a rhin• 4-9116' with a nobbeted slap. TAPCON rpE 1/2- ORrWALL 2 I:N` yTT 112 U?YWALL 2X tUCK PFH WS At Yr W.W VACE sib VV"rAL S" iW61 TO ZX fl 2LaiLNPRESSUR N Sigh Positive 57.0 PSF Noqcti.e 67.0 PSF iSingle with S;deWas Positive,, 60,0 PSF Negatile 60.0 PSF Lcutj. /. a Sideiiteg; Po,Aie 47.0 PSF Negative 470 Fl_FJ/ 16, TAPCON WAX is' or - TYPEANCHORIx WCK CONCRETE MASONRY &-Ikx 3116- TAPOON TYPE ANCHOR TAPOON Of' EQUAL 1/ 2' ALL 2 FIRRWG 2MASONRY LpnfL J/ 78- TARCO-N Z" _ J!. 2) XEAD .. Wa mixs 112' DRYWA Lj I VC2 FTRR 0__, n Z 2Z5 UL SHW RATING) J116- TAPCON 3, MAX TYPEAh0CPI-T/4' MIN. SHAdSPACE70 x 'U, a 2i= 1, This system has over, 4vokiated for use in locations r.dhering to the PIorid,0 Buiidihq Cod* and hem, p-gaun, requim-shts as d*c§ by A$;C-: 7 Wninnurn Llasign Loads for &Lfiidinqi and other Structurs,, do e t exceed the design prossvry ratings fisted herein, 2, For instotbotivns where the sub -buck is Tess than 7-712o (`BBC' section 1707.4.4 Anchorage Methods and sub -sections 7707A4.1 and 1707.4.4.2) Topcon type concrete anchors must b. used and the length must be such that a minimum 7-1/4* enqogervnt of the Topton into the masonry wall is obtained, o Li 92 DATF-' 4/3/02 Thermo—Tru In —Swing / Ott —Swing Door Wood Framers SYSt&M Single up to 5'4 x 8'0 ,,/.a s;dclites Double up to 8'4 x 8'0 v1wo sidettez X. OX, xo, OXO. xx, WO The head and Side jambe 17rd FNOrjQlnt Pin* measuring a min. 4-919e' with C 1/2' rabbeted stop, try XUBLE 2X HEADER 2X STUD 2X 44CK STUD 2.4 PFH WS Iy 25' MAX, S Aw SPACE slar "a cN Eff.ISLOf SAUS ; Single Positive 67.0 PSF Negative 67,0 PSF Single with Sidelites Positive 60.0 PSF Negative 50.0 PSF Double w1wo Sidelites Positive 47.0 PSF Negative 47,0 PSF to - -- ---- J.q 2QUaLE QQO L M This System has been evaluated for use in locations adhering to the Florida Building Cone and where Pressure requirements as determined by ASCE 7 Minimum Design Loads for Suilai);j and Other Structures do not exceed the design pressure ratings listed harem, ZQ Owus to0, 4R 6 to z O z Z 0 DATE. 4/ 3/02 SCALE, KTS, BY, CKK. ar". R W, DRAWNCNO T-02= 2 THERMAoTRUS PTSER CL*4Sn,/,_VfOOTHSTAIr ris7wm &a s#oGLEAND DOUBLE WA GENERAL NQI[5 I. THIS PRODUCT CODE 1994 EDITION FOR MAMI-DADE COUNTY. 1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA BUILDIN13 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 QQES NOT MEET THE WATER REQUIREMENTS FOR MLAMI-DADE COUNTY. S. MAMI-DADS APPROVED EfMPACT RESISTANT SHUTTERS ME REQUIREDLELS ONLY. 7, SJOELITES ARE AN OP71ON AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. Fv2g zheefE Fiberglass ovg. —in. yield strength Fy( min,)-5,000 psi S , moothStar0070' minimum skin thickness FiberClossic 0,1 10- minimum skin thickness L2Lt_ dfJLL= Polyurethane foam core. withl, 9 Ids. density by BASF. v__ The porei skin is constructed from a 0,070* thk. sheet molding compound (_MC). The interior cavity is flIed with L9 loc. density BASF polyurethane loam. The iI;nei face sheets are glued to the woodsWasandfcifz. The e s reinforced with a wood took block LKlatchNv" 2,375 x 14.0 long at the strike and 6eodboft IoCcGcA The hinge stae is few Jointed Pine and the top and botim rvi! are of a wacod thedqvbledoorcppkvtonthemct,,e door. is fitted cst. 9d (Wuxi I) of 5063-T6 offoy, frunv Construction: The frorne is constructed frm F lqrjointed pine. The headerisjoinedtothesidernbswith (3) 169c- I/ ' crown x long each I, stogiesatside, The mullions are secured together a, a siderite qpplicolion using 18 x 2' ;ong PFH Wood Screws (5) screws per each mulfiOn The units use on InswIng Saddie threshold meosurrq 575' x 1,548' Sidefile GIazina: The sidelde panels afe vwxf-ich qZrheda p Bl7twoMae4pkfframe, 7hey are dry glazed on the exterior thk. celk9or 116e ( Sl),p To caulked with sixDm_ The Ute frorms are , held a x 1 12 long Plascre— I TABLE OF CONTENTS JSHFE7 # 1 DESCRFTtON 37 5" MAX. OVERALL WIDTH 36 - MAX- PANEL WIDTH 1- 7 Ell] J 17 e4 ca I X z a Lo SINGLE WSW7NG UNY 74. 5' MAX. OVERALL FRAME WIDTH 36. 625- MAX. PANEL WIDTH W ASTRAGAL LJ ca 705. 5- MAX. OVLHALL rHAMt 36 625' MAX 15 5" MAX, PANELWIDTHW/ ASTRAGAL FRAME WIDTH 13. 75' MAX_ WIDTH o CL OZ 7. 125' MAX 0 O. L.O. WIDTH If If CL Ll ALL A40DELS 68.5 MAX. OVERALL WIDTH -- ARE VEWE 36" MAX 15-5' MAX. FROM Ltff_RfQRFRAME WIDTH 2PANELWIDTH0 F t> 1175" M4X WIDTH 7, 125' MAX,. D. L.O. WIDTH O U, x 813. 584.3631 bOilei r INSWING UNITkv Kv DESIGN PRESSURE RATING CSTMUL FLOREDA B.GJLJ, 2!L _NT s yfritrIt WAUNIT TYPEREQUIREMNTISNOTNEEDED vWS. er. TJH SINGLE + 67,0 PSF - 67,0 PSF MANUFACTURER. NOfft 81 RW D No_ DOUBLE + 55,0 PSF - 55.0 PSF S-2151 7 N _& + 550 PSF - 55.0 PSF . WITH SIDFUILLS— NEIMAN 1013=iwfm 1 of 5 IL MASTER / INTERIOR L R - N 2 DOOR PANEL C6 2z u 33 34 zCD I uj O EXTERIOR FOAM GASKET SUCONE CAP SZ 42 o lJ 'g SEE N07-E v- a.o 5 SI4T. 4 41 m SEE TESEEN HITISH. 4 z MIN' 55' MIN, < I_ GLASS THK- NTEPIO < IN Z5 cv 1.68' MIN, PANEL THK, SEE NOTE 5 SHT. 4 7 WWAR l o2' C? C)::) 000 kZ L13 to v,V5— 50:t 8P 0 Adm wtt 112' - w: TJH cw- m DRwc No, 2 or 8 SEE NOTE 2 SHE 4 /---\ INACTIYE o ilE 3 AsTpACAL RETAINER 31 BOLT B-O' LG, TOP BOTTOM (2) BOLTS AT TOP & (2) AT BOTTOM HORIZONTAL -cama-3ffmo V3T* ASTRAGAL 1. 15' WIN. DAB. F-.25- MAX SHIM FOAM GASKET & SIL+CONE CAP BEAD O TE I 4. 0 r 0 36 29 Li 41 SE NOTE I SElT. N401335 it ' SOON 0 SIDELITE TO BUCK ACTIVE z FOAM GASKET & SILICONE CAP BEAD SEE NOTE - 5 51-17. 4 1 (34) EXTERIQ z7 N Rl R 4 36 6L, 26 9 10 29 1q CI37 CL SEE NOTE H 7 SHT. 4 I NTA 71 N 0 HINGE JAMB TO SIDEUTE All, u D,'P 10\17UFACTURER NlkltFA NaTm1.. fl R 11A zF SEE NOTE I SHT 4 00zo 3 25 . MAX SHIM SPACE 1, 15' MIN. EMBED I - 15' MIN, C-SINK LATCH JAMB TO BUCK, NOTES: 1. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5.5", 16.57. 27.5. 38.375-, 49.375' & 60-375. HORIZONTAL THERE ARE (2) SCREW BOTH Top AND BOTTOM AT 2. 125 IN FROM EACH CORNER. 2. SPACING FOR ITEM NO. 27 (18 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE 144CTIVE DOOR 15 AS FOLLOWS: FROM THE TOP DOWN 1-. 3, 5. 18.25. 40.5', 59.25, 74.25', 76.25' & 78,25'. 3. THE HM JAMB IS ATTACHED TO THE SIDE JAMBS WITH 3) 16GA x 112' CROWN x 2' STAPLES AT BOTH SIDE, 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMSS WITH 2) 16Ck x 112' CROWN x 2.5- STAPLES AT BOTH SIDE. 5. THE SIDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO, 43 (#8 x 2' PFH. WOOD SCREW), THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13-5'. 31-, 4-5.5- 66-. THERE ARE (2) AT THE HEADER AT 4- INFROMTHEOUTSIDECORNERSOFTHEFRAME. THERE ARE 2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS, 6. SPACING FOR ITEM NO. 43 (18 x 2- SCREW) SECURING THE MULLIONS TOGETHER 15 THE SAME AS THE PERIMETER ANCHORING SCREWS. 6® DOWN FROM THE TOP AND Up FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7- O.C. 7, WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE ITEM NO. 12 (17 0 . 2' SCREW), WHEN ATTACHINC THE HINGE TO THE JAMB AND THE SIDELITE AT THE MULLION USE ITEM NO. 37 (110 - 1 314- SCREW). 1. 15- MIN. EMBED. 15' MIN C-SINK INTERtQ 77, HINGE JAMB TO BUCK, FOAM GASKET & SILICONE CAP BEAD 41 lm SEE NOTE I SHT. 4 3 H R; NT R I N 1 STRIKE JAMB TO SIOELTTE 67 SEE NOTE 7 SHT. 4 11 Plul ILljwii H RW sm SEE DETAIL "F' SHT- f 3 3' 33 31 1 t 3• 6- 6' 3SEESHT. NOTE T —7 TYR 13 TM T7yp Le -YP, 3- 6:: 3 5" to 3. 3' FLORMA ' B.O-A-Fffl E&TRAL MANUFACT uRER NANE, MASTER A 0.357' BOLT DEEP ENOUGH FOR A 2* 13 BOLT THROW 3' SEE DETAJL IE SHT 5 TYR. SEE NOTE SHT. 4 kT, P4 I 10ui SEE DETAIL G' SHT5 12 13 t7 13 10 DETAIL - F DETAIL 10 ATTACHASTRAGALTHROWBOLTASTRAGALTHROWBOLTSOFTAIL E, STRIKE P- LAT"E D-,' C To FRAMEATTHE THRESHOLD WN I I \_ SEE NOTE 10 4 SHT, 4 m I r—TI P; 4 In" SEE DETAIL E' SHE 5 TYP. CIENTR Al, FLI- MJ JNUFLACTURER SEE DETAIL F- SHT. 5 7 p# MA, STIE;Iil FIL 3" 3- 3' SEE NOTE 4ryp. 3 SHT, SEE NOTE SEE NOTETYP. 3 SHT. 4SEEDETAJL 6 SHT. 4 F' SHT 5 Typ. SEE DETAIL SEE DETAIL TYRUDETAIL -jt-- 'E" SHT. 5 H . SHT. 5 TYR. SEE DETAIL 'K, 'M' -K' Typ. -m1— SEE NOTE 'G' SHT. 5 14 4 SHT- 4 94 Typ. Typ- —T 3" 5 SEE NOTE 3' 6 4 SHT. 414 Typ. DOUBLE Di3OR 5iNILL22OR WZ112EUM 453* GLASS BITE !—.463' GLASS BITE EKTERIO 1/8- TEMPERED25GLASS 25- AIR is 25 SPACE 0 0 z 1/6- TEMPERED I z GLASS 03,5 41 SENOTE 1 -25- STEELL INTERCEPT SHT, 4 SPACER INSULATED GLASS W TCM ( JTE FRAME CI AZINGDETAIL 25 118- TEMPERED GLASS 25' AIR SPACE Q 1/ 8- TEMPERED GLASS NTERtOR 36 Z ' 41; Ll D SEE NOTE I SHT- 4 25' STEEL INTERCEPT SPACER 5- INSULATED GLASS A ETa Lf -- ESV-E-.QLAZING DETAIL 77, T- 2 2 3 FINGER JOINTED PONDEROSA PINE 7.92' 1. 734" Is LLIC, IN 097' 4 x I IEEL QQ0 L116tCiE 14 to -1,077'--j 1.531 512[LITL TOP h BOTTOM RAI FINGER JOINTED PONDEROSA PINE 1,077- T 1.531 Cfnci Frr Al ANK 511)F STILE FINGER JOINTED PONOEROSA PINE PLASTIC 11P-LOI-E56YE EXTRUDED-aT5 F62 14LI— T o.og' EXTRUDED MYL WALL SS 6OTTOM PAIL 71 w000 COMPOSITE I TOM CEE[EM_A-TRU'S EQLYPROPLENE p FR"F D F_ I T- }-- 1. 53 7 FC, TOP PAIL Q WOOD COMPOSITE 5.75' in 1,531 Fc, ao=M a6i IT, SELF AL2 VSDNG 5KOL 1HSE2i= w000 COMPOSITE ALUMINUM/vItTl Q m 050' L)-fK VAL 'ANn 1, I 7, owoo I. TJH CKx- MI. RwTL -FLJ2' 30 S-2151 W022 LOCK BLOCK 7FINGERJOINTEDPONDEROSAIImtsec V! I I38 . 55, 12P RAIL WOOD COMPOSITE 179- LjkR 6CH CompREK170,N, WEATHERS171P L JACKETLLCOREWtZ JACCEL I& m I 579' 1751' rnVPRF!;SlON WEATHER BY 714ERMA-TRU FOAM CELL CORE W/VINYL JACKET DRILL TRU FOR 357' 01A. ASTRAGAL DRILL TRU FOR A #8 RETAINER BOLTS PFH WOOD SCREW 2PLCS WINILAMELR 11 WPill-Z-Rl—K-PLA-T-' e — 1. 53 1 ' SS LATCH S4D STILE !'O ART 206 SS, WQ D_Lj l 71 ASTRAGAL HAS 2) 8.0 BOLTS 0 BOTTOM ry 2) BOLTS 0 TOP 8*" 24 MNDJAMaE-R /L BST T 7' WAJ I 7YP.) I I — TRA A, MATERIAL: C R Sc YELLOW CHROMATE 7 w Jz 08/10/01 L N.T.S. ffy; TJH BY: Rw wrM « ' S-2751 TUN-21-2002 09'52 MILESTONE WINDOWS 407 323 9729 P. DMdeis Alan Plante, Chief Plans Examiner Orange County Building Division Administration Building, Ist Floor 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 32802-2687 407) 836- 5760 R F_: Florida Extruders Fenestration MasterFile Update Mr, Plante, This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida E)Mxuder Window, Door and Mullion installation drawings contained in the Orange County Fenestration Master -file. Based upon the discussions at the Mid -Florida Home Builders Association's meeting at their offices on 3une 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 insullation 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 scaled engineering produced by Lildon Engineering Company for the methodology used in the development of Florida Extruder's Window, Docir and Mullion Installation drawings, the thickness of the buck in non-structural applications (i.e., buck thickness less than I 'b") does n9t influence the lateral resistance capacity of the Concrete screw (i.e. Tapcon). Therefore, buck thicknesses less than I 'b" 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 14", Concrete Masonry Units should have a wall thickness of I "A' and a precast sill's thickness will exceed 1 'A". The drawings clearly 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 Therefore, for Florida Extruder installation drawings where a non- structural buck is used, nomenclature such as -IX buck by others" or imillar &-taternents shall be construed to mean thalt A buck thickness of less than 1 '1/2- is acceptable. The definition of a non-structural buck is based on Section 1707.4-4-7 of the Florida Building Code. JUN-21-2002 09;52 MILESTONE WINDOWS 407 323 9729 P.03 The attached table lists all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Any questionsshouldbeaddressedtotheundersigned. 23= Robert I Amoruso, PE 0-A I go PE Sealing Statement: A rubber stamp Seat VVaS alSo applied to facintate reproduc6on for Orange County Building Division Masterfile scanning - I I nlp-: 2W2-L-M-P-lik-009, 31 2540 JQwe" Lane, Sanfoil, FL 327YjL--jL6—0 —.(407) -323-3300 - Fax —(407)322-3337 733' bath duct 242 to roof cap poop 10x6 Iwcd Ut Iffixog 5 w/fan 12x12 2wcd 14'xltl' 85 275 8x4 Iwcd R41r wyL WAFjwy owns Boom ffNARL ratR PE 12x12 Iwcd 10x6 Iwcd 12' z 4' 225 g0 6, HMO ra 1 x1 rag 6' 8x4 Iwcd r 35 4' x 30xI8 rag 8 35 1 8x4 Iwcd ® if78 3 7' 4 I so 6x rag x7dryerwattcap 3' bath duct to roof cap • 10 _ 10" r w/Far 8x4 Iwc 4' 7' 9' y i 3' bath duct totdMPM 10, roof cap w/fan z-a as 14x6 Iwcd i0x10 4wcd 10' 175 125 3.5 TON W/10KW @240V IPH LJ 7 lten a12x1 rog 24x14 ad ptatform bylibldr yaOti PRM 14x8 Iwcd IMP 4wcd P 2I5 125 7' am W AK WA 3 ML scale 42X42 A/C SLAB BY BLDR MIN F1 QM PI AN 2` FROM MALL Rating Must have a minimum clearance of 4 inches around the air handler per the State Energy code- All duct has cn r=6 insutcation value. Q x0- 11 o LLJ x 0, z L- j c - U 0- 1 0 z 1 W a a_- jU)0 rK CAULK `BETWEEN B.W. ONE BY WOOD CONCRETE OR WOOD BUCK & BULK WIDTH) BY OTHERS MASONRY OPENING MAS'Y, OPENING INSTALLATION ANCHORBUCKBYOTHERSBYOTHERS3/16- DIA. TAPCONONEBYWOOD BUCK BY OTHERS CAULK BETWEEN STWINDO'+V FLANGE BYbWOODBUCK1-1/4- MIN. iSHIMASR£Q'D. Q EMBEDMENT RIGID VINYL (SEE NOTES) INSTALLATION ANCHOR GLAZING BEAD TYP.) — 3/16- DIA. TAPCON RIGID 'VINYL GLAZING BEAD W H. (TYP.) WI DOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 118 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS SHIM AS REQ'D. I/4' MAX. SEE NOTES) GLASS TYP.) (SEE NOTES) B,H. BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL PRECAST SILL BY OTHERS NOTES: SECTION A —A 1) SHIM AS REQ`D, AT EACH INSTALLATION ANCHOR. MAX. ALLO'WABLE SHIM STACK TO BE 1/4_. D 2) WINDOW FRAME MATERIAL_ ALUMINUM ALLOY 6063_ 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH J VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL- S) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H. EXTERIOR OF WINDOW FLANGE. F 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY- 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH. TO PROVIDE PAIN. 5/8 IN. EMBEDMENT INTO WOOD BUCK. IO) FLORIDA EXTRUDERS 1000 SERIES SIA€GLE HUNG IS SHOWN_ THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 EJSERIESSINGLEHUNGS. iL FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE WOOD BUCK W.W. WINDOW WIDTH) SECTION B-B 1 w,W. PERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK & MAS'Y.- OPENING BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS 71 q K B " G 1 1) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 SCREWS OF J {jSUFFICIENTLENGTHTOACHIEVE1-3/8- MIN_ EMBEDMENT AT IVIEE D F R O E X T E R i u R ALL INSTALLATION FASTENER LOCATIONS. 1- 1/4- MIR EMBEDMENT D O tHERS TAPCON LOCATION CHART 177 CALL RUCK LOCATIONS 1N HEAD LOCATIONS IN JAMB SIZE SIZE 30psF TO 40pSF 41 PsF TO 70PSF 30PSF TO 46QsF 41psi, TO 70asf, 12 18 1/8 x 25 8 $ F,G F,G m 13 14 145 15 16 I7 IH2 IH3 I H4 1H45 TH5 1H6 IH7 18 1 / 8 X 37 3/8 18 1/ 5 X 49 5/8 I8 1/ 8 X 55 1/4 1s 1/ 8 x 62 18 1/ 8 X 71 18 1/ 8 X 83 25 1/ 2 x 25 25 1/ 2 X 37 3/8 25 1/ 2 x 49 5/8 25 1/ 2 x 55 1/4 25 1/ 2 x 62 25 1/ 2 X 71 25 1/ 2 X 83 6 B 8 8 B 8 8 8 B 8 8 8 8 8 8 8 8 8 8 8 8 8 B 8 8 8 F' G F,G F,G F,G F,G F,G F,G F,G F,G F,G F.G F,G F,G, J,K F'G F'G F.G F'G F,G, H I F,G, J.K F,G F,G F,G, H t F.G, H.3 F,G, H,I F,G, HJ F,G, J,K 30 1/ 2 x 26 29 1/2 X 25 B 8 B F, G F.G 30 1/ 2 x 38 3/8 29 1/2 X 37 3/8 8 8 F, G F,G,HJ 30 1/ 2 x 50 5/8 29 1/2 X 49 5/8 8 F G F,G.H,I 30 1/ 2 x 56 1/4 29 1/2 X 55 1/4 8 8 B F. G F.G,H,1 30 1/ 2 x 53 29 1/2 X 62 8 8 8 F.G F.G,H,I 30 1/ 2 x 72 29 1/2 X 71 6 8 F.G J,K F,G,H,i 30 1/ 2 x 84 29 1/2 X 63 a 6 r, 22 36 X 25 e 8 F'G F,G 23 36 x 37 3/8 8 B F,G F,G,H,I 24 36 x 49 5/8 8 8 F.G F.G,H j a245 36 x 55 1/4 8 8 FGHI FGHa 25 36 X 62 36 X 71 8 B F,G,H,I 26 27 35 X 83 8 8 F.G,J,K 42 x 26 41 X 25 8 8 B 8 F, G F,G,H,i 42 x 38 3/8 41 x 37 3/8 8 8 F,G F.G,H,1 42 x 50 5/8 41 x 49 5/8 B B F,G,HJ F,G,H,I 42 x 56 1/4 41 X 55 1/4 8 8 F G,H,i 42 x6341X6286 F,G.H,i D,E,F,G,H t 42 x 72 41 X 71 41 X 83 B e F.G,J.K F,G•H,I,J,K 42 x 84 48 x 26 47 X 25 8 A,C F'G F,G FG,H,I 48 x 38 3/8 47 x 37 3/8 8 8 A, C A,C F,G FGH,I 46 x 50 5/3 47 x 49 5/8 B A, C F.(,-,H,i F,G H,i 48 x 56 1/4 47 X 55 1/4 8 A• C F•G,H,I D,EF,G,H,I 48 x 63 47 X 62 47 X 71 8 A,C F.G.H f D,EF,G,H.1 48 x 72 47 X 83 FGJK DEFGHiJK 48 x 84 32 52 1/8 X 25 8 A,C F,G F,G F,G F.G, H! 33 52 1/8 X 37 3/8 8 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 I D.E,F G,H.1 345 52 1/8 X 55 1/4 8 A.0 F,G.H.I D.E,F G,H.1 35 52 1/8 x 62 52 1/ 8 X 71 8 8 A, C F,G,HJ D,E,F,G,H,I 36 52 1/ 8 x 83 8 A,C F,G,J.K D.E F.GJ.K,J,K 37 37 SIZE NOT AVAILABLE IN 1000 OR. 1500 SERIES- FLOR-IDA EXTRUDERS SANFORD, FLORIDA TITLE: INSTALLATION DETAIL SOL. HUNG FLANGE WINDOWS — SERIES 1000 , 1500 8 200C DRAWN BY: BB APPROVED BY: a€ DATE- 1 O/ Q ` / O i SCALE: N T S DWG.: F L E X O 16 PREPARED BY: PRODUCT A APPUCATI914 ENC44LER G. INC_, 250 INTERNATIONAL PKY_, SUITE 250_ HEATHROW. FLOR10A 32746 `PH E 407 805-0385 FAX 1,07 BOS-0366 INSTALLATION ANCHOR 8 WOOD SCREW ME p B INSTALLATION 8 WOOD STUCCO BY OTHERS CAULK BE WINDO SHEATHING BY OTHERS SECTION A -A 11 MIN. EMBEDMENT 114' MAX, WINDOW WIDTH SHIM SPACE SHEATHING TWO BY WOOD TWO BY WOODBYOTHERSBYOTHERSSHIMASREQ'D, STUD BY OTHERS SHIM AS REQ'D. ( SEE NOTES) SEE NOTES) k1 4' MAX. SHIM SPACE FIN TYPE WINDOW FRAME HEADER GLAZING (TYP-) SEE NOTES) N TYPE NDOW FRA 14ARELF Sl STOOL BY OTHERS] T%O BY WOOD BY OTHERS 1-.r- I -MIN, EMBEDMENT ACITU GLAZING (TYP,) va SEE NOTES) F " 0- WINDOW WIDTH A B 24' O.C. mAx-(TYP.) EQUALLY SPACE ANCHORS (TYP,) WINDOW HEIGHT MAX_ TYP,) 6' MAX, (TYP.) ELEVATION VIEWED FROM EXTERIOR FIN TYPE WINDOW FRAME JAMB I- MIN. EMBEDMENT SHEATHING BY OTHERS CAULK BETWEEN WINDOW FIN SHEATHING PERIMETER INSTALLATION ANCHOR CAULK 8 WOOD SCREW BY OTHERS STUCCO By OTHERS SECTION B-B NOTES 1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR. 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 I- INTO WOOD BUCK. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD, SILL & JAMBS_ 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME. 6) IF EXACT WINDOW SIZE: 15 NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. 7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUDERS 1500 AND 2000 SERIES SINGLE HUNG WINDOWS. REV DESCR IPTION DATE INI D"AFLORIT INTERNATIONAL, INC] RT 'DERSFLORIDAE-"7T u FLSANFORD, TITLE: INSTALLATION DETAIL W/#8 SCREWS SINGLE HUNG FIN WINDOW - SERIES 1000, 1500, 20001 DRAW BBRAWNICY: 1APPROVED BY: 1 3/01DAT -12/13/01E, DATE. SCALE: N. T. S. T I OF 2 HON PREPARED BY_ PRODUCT & APPLICATION ENGINEERING, INC- 254 INTERNATIONAL FKWY_ SUITE 250, HEATHROW, FLORIDA 32745 PE 407 805-9365 FAX 407 805-0366 INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN HEAD & SILL EACH JAMBCALLWINDOW SIZE SIZE UP TO 70 PSF UP TC7y70ss --- 2024 23 1/2 X 27 1/2 2 2 22030231/2 X 35 1/2 2 32038231/2 X 43 1/2 2 2040 23 1/2 X 47 1/2 2 3 2044 23 7/2 x 51 1/2 2 3 2050 23 1/2 X 59 1/2 2 3 2060 23 1/2 X 71 1/2 2 4 2070 23 1/2 X 83 1/2 2 4 2424 27 1/2 X 27 1/2 2 2430 27 1/2 X 35 7/2 2 2 2438 27 1/2 X 43 1/2 2 3 2440 27 1/2 X 47 1/2 2 3 7444 27 1/2 X 51 1/2 2 3 2450 27,1/2 X 59 7/2 2 3 2460 27 1/2 X 71 7/2 2 4 2470 27 1/2 X 83 1/Z 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 71 1/2 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 27 1/2 3 2 3830 43 1/2 X 35 1/2 3 2 3838 43 1/2 X 43 1/2 3 3 3840 43 1/2 X 47 1/2 3 3 3844 43 1/2 X 51 1/2 3 3 3850 43 1/2 X 59 1/2 3 3 3860 43 1/2 x 71 1/2 3 4 3870 43 1/2 X 83 1/2 3 4 4024 47 1/2 X 27 1/2 3 2 4030 47 1/2 X 35 1/2 3 2 4038 47 1/2 X 43 1/2 3 3 4040 47 1/2 X 47 1/2 3 3 4044 47 1/2 X 51 1/2 3 3 4050 47 1/2 X 59 1/2 3 3 4060 47 1/2 X 71 1/2 3 4 4070 47 1/2 X 83 1/2 4 INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN CALL WINDOW HEAD & SILL EACH JAMS SIZE SIZE UP TO 70 PSF UP TO 70 PSF 12 18 1/8 x 25 2 2 313181/8 X 37 3/8 2 14 18 1/8 X 49 5/8 2 3 3145 '-. 18 1/8 x 55 1/4 2 15 i8 1/8 X 52 2 4 16 18 1/8 X 71 2 4 17 18 1/8 x 83 4 2 211i2251/2 X 25 3IH3251/2 X 37 3/8 2 31F14251/2 X 49 5/8 2 1H45 25 1/2 x 55 1/4 2 3 IH 5 25 1/2 X 52 2 4 tti6 25 1/2 X 71 2 4 1M7 25 1/2 X 83 2 4 30 1/2 x 26 29 1/2 X 25 2 3301/2 x 38 3/8 29 1/2 X 37 3/8 2 3301/2 x 50 5/8 29 1/2 X 49 5/8 2 3301/2 x 56 1/4 29 1/2 X 55 1/4 2 4301/2 x 63 29 1/2 X 62 2 4301/2 x 72 29 1/2 X 71 2 430112x84291/2 x 83 2 36 X 25 232336x373/8 2 2 32436X495/5 324536X551/4 2 42536X622 26 36 X 71 2 4 27 36 X 83 2 4 42 x 26 41 X 25 3 342x383/8 41 x 37 3/8 3 342x505/8 41 X 49 5/8 3 3 3 42 x 56 1/4 41 X 55 1/4 3 442x6341X62 442x7241X713 442x8441x833 48 x 26 47 x 25 3 3 48 x 38 3/8 47 x 37 3/8 3 3 48 x 50 5j8 47 X 49 5/8 3 3 48 x 56 1/4 47 X 55 1/4 3 448x6347X623 448x7247x713 48 x 54 47 x 83 4 232521/8 X 25 3 3 33 52 1/8 x 37 3/5 3 334521/8 X 49 5/8 3 345 52 1/5 x 55 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 I "A EXTnUL)ERS SANFORD, FLORIDA TITLE: INSTALLATION ANCHOR CHART SO , HUNG FIN WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY:I33 ° APPROVED BY: DATE. 12t 18/01 SCALE: NTS DWG.: F LEX0026 SHT 2 OF 2 f lou sm, WE (TYFT) Ilojol SZP. JAMB CTYP ) 1 x 2 x 1/8 TIJIBE MULLIGN 'WME (TYP,) 2 X 1/2 SEL F TAPPIN"(] SfMS E:ALANT BETiE:__N Q x i_i/2 SILl- TAPPING SMS SECTION A --A t I X C 7/16 X TLIBE Mfliji-A-10N 1 X 2 X 3/8 TUBE MULLIDN' 48 X 1/2' SELF TAPPING SMS, SEAL,% T 2ET'wEEN' WNE94 FLAKH X 4 X 3/8 Q! X 1-2/11 SE& 7M MULLID.-N, TAPPINGSMS1 X E 7AG X 3/8 JAMS J F,; 8 X 1/2 SEJF TAPPINE SMS NQ SEALANT BETWEEN WIND& d FLANGES TF8 X 1-1/2 SELF TAPPING SMS 4 X M TUK KULILIHley icoo s'Hil- - AM 3 MM k Q X 1/2 SELF TAPPING! SMS SEALANT 5ETwE:D.14W- INDOV FL-ANG:t:S MULLION 8 X SELF TAPPING SMS 48 X 1/2 SELF TAPPING SMS 48 X 1-1/2 SEL= SEALANT P_FTW:F_N TAPFIN,7i S,'11S VINDOP4 FLANGES MULL lu-Nk__ Q X VVE! SELF TAPPING SMS Slll_ Q T 1 Q N Av J 8 X 1/2 SLLF TAPPING SMS SE A,- AN T BET WEEN WINDTIV i7LANG S 8 x i-i/2 SELF TAPPING SMS 5ECTlQfA_ A17—A (6), 1 1/4' MM EMIEEEMENT, ONE BY 4 00D_ 3UCK EY OTHERS Ei X 1/2 SELF TAPPING SmS SEALANT BETwEEN VlI% lrjr_h4F!_AN.GES MULLIDN A - 7\ S-cE_QTiQNDET41L C W SELF VAPPING tiff 1; ' DC'l AT_ P TYP;-; E L ---- V AT1CINMEWEAD FROtA EXTERIOR 70 f, DETAA , BY OTHFRS A 1-- INSTA! LATION ANCHOR 3/16' E EXTEPNAL MULL-faN I TYPICAL MULUN TO CONCRETE g HEAD KIPPLIES TO HEAD 6& SiLL WHERE 11" X i 1 2" X 4" TUBE MUL-Liu-NIS ARE 'JISEC) DETAIL E3 F-11" ISTALLATION AINCHOR TAAFCF_iN SCRE1.1 ANCHOR TYF,', f- STL CLIP 1/4' t4_TN. FPRECAST SILLPyC]TH-RS AE- lp 4 H DDITIQ 'NCH0 NAL_ A0+ INTERNATIONAI, INC jpjJC)jZjMj ` XTRU""ERS L)AESANFORD, FLORIDA I - E S ER, 10 0 0 / 15 0 0 1 L 14 14 G E 13 11 E E T 1 Cl F 2 TITLE: VERT1 EAL if-l-UL-L 1 ' N SECT 1 UNS SEE F! THER 1; 1 IDE ( SHEIET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES UPFUVED BY: DRAWN BY: ___TSCALT 'DATFO/ I100LE: ?i T I IDWG.: V M F SERIES 1000 & 1500 FLANGE VERTICAL DESIGN P ESS,U E CAPACITIES CAPACITY CAFAClTY CARAcTY CAPAClTi` cAPACiTY CAPAC6TY o CAFACiTY t CAAC xry3 s i 4x ° CAPACITY ' ielt % ils CAPACITY WINDOW s WINDOW = 1X2X1/8 1X2X1 f8 1XZX3f8 1X2X3/8 t z ajt x/ tx2 /tsx tx2 7%t 3f tx2 7jt / f f: TlP-TO-T1P TUNE Mt1LL TUBE Ml1LL TUBE MULL TUBE MULL TUBE MULL :TUBE MULL t TUBE MULL TUBE MULL TUBE MULL ;TUBE MULL :TUBE MULL ;TUBE MULLCALL ;TUBE MULL 2 ast t5 4 aNc ttz5 cu s 4 sts # s rcc t fs Si7c SIZE 2 r c a€s ; r c c u 2 ArcxaR f 4 cc tcs ze-acsw ss SECT- a -a -a 2 -(z) cT. a- `SECT. A -Ate sE T. - 4 s eT -{4 SECT. -a(s) ¢ s t. - SECT. - s sECT. - s) SECT. A- 336.52 732.42 a 791.81 1187.72 1791.81 1187.72 F 1187.72F12191 /8 X 26 732.42336.52 732.42 ` 336.52 692.83 336.52 _' 3 `19 1 $ X 38 3f 209.72 317.66 209.72 429.55 209.72 `456.46 ' 209.72 456.46 493.47 74€1.2fl 493.47 74 J.2(3 74C}.2C1 1 _ / P 14 _ E19 1/8 X 50 5f 131.23 ; 131.23 152.75 '77.46 152.75 . 193.92 _ f 152.75 271.83 ? 359.41 539.12 359.41 539.12 : 539.12 13 g4.13 127.29 ' t 27.29 135.81 139.09 135.81 194.97 319.55 F 46}.17 319.55 __ 479.33 E 479.33 145 119 1 /8 X 56 1 f 4 94. F 89.21 89.21 97.48 97.48 ` 1 19.85 136.64 22.t}2 423.C13 282 02 423.03 423.03 15 19 1 /8 X 63 65.97 ` 65.97 _ - -- -T ---- X 72 ` $ 43.49 _ 43.49 = 58.81 58.81 _ 64.27 64.27 i 90.09 90 09 . F 212.62 ; 212.62 296.98 296.98365.75 16 19 1/8 - _ _ _ _ _ 17 19 1 8 X 84 26.96 ' 26,96 36.45 36.45 39.83 39.83 55.84 55.84_ ° 131.79 131 79_ i 184.08 184.08 ; 294.03 262.87 572.13 618,52 f 927.78 652 1927.78 1927.78 1 H2 i 26 1 /2 X 26 ' 262.87 572.13 262.87 ' 541.20 262.87 ; 572.13 _ _ - - 6 1 2 X 38 3 8 157.93 ; 239.21 s 157.93 323.48 157.93 343.74 _ 157.93 343.74 371.61 s 557.41 371.61 `557.41 1557.41 1 H3 / f . _ -;- _ -r 1 H4 6 1/2 X 50 5/a` 97.25 97.25 113.20 131.51 1113.20 '1 143.71 113.20 201.45 266.35 _ `339,53 266.35 f 399.53 399.53 43 93.89 93.89 100.17 1 102.59 100.17 143.31 35.7D 1339.42 23s.70 ; 353.55 f 3s3.55 1456 1 /2 X 56 1 /4 69.43 i 69. r 65.51 65.51 171.58 ' 71.58 88.01 100.34 1 207.10 1236.83 ' 207.10 310.65 1 310.65 1 H5 26 1 /2 X 63 48.44 48.44 i ---- _ _- i r 31.79 31.79 42.99 142.99 = 46.9846.98 65.86 1 65.86 , 155.44 155.44 - 217.11 217.1 1 1267.38 1 F16 26 1 /2 X 72 T 1 H7 26 t 2 X 84 r19.62 19.62 126.53 26.53 i 28.99 28.99 40.64 40.64 ' 95.93 95.93 133.99 ° 133.99 E 214.02 lF _ -;---- --- Z 37 X 26 216.75 471.75 _ 2-16.75 471.75 1216.75 - 1471.75 i 216.75 471.75 _ f 51 { 765 ; 51 765 765 2 36 23 37 X 38 3/8 = 122.22 185.12 1122.22 2s0.32 i 22,22 ; 2 66.C1£J 122,22 266_04 287.57 r 431.36 (287<57 431.36 431. 24 7 X 50 5/8 r 73.34 - 73.34 85.36 9`9.17 € 85.36 ; 108.37 ? 85.36 = 151.91 } 200.86 301.29 i 200.86 301.29 1301.29 r- -- 56 1 4 51,97 51 .97 170.28 _ 70.28 - 74.98 176.79 _-_ i 74.98 107,65 176.43 E 254.47 176.43 j 264.64 264.64 245 -37 X / 25 37 X 63 36.01 36.it 48.7 48.74 s.21 f 53.21 65.43 74.59 ` 230.94 153.96176,}6 153,96 ; 23D 94 -__ ;.--- 47 23. 47 ; 31.74 € 31.74 34.69 134.69 a 48.62 : 48.62 € 114.76 14.76 ' 131.61 116C1 3Cl 197.41 26 37 X 72 23 P 1.74 - f 21. fa..29.81 29.81 i 70.36 1 70.36 98.27 98.27 _ 156.97 27 37 X 84 x 14.39 14.39 ; 19.46 %.46 j 21.26 _- -- -- _ -- T` 4 17 €34 45f1.85 676.28 450.85 676.28 i 676.28 32 53 1 /8 X 26 i 191.61 r 417. 04 191.61 1 394.49 191.61 417.0461` f -- - 02 i 98.38 201.51 98.38 214.14 °74t 38:, .4.14 : 231.50 ; 347.25 ! 231.50 347.25 € 347.25 33 -._3 1 /8 X 3€3 3/8; 98.38 14 _ .. -- - 94 00 € 231.01 - 154.00 F 231.01 231.01 343 1 f 8 X 50 5/8 56.23 _ F 56.23 65.45 76.C14 65.45 83.095 457 rt. _ , 53.17 _ ' S3 17 { 56.73 58.10 ! 56.73 - 8l .44 ; 133.48 _192.22 F133.4-- j 2t 0.23`--- 200.23 345_1 f8 X 56 1/4 39.32 ; 39.32 _ _ J 4 f 13, 1726317263 35 53 1 f $ X 63 26.92 ' 26=92 ; 36.40 36.40 39.78 39.78 i ; 48. 91 55.7 - $5 Cl8 1 60 1 15 €38 3fi 3 1 8 X 72 _ 17.34 7.34 ` 23. 5 23.45 1 25.62 125.62 € 35.92 135.92 84.77 - 84.77 97.21 1 18.41 145.82 3 -- f -- -- t -- r- i 120.81 37 s 53 1 8 X 84 _ 10.51 ' 10.51 14.21 E 14.21 15.53 i 15.53- t 21.77 21.77 51.39 , 5 31 9 71.78 171.78 3+ TRv a e SERIES 1000 1500 FLANGE VERTICAL FLORIDA SANFORD, FLORIDA MULLION DESIGN PRESSURE CAPACITIES _ SHEET 2ONS F TI NOTE: Aj NUMBER OF ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED AT EACH END. BY PR BY - DRAWN$} DESIGN PRESSURESCI1/ EN ARE FOR 1.5 X ; f03 - I iiG,l i¢ L 2 1000 S.H. JAMB (TYP.) I X a x 1/8 1000 S.H. TUBE MULLION JAMB (TYP.) mmyliggRamm 1=22WL SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION L—A Ll) 4I X 2 7/16 X 1/8 TUBE MULLION 1000 S,H, JAMB (TYP.) mm I tffa§tuta SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A (3) I X 4 X 1/8 TUBE MULLION 1 x 2 X 3/8 TUBE MULLION 8 X 1/2 SELF TAPPING SMS 2 X 4 X 3/8177BETWEENTUBEMULLIONSEALANTWINDOW FRAME 8, MULLION 1/ 2 SELF TAPPING SMS SECTION A —A (2) 1000 S,R I X 2 7/16 X 3/8 JAMB (TYP.) jC TUBE MULLION M = W lfwrmfittm 1 1/8' MIN. EMBEDMENT TWO BY WOOD BUCK BY OTHER-! 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN 8 X 1-1/2 SELF -WINDOW FLANGES SEALANT BETWEEN WINDOW FRAME TAPPING SMS & MULLION MULLION SECTJON A —A (7) 8X1-1/2 SELF TAPPING SMS DETAIL C C C-t-Tt N IA A iTU1X4X 3/ 8 ..BE MULLION A A mB (TYP.) 1000 S H 1000 S-H JAMB (TYP) JA I I M = W- 222WL SEALANTBETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLI12N 8 X 1-1/2 SELF TAPPING SMS SECTION A — A SHEATHING INSTALLATION ANCHOR # 8 WOOD SCREW (TYP.) EXTERNAL MULLION INSTALLATION CLIP APPLIES TO HEAD & SILL WHERE 1" X 4" 2" X 4" TUBE: MULLIONS ARE USED APPLIES TO HEAD & SILL WHERE 1" X 2" 1- X 2 7/16- TUBE MULLIONS ARE USED INSTALLATION ANCHOR 8 WOOD SCREW' DETAIL 8 (TYP.) SILL CLIP 1 1/ 6, MIN, EMBEDMENT SHEATHING I I W[UD FRAMING AUXILIARY PLATE FOR ADDITIONAL ANCHORS, WHEN REQUIRED) G G G 8 SELF TAPPING --,Z SMS ( TYP,) —\— DETAIL B MULLION ELEVATION VIEWED FROM EXTERIOR ffiffm INTERNATIONAI-,, INC FLORIDA EXTRUDERSSANFORD, , FLORIDA TITU:SER. 1000/1500 FIN SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: M S H I APPROVED BY: 6ATE. 2 / 6 / 0 2 ScALE: N TS IDWG.: 1VMFIN s i 403.67 i, : . s 251.57 274.84 WA 5.70 i # f! 1/2 189.44 OAKEN s 76. G! f 102.40 102.40 1153. 6020-88 t a s 52 '# X 25_• s i X 55, is 1 34.02 188.00 s X 71 74.34 WAM it a s a L: Tr- 7 T PERIMETER CAULK BY OTHERS SLIDING GLASS DOOR FRAME SILL SHIM AS RE`O'D SEE NOTES) CAULK BETWEEN DOOR FLANGE SHEATHING 19 INSTALLATION ANCHOR 8 SCREW TWO BY WOOD BY OTHERS 1/4' MAX. SHIM SPACE 1-1/8' MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT EMBEDMENT a 1-1/4' MIN. a D LIBERALLY APPLY J CAULKING UNDER SILL OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/16' DIA TAPCON SECTION A -A t— DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB TEMPERED GLASS TYP.) viffffmm SECTION B-B 4' MAX. SHIM SPACE TWO BY WOOD 0-i3-1/8 MIN. /- BY OTHERS MBE MENT / SLIDING GLASS i SHIM AS REQ'D. HOOK STRIP SEE NOTES) INSTALLATION ANCHOR 8 SCREW CAULK BETwEEN DOOR FLANGE SHEATHING SHEATHING BY OTHERS TEMPERED t STUCCO (TYP.) OR SIDING BY OTHERS EXTERIOR ELEVATION 2 PANEL DOOR SHOWN INSTALLATION ANCHOR OD RS 1-1/8, MIN. EMBEDMENT N Nib STRIPRIP DETAIL T S: 1) DOOR MATERIAL ALUMINUM ALLOY 6063. 2) a8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/8' INTO WOOD. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICGNIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT BEAD & JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAT. AROUND EXTERIOR OF DOOR_ 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART. USE ANCHOR QUANTITY LISTED WITH NEXI LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE R CONFIGURATION TO FINISHED OPENING, PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN. 8) GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM £1300 GLASS CHARTS. 9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. 10) .IAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 11) SHIM AS REQ'D. AT EA. SET OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK TO BE 1/4'. 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS, 13) WHERE 'X' REPRESENTS MOVING PANEL AND `O" REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS 'A -A', 'B-B' S HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED COW IGURATIONS, 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN, THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES- RED DESCRIPTION IREXTRUDERS FLjjINT. INC. SANFORD FL TITLE: SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS DRAWN BY: BB APPROVED BY: ATE: 12117101 SCALE: NTS DWG #:FLE)@027 SHT I OF PREPARED BY- PRODUCT A APPLICATION ENGENZERING, INC_ 250 INTERNATIONAL PKvY., SUITE 2254, HEATHR13W, FLORIDA, 32746, 447-BA5-0?65 FAx 447-805-0366 NOMINAL DOOR SIZE AND CONFIGURATION 4068 x X, 0 X, XO 5068 xx, Ox, XO 6068 XX, OX. XO 806e xx, Ox, X0 10068 X X , 0x, --X 0 5080 XX, OX. XD 6060 xx, Ox, X0 8080 xx, Ox, X0 10080 xx Ox X0 50100 XX, OX, XD 60100 xx, ox, X0 80100 XX, OX, XD 9068 OX0 12068 OXO 15068 OXO 9080 01x 0 12080 0X0 15080 DX0 90100 OX0 120100 OXO 9068 xxx 12068 XXX 15068 xxx 9080 xxx 12080 XXX 15020 xxx 50100 xxx 120100 xxx 10068 OxxO 12068 OxxO 16068 DXXO 10080 OxxO 12(leo OxxO 16080 OxxO 100100 oxx(l 120100 OxxO 160100 oxxo 10068 xxxx 12068 XXXX 16068 xxxx 10080 xxxx 12060 XXXX 16060 x x x1x i00100 XXX x 120100 XXXX 160100 xxxx 1-L r- ff SCREW INSTALLATION ANCHOR CHART DOOR SIZE 48 X 80 60 x so 72 X SO 96 x 80 120 X 80 60 x 96 72 X 96 96 x 96 120 X 96 60 x 120 72 X 120 96 X 120 log 1/6 x 80 145 1/8 X 80 181 1/8 x 80 log 1/8 X 96 145 1/8 X 96 181 1/8 x , 96 log 1/8 x 12-0 145 1/8 X 120 1061 5/8 x SO 142 5/8 X 80 178 5/8 X 80 106 5/8 X 96 142 5/8 X 96 178 5/8 X 96 106 5/8 x 120, 142 5/2 X 120 119 5/8 X 60 143 5/8 X 80 191 5/e x 20 119 15 / e 7-9-f;7 143 5/8 X 96 191 5/8 x 96 119 5/e x i20 143 5/8 X 120 191 5/8 X 120 1IT 1/4- X 20 141 1/4 X 80 IS 13 1/4 X 80 117 1/4 X 96 141- 1/4 X 96 189 1/4 X 96 117 1/4 X 120 141 1/4 X 120 181) 114 X 120 QUANTITIES IN HEAD & SILL UP TO 1 46 PSF TO 1 61 PSF TO 45 PSF 60 PSF 70 PSF 6 6 10 10 10 12 12 12 10 10 10 12 12 12 6 6 6 8 e 8 LO 12 LO— 12 12 14 14 14 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14 12 12 14 12 14 14 14 is Is 18 12 12 12 14 14 14 Is Is is 12 12 12 14 14 14 18 is 19 12 12 12 14 14 14 160 16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 11) QUANTITIES IN EA. JAMB UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 8 8 8--8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 IT— I 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 e 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 QUANTITIES IN EA. HOOK 7-- STRIP UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 6 6 6 7 6 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 7 5 7 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 7 6 7 4 4 4 4 4 4 4 4 4 5 5 5 5 7 7 7 4 4 4 4 4 4 4 4 4 5 5 5 7 5 7 7 ANCHOR NOTES 1) FOR MASONRY OPENING \.'/T\WCI BY WOOD BUCK USE: SAME ANCHOR QUANTITIES. V FLORIDA EXTRUDERS INT. IN. SANFORD, 'FL. TFILE; SANF 0 RD 'F L' SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS ENGINEER g2jE5=p E: 12 1/0Wpp"W DR?+ EB DATE:' 12121101 G .0 L E:dSCALE X001sc1p1-1Nr- CIVIL N.T.S. FLE:X0027 FL, REG. Na- REV- LETTER: S ET, 47182- 2 I ra wiA 0 1W re WIND IMPORUNCE FACT = 1.0 WIND EXPO RE CATE60RY = 5 AFFtICA5LE INTEFa4AL FjPES6URE COEFFICIENT i 0.I8 INCLUDED IN DESIGN WIND LOAD) DE5# WIND LOADS - WALLS = +22 , 45 P5F ROOF5 = +20 , -20 P5F C-30 P5F AT O'er S) VANGUARD/ FOX & JACOB ORLANDO DIVISION GENERAL NOTES SHEET INDEX SHALL CONTROL. CONTACT THE FIELD MANA6ER AITH AN*,( CONFLICTS 2. ON-&ITE VERIFICATION OF ALL DIMENSIONS AND CONDiTiON5 SHALL BE THE RESPONS151LITY OF THE SUB -CON TO . EACH SUB -CON ACTOR 5HALL REPORT TO THE FIELD MANA&ER ANY DISCREPANCY OR OTHER E5TIONS PERTAINING TO THE DRANIN&5 AND/OR 5CIFICATION5. 3. IT 15 THE INTENT THAT THESE DRAINING5 BE IN CONFORMANCE KITH THE 2001 FLOP,1DA BUILDINS CODE, AND ALL APPLICA15LE LOCAL, CITY, COUNTY, STATE AND FEDERAL CODES, ORDINANCES, L 5, GULATIONS AND RESTRICTIVE COVENANTS GO`RNING THE 51TE OF AORK. 4, ALL TRADES SHALL FURNIeH ALL LA50R, EOUIPMENT, MATERIALS, A PERFORM ALL Y40RK NECESSARY, INDICATED, A BLY INFERRED OR REOUjR, ED BY ANY CODE KTH JURISDICTION TO COMPLETE THEIR SCOPE OF NORK. OX & JACOBS Hows 407) 774— FAX; (407) 774-8477 P. 0- BOX 161613 ALTAMONTE SPRR4GS, fi 32716 J. AIMUSON PEJ 4MS C Al Al. l A A4 A5 A6 COVER SHEET FOUNDATION PLAN & DETAILS, WALL SECTIONS FOUNDATION DETAILS, CUNT. FLOOR PLANS EXTERIOR ELEVATIONS ELECTRICALIHVAC PLAN, INTER. ELEVATIONS, PLUMBING RISER DIAG., ELECTRICAL RISER DIAL. LINTEL DIAGRAM & TABLES FLOOR & ROOF TRUSS LAYOUTS NOTE: SHEET A-A.l - 'A' GABLE DETAILS) STRAPPING SCHEDULE GENERAL NOTES & DETAILS CHIMNEY, STAIR, & REPAIR DETAILS STRUCTURAL STAIR DETAIL OPT. CVD. PORCH DETAILS, OPT. STAIR RAIL DETAILS aie, Fax"> 11. V2, Olzrw Z)OUBLE 2x- TOP PLATE F!BeFrA.Ass ewl OYER 5-FELT OVER lAill 055 OR W COX ex),010 TfaASSES ISTR4FI-EV AS SHOW ON TRLI LAYOUT FT 00 Ovm IX& CDR OvIER 2X6 SUBPA&CIA ILV COW, A4-tm VENTM SOFFIT OBL 2X5 ll- FOR 4-6- MAX OPENM, VEIL 2>W FOR 5'-9'MAX CPe*r- URO, Z%4pm Lw ZX Wnop STuc,6 O!a w R-If p4SA- 11V STUCCO ONMTL- LATH OVER 5' FELT OVIER IA6' OSB- OR V2' COX 2X 501-TOMPLATE ON 3/4' TAG PLYWOOD 2X4 E50TTO9 PLATE OvER 3W4' T 4 G PLYUX)OD — 2X4 OONT. BAND BOARD FLOOR TRIISS STF14PPIED AS S"Cu" ION TRUSS LAYOUT OR Cn- 1051 OR 1/7, DfZyv14LL ALT. 2-STORY ATTAC44-EW 17VER DK2 FLIRRtr, VTL 844CAM ol R-5 LNTEL 51-00' , WA S BAR 2x P-T. 5m U04E, Lw PfRECAST WITH (" - S PLATE 'IV 1f2'>W CPW-. SLAB U"N f, rT OR CPFATER AR. 32' Cl- 44 DYER PRECAST CCI,4C, BILL 1147'004S, SLAB OVER 6 MR- VAAC-OR 0"" TREATED, 5ARZRIER OVER TOTED, i. FN45H OVER OVER & MIL VAPOR Ot"IPACTED FILLC _7 Cm-', Z,,— CM BLOCK W,'5 D,71IEL-6 S 40IW LOl ON FOLNIDATION PLAN 13AIRBRER OVER TFFATECI, C,71PACTIEO FILL WALL SECTION - FRAME OVER CMU TWOWDTWO STORYI (--.- 09 V,, I cotic- BLAB tW F15l C1,sR6 MIL. VAPOR 1I OVER TEIRMiTIF - tRVATED, SELL COMI FELL F4BfERr,LA58 SHW LI=5 OVER F,' FELT OVER If** 055 Uk-AOD TRI 5TRAPPEP AS 544CIIA4 ON TF4156 LAYOUT P.T. W OVER " CDR OVER 2X,6 SU5FASCIA W/ CONT. ALUII VENTED 5-OFFRT DBL. 2X5 HEADIER LNLE5,5 OTHER05E NOTEC, ON PLAN UR4DM UCT 2x Woov STLr* - v" or- lia. STUCCO ON MTL LATH OvER B' FELT cVFR -V* I 2X BOTTOM PLATE ON 3/4"ll C.SB. 2X4 CONT. EAJIV BOARD) FLOOR TRUSS 151RAPPED 45 ON TRUSS LAYOUT L04TEL BLOCK WA - 5 BAR 3 • 5 EARS WALL SECTION-@ FILLED CELL -TWO STORYELLF' C "C LWALLSINGLELINTEL S'o FELT OVER M6, ozmORV.11 crlx wop TFar-GES STRAPPED AS SHOWN If:*4 TRUE-6 LAYOUT D12 Ill OVER CDR chltR 2xfi SLBI W CCI ALut VENTEP Sol rBl- 2X5 I-iEAVER FOR 4'-&' MAX OFF1^iiNG OeL 2>30 VEAL>ERFOR V-s' KAX OFENR,&-. UND, WRICIOW t"T 2x - MKX O, STLvB, - Ifl w R-1 IHSLL. I/V sON MTL LATH OVER ffi- PELT ONI-Ep, IA11 Ol OR V21 Cox FLOOR TFUSIS STF-4l AS SwOJN ON TIRU55 LAYOUT OR ALT. 2-STORY A11AC34-IENT 54OUN Dom_. ZX - TOP PLATE E;eL. 7X5 HEADER FOR 4'-&' MAX al ' Df3L- 2XIO d-EADBR FOR5-3- MAX , ue' vow Lw 2X - UIOOP STUDS - y" Or- w/ R- R Nall- 20. 3 - F, BAR. wc WALL SECTION - FRAME TWO STORY OVER TREATED ACTED FUewGRACE 5 BARS 0 MONOLITHIC SLAB - Cmu TWO STORY W' J SH 6 MIL VAPOR OVER TREATED 0011PACIED FU 5 REBAR T. AA DEPRESSED SLAB BEARING@ GARAGE TWO STORY 2-x; r STE, V2'STRAJEP criftitr. 1/2' THI Fm _=(Z, Qt 2',Cr 57L ALTERNATE 2- STORY 2 STL, V2' STPAJEHT V2'TH; EAE3M 0 U` 2' X8* A A. B.32' 04 ALTERNATE 2- STORY ATTACHMENT(BLqqK WOOD) 85 LNTE- FILLED W tiv-_ LUNT. VERTIC AL F4MAP, SINGLE COURSE LINTEL 31 AB III G, SLAB01, ER TREATED CGI M I # 5 REBAR CPNT GRADE THICXENED SLAB NON BEARING 6 E C C PA flos N tKINLOAD BRO- WALL T I 15RERARCONT. AA 3 1/ 2- CONC. SL W/f- ERMESH OVER 6 mm VAPOR BARR- ER OVER TREATED CGWAC-ffD FAL DEPRESSED SLAB NON BEARING 0 GARAGE SLAB FOUI S 6 WILVAPOWMARRIER M rATOCOWACTPFXLcz:IRNER BAR uv STD. -- 7 5 HMZ. BAR 5 13AFZ Cm Cllct 4a FILLED 3 5 RESAR F TO P COURSE CHAR BLOCK @3 THICKENED SLAB E I W BEARINGWALLCHAIRBLOCK UNDER FRAM£ LINTEL BEAM REINFORCING TWO STORY FOUNDATION DETAILS & WALL SECTIONS — MONOLITHIC SCALE, 4/ 4" = 1'--T FOUND AT I ON/ELUMNG V-0' 407) 774- 900-3 FAX (407) 774 R Pol BOX 16IS13 ALTAVI SPBINGS, FL 32716 THOMAS J. ANDERSON PEI 47819 u, Ucen- se MAR2nh MAXI njM SPI OF FILLED CELLS CELLS TRkT CAN RESIST A 930 MPH, LOA13 IE-Sl A Ell T = 72 FSF MP AL[ IN I-OLLOW COREUWTS n 25 - AT-J. 53 TABLE tOJ SEE-TION PROFIERTIES, 8' PAR Ell VIALL = 45. 43' OtASia4ARY STR-ERRES AF-J) M = M- 1 a S = W-L"2/ 8XT = 46.43, 1 = 10.4 FT, Lf,E 8°-0- HDRIZ. Ell - 9-4'F-Eft-1W. MAX. 4FS = I-V 15E bl- w HEIRIZ. SPA"Ems - SDI -a* TO Iz-T EEILfw. I'DNX USE U- 0' 1-0RIZ SPI - 12'-& Tn f&CER-RE. 1", 4 AM LINTEL & 4,v *s cow, m Rl HET, 01- a) ANCHORAGE TAPCON: SHEAR STRENGTH X BLOCK TO EXT. FRAME CONNECTION (TYP. SPACING' SHEAR STRENGTH ANCHOR ANCHOR LIGHTWEIGHT TAPCON: 3/16" E'o 12" 0 ANCHOR EMBEDMENT HOLLOW BLOCKE3/16- EXP. BOLT: 1/2" @ 48- 0. 1-1/2" 846 LBS. I / 1075 LBS- 1/4- 1-1 2" 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 EXPANSION BOLTS: RAWLS PRODUCT LOCATION EMBED DIA. IMIN. EDGE ALLOWABLE ALLOWABLE DEPTH DISTANCE PULLOUT SHEAR TR RA -BOLT MASONROUTEDY1,5" 761 LBS, 1765 LBS. RAWL- BOLT CONCRETE 3" 1/2-1 2.5" 1831 LBS. 2537 LBS, DETAIL DENOTES PIPE F' A65lW-- THE-Otn" STEM WALL DETAIL DENOTE& F'IF'E SLEEVE 51-4ALLf3F- PA551W-i THF-GtriH FOOTIW-3 2 51ZE6 LARGER THAN GRGUTEID SOLI PIPE PA55INr-j THROUG-aH SLEEVE SHALL BE AROUNDPIPE2SIZESLAFG;ER THAN SLEEVEPIPEPA,5SIW.:: THROUGH THICKENED SLA5 UNDER SEE FOLPVATION PLAN FOR REE3AR CUANTITY 5 REf3AR WITHIN FOOTIW, —Y CONC-RETE FOOTER W1 25" MIN, SPLICE OVERLAP (SEE FOUNDATION PLAN FOR SIZE) TYPICAL FOOTING DETAIL Ucense # 53989 AR 1 9 2003 w 0 1 0 TIE L ------- i-- 4A. ' eI"-M-01 w7j sheet: A A ou 11-4. SH-25 SH-25 f+22/ _24) f+22/ -24) EI_ sS fM1 tp k iliJ frkR BED 'J jt f3ED *2 0fLATOL& B'RAYCIA s - f2'-0 q) L¢ _ _ T-ff V2' 3'-' 6a lXutF 1 M I i4} BATH BATH "2 LJA11LRATCL& L RR 6 RAT2"S 8 2 1/ 2' m i L iro 3'-r 3'-9° u'-N tft 1- R 15 x AUR TO HAVE MRIL OF 4' CLEARANCE ON ALL SVES AND ENCI-0--tIRE SPACE SMALL 6E tM 12' CUADER THAN BED* 4OPTc.i aMA6TER BEDRM RRAT AYCL aL, aSIRAT au RR CARfERR f5'-3 fYl° 3'-r 2V-4 W L" 4 au zx4 ? EGRESS ZE ccL25f+ - 24) s r L SH-25 SH-25 2e1 - 22/ - 24) (+22 -29) f+Z!/ EGRESS 1'_ 0* 20'-8° 4®'-fl 2nd FLOOR PLA SCALE = '14 I'-V NOTE EXTERIOR WALLS II)EME VERIFIED SUFFICIENT FOR e4-EAR LOADS NOTE- ALL INTERIOR WALLS TO BE 3 1/2' eo ui a za EW25J) f=2f+22J -24) f+Z2/ -4 J c cl Eq I 6-- I3 iC 6-2 YFL i p4X3 KITCHEN ul NOOK ffi'Ti& T CL!a S RAT CV4p a41 RR xL3RFAMILYFVS'RATaA L CAA EiRR - k= O O 4 Y STACK o 2 ai sti 1%S 2,_4" G iL i1 A i f IT f+ L DAY + ® pM1 r kn Q € f_ 1t, %' siAxgeidq iY p $ 9L ry L2- CAR G ° DIN FM ` s i pcaa sRAxuv. I; a' 201-03/ 8' y m u3m ty o Y Qt+ P 5TCP v p r p SWdWALL 1 ILI Sl ! p LIVING3 Wl - e e'RAT qfx. ® I p 1 $ P x+ L Vfus _ f / -23) M Q9 ENGINEERING Z 2SF em S. @[sX sIa s{arf Iae 3 PM1St%/3 OR37218r#iJ, a PO 4ntsHill 15tELOORPLAN 50 FT GALGUl AT1O 5 $ $ 1 Ist FLOM Leo2 3t f i HALVSTAIR WELL ? STAIR INFORMATION 2nd L 1 Ill... GAME RM, 9#-° TOTAL LIVING A2EA 25 11 is i/2" LANAI o 91 f4 p 10' EN-H ENTRY - 15 -4 O fg STAi . rpr- CLJT D Ca 421 2x12 A}L TOTAL AREA ENTRY' H56ALEZ tars. RomROOF2sl* RM,. ° f : SEE STAR I3ETAfL xb BACK -IN 5TRLETLIRAL EHEETSPATIO 4P> 2x#2 5TFJCDW.TF; 3_ETfDN INFORMATtOK) TOTAL2 2 en aq 2rd F9d i3 R D a RIXiR RD0F PficH F RL'OR. G 1YF -Qii E -See°= P-O' FRONLESCALE = ai4ee =•1_0« — RX.F PiTC 4 L r PLDO(K .-- m __-_ GR1tDE 44tW-LE5 I Flat tX'(1 { 4 LE ; FAN f' C$U 1 _rr . j#}] IIJ `+] 4 i sr. ti eii k0 X b, 4 i0 X b i — ® T' y 854 TA]R5 LI GM iFdN WATFR PROOF FSG. 510KE DETF=R (9ALI rONT) 1 a fsT FEL_ pwae REG /1} AW-Tiom a6 CE&K FATS {$iDi 1 D T r--i RLO Fl," 1 ROOR CUT.£' 3 -J-3-i TRACK SWD4 3 WAT SOT04 8` 4 UAYswa4 D LY94T NAP(JR F'R-IOF) ,}{.. CEABYs FdN SALE 3 114' = V-0° fa 9 KITCHEN A KITCHEN B KITCHEN C SCALE- bL -5TW V OF11 VANRY rIA.4' co g — EEL- OPT.s VAWTY 4o 28 BATH I3 BAN E PEER W F INTERIOR ELEVA71ONS m R° Y.TR LAv ! VI' 3' Cam, Wlv Re Vr I' 3" r 3° LAv ] iR• Lr-3• Y 4' G, L 3• 3° 25041 PLUM51N& RISER TO P'FL OPT, C-f.3 #'.#[T OPT, CD Ks.?TO -O ag SCALE = 1/4' = P-0' s lcAOY€ w ENC31NEERING 0 s 0._§ 2 MI t gQJANTiTYEOWMITBREAKER {iCT 2 1 4VA 2A _ 8 0 30A2 ] VRTEF 2A 5a 5J,00 20A te u l gT', 20A VP II zOA W tt 540 20A W 2 2 94ALL APPL 20AW _ p b 6 Lr4-FM6 15A OF M btOEq q ] R &A VP I4 600 b PADDLE PAFY> fkbJ ALP - k Soo a 'r 2 / 0 5ER CABLE o#Z-TOTAL EVATTW 330,460 i U A1 3E S(3 4tiD9 a-avr., by: dnna desu3n 50pA -- URTER /3 N 8 WATTS Lf — 9'i-224a7 P App. IM W3 AD 3~ WAM 30M WATTS L1 DW-W24 V3 TOTAL 4 BARc Cat TOTAL LOAD A'PS 2013 Amy 5"eul. SERADE SCZf w 25,011 ELECTRICAL RISER IiIAG-1150 A 4 KRE SERVICEELECTRICAL- RISER IiIACG-1150 A 4 KRE SERVICE of: n ME I I I >- I 121 111 Is 4e,^ST-6RIETIC2509 V V LINTEL SCHED. LINTEL NO. LEN6TH PrFE COMMENT5 L 1 1-71-41 F16-0/1T ALLIED LINTEL. A-0 L 2 71-61 eFI&-OAT ALLIED LIMTIEL= A-5 L 3 Fl&-lf3AT ALLIED LINTEL: A-5 L 4 8F16-05AT ALLIED LINTEL= A-3 L 5 L & 71-6l 4'-6" 5FIb—OAT 8F96-,05AT ALLIED LINTEL: A-5 ALLIED LINTEL: A-3 Ll 4'- aFl&-OBAT ALLIED LINTEL: A-5 L & 8FF14-05/lT_ ALLIED LINTEL: v I T HAl t dtel LLJ F- SE 4a.a H 0 al'10-15AT r5FI2-15/!T aFa-IEVIT LINTEL SECTIONS 95 MMOR AT TOP Iw ft) pr v t-4/2, 1:4 F a F"I l M'1*1 6RO 1 U TrOF -, flZaAR AT eCrrTOM LWZ_ GAVtTr RE5AR AT BC CM LWEL Cl^,Alr AT BOi OM F_-1W-0Pl_NS W L*rr-L M ?#117H jGAAANTIN OF 5' 10KH'Q_ ml 4 (VARIES) HOMMAL :_-D15W FFZ-5AR AT TOE' 7rFE DE51(5NATION 2509 LINTEL DIAGf G AR,.RT.) SCALE: N.T.S. 4lm$ftVjrq4ft*1PWTM, P'L m mm A R 19 2093 I sag H Lu D aG z C) U-) C14 ch- by: 22-M sheet. A5 of: j CAST-CRETE SAFE LOAD TABLES MATERIALS I FOR GRAVITY, UPLIFT & LATERAL LOADS I- F 2 :,-- P,. 5. Vc grout = 5000 psl w1 max 5/6' aggregate. 4. CQr1c4`et0 per ASTM r-qo w mkikrwm not '70-0a co I1100 psi. 57-f-I5- P_sb provided In precast -Intel1rz A615 6F-60. Field rebcv- per ASTM A6i5 6R40 or &R60. 2-70 I re, X= per ASTM A416 grade 71 '7/32 Kre per A5TM A510 5_ per A-STH C270 M or S. GENERAL NOTES 1. Provide full heed and bed joht5, 2- ShOre filled Hn*els as red. 3, tnstcdlotlon of lintel nxet comply ycth the architectural cn,dlorstrv,:,tvral draw".. 4. LhnLai5 are, mcnjfactvred with 5-1/2' long notches at the o;,,ds toverticalCellreilforcIngandvt - 5 lintels lte15meet or exceedL/5&0 vertical ci_-Pvt=xcept Dnteis I7'- 4' and longer with a nominal hoi,3htaf a' maot or cxc eed Llla 0. 6. Bottom Fi-' rejaar to be located at the bottom of the fintei cavity 7/ 32' cliamater wire 5ti .. ps are welded to the, bottom steel for b. = t- r1cc-=e may be provkied In cornpa-aftelintel In ;Iav of concrete masonry units. Zle.' Mrazr,=ed on rational clo5ign cnoiys' Per SAFE LG)617TAOLE NOTES 1. All volvc5 based on mfnbrwn 4' beerinq. Exception: Safe foods for unfilled lintols must be reelul_e& by 20% if bearing length is less t1non 6-1/2'- 1, ofetOO65 for all recessed lintels based on 5' nominal bearingi- 2. N.R. - Not Roted. 3- Safe loads ore total 5voerimpo5cd ollar4aale load on the carbon specified. 4. 5aFo loads based on grade 40 or grade 60 field rebar. 5. AddItional lateral load 60poelty can be obtwne-el by the designer by providing addlaral reinforced osor" dCr,.rvebe precast lintel, 6. One #7 rebar may be substituted for two #5 rebars in 5' lintels only. 7, 7he de5L3no, may evaluate concentrated loods from the sole load tables bq coir'VICtIng the MoxilTwn resisting moment and shear of cl-osoy from the Face of support. 5- For composite Mtol K--I snot shown, c safe load from next loser height- 1. Ali Safe loods in units oplcv r,65per foot, a in 8" PRECAST Vd 2" RECESS__DOOR U—LINTELS FZ1: 7UC,EVALUE BY 15% FOR CFEAZ;1F 40 FIELD FEE-5ARw* WgWa QWWOS, P 1216-=! l lig I ii REDUCE VALUE BY 25% FOR GRADE 40 FIELD REE3AR NOTES: I ALLIED LINTEL TABLES MATERIALS 4 INSTALLATION L rehcr in precast Intel 6P-60per ASTM 1,6152, ralbor in poured bear, 6R40 per A5TM A6I5 5 f'G for precast lint15 4- Vc for fIeld 5, conrretc masonry units per A5TM C-90 tar perASTMr-270 hqe M or 5 b. caicuiaiforns Fjchard Nl-a or, PE, Engine-tne Ir4 7shore ail corrpasita llnte#s 4' O.G. 8. .11 conposit. i-a- catcufated with 1115 top of m ked on —Inal5' bearing 10. oil toad5smarm _ F=Par lv foot not11, For I. ngthtlisnextIoncj' length for 5of. toad FIELD F'.F_ 54F, C-;F- 40 R3III CGINGfRETE FILL L w FIELD FEBAR aR 40 uL WIQM ALLIEDGRAVITY FE LOAD TABLE FDR $" h[C RETE LINTELS LINTEL NO, LENGTH UNFILLED 8"X8' FILLED LED 5" 8"XI2" 8'Xi5- FILLED FILLED 8- X20- FILLED X 4FILLED 8-X28- FILLED 8-X32- FtLLID A -I61541 62-5-7 qloi25120CIO 1200012000 12000 12000 5523-7 br' 52 1144012000-12000 12000 4'6' 20eli iq 14 5?,6"7 46t6 72&11 e/10i 14,124A-4 5101 1123 1050 1H10 5-356 5.104t'37 5350 7V1. 102 1056 24e,5 1& 44 2542 E32q4 4021 4--7q-O 5522 A-& 1'4' 656 636 1112 15E54 11:114 2456 21025546 AfT 10'rol 4a i455 54-7 11-70 1522 1815-1 22FI 2556 A-5 1114, 502 612 1125 1530 2c1c'12 2455 21-31 3359 A-14 12151 421 4e a 900 1224 1604 10165 2560 2-72; A-10 15' 4' 31 5 41`1 n4 1 C113 Ia5i 1&'12 2024 2544 14'0' 54: 2 a-75 6190 1155 l233 1_540 wa 2091A-12 14' 5' 50a 554 11b &42 110a 1552 1624 0-7-1 A15 2- 72 2455 qeO 1350 A-14 1114-_ 2_50 31 5411b 5 so 115a 1405 1&-115 11150 A-15 201c" 22 5 305 475 -U 4 1300 I5_70 1&31 ALLIED UPLIFT AND LATERAL SAFE LOADS FOR R- (-.f)Nf.RFTF "tj. TEL2 - 8-28- -- - TERAL LOAD LINTEL NO. LENGTHUNFILLEDMFILLEDFILLEDIFILLEDFILLED8X4 FILLED FILLED FILLED 8X8 FILLED A-1 2' 10' 5096 5150 illli 1 t0000 t000c t0000 l0000 ic000 4405 A-2 Ib76 5445 10000 10000 10000 i0000 1000o 2-1112 A-3111. 101b 1051 4224 5900 a203 1440 10000 iococ 1415 A-4 5110, 575 603 2550 3311 4500 5305 6766 7a4a 717 5 716, 345 570 1421 I'M 2552 3514 3b67 4600 661 A-& 44' 225 252 954 3246 1665 20511 2542 244-1 423 A-1 iolf" 155 2CIq 756 1 104 1 15411 1662 202--5 1 2347329A-6 11' 4' 505 555 652 9j7 1170 4452 1-154 1 202H 451 A-11 1215' 247 252 615 760 1-11 1232 1464 1 695 357 A-10 15' 4' 253 255 5lo 705 512 It0q 430e I504 520 A-11 14' 0' 225 324 4-0 652 1524 10213 11416 1305 2e,5 A-12 1415' MI 215 442 bog 76.1 955 1106 4260 262 A-15 r7' 4- 1 145253 554 4H5 605 755 H42 A-15 1 IZ4 114 203 505 1 2- M, 42-0 405 525 504 65- 7 50 71— 10 Z 11516 lq 4X4, 7X4 ROOF TRUSS LAYOUT mls. ROOF TRUSS ANCHORAGE: NOLI ) USE (1) TYPE 'C" (OR 9frORCHANGABLE TW) FOR TRUSS To FRAME WALL OR BEW CONNECTM UM-M NoTm 07HMVASE 2) USE (1) T PE 'A' (OR WTERaiANGAaE 0 BLOCK WALL aRgaf-14 .10R *(TUICH E TIE) EUSE Em r—IR-11Tw FOR ALL JOIST H-14CM CONECTIOKS (tW) 4) USE (3) 16d OR (3) .131 x 3 PASELOOE GM WJL TO FASTEN TO W Gmet cr&B) 0-4-1 W p--.ATIONAL DESIGN SPECIFICATIONS FOR WOOD COFROM TABLE & 8c - -NAILS AND SPIKES - LATERAL LOAD DE3tGN VALUES NAIL SPLAR VALUE (bs-) ad 10d " I 12- 15d NOTE: SEE TRUSS MFG.S ENGINEERING AND LAYOUTS FOR TRUSS -TO -TRUSS CONNECTORS w 17- 4-12 PLATE HT. FF-- 8- 0-0 PLATE HT, F==== I FLOOR TRUSS LAYOUT 'A' & )B' N. T-s- HELD BACK 1 " i hom iAPNEUMATICEWALfVALANT MAY BE SUBSTITUTED FOR ANY HAND UAL T Tlms 192003 U BRACING RECK11REMIE14TS 5.NO 2x4 2X4 2>6 V ERAC-F 'L EPALE V BRALE 4 4 17-8' r . I y3'-0' - 4 8'-u- -11-5- 111-01 - L51-bw 5RAC:E- MJST EXTEND AT LEAST W% OF WEE, LE?4G49 C.AELE TRUr-6 smp--OK A35 0 31-01 Oc.- 2.4 SPF UCE OR 5ETTER Vqp w OR LATERAL 5RACE5 * 4'-Ol STR.Ap Th-E 10, O.C- ATTAC44 (2) 46d TOEt"n- c, Or-) 10d MAILS 4' 0,C. IOd"L6 - 4' Or- 2x4 DRYWALL 1NAILER E 2x4 TOP PLATE TYPICAL GABLEATTACHMENT TO WOOD FRAMING END WALL spmTws Pa rALLATION 15 N ADDIMON TO BR,4cp- jr, RE =JRO'iERT5 OF ROOF -44EATM- k.- OVER TFI*SE5 HALtr. ZONES) 13ACKNAL dv ( 2) Wd t4ML5 BAY-2 wo 24* L' 5P- ACE TO E>aEND AT LEAST W% OF 114 (SEE TA5LE) 2X4 PANEL 5LOCrJW1 -- FOR T14r ( 2) ROIZ OF =fSr FROM EA END TYMCAL ATTACPEZ) UV ( 2) Wd TOENAIL5 ayfIvil 914LL 50 5t1-1< R4 IA35* aJ AT 31-01 OA:;, 2x4 DRTUALL NAIL Do 2.. TOP PLATE 11 OF_ V21 (!; Dx 2.4 r4Ar.. eR4CE - 4B' OC- V (4) 10d NAILS - EA, END f4f;?,ST BAYS ai qi GABLE Mr-6 STRAPTYFE 4a, Ora % 0.$ N16ALS 4' Or- 0d NAIL$ - 4- Oc OVERLAP S- 1EATWW. tLV Mkt. SM- ICE 2,4 5TU118 - V11 or- Wf 2x4 MOCKM 4 MID SPAN UZI FRAMM WALL) 2x4 LE TO MATC44 EOTTOM GHOF Z? 51-OPE OF 5--L1,eOR TF4.165 ATTAC34 TO UED6 UXTA C TERS OF (2) hz d MAJLSC.Ae- E TFM55 UE5 SECT 13 DaUaLE 'L' 5P-ACE DETAIL 2x4 LEDGER TO MATCH BOTTOM SLOPE or -,-- LSSOR 2x4 EIA-00<0 - 48' Or-- ATTACH TO WEP-6 UTW CLL*= I---- OF (2) & Od HAIL6 -ILI 5RACE ATTACHED UY lod NAILS 41 Or- TYPr-AL K_J, S45LE TRIZ9 IM 5ECTION E, IW, LrmILIBRACE DETAIL GABLE END BRAChNG DETAL UMqD _.f EED oo t-F14 rjEAt4 WALL ;4E)Cd-n U1TO 3V-V d--w- d byd dmg. ded.d by -- Oft VkgWa CapanVS, P.E. Sheet ENGINEERING A 4M)» ( 4M 774-SM Florida se # 53989 PA M 3ALMMOOMSpfffltcs R -,Me A&A TMI&S A MOMMM M 4M" AR TR I EL= ! PRODCOMPLIANCEDESCRIPTIONDESCRIPTIONLISTING PASTE R5 DESIGN LOADS (LBS.) LIFT MAX. DFLISYP SPF A CODE META18 CONCRETE STRAP SBCCI 9603 1 I 14-10dx1.5", 2 I 10-16d — 1500 1495 H5 HURRICANE CLIP NER 393,422,432 4-8d, 4-8d 1485 455 265 C MTS16 TWIST TIE NER 413 14-10d 3116 1000 860 D LSTA30 STRAP TIE NER 413, 443 22-10d 1670 1670 E HUS26 SINGLE FACE MOUNT HANGER NER 393 14-16d 6— 16d 10000 1550 1110 F HUS26-2 DOUBLE FACE MOUNT HANGER NER 393 4-16d 4-16d 8033 1080 775 ML MBHA3.56 7.25 MASONRU HANGER 8" SBCCI 9603 18-10d, 2 ATR 3 40 x 8" 5955 1885 1355 MIS MBHA3.56 9,25 MASONRY HANGER 9.25 SBCCI 9603 14-10d, 2 ATR 34"0 x 8" 6050 3145 2260 MG MBHA3.56 11.25 MASONRY HANGER 12" SBCCI 9603 14-10, 2 ATR 3 4 x 8" 6050 3145 2260 0 HD8A HOLDOWN TO 3" WOOD NER 393,469 3 7 8"0 A.B. 28667 6465 4650 Q SP4 TOP PLAT ANCHORS 4X NER 432,443,499 6-10d x 1.5" 2917 735 530 R SP6 TOP PLATE ANCHOR 6X NER 432,443,499 6-10d x 1.5" 2917 735 530 HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d 3 4"4 car LBP 5 8"O 28333 8665 6485 AA BC4 POST ANCHOR & CAP 4x4 NER 421 3-16d 3-16d 3100 980 700 BB BC6 POST ANCHOR & CAP 6x6 NER 421 6-16d 6-16d 4700 1050 750 CC BC46 POST ANCHOR & CAP 4x6 NER 421 6-16d 3-16d 3100 980 700 GG HTS20 HEAVY TWST TIE NER 413 24-10d x 1.5" 4430 1450 1245 HD2A HOLDOIN TO 3" MOOD NER 393,469 2 5 8"0 12150 2775 2000 MM HETA20 HEAVY CONCRETE STRAP NER 393 469 1 I 14-10dx1.5 , 2 I 14-10d — i735 1495 LL HHETA20 CONCRETE STRAP NER 393,469 1 I 17-10dx1.5", 2 I 15-16d — 2130 1860 Q MTT28B HOLDDO NER 393 432 24-16d AND 5 8" OR 3 4" DIA AT— 4455 4455 tWRIC.41YE ENeINEERING J 3 w 0 LL 0 Q. w V-ivd KALS WALL STUDS 4 HEADER ROCIF FRAM*rS 1' DtAm- ZONE is CIALLEC> FOR ON C' W1 1440d NAILS I SEF OD OR CHART ALL PLYUX>-D PANEL EDGES L4F44R46mzo sF. BOTTOM OF HEADER ci FOR TFar-6 STRAPS) Sd NAILS AT,&' Of -- ad MAILS AT 4' Oj:' , OR EQVALtVAI-IENU HE DOUBLE TOP PLATE raJALWALENT M Ttc NAIL AT LtTC342) 2.10 uv 112, ::vx r I/r., ose, or, pr Tr- AT SUFPO ITM EDGES sko EDGES ExtERIOR % OT,,,, NAMAEP V lod GALV, BLOCKR r. AND 12'04, 17, OC. FIELD FOR 0 FEELD FOR SWA )ED AREAS ARF OF Rc CF 4' Or- EDGES AND OF RCOF 12, Oic. FIELD STUDS 2x4 flT, WALL STUD W1 6HEATI- OR L71 CDX Typ3) V2'DiA, ANCHOR BOLTS, TO BLocr FILL SC, CICVINECTOR-5 V2'DIA, x &ANC44OR BC LTS C, &* I'm To FatkIpAVOI4 tW 2'.2o)(Ve'WASI,ERS, LOCATED UTWIN &' OF EAC14 END AND 32' OC. ROOF SHEATHING- NAILING00S MAX EL- 1 TT PATERN DETAILL _etjEI" _2x4 FT BOTTOM PLATE 6TF-64. EVERY OTI-ER STUD TYPICAL FRAMIWG; AND CONNECTION5 FOR OFENIN65 OCKW, -, FLOOR FRAMNG pLOCKIW FRQUIP DE 2X4 FEPF,0VJf3LIN TIE 44OUN p 24" O/C) 4_ FIRST TFRAMING SPACES AT 48' O.G. REMAINDER To EIE BLOCKED AT 56' 0!-- OR RAT Rl A5 : FASTEN FLOOR SHEATH W3 TO FRAMIty, W1 Wj-,i4 Bd OR 6a POT DIPPEF, GALVANIZED NAILS AT THE FOLLOUW. 6PACW- 1) 6' ON CENTER AT ALL PANEL EDGE FRAMW, 2)12' ON CENTER AT ALL IATE FF-AkIW, L 5LOCKJW, - 45- 01C MAX IN FIRST THREE Fp-4MP-r 3 SPACES 4 '/,' O)~. TWEREFOREFLOORBRACING AT ENDWALLS WOOD TRY' S STRAPPED AS 5WOU4 ON TRUSS LAYOUT — f2) 2X- TOP PLATE - OOL 2X5 HEADER FOR 4'-&- MAX OFEN1Ms, DaL, 7XIO FO R OR 5-3- 7x- 5LOCKW. ATMID -SPAN — IoS' OC, STUD 5PACRir. FOR AST. ewl. FRAME WALL G PLATE ANC44OR EVERY EVERY OTHER STUD (TTP) EXPBOLT ANC44OR45E 24- OC— STFA- Te EVERY 3, d STUD CONTECTW, FLOOR TF5zs TO 2-1 FLOOR STUD 2X- MOCKW, AT T-IIDSPAN - I6l 01C. STUD PAr- NG FORR4T, BFY FRAME WALL FLATEAW- 44CR EVERY OTHER STUD (TYP, TOP 4 BOTTOM) a. ExPAN& ION BOLT All 24' Or-- — 1/ I6'OS` B- 5I4EATHft. 2X4 MSTiL S 16"04;. BOTTOM PLATE 3/4' PL 'TWOOQ @) 1-2X4 ZX4 AND 50ARE> E F FLOOR TRUSS 241 O.C. a5l mzz NEW FLOOR TR15' FIWN FRAMING Sc STRAPPINGINTER. BP, G. WALL @DOOR (15W2 FFP-A IW-i 4 5TfP-AF'FqW-:; INTFzF- I oe- 5f- WALL -s FF-AMIW-:t 2STORY WOOD, TFar-15 5TR,aF1'ED AS ON TRUSS LAYOUT2- 2X4 T-F PLATE 6- 1 T. OlCMU 2X4 . fTS_/ 9) PLATE ANCHOfEVER9r, OTHER STUD fTYP STUD 4 BOTTOM) W, x a, EXPA145toN BOLTS 481 OC- CM WALL—_ TBJS-I- All KWFRAMING & STRAPPING KNEEWALL OVER CMUUX)OD TR-r-lS STRAPPED AS swow CN TRLW LAYOUT 2'X- 51-0-- KINS AT MtDSPAN VI' 0C. STUD SPACR-r, FOR VT. 13Rr- FF-41-= WALL QPLATE ANsjqoR EVERY OTHER STUD ( TY'R TOP 4 BOTTOM) — 1/71xw ID<F. BOLTS 32, 01C EXTERIGIR WALL SHEATHING wst EXTERIOR ' C WALL :F F NAILING3 PATTERN -DE TAILaxI5xv, P1, 2X6 uvV2, DIAIlt cra (TYR) 501-TS - 45'M4X UV TES 6'EI-15ED- (TYP) PT. ZX4 FILLER CUINAILEP EV MAILS P'T. 2X6 av V2, DAR't' X BOATS48' MAX Wl 6' MIN. M-15ED, (Typd DETAIL: TYPICAL JAMB FASTENINC:; o—OVERHEAD 6AF-4GE — E)OOR 1--ALE: N.T,5. Qm ESE FREOW6 APPLY Ugl r4C,OW DOOR MA, lUFACTUf;EfZ5 FASTENN* FTMOD is NOT SPEC -PIED. EL -L><- - - -Atp- P- 02R-1 I-) NAu- w/, io5 DIA OR HEAVIER POUER NAILS 5- 01C AND 3' MAXFROM ENDS T rp. W 11 O BLOCK 2,) AL-10 ADD 3/1' ' DIA SELF TAPF' D*- Coma. ANCHORS Tl- ma;Okw IDOOR FR4t-m Err ( w FROM Ei MAX. AND FORTY ( 40) WCi-E5 MAX, ON CENTER aW r T WTO BLOCK. ATTACH U* 4DOW TO 134.iC-14 W1 W MAX ,5'o)C ANDMAXa' OTC AtV MAX a' O/C FROM ,S PT 2X FOR OUE U 945TALL 3JV,' DIAMETER SELF TAPPIN6, CONC, ANCHOR. Er. 14T (S) S MAX FROM ENDS AND 24' ON CENTER MAX UP P O. BLOCK- FASTEN U">OW/DOOR TO PT BUCKS UITN'nO SCREW5 W Olr- MAX AIIV MAX 8' FRCtl ENDS W/ I- rW E' , INTO BUCK TYPICAL 5LOGK OF-F—NINGDETAIL FOR FT SACK FASTEI" 40 35 FSF RATW I NAIL INTO 2 NAILS WTO TOPPLATE rTOFFLATE @ FRAMING & STRAPPING 16 INTERIOR NT _R 0 F OR FBEA,RING- WALL PREIB'r-RIEEFADWOODFLOOR TRUSS 24- OC. M4X-- DOUBLE TOP PLATE 2X- AT AN - yll olcr. STUD SPAC- wl FOR UST, 5Fr. fR WALL - m E>( PANSION DOLT 4"C E ® 32' O. C. GENERAL NOTES Rocr, 2oi-F FL OCR, 40pr STAIR, 40psf 2, UIND SPEED 3— Sate3- ALL UIORK TO 13E IN WITH TIE F- Er. 2004 CJ-4APTER ffi- 4. OR-Y aRITTENCAAWE5 By THE E**Ll-- ER SPA" BE FEFT11TTED, CONCRETE -_ L ALL WOW TO BE N STRICT ACCORDANCE UTW THE AC-1 3L5 2- Ml)< DES&I.N C4;21TFRIA: ALL CCNCCRETB TYPE I PORTLAND CEMENT- (ASTM C ISO) STREWT;4 - 25 DAYS SHALL BE 2S@ pM FOR 5LAE'15 AND FOOTW-i5 AND =p.=w IAXI- t" WATER -CEMENT F,By=wSPECIFIED m<;"-AjR Am CA:4 5SFVE Z? ENTRAJI F- O TREN-,TH fps) CONCRETE CCNCRETE 2500 obi OS41000053 0.46 L(kll'-6LAB ON OTv4ER WATER - POTABLE CILORIDE - 3. NONE ppgVr>E NORMAL UEIGHT AGGREGATES IN OOMPLiAN- E UA144 THE RE OF ASTM r- 33. 4- R5EFa-F-5H FOR 5LA5 TO BE AT A RATIO OF.ISL55,-rARD. FOUNDATION& -- 1. FOOT WI DESIGN BASED ON Mf*'%"AI-l- OWAeLE SOL EEARW, PRESSURE OF 20M Pf'- 2_ F FOOTINC, ELEVATION OCCLIFIS N DI6TUR5EDAJN5TABLE OR LWAKTA5LE THE V4S,,,EERSHALL BE NOTIFIED AND NECESSARY ADJUSTMENTS BE MADE PER HIS MTRI.1GTICI`S. 3 FfREFAR,4TJaN OF THE $L E ToFOLLOW F=- 01'rl-I- NDATIO* AS OUTMED IN T"E GEQTECtf#WL FXPORT- --oIL, 4. STEPS IN WALL FOOT L tOT EXCEED A SLOPE OF (i) VERTICAL TO (2) HORIZONTAL 5. CAUTION 5WALL BE USED llj%-EN OFERATW,013RATORY Ar- TNiN ECLRFt-m4T WAR EX*Tg k STFIU TURES TO AVOID THE FJSKCF DAMA- E TO THE STRICTURE. 1. DESrN, MATERIAL AND F SHALL BE IN ACC,0RDANCIF WITH THE ACA STANDARD BUILDIt,* CODE REOUREMENTC, FOR CONCRETE MASONRY STRICTURES ACI SWYACI 530J 2_ cELL5 NDICATED To BE FILLED SHALL BE GROUTED UATH 3000 p.1 CONCRETE- fO' TO 10" 5t-tt) 3, PROVIDE 2E' LAP FOR STEEL - ALL LOCATIONS. 4- ALL CELLS ADJACENT TO COF44EF-5, END OF SHEAR WALLS AND LNCER OoNCENTRA FED LOADSSHALL CCNTAN VERMC AND SHALL BE FILLED UATATE, 5_ CONORETE BLOCKS 59AI-L TO ASTM C-W (2S DAY,57TH 2000 p-;) (F'-=E,00 pat), LAID N RINW, BOND- r- AR SHALL BE TYFEN. I- ALL FE-5AF-5 SHALL BE GRADE 40 Ut4-F-', S UNjO. WOOF) , 1. ALL WOOD FRAMING AND j-PE-EW >rz Ia4e, DETAILED. AND MEF BD WOOD TRUSSES SHALL BE DES D P45RICATEO IN OATHTHEPFzrarFSANDREOUSOLITI-RiED R4 THE LATEST EDITION OF THE NATIONAL OF5r&q SPECiFCATION5 FOR TFdk--Tk,)K 2. THE UAOoo Tp{3S`..E5 SHALL BE 547EF> AND DETAILED TO FIT THE DrIEN64ONS AND LOADS ">V-ATED, ALL Dr51Gt3 SHALL BE IN ACCORD AW-E aWTH ALLOWABLE VALUES ES A&5*aED AND APPROVED BYTHEBLRLV'W CODE. FIE5r-N CALCULA By A LICENSED FjZOFE5&lCNAL ARE TO BE SUE-3MITTEDTO THE EW- INFER FOR APPROVAL, 3. FERIAtENT f3RtDC-W-PEAR TO THE SPAN OF THE TRUSSES SHALL BE PROVIDED AS REGUIFRED By SHE TF?jjSS N",atFAcTURER SHALL SSA THAT BOTTOM CHORD OF ROOF TRUSSES AF,-. BRACED EXRlisIC, UPLIFT CONDMICIN. 4, FOR STPLICTURAL LUMOBR. PROVIDE THE FOLLOWW- GRADE AND SPECIES CUTHEpN PRE SUFFACIES DRY USED AT t5l' . MAX M. C. GRADE M02ORMRC;UTW C RADE R02 e, PROADE GALVANIZED METAL H4ACERS OF THE SIZEAND TYF-- FE(-D BY THE MAM.FACTUFUER FOR EACH USE NCLUDW. REOOM-934DED NAILS. f5 O7,IWCTOR$ ORE,=VAJ-FNT) 6. ALL BOLTS USED FOR WOD CONSTRUCTION SHALLBE A MN"," OF V2' [ N TER AND 6' IN LE?,r,T14 (ASTM A -SOT) WITH MK 1 1/2' DtArt WA5HF- F- UN-0. T. PROVIDE FRAM#-* R5 OF SIZES AND OF SPACW.5 54011K OR IF NOT y UTH LtffTW, STUD HE2 -HT5 CHART. DONOT 6PLy-E,5TRUCTURAL M'M3ERS BETUEEN SUPPORTS a Aw-HOR AND "LIN-- AS -,-440UN AND To Oo"=I--r aqTH THE N4Lftr. SO;-EDULE FROM THE STANDARD 5UILDR-16, ODDE, LATEST EDITION- 5. FC<F 6HEATOR-r- IlvI. 055 OR VI" COX SEE DRAWII41,6 FOR MAILRV, FATTER1,45. VERIFICATION OF FIELD CONDITIONS - L CONTIF-4-- TOR SHALL VBFdFY ALL FIELD OORD1TIONS AND DRlD'*kltl* RELATIVE To SAI-E ajI-EE`E THERE ARE CONFLICTS EW-TUEEN ACTUAL PEI-D DATA PRE--ENTED INTHE DRAWit,' SUC-M JTIONS 5$-LL" BE CALLED To THE ARCWtTECT'S ATTENTION AND NECESSARY ADJUSTMENTSMADE PER HIS RrTRUC 2- FOR AIIOHCR BOLTS USE 5 OR ECUVALENT (A-36 OR A-301 STEEL) 3, 2X4 BLOC:",r.CN ALL SIDES OF THE VATH ef NAR-5 AT 4' ON CENTER. PRE F4,IEERED WOOD FLOOR TFRU% 24" OC-- MAX mW1I TOENAIL FLOOR TRUSS TO TOP PLATE tLV IS FERfr NWLS, (2) ON ONE SIDE, (1) ON THE OT14EI INTERIOR BEARING WALL W1 NO UPLIFT i 53989 I 2 coBcs i=i f. PL41 1EiUT. 24' O.G. °) 2x4 2-2X4 *.7f m s o!G ll " O"P. TOP PLATE - c O EA SIDE (TYPJ OR 1!2' CD o VaDCH2-2X4 o vim• r SB z PLATE / cl OR Vr2' CDX 5C4ZICKEr _ zx4 s 7X STMISOR r' COX LU TO EART EA SIDE (TYPJ 2.4 BL 2X4 / MEY9EaER W/4 C 45 E SRACE / 2X4 5 2X4 PT..° O-- SOT,PLAT 2X4 NA L TO t ASSAOMT5 st v CEA. SAE fTYPJ > m RC TRUSS PEiU.t. *B 24. O.C. STP.AP +b ST€V 133/-B- .0ciiICLIPTOT t BOT. PLATE g y uTopnWALLWe 7 oz Ogimi CM WALL 16&1 SOLID CYIU 'tROOFTF1156 iC65 OR VZ' CDX PANEY I#iG s cnaN Ta It u CHI CHINFRTEMANNCHIMNEYHWALL SEGTII FRUIT ELEVATION SIDE C 6NTERIt R CH1MI EY DETAILS CHIMNEY DETAIL ECD EXTER{C7R CHIMNEY DETAILS ELEVATION CONNECTION KTS. J a ;! 2' 3/4" FLOOR SHEATHING- zx S ° oc w I % TE 7 lR' SP CLEAR GF — '13- FWC RISERS id,L MA At.$. AND CHE TREAD, EXCU35IVE OF T;_F_ PROJECTION OF 0 ZBE Ro LESS i 2XI2 TREAD 2a° EXGE=A 25' L 1 I NOTE: SEE FLOORFLAN FORAI/V TO W' GAP T rR Z TREAD DEPTH G (L p Yo" D FLR. .r4- SIB Chi w SSES p MAX. —A { IpI_ 2Xi2 — METAL BRACKET- p 2'(D" O.G. .IT U 36' or. 2XV 5TAIR 5T R J PLATE L p 2 mn a IZ — IX6 xxsx 2X6PN05INriMAX, TAIL: e L! IX6 R_1SERE3AC-<ING +- 0-,D -- zxLEER f\ STAIR T EAD 1I11 L1 2X4 WALL. u1 2XI2 STRIS-ER FASTENED a fl — Vx' o BOTTOM 4 WEDGED & _ .T a's o> TOENAAILED INTO 2-2XIO v xn F T 50Afm'° \ 2x61UDWRAY,gD914LL 2x12 STAIR TPP jfx 5TLV5 i AT STARS2XT1 TREAD5 Q V J g S j % ( - A sus F, rueerz n..a+ 2X STUD WALL _T 1 PICAL I 1 'Y T I I [VI' SPAG %ATt # / 1X MIL T41J.1.lTk 2X4 GRIT IGER RUNN TA I P 7l' i L/ f""5I ° 3 Z ' SC)A'fi+STr.LRliCfil ` i LEDGER IT> 4A -- -- -----AILER PT. 8'J7Y-- PLATEPi.---T7 ---- UT ik71,Lt AF$7 S74'dKt 3^-3' . fit 2x4 NAILER _ _— _._ ____.___. _________. ________________________ _ _______.______________ TO WALL DETAIL 5TAI TREAD WALL 010" 5TAIAND LAIN TAI w till T ( MTS S s a 3' BY EPDXY F CELLS GNd REBAR ISEE EPDXY yg ll 5 TO PEAT. TTOjg ` MAAFACM ER( ( ST ) ( $ ) L LPL OR E C T '7 0 BEAM f a NTO AND Ts-E FOOTFILLED CELLS ALL FILLECELLS PLAN SIFTITFILLED14 TIE FIELD ENGINEERING 32- 2 i 4 b' MIN 3l4 7 WTO SOTA TLE FOOTIhK, Sao2i n rXx: (eoY) ns_ean IF AN'A" Sit L5 TI-E FOP C BEAM AT 45' E PL FG v,o. eo-x rstsxs aa.. axe s anss f S OF Tim L yam_ i d OL 24° 2 OST SIZE AT TOP OF CM WALL TI-I A StIPSCH MT5I6 L'.AN BE SuBr.UTUTIMED_ ._ 1FOREAC34 M55EV 'AST ( TYP. U-01 .) PROVIDE 20 C+a. GA-V.. (U 5A7 46° PLEASE SE _ EAC74 M 5FSEAMW/ O,C. VERT. ANP (2)'5Rya TO TFE ATTACHEDUPLFT TABLE TO SIT wd25' cu S ccw E'ELC?iFJ EA POST (ll5 C`Ow, (2) S T522 (2430Lb. max IFT) orACCORD T 7 TALL ALL SPUCE5 ( TYP.) LOGATII_N FILL ALL g (2) S RT221I2 (2WOLb. max ) or i s a w, T I-V2' t ALTERNATE PSi (2) SENCO AD5-2 ( 3412Lb_ sax ET). LEAD JT. AT 48° O. G. IN R14D. FOR WEEFS FILLED SLOFftl 2x4 POST 5EE LRaTEL 0EAd1 W1 (1)'5 COW, Gi 9J (V 5 CELL •.:Efznc1AL -- V CM WiALL 5VEQGRADE AWAY rxzxa F TOP PLAN FOR OUANMY OF WALL Dufewl FROM HOUSE PLATE Cq-lPACTIffii OF TF145 l 5 MTSfb AREA '5 48° OL. _S° 11AL I s ATTACH T EPDXY 5 -.. s - (-... EYE121, "ao OPOF FOOTER -4PI AS '-0' NOTE; 7 iTA LED SHOUN ALI IREBAR (11-) M5 .`. No F K T INIm— W J PATIO . AT AT OF WALLDETAIL farUrSG SLIT STITUTI L iEL.Y Cx'AGT} tV9Jt"' i~AISSEL3 rya' $ TRAP DETAIL I ( r-OR PATIO SLAB, LEAVE 5for (ICI a CsIRD .R EGT ION tYi L k 4ISSEDLILLETi CELL D£ Takt H PLACE P ;IR I HAYS AFTER 4° PATIO SLAB IS P , HAMPRAIL 70 HAVE A C]RGLILAR CROSS 5ECTI0N DIAMETER EEN 1 1/:2- To 2', 09 To PROVIDE CRO55 SECTION Y41T3 i 5OUIVALENT C, R.A5I'AE3fLlTY PERFORMANCE REFER To FLOOR PLAN FOR STAIR SECTION SPECIFIC TO THIS MODEL OF (2) RISERS L PLUS (1) TREAD MUST 2XI2 STRINGERS AT S1l"71E5 $ CENTER I F-OUAL24"' TO 25" OF STAIRS Y41 2X4 SPACER, AT D SCENALLS. ATTACH SPACER TO EACH STU17) Y41TH (:2)IOcI NAILS. Z 5UE3- FLOOR lu m FLOOR TRV55 2Xa STAIR LEDGER COWECTED 91 Ix RISER TO FLOOR TRIrS5 iNITH lod NAILS 96' O.0 ATTACH EACH 2XI2 STRINVER. TO IS) LEDGER KTH (2)lbd NAILS THRU VluA ID It LEDGER INTO 5TRIW,ER AND (2)10,d NAILS TOE -NAILED ON EACH 51DE t- T ATTAH R15ER TO EAr_H fj x 5TRIN SER 1N/(5)8d NAILS ATTAGH TREAD TO EACH STRINGER Yql (5)10d NAILS TOTAL 5TAIF, RUN Ml TREAI::> = 1" F_XoLU51,/E OF NOSING T)"MCAL STAIR (,0N5TRUCT10N PETAIL to o 0) C) U-) HL w 0 0 d. s4- d W d sheet tMlift icernse- S2.1 MA D 2X4 Eg-OCK44r, - 24'0,Cw TypfTYP. T" FoEfaaLA--6 Tfar-6 LAYOUT9wILE5OVER 2) 12d WALS fTYF-) tE' FELT OVER 2-2>dO tHL-F56 an-M31W5F NOTED bV rRTV14LL 2 - 7x Top PLATE WOOD TFRL s Cad FLOOR FLAN W %a' 32' 0/1- <1 STRAPPED A5 R-u 54TT Wi-LAVONON TR;r--s LAYOUT TYPICAL 5TUC-00 TEES I/V $Tuc LATH wF;Nr.W (AL7ERA47ESTRAP I:n;iR I W=STIA", D-a f--T- ol/E R Dt FZ,5 l-R:>AR Mr-W C0 r. FAC14 -'41)E) OF Ep-6M WALL CDR OVER 2X6 3ABYI Fyl '15. f'04E %15EA-SCIA OR crz• Fes. UW CCW, ALAft 7x $Tt VI I O/c VIEWED scml DEL- 2XB AFADERrimFILM FOR 6TFZ4f-PM FOR 4'-WMAX OFENW" DEL 2xlo 3 Wl CO -LAE5 PEAZ:lr:R FOR E 1-51 /-l=-= FLAN 2X 5OTT f--ATE W1 EM5EFd-S544 3 V2' C4X4(- SLAB MAX OFeOrl UN-O f/2-xs-,4i3. 32. o/c C, ML, VAf'OR $ARRIEil, W/FtBfwl sw ON UAO POST A a. 37, O/C OVER TREATED uj OD POST CLEAN, GoMPV-TED PER POOR PL OR v LLCOMPACTEDFILLPERFLANFkj- 0 MONOUTWc- UP-AFRED UW5TLbZ:CO FORLoW PTGL Mv 2 F i.—lt PLAN OOR PLAN EE FLOOR FLAK) FOR POST SIZE w GRADE 2 • 5 REBAR5 v BRACING AT NON -LOAD BRG. LH ELEVATION 0 REAR PORCH POST NB -! _ C T > SECTION 4 COVERED PORCH XT ICP LL ILTHICKENEDSLABATIpEXTERIORMALLDETAILscp PORCHPOST e- BEARING L E 0 uAvF-,&JL DMI GUARDRAIL ELEVATION MONOLITHIC DETAILS SIMILAR W00r> 5ALL*TER UV Dcc- UJDGIV RAIL A50VF- THAT t-EET5 AVUTY CODE C. FIR GAF RPOST vA TRRI I>M C, FIR STAR CONSTR IMPERIA 5EYOND WALL NEUELL PC I L S OOF.) P-411 ESTER CAP a FX12 G. FIR S<IRTOOARD IWANDRAIL OVER) Di=Cl- UCIOD RAIL ELITE i Vkgkft capwms, P.Er-If I S T A I R R A I p 53989 ENGINEERIN 49n 77(40n 7M-4M FA 16-3 A ft 3Z716 DETAIL C HANDRAIL 1 ,,g T (/) C) o - C) U) F: Fi 0- a_ 00 r. III w 0 0 i MEEME A 5 r ens pip, I u L a 0 MUM$ ADDRESS 178 BRISTOL PORESTTRAIL CONTRACTOR CENTEX HOMES PH # 4Y7-661-2176 FAX # DESCPRITION OF REVISION: C.- HANGE') TRUSS MANUFACTURER UTILITIES FIRE B L D G CHAN, 3ED INSULATM4 FROM 4.2 TO 4.1 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2509 L MR Builder: CENTEX-FOX & JACOBI Address: BRISTOL FOREST TRAIL Permitting Office: CITY QF SUNFORD City, State: LAKtMONROE, FL Permit Number: Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central L New construction or existing New 12. Cooling systems 2. Single family or multi -family Single family a- Central Umt Cap: 42-0 kBaOrr 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 (W) 2509 ft2 c. N/A T Glass area & type a. Clear - single pane 258-0 ftz 13 Ileatingsystems b, Cleat - double pane 0,0 W a- Electric Heat Pump Cap: 42.0 kl1tultr c. Tint/mber SJIGC - single pane 0-0 W IISPF: 8-50 d- Tintlother SHGC - double pane 0.0 112 h. N/A 8. Floor types a- Slab -On -Grade Edge Insulation Rz-0-0, 162.0(p) h c. N/A t), Raised Wood, Adjacent R=1 1-0, 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 fp FF: 0.86 b. Frame, Wood, Adjacent R-1 1 0, 310.0 ft' b- N/A c. Frame, Wood, Exterior R=A 1.0, 1176.0 W d. N/A c- Conservation credits c. N/A FIR -Heat recovery, Solar M Ceiling types DITP-Dedicated beat pump) a- Under Attic R=30,0, 1741.0 W 15, 1 IVAC credits b- N/A CF-Ceiling fair, CV -Cross ventilation, c. N/A IIF-Whole house fat), IL Ducts PT-Programinable'rbermostau, a- Sup: Unc, Ret: Utrc. Ali: Interior Slip, R-*O, 1.0 ft Mz-C-Muifizone Cooling, b, N/A M741-Mullizone beating) Glass/Floor Area: 0.10 Total as -built points: 31902 PASSTotalbasepoints: 35706 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code, PREPARED BYt DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWN E RIAGE DATE: 10 1111114 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes, BUILDING OFFICIAL DITE: FrrerqyGaugeO (Version: FLRGSB v3.2) Shoffner Industries LLG PERMIT Customer: Centex Homes OrlandoF Attn : Mike Enwright Address: 385 Douglas Ave Suite Altamonte Springs F1, 32714 Subdivision Lot t Flan Elevation - Options Roof Raised Seals : COPIES Roof Drawings : CONIES of Layouts : COPIES Flog Raised Seals COPIES Floor Drawings COPIES Floor Layouts : COPIES Gate Overnighted : DRAWINGSWESUBMITTHEFOLLOWINGRYOURUSEIN OBTAINING FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTIO Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2509 LMR Builder: CENTEXaFfJX & JACUB: Address: BRISTOL FOREST TRAIL Permitting Office: C TY QF S NFORD City, estate_ LAK MONROE, FL Permit Number. Owner: CENTER HOMES Jurisdiction Number_ 691500 Climate Zone: Central I . 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 (Res) 2509 ft' c. N/A 7. Glass area & type a_ Clear - single panne 258.0 ft' 13. heating systems b. Clear - double pane 0.0 ft' a. Electric treat Pump Cap- 42.0 kBtufhr c. Tint/other SIIGC - single pane 0.0 ft' IISPF- 8.50 -- d. Tint/other SiIGC - double pane 0-0 ft' b. N/A 8. Floor types a_ slab -On -Grade Edge Insulation R=0.0, 162.0(p) it 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 H' FF; 0.86 b. Frame, Wood, Adjacent R=I l.o, 310,0 ft' b. N/A c. Frame, Wood, Exterior R=11.0, 1176,0 ft' d. N/A c_ Conservation credits e_ N/A IIR-Beat recovery, Solar 10_ Ceiling types I)1IP-Dedicated heat pump) a_ Under Attic R=30.0, 1741.0 ft' 15- 11VAC credits b- N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A IIF-Whole house fan, IL Ducts PT -Programmable Thermostat, a. Sup; Uric. Ret- Unc. All: Interior Sup, R=6.0, 1.0 it NW-C-Multiz.one cooling, b. N/A MZ-11-Multizone, heating) Glass/Floor Area: 0.10 Total as -built points.- 31902 A r% Cl- Total base points: 35706 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code, PREPARED 13Y ATE: i hereby certify that this building, as designed, is in compliance with the Florida Energy Code. AGENT. - Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553,908 Florida Statutes. N EnergyGaug (Version_ FLRCSB 43'.2) 139DRIM E 61111 Ji I ih 1 -4 BASE I GLASS TYPESF1818XiXConditioned x 13"Pm PXBSPMPoiniTts Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2509.0 2538 1164M Single, Clear W 1.0 16,2 32.0 5147 1.00 1705.6 Single, Clear W 1.0 14,2 10.0 53.47 1-00 532J Single, Clear W 1-0 18,0 40,0 53.47 1,00 2132A Single, Clear E 1.0 16-2 32.0 59.31 1,00 1891.2 Single, Clear S 1.0 16-2 32,0 44.66 0-99 1420.6 Single, Clear E 1-0 6-2 32,0 59.31 0.97 1847.8 Single, Clear W 1.0 6-2 16.0 5147 0,97 832.9 Single, Clear W 1,0 62 16-0 5147 0,97 832.9 Single, Clear E 1,0 10.2 32.0 59,31 0,99 18M8 Single, Clear E 1,0 &2 16.0 59,31 0.99 942.3 As -Built Total: 2%0 14025.1 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 3M0 0-70 217.0 Concrete, Int InSLII, ExteriorConcrete, 4A 802-0 1,18 946A Exterior 197&0 1-90 375&2 Frame, Wood, Adjacent 11,0 310.0 0.70 217.0 Frame, Wood, Exterior 11,0 1176,0 1.90 2234A 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 MO 4.80 960 Exterior Insulated 20-0 4-80 96.0 Base Total: 38.0 1124,8 As -Built Total- 38.0 124.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1741,0 213 3708.3 Under Attic 30.0 1741.0 2.13 X 1.00 3708.3 Base Total: 1741.0 370&3 As -Built Total: 1741.0 3708.3 FLOOR TYPES Area X BSPM m 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 399,0 343 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 25M0 14-31 359018 2509,0 14,31 35903.8 EnergyGauge@ DCA Form 60OA-2001 EnergyGaugeOlFlaRES'2001 FLRCSB v3.2 FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building. Performance Method A - Details ADDRESS: PERMIT #: AS -BUILT Summer Base Points: 48834.7 H 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 1.087x1.150x0.90) 0.284 1 Mo 16851.5 48834.7 0.4266 20832.9 52710.2 1.00 1.125 0.284 1.000 16851.5' EnergyGauge'14 DCA Form 60OA-2001 EnerqyGauge@/F1aRES'2001 FLRCSB v3.2 IlM WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ININUM BASE AS -BUILT GLASS TYPESF18XConditioned X BWPM = Points Overhang Floor Area Type/SG Ornt Len Hgt Area X WPM X WOF = Point-1 18 2509.0 5.86 2646,5 Single, Clear W 1.0 16,2 32,0 10,74 1,00 3416 Single, Clear W 1.0 14,2 10-0 1014 1 M 107.4 Single, Clear W 1.0 1&0 40-0 10,74 1.00 429.5 Single, Clear E 1,0 162 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 1034 1.00 172.2 Single, Clear E 1.0 102 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 25923 WALL TYPES Area X BWPM Points Type R-Value Area X WPM e Points Adjacent 310.0 1.80 558.0 Concrete, Int Insul, Exterior 41 802,0 3,31 2650-6 Exterior 197&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 5J0 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 XWCM= 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 2509.0 028 702.5 2509.0 -0,28 702.5 EnergyGauge@ DCA Form 60OA-2001 EnergyGaugeOlFlaRES'2001 FLRCSB v3,2 nufflumorcol WINTER CALCULATIONS Residential Whole Building Performance Method A - Details wml!N IIIIIIIIIMI= oil ".10 TA03 AS -BUILT Winter Base 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 7358.6 0.6274 4616.8 9862.2 1.00 1.150 0.402 1.000 4555.7 AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit Tot7al Bedrooms Volume Bedrooms Ratio Multiplier 4 2564M 10256.0 50,0 0,86 4 1.00 2623,63 1,00 10494,5 As -Built Total: 10494.5 CODE COMPLIANCE STATUS AS -BUILT cooling + Heating + Hot Water Total Cooling + Heating + HotWater Total Points Points Points Points Points Points Points Points 20833 4617 10256 35706 16851 4556 10495 31902 EnergyGauge"' DGA Form mom- 01 EnerqyGauge@/F1aPES'2001 FLRCSB v3,2 FORM 600A-2001 Code Compliance Checklist Residential Whole Bung Performance Method A - Details ADDRESS-.,,, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606A.ABC.111 — Maximurn:.3 cfrTVsq.ft. window area- .5 ctm/ Exterior & Adjacent Walls 606,1LABC.1,2A 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 & top1bottorn plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends tr_orn grrLis_sealed _to the foundation to the top plate. Floors 6061,ABC.122 Penetra tionslopenings > 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 erimeterzp€ ations and seams. Ceilings 606.1,ABCA.2,3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air harder; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed -at thepeurnetm, a nEJrafions and seams, Recessed Lighting Fixtures 606.1 .ABCJ.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 Multi star s louses 606.1.ABCJ25 Air barrier on perimeter of floor cavity between floors, Additional Infiltration reqts 606A.ABC-11.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded by z1I1eS;idqQces. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612,1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breakeror ash must be vided External or built-in heat a required. eleqt c ffrU-qqt9W_ _gru__ Swimming Pools & Spas 612A Spas & heated pools must have covers (except solar heated). Non-commercial pools Must have a pump timer. Gas spa & pool heaters must have a minirrium thermal efficiency of 7B%, Shower heads 612.1 Water flow must be restricted to no more than 2.5 allons per minute at Ep PSIG. Air Distribution Systems 610,11 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 6071 1 _604A, _ SeRarate readil accessible manual or automatic thermostat for each sysreur. Insulation 6027f 6eilirig,-Min, R-19. Common walls -Frame R-11 or CBS R-3 both sides - Common ceiling & floors R-1 1, EnergyGaugeT" DCA Form 60OA-2001 EnerqyGauge@)/FIaRES'2001 FLRCSB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD 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 3- Central Unit Cap: 42.0 kBtuU 3. Number of units, if multi -family I SEER: 12-00 4, Number ofBedrooms 4 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (W) 2509 W c. N/A 7. Glass area & type a, Clear - Single pane 258.0 t12 13. Hearing systems b. Clear - double pane 0.0 112 a, Electric Bear Pump Cap: 42-0 kBot/hy c, Tint/other SlIGC - single pane 0-0 W I ISPF 8.50 rl. Tint/other SJIGC- double pane 0.0 ft, K N/A 8- Floor type-,, a, Slab -Orr -Grade Edge Insulation R-0.0, 162.0(p) R c. N/A b, Raised Wood, Adjacent R- 11.0, 399-0111 c, N/A 14. Not water systems 9. Wall types a. Electric , Resistance Cap: 50,0 gallons a- Concrete, lia hisul, Exterior R=A.1, 802-0 ft' EF 0-86 b, Frame, Wood, Adjacent R-A 1-0, 310.0 ft' b. NIA c, Frame, Wood, Exterior R=1 1-0, 1176-0 ft' d- N/A c, Conservation credits e, N/A BR -Heat recovery, Solar 10, Ceiling types DI-Ili-Dedicatedheat pump) a, Under Attic R=30.0, 1741.0 W 15, IIVAC credits K N/A CF-Ceiling fan, CV -Cross ventilation, c. NIA HF-Whole house fan, 11, Ducts PT-Progrann nab] c Thermostat, a. Sup: Unc- Ret: Unc. Ali: Interior Sup_ R-6.0, 1.0 ft RB-Attic radiant barrier, b. N/A MZ-C- multizone Cooling, MZ- 11-Multizone beating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this horse before final inspection. Otherwise, a new EFL Display Card will be completed based on installed Code compliant features. Builder Signature Date: t:4Address of Home: /1-BRISTOLF-OREST TR C'itY/I"1- Zip: . ... ... LAKE-140 -4-70 WE NOTE: The home's estimated energy per/br-mance score is only available through the FLAIRES computer -program - This is not a Building Energy Rating. If yourscore is 80 or greater (or 86for a US EPAIDOE EncrgySlar'Af designation), your home may qualify forenergy efficiency mortgage (EEM) incentives if youobtain a Florida Energy Gauge Rating, Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge 1K,eb site at vvmv-jsec.ucf eduforinformation and a list of certedRaters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824- Energy6augeO ( Version: F1,RCSB v3,2) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job:2509 &28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 oProI Ctutside db Inside db Design TD an Teem on-, Wealtier. Orlarido—AP, FL, LIS Heating Summary 38 'F Outside db 70 'F Inside db 32 'F Design TD Daily range Relative humidify Moisture difference Building heat loss 36350 Btuh Ventilation air 0 cfm Ventikition air loss 0 Btuh Design hc at load 3MW BfiLh mn Mebod Sirriplified Construction Fquality Avel-age ffepbces 0 Area ( W) H ea2C I' OCINMVOILTne ( ff) 20072 20072 Air chanW1 r 0.70 OAQ Eq A 234 134 Heating Equipment Summary Male WIWI- Trade Efficiency Heating 40 Heating a*xA H= ternp rise Actual atintj fan I- leatirig air fk-)w factor 11151111111TITIM 0 Blula @ 47-F 0 ' F 1400 cfm 0. 039 dh-VBWh 93 ' F 75 ' F 18 ' F M 50 % 43 90 MMEEMM, Structure 293B6 Btuh Ventilation 1485 Bkh Design temperature Swing 3.0 'F Use n4g, data n Ratelswing mlitiplier 0.98 Total serer. equip. load 30253 Bkh IntanxI gairis 1380 Bbih Ventilation 2212 Bhjh Infiltration 3946 Bkh Total Went equip, load 7538 MIT Total WcxaVc 37791 Bkh Req. at 010% SHR 3.6 ton Cooling Equipment Summary Make W41ROL Trade Efficien, cy Sens" e Cooling Latent ccdirq Total gaoIing Actual cooling fan Goofinq air flow factor Load sense heat ratio DUE= JIIIIIXNT 80 % Boldlitalic values have been manually overridden ntout celfilied by ACCA to rneet all requirerrients of Manual i 7th Ed, VVF- 1C)h'lESC>ft Right -Suite Residential- 5-5.06 RSR26014 2002-Apr-03 16,42:13 EAFiles\ V\Fox & Jacobs 20021250912509.rst Page 9 RIGHT-J CALCULATION PROCEDURES A, 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 1. Whiter infiltration AVF R70 ach x 20072 f? x R0167 234 cfm 2 Miter infilb-ation lead 1.1 x 234 cfm x 32 'F WintarT13 = 8243 Bkh 3. WiTter infiltration HTM 8243 Btuh 296 W Total window = 27.8 BtuhW and door area 1. Surnmer infillration AVF 0,40 ach x 20072 ft, x 0.0167 = 134 cfm 2 Summer infikabon load 11 x 134 Cfrn x 18 'F 1;LxTtmTD =2650 Bhh a Sumn-er "kation HTM 2650 Btuh 296 f? Total window = 9.0 BtutVft2 and door area Procedure C ® Latent Infiltration Gain 0-68 x43 grA moistd iff,xl,34 cfm = IMMEGM 1. Sensible Sizing load 0 ,ensible ventilation load 1.1 x 75 cfm vent Sensible " for structure (tine 19) Sum of ventilation and structure bads Rating and temj cmture :wingmLWier EquipiTtrint siz. load - Sensible 2 Latent wing load Latent ventilation load 0,68 x 75 cfm vent Internal loads = 230 Btuh InfiNation lead from Procedure C Equipment sVhq load - latent rtirxlQuality is: a x 18 'F SuTrw'TD 1485 BtLh 29386 Bhjh 30871 Bkh x 0,98 30253 Bb rh x 43 qrAb moist,diff. 2212 Bhh x 6 people + 1380 Btuh 3946 Btuh 7. BM No, of Firepboes is: 0 Boldlitalic values have been manually overridden PrODut cortified by ACCA to med all rmprements, of MmA J 7th Ed, 16VVr-1qhtSC&-t Right -Suite ResidenfiaiTM 55.06 RSR26014 2002-Apr-03 16:42:1351E:\Files\f\Fox & Jacobs 200212509\2509,rsr Page 1 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 0 N A S 0 0 w C w S N K I A L 0 T H V G N H v v H H N HDYRLAWRAHLGGRRGTAA W L Z E M D G Z L 0 x y T m R R FAMILY a n w a C n 0 d 1 1 90 1'0 U 11,0 5.2 54.4 32,0 0'() PDR I a n w a C 1-1 0 d 1 1 90 to 1,0 11,0 3.2 544 10J0 0,0bnWaC110d11901.0 1.0 11.0 TO 54A 40.0 OD LDY DIN/LIV/FOY a n e a C n 0 d 1 1 90 1'0 1.0 11,0 52 54A 32.0 0.0 a n S a C n 0 d 1 1 90 to 1.0 11.0 5.2 30.4 32D 0,0 MSTR. BR a n e C C n 0 d 1 1 90 1.0 1'0 1.0 52 54A 32.0 0.0 M.BTH[WIC BDRM2 a n w C C n 0 d 1 1 90 to 1-0 1.0 5,2 54.4 16.0 OD BDRM3 a n w C C n 0 d 1 1 90 to 1.0 1,0 52 54A 16D 0.0 BTH2 BDRM4/GAME RM a n e C C n 0 d 1 1 90 to 1.0 5,0 5-2 54A 32.0 0,0 a n e C C n 0 d 1 1 90 1'0 1.0 10 5.2 54.4 16D 0.0 VV1" tqhtSl0ft Right -Site Residential l 5-5.06 RSR26014 2002-Apt-03 16A2:13CICKEAFHeslf\Fox & Jacobs 200212509\2509rsr Page 1 nIGtirgfNo%e ORKSHEETJWDELAIRHEATING,AIR CONDITIONING,R Job: 2509 818.01 109 COMMERCE STREET, LAKE MARY-R 32746-6206 Phone, 407 831-2665 711 Ed 1 Nan-edfwn Er" House FAWY PDR NOCYJqTCHEN 2 ofv" 323J) R 4J) 0 34,0 ft 3 PwncVmisU-r. ITO x 15J0 ft 4,0 x 8,0 it 24.0 x LLD 0 4 CeAV Ckul Opfion8,0 fl hm" d 8.0ft Nxtbxi 8.0 R hea" 8J) ft hoa" 1) WOF CST HTIM A" Lmi Pk" Aim Load Pkh) Area Lom Nm Loed DV0SLW- MA F#9 CIO Ht9 Gig OF) H19 Ckj ft) mg C19 Ht9 Gig 5 4 c4ussa14BVzi a938 3 EV)13W b 13C 3 U bn328 100 32 D C c12C 2- 1- ard21288 0 0 0 paysd0. Q. d0 0 e 0-( O. 0 0 0 f fO. Rc 0 0 0 6 V*xbAs a IC 37.0 - 218 w 32 1183 0 0 10 370 — qkdDom b 8C - 4( 1478 0 0 40 1478 — Fkx*g C 9G 383 - 0 0 0 d d 0, 0 0 0 0 e Q. n 0 f a 0 0 0 7 V* dmsard t\k)tth 0J] 0 0 0 0 0 0 giass dens NEM O-C 0 0 0 0 0 0 C-*)9 EW 54A m 122 32 1741 0 T 2720 SEISW O. 0 0 0 0 0 0 0 Sokm 30A 1 V13 0 0 0 0 0 Herr O- C 0 0 C 0 0 8 Od" dws a 11A 18-9 123 f 717 18 340 729 0 0 0 0 0 h TIA 18-9 12-7 C 0 0 0 0 0 0 0 0 Of 0- 0 0( CC 0 0 0 0 0 0 0 0 9 4 w 14B4.( ZI r n3696 1651 2w 1106 494 0 0 222 l(V3 457 apmed b 13C 3, 12 3, 31C9R w 142, 447 166 101 0 0 0 2 VML a-d c 12C 2 ' I.E. 1176 lw ZN 0 0 0 0 0 0 pal*ns d O-C 0.( 0 1 0 0 0 0 0 0 e O- C 0-( 1 0 0 0 0 0 0 0 0 0 f 0'( O. 0 0 0 0 0 0 0 0 10 CeAkn3 a 10G 11 1A 1741 1" 2413 0 0 0 0 254 27g 366 b O. O. 0 0 0 0 0 0 0 0 0 G OX 0.( 0 0 0 0 0 0 0 0 0 d 00( 0 0 0 0 0 0 0 0 0 e 0, 0- 0 0 0 C 0 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 0 0 11 Fk) or. a 22A 25 01 162 4199 0 5A m 0 4 104 34 mi 0 b 19( 3 1_ Of 399 453 0 0 0 0 0 0 0 Of Of C 0 0 0 0 0 0 0 0 0 d isd0'( Of C 0 0 0 0 0 0 0 0 j k d b for slabe01 0'( C 0 0 0 0 0 0 0 0 ik)—) f0( Q. f C0 0 0 C 0 0 0 0 0 0 12 kAhafim a 2TE 90 2% Bm ADD 1,392 4480 0 50 13V 448 13 SLO) tEj ja+8-+11412 3aw 204 51419 — Less a( tqwd V'ed 0 0 — Less hyder 0 0 0 Heab) m&" xjbcn 0 C 0 14 OW loss 101/1 m w 1(y/l 2CW 15 To" kis; = 13+14 3M 225 rt 16 kt qws: PO4 ie @300 E 18M 4 120D 0 C 0 0 IX0 1800 0 0 0 1 1200 17 r""14 42783-1 Si9qLess O& wd (wh-v g 00 00 IBSS kalsfer000GCx*q redsbitx &-n 0 0 0 18 md wo) im 2671 1 428 lly/, 4 4 101/1 51919 ToW Fniov-17+18)141 UO 1,00 4706 1.00 411J00 ed 1 4 07i1400 249224 231) PrirW ceffified Righl-Suite Residential- 5,5,06 RSR26014 2002-Apr-03 16:42:13 EAFiles\RFox 8 Jacobs 200212509%2509rsr Page 1 109 PnGHTdt,re DEL AIR COMMERCE _STREET LAKE MAR_Y FL A71h FA Wne ofRxxn je HEATINGAIR 32746-6206 LOY ORK'HE Phonw-1407) CONDMONING,R 831-2665 ET DitW/FOY ISM MR Job: mffniNw 2509 8.28.01 I 2 Lm*ofeVosedmj 6-0 ft 60 R 40,0 ft 30,0 ft3 4 CRings call Opko 16.0 80 fl x 1100 hec" 0 80 ft x MO ft A0 hm" 8,0 ft x laO R hx" 110 8,0 ft x 16-0 ft he*W TYPE(F CST hTM A" Loadpil) A133 Laid @kj)) A" Load Pk" Area Lood Pkh) EXPOGLW- NO. Htg Ckj ft) Ht9 03 if) Hkj Clq On Htg Cig ft) Vftg C19 5 G= a 146 41 21 4E, F) b 13C 31,2 136 0 0 vialsandC12CZt320paffionsd 0.( 0', 1 0 0 e W 0.0 0 0 0 f Of0J) 0 0 6 V* rbeis a 1C 37,C - 064 2365 V. 1183 — 0 0 glass doorsb8C37.0 - 00 0 0 — 0 0 H-fingc9C38-7 - 00 0 0 0 d 0_( 0 0 0 0 0 0 O-C( 0 0 0 0 0 0 0. 0 0 0 0 0 0 PIofth 01 0 0 s doom NEM 0( 0 0 0 0 0 0 C_VqEA/V SA, 0 V 1741 32 1741 0 0 IC? 1 .9N01 0 0 0 () 0 0 Smill 1110973000Harz0_( 0 0 0 0 8 Ohff dom a11A 18 9 IZ- I or 0 20 25;5 00 C 0 0 0 b 11AlWj12700000000001RID00C000C0009NA a 146 4.( 21 4f 221 99 292 1,w 6m0 0 C 0 0 0 epased bM3_1. 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U 104 300 2C2 2C6 599 404 48 13B T 2B8 829 w patficcr d 0 C Q. 01 0, 0 C 0 0 0 0 0 0 e O.0 O.G 0 0 0 0 0 0 0 0 0 f OX OX 0 0 0 0 0 0 0 0 0 10 Cek)gs a 103 i'l 1A a 255 1952)6 270 96 101 133 324 342 449 b Of R( 0 0 0 0 0 0 0 0 0( O.0 0 0 0 0 0 0 0 0 0 d 0.( Of 0 0 0 0 0 0 0 0 0 e Of O, C 0 0 0 0 0 0 0 0 0 f Of Of 0 0 0 0 0 0 0 0 0 11 Flom a 22A &C, 0.( 0 0 0 0 0 0 0 0 0 Nole: man b 19G 1-1 Of 0 0 0 0 0 0 0 0 vyw,neky C 0.( 0,( 0 0 0 0 0 0 C 0 0 0 6dW d 0 ' g" 0 0 0 0 0 0 0 0 0 forslab e 0 00 0 0 0 0 0 0 0 0 0 f 0 00 J27 0 00 0 0 0 0 0 12 Intation a 9 0 ic 446 143 16 44C w 0 0 48 1337 430 13 1(m» 1 240 — 4282 — Less e4ernd heo" 0 0 — 0 — Less kalslw 0 0 — 0 — Flea" 0 — 0 — 14 Duct luss10" 16i10y, leA 10Y 101/1 15 ToWluss = 13+14 1766 2MB 264 — 4711 4711 16 kkqaiv ukq)le od, 300 00 0 0 0 Appl, 12CO 0 0 0 17 St" R13H W*-F7+a,+12+16 15W 1688 2X, 4W Less eMwd moing 0 0 U214 Less va 00C,D(Arxj " iAtubm0 0 18 Duct gain VA 1,97 Q 1 Y, 1691JUIIQ/4 zjim4(f 19 ToWRSH gai-"17+18)"-F 1.00 1726 100 V67 2491 100 m 82 T( D 181 21 P41kxt oeffied Right - Suite Residential- 5.5,06 RSR26014 2002-Apr-03 16 42:13 EAFi1es%f\Fox & Jacobs 2002\2509k2509.rsr Page 3 1JUU I cuss I runs I ype Qty Ply Centex -Oriel 539OQ901 GE18 ROOF o—— Universal Forest Products,inc., Burlington, NC 272116,Jeff Kerr MiTek—E-dstries, Job Referer 1-0-0 3-6-0 3-6-0 I 5x4 = N U4 = U4 = 33:36 2003 1-0-0 Scale - 1:14., LOADING (psf) SPACING 2-0-0 CSI DEFI- in loc) I/detl PLATES GRIPTCLL20,0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 F >999 TL20 245/193TCDL10.0 Lumber increase 1,25 BC 0.08 Vert(TL) -0,01 F >999BOLL0.0 Rep Stress Incr YES WB 0.02 Horz(]-L) 0.00 D n/aBCDL10,10 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 27 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-333/0-8-0, D-333/0.8-0 Max Herz B--52(load case 5) Max UpliftB--1 53(load case 4), D--1 53(load case 5) FORCES (1b) - First Load Case only TOP CHORD A-B-22, B-C-318, C-D-318, D-E-22 ROT CHORD B-F-244, D-F-244 WEBS C-F-74 NOTES (4) 1) Unbalanced root live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-2511; TCDL-6,Opsf; BCDL-6,0psf; occupancy category 11; exposure 0; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1 .60 plate grip DOL-1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint B and 153 lb uplift at joint D. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements, Plates shall be of size and type shown and centered 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 verity all design information an this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibilityforthecorrectnessoraccuracyofthedesigninformationasItmayrelatetoaspecificbuilding. Any references to job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner, LOAD CASE(S) Standard ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO ShopNo:5Contractor/Job: 2509 ELA RF Date Re, A Draw No:53906901 GE1 8 W 1-0-0 GE15 oreit -s,-1n--c-,-Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 5- 5.1-14 4-6-2 3x6 2x3 11 ., 2x3 11 Inc. Wed Apr 23 08:33:37 2003 Page 1 4-6-2 5-1-14 1-0-0 Scale - I:M 3X5 = 2X3 11 W 11 2A3 11 2x3 11 3x6 7,-- W 11 2x3 11 2x3 11 W 11 2x3 11 W 11 LOADING (psf) SPACING 2-0-0 CS1 DEFL in loc) Well PLATES GRIPTCLL20,0 Plates Increase 1.25 TC 0,23 Vef-I(LL) 0,04 B-Z >999 TL20 245/193TCDL10.0 Lumber Increase 1,25 BC 0,28 Vert(TL) -0,06 B-Z >999BCLL0.0 Rep Stress Incr YES WB 0.05 Horz(TL) mo N n/aBCDL10.0 Code FBC2001 Matrix) list LC LL Min I/cletl - 240 Weight: 100 lb LUMBER BRACINGTOPCHORD2X4SYPNo.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. OTHERS 2 X 4 SYP No,3 REAC11ONS (lb/size) N-212/13-0-12,B-308/0-8.-0,V-160/13-0-12.W-,190/13-0-12,X-572/13-0-12,T-83/13-0-12,S-106/13-0-12,R-126/13-0-12, Q-14/13-0-12, P-295/13-0-12 Max Horz X-1 11 (load case 4) Max UpliftN--90(load case 5), B--1 46(load case 4), V--32(load case 4), W--1 90(load case 1), X--248(load case 4), S--56(load case 5), R--54(load case 5), Q--17(load case 5), P--1 19(load case 5) Max Grav N-212(load case 1), B-308(load case 1), V-1 60(load case 1), W-70(load case 4), X-572(load case 6), T-86(load case 7), S-1 07(load case 7), R-1 26(load case 1), Q-1 4(load case 7), P-295(load case 7) FORCES (1h) - First Load Case Only TOP CHORD A-B-22,B-C--119,C-D--57,D-E--37,E-F--116,F-G--67,G-H--67,fl-1--66,1-J--77,J-K--76,,K-L--69,L-M--94,M-N--102,N-0-21BOTCHORDB-Z-56, Y-Z-56, X-Y-56, W-X-0, V-W-0, U-V-0, T-Uw56, S-T-56, R-3-56, Q-R-56, P-Q-56, N-P-56WEBSG-V--72, F-W-39, E.X--285, D-Y--28, C-Z--54, I-T--52, J-S--82, K-R--90, L-Q--23, M-P--204 NOTES (7) 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL-6.Opst; 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) Truss designed for wind loads in the plane of the truss only. 4) Gable studs spaced at 1-4-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint N, 146 lb uplift at joint B, 32 lb uplift atjoiV, 190 lb uplift at joint W, 248 lb uplift at joint X, 56 lb uplift at joint S, 54 lb uplift at joint R, 17 lb uplift at joint Q and 119 lb uplift at joint P, 6) Beveled plate or shlin required to provide full bearing surface with truss chord at joint(s) N. 7) Truss shall be fabricated per ANSVTPI 1.95 quality requirements. Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated onthissheetIstoreducebucklingofIndividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances, The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesignInformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part oftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Cnp V" Customer No: 11045 Custorner Name: CENTEX HOMES ORLANDO ShopContractor/Job: 2509 EL.A RF Date Req, 3 Draw No:53906901 GE1 5 ob truss Truss Type Ut—---i— -be — --- ----F49-3 539069Q1JT16 _]I 14qb Reference 5'-YOO- s-5613-26 2063UNk Industries, Inc. Wed Apr 2 3 8 33 3 'ge Universal Foret6d6ai,[6&-.—,6urIlngton, NC 27215, Jeff Kerr pt qr optional) Itc Qal) _ 1,0 1-00 6-5-6 3-2-10 3-2-10 6-5-6 1-0-0 Scale - 1 34. R K 9- 8- 0 9-6-0 LOADING (pst) SPACING 2-0-0 CS1 DEFIL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.08 B-H >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.23 B-H >986 BOLL 0.0 Rep Stress Incr YES W13 0,22 Horz(TL) 0.03 F n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 81 lb LUMBER BRACING TOP CHORD2X4SYPNo.2 TOP CHORD Sheathed or 5-0-4 oc purlins. BOT CHORD2X4SYPNo.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2X4SYPNo.3 REACTIONS (lb/ size) F-830/0-3-8, 13-830/0-3-8 Max Horz 8-1 1 0(load case 4) Max UplittF-- 270(load case 5), B-270(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22,B-C--1379,C-D--1072,D-F.-1072,E-F--1379,F-G-22 BOT CHORDB-H-1221,F-H-1221 WEBS C- H--366, D-H-690, E-H--366 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-6.0pst; BCDL-6,opsf; occupancy category 11; exposure B; encIosedVWFRS gable end zone; cantilever leftandrightexposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1,33. 3) Providemechanicalconnection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint F and 270 lb uplift at joint B. 4) TrussshallbefabricatedperANSI/TP1 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 replaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verity all design information on this sheet for conformance withconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for thecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE( S) Standard CID 00 UP r_ c L a C\J re Z LL Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO S hop N - o: Contractor/Job: 2509 EL.A RF Date Req:04/, —3 Draw No:53906901T11 Job Truss Truss Typ4wL"tWA0W'-----dtF -j—Y entex-Orlanclo/250f 53906904 G17 COMMON 1 3 Reference ptipUniversalForestProducts,lnc., Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc. We I__ 7-0-12 12-3-4 7-0-12 2-7-4 2-7-4 7-0-12 I 5x4 m M Apr 23 08:33:38 2003 Page 34 11 74 = 80 = 70 = U6 11 5X7 =- 7-0-12 2-7-4 2-7-4 Plate Qfisets ,yj- 0-0 -0,0-0-01, LG:0-3-6 0-0-01,1LO-9 j), 0 -0'0 , -0-A-_Q, -4L -Q-q-_o - -4J4, LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/deflTCLL20,0 Plates Increase 1,25 TC 0,42 Vert(LL) 0,17 K >999TCDL10,0 Lumber Increase 1.25 BC 0,96 Vert(TL) -0.26 , K-L >869BCLL0.0 Rep Stress Incr NO Wo 0.85 Horz(TL) 0.06 G n/aBCDL10.0 Code FBC2001 Matrix) 1 st LC LL Min I/defl — 240 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 8 SYP NO,2 WEBS 2 X 4 SYP No,3 REACTIONS (lb/size) A-7819/0-3-8,G-5556/0-3-8 Max Horz A-- 1 26(load case 5) Max Upl iftA--2536 (load case 5), G-1895(load case 5) 1-0-0 Scal© - 1:32, 7-0-12 PLATES GRIP TL20 245/193 Weight: 381 lb BRACING TOP CHORD Sheathed or 5-7-11 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, FORCES (lb) - First Load Case Only TOP CHORD A-B-15883, B-C-13343, C-D--10827, D-E--10823, E-F--13530, F-G--13257, G-H-29BOTCHORDA-M-14702,L-M-14702,K-L-12296,J-K-12462,1-J-12249,G-1-12249WEBSC-L-3367, D-K-7962, E-J-3643, C-K--3380, E-K--3624, B-M-1928, B-L--2751, F-1-571, F-J-244 NOTES (7) 1) Special hanger(s) or connection(s) required to support concentrated load(s) 3053.011b down and 1049.51b up at 12-3-4 on bottom chord. Design forunspecifiedconnection(s) is delegated to the building designer, 2) 3-ply truss to be connected together with 1 Od Corm-non(A 48"xX) Nails as follows: Top chords connected as follows: 2 X 4 - I 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. Special hanger(s) or connection(s) required to support concentrated load(s) 3053.O1b down and 1049.51b Lip at 12-3-4 on bottom chord. Design forunspecifiedconnection(s) is delegated to the building designer. 3) Unbalanced roof live loads have been considered for this design, 4) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL-6.Dpst; BCDL-6,0psf; 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2536 lb uplift at joint Aand1895lbupliftatjointG. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 3053,01b down and 1049,51b up at 12-3-4onbottomchord. Design for unspecified connection(s) is delegated to the building designer, 7) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted. Provide bracing where indicated and within 4' of interior joints. Bracing indicated onthissheetistoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part oftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1,25, Plate Increase-1 .25 Uniform Loads (pit) Vert: A-J--740,0, G-J--20.0, A-D--60,0, D,H-60.0 Concentrated Loads (11b) Vert: J--3053.0 74G" 04 C. CZ X, 6 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop N.- -------- Contractor/Job: 2509 EL.A RF Date Req:C' Draw No:53906901 G1 7 I 53906901 E,17 RMOP"'M* 7 1 Job Reference _(qp i4rL,11UniversalForestrWjocl, I C Jeff Kerr 5.000 s Feb 20 2003 MiTek l6d—ust-rie-s'-,-66. Wed Apr 23F' n nc—, -- 4 3.4 = Scale ® 1: 15. 7-A,06-11-4 12 LOADING (psf) TCLL 20.0 SPACING Plates Increase 2-0-0 125 CS1 TC DEFL in loc) I/detl PLATES GRIP TCDL 10.0 Lumber Increase 125 o.59 BC 0.21 Vert(LL) n/a Vert(TL) 0,17 n/a 1120 245/193 A >80BCLIL0,0 Rep Stress Incr YES WB om Horz(TL) -0,00 C n/aBCIDL10.0 Code FBC2001 Matrix) 1 st LC LL Min Well - 240 Weight: 23 lb LUMBER BRACINGTOPCHORD2X4 BOT CHORD 2 X 4 SYP No.2 SYP No2 TOP CHORD Sheathed or 6-0-0 oc purlins. 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 13- 1 59(load case 5) Max UpliftC--165(load case 5), B--75(load case 4) FORCES (lb) - First Load Case Only FOP CHORD A-B-22, Fl-C-62 BOT CHORD B-D-0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25fl; TCDL-6.Opsf; BCDL-E'),Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end gone; cantilever left and right exposed ; end vertical left and right exposed;Lurnber 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 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 doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibillt for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Im U, 4 g Customer No: 11045 Customer Name: CENTEX HOMPQ ORLANDO Shop No: Contractor/Job: 2509 ELA RF Date Recli ww3 Draw No:53906901 EV W 5390690,1 JHJ7 I Fuss I e EVDJACK TRUSS st Products,inc., Burlington, NC 000 s Feb 20 200 H N RM 4-1-13 scale - 1:18 2x3 11 2x3 '" LOADING (psf) SPACING TCLL 20,0 Plates Increase 2.0-0 1,25 CS1 TC DEFL in loc) Well PLATES GRIP TCDL 10.0 Lumber increase 1.25 0,37 BC 0,40 Vert(I-L) 0,03 Vert(TI-) -0.06 F-G >999 TL20 245/193F-GBCLL0.0 Rep Stress Incr BCDL 10 0 Code NO WB 0,26 Horz(TL) 0'01 999 E n/aFBC2001Matrix) 1st LC LL Min Well - 240 Weight: 40 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BRACING BOT CHORD 2 X 4 SYP No,2 TOP CHORD Sheathed or 6-0-0 oc purlins, WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brabracing. REACTIONS (lb/size) B-435/0-3-8, E-408/Mechanical, D-222/MechanlcalMaxHorz8-1 93(load case 4) Max UplittB--242(load case 2), E--64(load case 3), D--1 79(load case 5) FORCES (lb) - First Load Case OnlyTOPCHORDA-B-24, B-C-858, C-D-46 BOT CHORD B,G-800, F-G-8w, E-F-0WEBSC-G-169, C-F--877 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; I I Omph; h-25ft; TCDL-6.0psf; BCDL-6.0psf; 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 242 lb uplift at joint B, 64 lb uplift at joint E and 179 lb upliftatjointD, 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at jointsoints 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 verity all design Information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances, The truss designer accepts no iesponsibilit) for the correctness or accuracy of the design information as it may relate to a specific building, Any references to Job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1,25, Plate Increase-1,25UniformLoads (plf) Vert: A-B--60,0 Trapezoidal Loads (plf) Vert: B-0.0-to-E-49.5, B--2.2-to-D'--148.5 Customer No: 11045 Customer Name: CENTEX HOMES OoRLANDO Cntractor./Job: 2509, EL.A RF Date Req, r""'.'1003 Draw No:53906901HJ7 runs 539069of HI 0`nIv-e-rs—a1- Fore-s-t-I ap '""s ' LMONO HIP cts,inc., Burlington, NC 27: MW 000 s Feb 20 2 r1cxq,-L9puona9__ Inc, Wad)Apr SW MM 1-0-0 7-0-0 5-10-10 5-8-14 5-8-14 5-B-14 5-10-10 Scale - 1:62, SX10 = 7X10 " 5X6 = 5X6 = 50 = 2X5 11 5X6 = 5X10 = 20 11 500 M11181i= 5x6 == 5X6 = 500 M1118H= 5XIO 7-1-12 18-7-9 24-4-7 30-1-6 17-1-12 5-8-14 5-8-14 5-8-14 5-8-14 5-10-10 Plate -----OffsetsTX,YJ- [P:0 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) ,I/dell PLATES GRIPTCLL20,0 Plates Increase 1,25 TC 0.98 Vert(LL) 0,79 N-0 544 TL20 245/193TCDL10.0 Lumber increase 1,25 BC 0.92 Vert(TL) 1,12 N-0 383BOLL0,0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.19 J n/aBCDL10,0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 230 Ila LUMBER TOP CHORD 2 X 6 SYP No.2 'Except* TI 2 X 4 SYP No.1 BOT CHORD 2 X 6 SYP No.1 *Except* B2 2 X 6 SYP SS WEBS 2 X 4 SYP No.1 *Except* W3 2 X 4 SYP No,2, W2 2 X 4 SYP No.3 W2 2 X 4 SYP No.3, W2 2 X 4 SYP No.3 W2 2 X 4 SYP No.3, W2 2 X 4 SYP No.3 REACTIONS (lb/size) J-3136/Mechanical, B-3053/0-3-1 0 (input: 0-3-8) Max Horz B-1 63(load case 3) Max UplittJ--1 273(load case 3), B--1 058(load case 3) BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-8 cc bracing, WEBS 1 Row at micipt I-K FORCES (11h) - First Load Case OnlyTOPCHORDA-B-26,B-C--7057,C-D--9389,D-E--10135,E-F--8829,F-G--8829,G-H--8829,H-I--5501,i-J--2966BOTCHORDB-Q-6455,P-Q-6472,0-P-6472,N-0-9387,M-N-10135,L-M-5501,K-L-5501,J-K-190WEBSC-Q-326, D-O--1 177, E-N--1 14, G-M--738, H-K--237B, C-0-3235, D-N-832, E-M--1 453, H-M-3701, I-K-5908 NOTES (9-10) 1) Unbalanced root live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL-6.0psf; BCDL-6,0psf; occupancy category 11; exposure 0; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lurn her DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are TL20 plates unless other -wise indicated, 5) WARNING: Required bearing size at joint(s) B greater than input bearing size, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1273 lb uplift at joint J and1058lbupliftatjointB. 7) Girder carries hip end with 7-0-0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 385.Olb down and 31 0-81b up at 7-0-0 ontopchard. Design for unspecified connection(s) is delegated to the building designer, 9) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted, Provide bracing where indicated and within 4" of interior joints. Bracing indicated onthissheetistoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding, Any references to job names and locations are for administrative purposes only and are not part oftherevieworcertificationofthetrussdesigner, 10) 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 1) Regular: Lumber Increase-1.25, Plate Increase-1,25 Uniform Loads (pit) 0 Vert: 13-J-43.5, A-C--60.0, C-I--130,6 CV Concentrated Loads (lb) Vert: C--385,0 C\J fj dj cc CL Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No-------- Contractor/Job: 2509 EL.A RF Date Req',, Draw No:53906901 Hi ZFW 1 Z truss type MoMONa0,riffn 27< Job -Reference JoptJi9palL----,, lndusf ris-, Inc. -Wed -Apr 23 08:31 5-8-14 1!5-9-14 1-0-0 5-8-14 3-3-2 6-9-14 6-8-2 6-8-2 6-9-14 Scale - 1:62, 30 - 5x7 = M = 3X6 =-- 3X8 = 3x6 = 5X8 = 3x6 = 3X8 = 3X8 = 3X6 = RM 15-9-14 ---- 22-6 - -0 36-0-0 5-8-14 3-4-14 6-8-2 6-8-2 6-62 6-9-14AlateOff--s—t --- ff,y 4 O 2 81 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 GSI DEFIL in (loc) I/defl PLATES GRIP TCDL 10.0 Lumber Increase 11.25 TC BC 0.94 0.74 Vert(LL) Vert(TIL) 0,30 LeM 0,51 L-M 999 TL20 2451193 BCLL 0.0 Rep Stress Incr NO WB 0.80 t-forz(TI-) 0.11 1 848 n/aBCDL10.0 m Code FBC2001 Matrix) 1 st LC LL Min I/clefl - 240 Weight: 185 lb LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No,3 REACTIONS (lb/size) B-1498/0-3-8,1.1427/MecIianical Max Herz B-220(load case 3) Max UpliftB--431 (load case 2),I--483(load case 3) BRACING TOP CHORD Sheathed or 3-0-14 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 5-1 o-1 1 oc bracing. FORCES (lb) - First Load Case OnlyTOPCHORDA-B-22,B-C--3062,C-D--2815,D-E--3374,E-F--3210,F-G--3210,G-11--2114,H-1--'1354ROTCHORDB-0-2766, N-0-2580, M-N-2580, L-M-3374, K-L-2114, J-K-2114, I-J-69WEBSD-0-314, C-0-238, E-M--324, F-L--391, G-J-11037, D-M-908, E-L-188, G-L-1260, H-J-2352 NOTES (4,5) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL-6.0psf; BCDL-6,0psf; 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 adequate drainage to prevent water ponding, 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint B and 483 lb uplift at joint 1. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing Indicated on this sheet is to reduce buckling of Individual members only and doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner, 5) H2BR: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions forinstallation, LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No.- .1. ------ Contractor/Job: 2509 EL.A RF Date Req:QA1r1---'-1- Draw No:53906901H2 Job I Truss i;is Type 53906901 ' H3 -- RO0 F.XAV s,lnc,, Hurlington, NC 27215, 1 11 5.-0-0-0- —sF--e,b 20 2003 MiTek MLYMWAS Inc. Wed Apr 23 08:33:40 200 0 250-0 29-6-13 36-0-0 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 Scale . 1:6 5X6 D 2X3 r! E 5X6 F 3x7 M L K i , I 3x7 3X6 3X8 U13 == 3XB =_= 3.6 118-0-0 9-3-14 8-8-2 B-8-2 9-3-14 Plate ts tXY)L._LD.9-3-0 0-2-41,[F- LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 CS1 TC DEFIL in (loc) I/defy PLATES GRIP TCDL 10.0 Lumber Increase 1,25 0.45 8C 0,80 Vert(LL) 0.22 K >999 TL20 245/193Vert(Tt-) -0.43 K-M >999BCLL0.0 Rep Stress Incr YES WB 0,23 Horz(TL) 0.13 H n/aBCDL10.0 Code FBC2001 Matrix) I st LC LL Min I/clef I - 240 Weight: 167 lb LUMBER BRACINGTOPCHORD2X4SYPNo,2 BOT CHORD 2 X 4 SYP No2 TOP CHORD Sheathed or 3-2-14 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. RF-AC11ONS (lb/size) H-1427/Mechanical,B-1498/0-3-8 Max Herz B-1 31 (load case 4) Max UpliftH--328(load case 3), B-382(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-8-22, B-C--3046, C-D--2782, F-G-2789, G-H--3057, D-E-2829, E-F--2829BOTCHORDB-M-2749, L-M-2371, K-L-2371, J-K-2374, I-J-2374, H-1-2761WEBSC-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; 11 Ornph; 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, 3) Provide adequate drainage to prevent water pending, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint H and 382 lb uplift at joint B. 5) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centeredatjointsunlessotherwisenoted, Provide bracing where indicated and within 4' of interior joints. Bracing Indicated onthissheetIstoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part oftherevieworcertificationofthetrussdesigner. 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 C, C 0" Z a- 411A K, Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Sh NoiContractor/Job: 2509 EL.A RF Date Req i' Draw' No:53912901 H13 JULJ I russ I russ I ype C 53906901' H4 ROOF TRUSS`""" Universal lror eit TP -r'6d- -uc t-s-J-n-c-.,B--urI! n g-t-o --- n-,N---C --2-7-2-15---- Jeff Kerr ~µ 5,000 s Feb 1-00 6-5-3 6-6-13 10-0-0 W 11 Ply Ceritex-Oriando/2509-Aijsk/4-10-3 Job R 1`8r C 13 MiTek Industries, Inc, Wed Apr 23 08:33:40 2003 Page I 29-6-13 0 6-6-13 6-5-3 Scale . 1:61J 5X6 ---- 3V = M L. K 1 1 3X6 = 3x6= 3X8 US 3X6 U7 = 9-3-14 8-8-2 8-8-2 9-3-14 1 PI—ate O-ff—sets (XY) JD.0 -q,Q 2-ALE-:9--3-0 .2-41 LOADING (pst) SPACING 2-0-0 GSI DEFL in (loc) I/defI PLATES GRIPTOLL20.0 Plates Increase 1,25 TC 0,54 Vert(I-L) 0.18 K >999 TL20 245/193TCDL110,13 Lumber Increase 1.25 BC 0.79 Verl(TIL) -0.39 K-M >999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.13 H n/aBCDL110,0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 171 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No,2 TOP CHORD Sheathed or 3-1-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-15 oc bracing. WEBS 2 X 4 SYP No,3 REACTIONS (lb/size) H-1427/Mechanical, B-1498/0-3-8 Max Herz B-1 49(load case 4) Max Uplift H --3119 (load case 5), B--3B9(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3071, C-D-2769, F-G--2776, G-H--3081, D-E--2365, E-F--2365BOTCHORDB-M-2777, L-M-2174, K-L-2174, J-K-2176, I-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 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-6.0psf; BCDL-6.Opsf; occupancy category 11; exposure 3; enclosed;MWFRS gable end zone; cantilever left and right exposed : end vertical left and right exposed;Lumber DOL-I .60 plate grip DOL-1.313) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 16 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 onthissheetIstoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. 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 C— Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: Contractor/Job: 2509 EL.A RF Date Req Draw No:53906901 HJ'aillv" jot) I russ 53PO6901 H5 Universal --F- Weif -P—rodu-cfs, In-c-, pe 0 a L(IbRef4erence (optional) s Feb 20 2003 MiTek Industries, fric-, WedApr 29-6- 13 I 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 scaja - 1 61. a 5X6 = 5X6 = E F 3x7 = N to L K J 30 3x6 U8 = 5X10 = 3x8 3x6 I 9- 3- 14 8-8-2 8-8-2 9-3-14 Plate Offsets ,( X,YILIQ0-4-0 0-3-01,_fq:0-3-0,0-2-41, [F:0-3-0 0- -_41, 2 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TCLL 20,0PlatesIncrease1.25 TC OA3 Vert(I-L) -0,17 L >999 TL20 245/193 TCDL 10.0LumberIncrease1,25 BC 0,78 Vert(Tt-) -0.3B W >999 BCLL 0.0RepStressIncrYESWB0.66 Horz(TL) 0.13 1 n/a BCDL 10,0 Code FBC2001 (Matrix) I st LC LL Min I/clefl - 240 Weight: 183 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-1 oc pudins. BOT CHORD 2X4SYPNo.2 BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. WEBS 2 X4SYPNo.3 RF-AC11ONS (lb/ size) B-1498/0-3-8,1-1427/Mechanical Max Horz B- 1 68(load case 4) Max Uplift B-- 413 (load case 4),I--343(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A- B-22, B-C--3063, C-D--2770, D-E--1983, F-G--1983, G-1-1-2778, 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; I I Omph; h-25ft: TCDL-6Mpsf; BCDL-6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left andrightexposed ; and vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequatedrainagetopreventwaterponding. 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 shallbefabricatedperANSI/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 istoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. 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. Anyreferencestojobnamesandlocationsareforadministrativepurposesonlyandarenotpartofthereview orcertificationofthetrussdesigner. 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 instructionsforinstallation. LOAD CASE(S) Standard tr C5 a - Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop Nw Contractor/Job: 2509EL.A RF Date Req:C Q 11raw No:539bra 901hb russ 53906901 I H6 ROCIrRUSE Ml uots,lnc,, Burlington, NC 272i5, leff Kerr t;,pOp s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:33:41 2003 Page 1-0 6 5 3 11-10-14 17-Q-0 1 g-Q ( 24 1_2 2-6-13 3C-4-(l 1-0-0 6-5-3 5-5-10 5-1-2 2-0-0 5-1-2 5-5-1 0 6-5-3 Scale - 1:GL, I 5.00 riz 5x6 m 5x6 E E 3x7 N M L. K i 3x7 3x6 =. 3x3 =. 5xl2 = 3x8 = 3x6 = 9-3-14 8-8-2 B-8-2 9-3-14 Plate Offset XYY jD 0 4-0,0-3-Oj CE 0 3010 2411F0 3 0 0 2 i G 0 4 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.17 L 999 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) 0.38 I-J 999BCLL0.0 Rep Stress incr YES WB 0.75 Horz(TL) 0.13 1 n/aBCDL10.0 Code FBC2001 Matrix) 1st LC LL Min I/dell - 240 Weight: 183 lb LUMBER BRACINGTOPCHORD2X4SYPN0.2 TOP CHORD Sheathed or 3-3-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 2 X 4 SYP No.3 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 Load 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-F--1812BOTCHORDB-N2762, M-N-2278, L-M2278, K-L-2281, J-K-2281, I-J2773WEBSC-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 6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water pending. 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 centeredatjointsunlessotherwisenoted, Provide bracing where Indicated and within 4" of interior joints. Bracing indicated onthissheetistoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The trussdesigneracceptsnoresponsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. 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 9 xds 0" N L CustomerNo: • ! • • 2509No:53906901 Qty ply Centex-0i lando/2509-A/isk/4-19-3 53906901 _[T7 ROOFF TTRUS-7 1 1 Jab Reference(optiorial) Jfriiver s-al Forest Products,inc., Burlington, _ 000 s Feb-2-0 -Wad --Apr —2-3- 0'-8:-3-3:42--2-0 18-0-0 24-1-2 1 29-6-13 36-0-0 1-0-0 6-5-3 5-5-10 6-1-2 6-1-2 5-5-10 6-5-3 SCA10 - 1:60A 5X6 -- 5,00 1-1-2 11 I U7 M L K 3x6 3X8 3X8 3x8 3x6 18-0-0 26-8-2 cr 9-3-14 B-8-2 8-8-2 9-3-14 PlataOffsets_Q+ 0 0, -0-4-0.0-3-01 LOADING ( psf) SPACING 2-0-0 CSI DEFIL in (loc) Well PLATES GRIP TCLL20.0 Plates Increase 1.25 TC 0,44 Verl(I-L) 0,18 K 999 TL20 2451193 TCDL10.0 Lumber Increase 1.25 BC 039 Vert(I-L) 0.39 11-1 999 BOLL0.0 Rep Stress Incr YES WB 0,80 Horz(TL) 0.13 H n/a BCDL110,0 Code FBC2001 Matrix) 1st LC LL Min I/dell - 240 Weight: 174 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-0 oc purlins. BOTCHORD2X4SYPNo.2 BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. WEBS2X4SYPNo.3 REACTIONS ( lb/size) B-1498/0-3-8,1-1-1427/Mechanical Max Harz B- 1 95(load case 4) Max UpliftB--444 (load case 4), H-374(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22,8-C--3056,C-D--2773,D-E--1944,E-F--1944,17-G--2781,G-H--3066 BOT CHORDB-M-2760, L-M-2281, K-L-22811, 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; I'CDL-6,Qpsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever leftandrightexposed ; end vertical left and right exposed;Lumber DOL-1,60 plate grip DOL-1.33. 3) Providemechanicalconnection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint B and 374 lb uplift at joint H. 4) TrussshallbefabricatedperANSI/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 street is to reduce buckling of individual members only and does not replaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer shall verity all design information on this sheet for conformance withconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibilib for thecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposesonlyandarenotpailoftherevieworcertificationofthetrussdesigner. 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 for installation. LOADCASE( S) Standard i ustomer No: 11045 Customer Name: CENTEX,1141rVulac ORLANDO Shop No:, 4.Oontractor/Job: 2509 ELA RF Date Draw No:53906901T7 Job TrussTruss Type Ply nie—x - 6 _1an-d6-i2_5_0_9-A_fjsk/41 53906901 H9 ROO 1 1 Job Refer nc ti n alSD_ViivW- . err 5.000 s Feb 20 2003 MiTek Industries, Inc, Wed Apr 23 08:33:42 2003 Page IUniversalForetPr0J1JcfS_,_1nc _,B FrP16 rij C 27 15,—J 11-10-14 240-2 29-6-1 36-0-0 37-00 1-0-0 6-5-3 5-5-10 5-1-2 2-0-0 5-1-2 5-5-10 6-5-3 1-0-0 Scale - 1:61 I 5.00 12 5x6 -= 5X6 E F V1 M L K 3x6 = 3X8 = 5x12 = 3x8 == 3X6 30 = 93-14 8-8-2 B-8-2 9-3-14JV LOADING (pst) TCLL 20,0 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFL in (loc) I/defI PLATES GRIP TCD1_ 10.0 Lumber Increase 1,25 0,42 BC 0,70 Vert(LL) Verl(TL) 0,17 M 0.38 M-0 999 999 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WO 0.74 Horz(TL) 0,13 1 n/aBCDL10,10 Code FBC2001 Matrix) I st LC LL Min Well - 240 Weight: 185 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 REACTIONS (lb/size) B-1497/0-3-13,1-1497/0-3-8 Max Horz B-1 78(load case 5) Max UplittB-434(load case 4), 1--434(load case 5) BRACING TOP CHORD Sheathed or 3-3-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing, FORCES (lb) - First Load Case OnlyTOPCHORDA-B-22,B-C--3054,C-D.-2770,D-E--1944,F-G--1944,G-H--2770,H-1--3054,1-J-22,E-F--1809BOTCHORDB-0-2759, N-0-2275, M-N-2275, L-M-2275, K-L-2275, I-K-2759WEBSC-0-353, D-0-464, G-K-484, H-K-353, E-M-523, F-M-523, G-M-693, D-M--693 I NOTES (5) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC20011; I I Omph; 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. 3) Provide adequate drainage to prevent water ponding, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint B and 434 lb uplift at joint 1. 5) 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 doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibilit) for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner, LOAD CASE(S) Standard IcaC5 o' Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO ShopNo:,------1Contractor/Job: 25091EL.A RF Date Req:( 1 __3 Draw No:53906901H9 russ 11russ Type 53906901 IHIO ROOF s,lnc., Burlington, 000s Feb entax- Job Reference _(opfloralIndustries, Inc. Wed Apr 23 08:33:43 2003 Page It - rY6-_5-3____I__ 11-1 - 0 - 1 41 5':.0-_0, ?4-1-2__ 29-6-13 360-0 17-0-0 1-0-0 6-5-3 5-5-10 3-1-2 6-0-0 - 3-1-2 6-5-3 1_00 Scala - 1:6 5 00 V2 5X6 5X6 A - E F I I L) N M L K 34 = 3x8 = 5XI0 3X8 = 3x6 3X7 = 9-3- 14 8-8-2 88-2 9-3-14 Plata Offsets x Y IE0-3-1 D:O 4 0 0-3-01 ------- 3 O 0 0-2-41 _[17, 0 - LQ-2-4J,_LG:0-4-0 LOADING (psf) SPACING 2- 6_0 CSI DEFIL in (loc) I/defl PLATES GRIP TOLL 20,0 PlatesIncrease1.25 TC 0.41 Vert(LL) -0.17 M >999 TL20 245/193 TCDL 10'0 Lumberincrease1.25 BC 0.70 Vert(TL) -0.38 M-0 >999 BCLL 0.0 RepStressIncrYESWB0.65 Horz(TL) 0.13 1 n/a BCDL 10J) Code FBC2001 (Matrix) 1st LC LL Min I/detl - 240 Weight: 184 lb LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP No,2 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 UpliftB-413(load case 4),I--413(load case 5) BRACING TOP CHORD Sheathed or 3-3-7 oc purlins. BOT CHORD Rigid ceilingdirectlyappliedor7-5-5 oc bracing, FORCES (11b) - First Load Case Only TOP CHORD A-B- 22,B-C--3060,C-D--2768,D-E--1980,F-G--1980,G-H--2768,Fi-l--3060,1-J-22,E-F--2018 BOT CHORD B-0-2766 ' N-0-22621 M-N-2262, L-M-2262, K-L-2262, I-K42766 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; 1 10mph''h-25ft; TCDL-6,Opsf; BCDL_6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and rightexposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainagetopreventwaterponding. 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 1. 5) Truss shall befabricatedperANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicatedandwithin4" 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 oraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only andarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard 1v cli E Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No-, Contractor/Job: 2509 EL.A Ire F Date Rei Draw No:53906901------ Job truss 53906901 H111 I L Wersal Forest Po), In Inc., Burlington, NC 27215, Ply Job 5.ddb s Feb 20 206T-1Te0a-, Im IN 0 1-0-0 6-5-3 6-6-13 10-0-0 6-6-13 6-5-3 1-0-0 scaly - I 20 11 5X6 11 M L K J 3X6 3x8 -- 3X8 mm 3x8 == 3x6 3x7 = 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offsets YJ' E, -3- t7 0-2 3-0,0-2-41 LOADING (psf) SPACING 2-0-0 TOLL 20.O Plates Increase 1.25 CS] TC DEFL in (loc) II/dell PLATES GRIP TCDL 10.0 Lumber Increase 1.25 0.40 BC 0.70 Vert(LL) o,l B L >999 TL20 245/193Vert(TL) -0.39 L-N >999BCLL0.0 Rep Stress Incr YES Wo 0.18 Horz(TL) 0.13 H n/a, BCDL 10..00 Code FBC2001 Matrix) I st LC ILL Min Well - 240 Weight: 173 lb LUMBER BRACINGTOPCHORD2X4SYPNoTOPCHORD Sheathed at, 3-3-10 oc purlins. BOT CHORD 2 X 4 SYP No-2 BOT CHORD Rigid ceiling directly applied or 7-9-8 bracing. WEBS 2 X 4 SYP No.3 oc REACTIONS (lb/size) 13-1497/0-3-8,H 1497/0-3-8 Max Harz B--1 41 (load case 5) Max Uplifffl--369(load case 4), H--389(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--306B, C-D--2766, F-0-2766, G-H--3068, H-1-22, D-E--2362, E-F--2362BOTCHORDB-N-2775, M-N-2171, L-M-2171, K-L-2171, J-K-21711 H-J-2775WEBSC-N--394, D-N-552, F-J-552, G-J--394, E-L--251, D-L-282, F-L-262 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001 11 0mph; h-25ft; TCDL-13.0psf; BCDL-6.0psf; 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 pending, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at joint B and 3139 lb uplift at joint H. 5) Truss shall be fabricated per ANSI[FPl 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 an this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances, The truss designer accepts no responsibilit) for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are foradministrativepurposesonlyandarenotpartattherevieworcertificationofthetrussdesigner, LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: --- Contractor/Job: 2509 EL. A RF Date Req:0,1 Draw No: 53906901 Hi 1 Truss ------ TrussT—ype Oty MMO- P— ly -C-eiiex-Orlando2509-A/jsk/4-19-3 53906901 H12 100VMWI I Jab neference_(9p!IonaIJ___'__ 0-n-ive-rsa]-Fcre-s`f Pr—odu—cts,—In-c,,—B-url—ing-ton,i- NC —27215,Jeff Ker---5-.-0-0-0 s Feb-20--2003 MiTek industries, Inc. Wed -Apr 23 013:33: 11- -0 i 5'-Ro 29- 6- 1 3 __17-0- 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, 5X6 W 11 5x6 3x7 N M L K 'i 3X7 34 = 3X8 == 30 3x8,-- 34 LOADING (Psf) SPACING 2-0-0 TCLL 0 .o Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No,2 BOT CHORD 2 X 4 SYP No,2 WEBS 2 X 4 SYP No,3 REACTIONS (lb/size) B-1497/0-3-8, H-1497/0.3-8 HM RM GSI DEFIL in loc) I/defl PLATES GRIP TC 0,43 Vert(LL) 0.22 L >999 TL20 245/193 BC 0,79 Vert(TL) -0A3 L-N >999 WB 0.23 Horz(TL) 0.13 H n/a Matrix) 1st LC LL Min Well - 240 Weight: 169 lb BRACING TOP CHORD Sheathed or 3-3-3 oc purlins, BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. Max Harz B--1 22(load case 5) Max UplifIB--382(load case 2), H--382(load case 3) FORCES ((b) - First Load Case Only TOP CHORD A-B-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; A 10mph; h=25ft; TCDL-6.Opsf; BCDL-6.0psf-, occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever let( and right exposed ; end vertical left and right exposed;Lumber DOL-11,60 plate grip DOL-1.33, 3) Provide adequate drainage to prevent water pending, 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 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 doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances, The truss designer accepts no responsibilit! for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No- Contractor/Job: 2509 EL.A RF Date Req:C""- 3 Draw No:53906901 H1 2 JuU J luss Truss iype 53906901 1-1113 H Inc,, Burlington, NC 27215, 5,000 s Feb 20 2003 MiTek Industries, Inc, Wed Apr 23 08:33:45 2003 Page I 30-2-15 36-0-0 37-0-0 1 0-0 5-9-1 3-2-15 6-0-0 60-0 6-0-0 3-2-15 5-9-1 1-0-0 Scala . 1:61, 3x6 -_ 5x6 -- 3x7 = a N M L K 3x7 = 3x8 = 300 M1118H= WO M111811= 3x6 = 8-"o'0 26 -10-4 36-0-0 9-1-12 8-10-4 8-10-4 9-1-12 F:0-4-00-3-Qj,fG:0-3-00-2-41 LOADING (psf) SPACING 2-0-0 CSC DEFL in (oc) I/defl PLATES GRIPTCLL20.0 Plates Increase 125 TC 0.36 Vert(LL) 0.28 M 999 TL20 245/193TCDL10.0 Lumber Increase 125 BC 0.80 Vert(TL) 0.52 K-M 1326 BCLL 0,0 Her, Stress Incr YES WB 0,79 Horz(TL) 0,15 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 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 (lb/size) B-1497/0-3-8,1-1497/0-3-8 Max Herz B--1 04(load case 5) Max UpIfit B--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-28113, D-E--2592, E-F--3350, F-G--2592, G-H--2813, 1-1-6-30137, I-J-22BOTCHORDB-0-2771, N-0-3284, M-N=3284, L-M-3284, K-L-3264, I-K-2771 WEBS D-0-788, G-K-788, C-0-252, H-K--252, E-0-825, E-M-1 06, F-M-1 06, 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-25ft; TCDL-6,Opsf; BCDL-6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zona; 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/TP1 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 onthissheetistoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to aspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part oftherevieworcertificationofthetrussdesigner, LOAD CASE(S) Standard 1 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 531, Contractor/Job: 2509 EL.A RF Date Reql,- ,003 Draw No:53906901 H1 3 russ type 53906901 H14 HIP -49101 Inc., Burlington, NC 27215, 01, Ply -AJjs epJobReferceAopti9rlajJ s Fe"2 -06j Industries, __ ICentax, Orlando/2509 - QiTestries, Inc. Wed Apr ON 4-5 0-0 -5- - -0- 11 - — ---? i - ----qf3 -Q 0 -IT " 1-0-0 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 5,00 ff-2 7x102x6 11 5X8 = 5X6 = 700 F G H I I U P 0 N M 5X10 5x6 v 54 7x10 Mill BH= 5X6 = 5X6 2 7- 1- 12 5-5-2 5-5-2 5-5-2 5-5-2 7-1-12 Plate Offsets tX-7JE LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1,25 TC 039 Ver-t(LL) 0,81 0 529 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -1.16 0 370 BOLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.21 K n/a BCDIL 110.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 221 lb LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* J-3 2 X 6 SYP No.2, T2 2 X 6 SYP No,2 BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No,3 'Except* W1 2 X 4 SYP No.2, W1 2 X 4 SYP No.2 W1 2 X 4 SYP No,2, W1 2 X 4 SYP No.2 BRACING TOP CHORD Sheathed or 1-9-8 oc purlins, BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. REACTIONS (lb/ size) K-3079/0-3-1 0 (input: 0-3-8), B-3079/0-3-1 0 (input: 0-3-8) Max Herz B--86(load case 5) Max UpIiftK-- 1 129(load case 3), B--1 076(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B-26,B-C--7065,C-D--6967,D-E--9397.E-F--10284.F-G--10284,G.H.,10284,H-1--9397,1-J--6987,J-K--7065,K-L-26 ROT CHORDB-C-6456, P-Q-6499, O-P-9394, N-0-9394, M-N-6499, K-M-6456 WEBS D-0-290, I-M-290, C-Q-34, D-P-3247, E-P-11253, E-0-1001, F-0--687, H-0-1001, H-N--1253, I-N-3247,,J-M-34 NOTES (9) 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-6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever leftandrightexposed ; end vertical left and right exposed;Lumber DCL 1.60 plate grip DOL-11 .33, 3) Provideadequatedrainagetopreventwaterpending, 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 31 0,81b up at 29-0-0, and 385,01b down and 31 0,81b 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 sheetistoreducebucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, 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 acceptsnoresponsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the revieworcertificationofthetrussdesigner. LOAD CASE( S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1,25 Uniform Loads ( pit) 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 Customer No: 11045 Customer Name: CENTEX HO"Pq n9LANDO Shop Nc'1,,,,..--_ I Contractor/Job: 2509 ELA RF Date Req:ODraw No:53906901H14 53906901 r toss Truss TMe UTY "y Uenlax-Urlando/2509-A/isk/4- 19-3 CJ5 IRO FTRUSS 6 I I ast f-roclucts, Inc., Burlington, NC 27215, Jeff Kerr 5.000 s Wed Apr 23 06:33:45 2003 F 4-11 11 0 LOADING (pst) TCLL 20.0 SPACING Plates Increase 2-0-0 1,25 GSI TC DEFL in loc) Well PLATES GRIPI TCDL 10'0 Lumber Increase 1,25 0.27 BC 0.10 Vert(I-L) n/a Vert(TI-) -0.05 n/a TI-20 245/193 A >263BCLL0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0,00 C n/aBCDL10,0 Code FBC2001 Matrix) 1st LC LL Min Well ® 240 Weight: 17 lb LUMBER BRACINGTOPCHORD2X4SYPNo.2 BOT CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-11 all oc purlins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, M 0-1:11 REACTIONS (lb/size) C-135/Mechanical, B-268/0-3-8, D-48/Mechanical Max Herz B-1 15(load case 5) Max UplittC--1 16(load case 5), B-77(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-42 BOT CHORD B-D-0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph;h-25ft;TCDL-6,0pst; 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-1.332) 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 8, 3) Truss shall be fabricated per ANSliTPI 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 an this sheet is to reduce buckling of individual members only and doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verity all design information on this sheet forconformancewithconditionsandrequirementsofthe, specific building and governing codes and ordinances. The truss designer accepts no responsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are foradministrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard fs a, CL Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop N1fContractor/Job: 2509 EL.A RF Date Req:O.-'- Draw No:5390690 Jou muss truss lype 539a6901 CJ3 ROOF - SS If6iiWr—saJ —Fore .s--t-Pr6rf6cf-s,Inc,, Burlington, NC 27215, Jeff Kerr 5.00 y I Centex-Oilando/2509-A/jsk/4-19-3 16JI 'II ---'--------,% JobReference(9ptional)- s Feb 202003 MifekIndustries, Inc. Wed --Apr 23 08:33: M1 LOADING ( psf) SPACING 2-0-0 CS1 TCLL 20.0 Plates Increase 1.25 TC 0.08 TCDL 10,0 Lumber Increase 1.25 BC 0.03 HCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10,0 Code FBC2001 Matrix) LUMBER TOP CHORD 2 X 4 SYP No,2 BOT CHORD 2 X 4 SYP N0.2 REACTIONS ( lb/size) C-69/Mechanical, B-194/0-3-8, D-28/Mechanical 2. 10-1-5 2-1 !11 1 0- 0-12 DEFL in loc) I/defl PLATES Vert( LI-) n/a n/a T120 Vert( TQ -0.01 A >999 Horz( TL) -0.00 C n/a I st LC LL Min I/defI - 240 II BRACING TOP CHORD Sheathed or 2.11 -11 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, r1% ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No Contractor/Job: 2509 EL.A RF Date Req:17 003 Draw No:53906901CJ3 Scat® - 1:7,6 Max Harz 13-73(load case 5) Max UpliftC--66(load case 5), 13-84(load case 4) FORCES ( lb) - First Load Case Only TOP CHORD A-B-22, B-C-21 BOT CHORD B-D-0 NOTES ( 3) 1) Wind: ASCE 7-98 per FBC2001; I I Omph; h-25ft; TCDL-6.Opsf; BCDL-6.0psf- occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantileverleftandrightexposed ; end vertical left and right exposed;Lumber D61--1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 66 lb uplift at joint C and 84 lb uplift at joint B. 3) Truss shall be fabricated per ANSI1TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. ProvidebracingwhereIndicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does notreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibilityfor thecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrativepurposesonlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard It 53996901 - JCJ1 ss ROOF 16 I MGM A Jqb-Rqtere_(Lqe1 _(opliar ek Industries, Inc. Wed 10 Scale . 1:4J LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Well PLATES GRIPTOLL20.0 TCDL 10,0 Plates Increase Lumber Increase 1.25 1.25 TC' 0,06 BG 0.00 Vert(LL) n/a Vert(TL) 0.00 n/a TL20 245/193 ABOLL0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 999 C n/aBCDL10'0 Code FBC2001 Matrix) 1st LC LL Min Well - 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—O/Mechanical,CO/Mechanical Max Herz B-41 (load case 4) Max UpliftB--1 02(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-B-21, B-C--26, C-D--4 BOT CHORD B-E-0 1) 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, 2) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 102 lb uplift at 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 doesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet forconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are foradministrativepurposesonlyandarenotpailoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No:: Contractor/Job: 2509 EL.A RF Date Req:041 03 Draw No:53906901cil Job Truss Truss Type CentexOrland./2509 2nd Ilsk/3-31-3 52906900 Frl ;;OR Job Reference loptiory Universal - Fores-t-P-roducts, Inc-, Burlington, -NC272-15-, JeffKerrMiTalIndustries, 1Inc. SatApr 19 11:55:24 2003 Page 1 I S.ala - 1,34 3.6 FV= U4 = 3x6 FP = 3x4 = LOADING (pst) SPACING 2-0-0, TOLL 40.0 Plates Increase 1.00 TGDL 10.0 Lumber Increase 1,00 BCI_L 0. 0 Rep Stress Incr YES BCDL 5.0 Code FBC2001 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) I/dall PLATES GRIP TC 0.05 Vair(LL) Tva n1a TL20 245/193 ac 0.01 Vert(TL) rVa rVa WB 0.03 Horz(TL) 0.00 S n/a Matrix) 1st LC LL Min Well - 360 Weight: 92 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A REACTIONS (lb/ size) AJ-52120-10-8,S-29/20,10,8,AI-147/20-10-8,AFI-147/20-10-8,AG-147120-10-8,AF-147/20-10-8,AF-147/20-10-8, AD-147/20- 10-8,AC-145/20-10-8,AA-145/20.10-8,Z-147/20-10-8,Y-147/2(),10-8,X-147/20-10-8,W-147i20-10-8, V-1 45/ 20-10-8, U-1 53/20-10-8, T-1 16/20-10-8 Max Horz AJ- 6(load case 1) FORCES (lb) - First Load Case Only FOP CHORD AJ- AK--48, A-AK-48, S-ALA23, R-AL-23, A-B-6, B-C-6, C-D-6, D-E-6, E-F-13, F-G-6, G-H-6, H-1-6, I-J-6, J-K--6, K-L-6, L-M-6, M-N-13, N-0-6, 0-P-6, P-Q-6, Q-R--6 BOT CHORD Al- AJ-0, AH-A1-0, AG-AH_0, AF-AG-0, AE-AF-0, AD-AE-0, AC-AD-0, AB-AC-0, AA-AB-6, Z-AA-6, Y•Z-6, X-Y-6, W-X_6, V-W-6, U-V-6, T-U-6, S-T®6 WEBS B-Al-- 133, C-AH-134, D-AG-133, E-AFC133, F-AE-133, G-AD-133, H-AC-133, J-AA--133, K-Z--133, L-Y-133, M-X--133, N-W-134, O-V--132, P-LI-138, Q-T-108 NOTES (6) 1) All plates are 1.50 TL20 unless otherwise Indicated, 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Sttongbacks to be attached to walls at their outer ends or restrained by other means. 6) 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 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 codas and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard i L10 I- I I.- 1 41 U) Z cr- Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO 8hop No: 53906904 Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:5390690OFT1 Joo 53,906900 Flrru2' 5 S 0 P] iruss iypa FLOOR 3x4 U6 FP= 3x4 = 1.54 11 3K4 c D E F (a C" y 1 "t, 'I 3x4 H x-Odando/2509 2ndfisk/3-31-3 eferenqtqop co _ ustries, Inc, Sal Apr 19 11:55:25 2003 Page I Scale - 1141 5x4 = 3x4 = 3X5 = I'5X3 I J K 3x4 = 5X5 = Us 3x4 = 3x4 = 1,50 11 3xi0M1118HFP= 3x4 Us = 5X5 = 3x4 U4 = 1_ 10-7-#Ll 1-10-8 1_144,8 j 16-10-8 9 - _-_B 20- 1 0_8 20- 10-8 Plate Offset qsA -1 peQ - _1 - S.0-1-8 Edge[ AIEq 'qjJg_ _L_ qaJ,L d LOADING ( pst) SPACING 2-0-0 CS1 DEFIL in (loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1,00 TC 0.71 Vert(LL) -0.45 Q-R >555 Tt20 245/193 TCDL 10,0 Lumber Increase 1.00 BC 0.71 Vert(Tt-) -0.61 Q-R >405 BCLL 0.0 Rep Stress Incr YES WB 0.60 liorz(TL) 0.10 L We BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min Udell - 360 Weight: 108 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 5-3-11 oc purfins, except end verticals. BOT CHORD 4 X 2 SYP SS BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS ( lb/size) L-1128/0-3-8,W.1128/0-8-0 FORCES ( lb) - First Load Case Only TOP CHORD W-X--1 122, A-X--1 121, L-Y--1 123, K-Y--1 121, A-13-11 162, B-C--2934, C-D-4088, D-E--4088, E-F--4800, F-6--4800, G-1-1--4704, H- 1-4103, I-J--2930, J-K--1 164 BOT CHORD V-W-56, U-V-2195, T-U-3641, S-T-4530, R S-4800, Q-R-4800, P,Q-4548, O-P-4548, N-0-3636, M-N-2196, L-M-58 WEBS K-M-1503, A-V-1501, J-M--1436, B-V--1436, J-N-1021, B-1-1-1028, I-N-982, C-1-1-983, 1-0-649, C-T-622, H-0-620, E,T--615, H- Q-216, E-S-366, G-Q--1 31, F-S- 161 , G-R--78 NOTES ( 3) 1) All plates are TL20 plates unless otherwise Indicated, 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 6d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 3) Truss shall be fabricated per ANSIfFPI 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 verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as It may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/ Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:5390690OFT2 53906900 I FT3 versa( Forest Products,inc., Burlington, NC 27215, 5.000 s Feb 20 2003 MiTek Industries, Inc, Sat Apr 19 11:55:25 2003 Page i Mffm U4 -- U4 = LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Well PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a TL20 245/193 TCDL 10,0 Lumber increase 1.00 BC 0.01 Veit(TL) n/a n/a BCI-L 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 L n1a BCDL 5,0 Code FOC2001 (Matrix) I st LC LL Min Well - 360 Weight: 58 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc: purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 HOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) V-52/12-10-0,L-27/12-10-0,U-148/12-10-0,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, 0-145112-10-0, N.153/12-10-0, M-113/12-10-0 FORCES (lb) - First Load Case Only TOP CHORD V-W--46, A-W--48, L-X--21, K-X--21, A-B--5, B-C--5, C-D--5, D-E--5, E-F--5, F-G--5, G-H--5, H-1-5, I-J--5, J-K--5 BOT CHORD U-V-5, T-11-5, S-T-5, R-S-5, Q-R-5, P-Q-5, O-P-5, N-0-5, M-N-5, L-M-5 WEBS B-1-1-133, C-T--134, D-S--133, E-R--133, F-Q--133, G-P--134. H-0-132, i-N--139, J-M--107 NOTES (6) 1) All plates are 1,50 TL20 unless otherwise indicated. 2) Gable requires continuous bottom chord hearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (!,a, diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilityforthecorrectnessoraccuracyofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification at the truss designer. LOAD CASE(S) Standard X: I I Itwo] IE'FPZ'FPQNI mmmilmallisul Jou Truss 53906900 FT4 1-3-0 Truss Type Qty F rr !),UUU s Job Reference (Opltc)nalj______ ek Industries, Inc. Sat Apr 19 11:55:26 2003 Page 1 1'5X3 = 3X4 = 3x4 A 3x4 C 3x4 D 1,5x3 7- U4 = 3.4 = 6-11-0 hate Offsets X Y B Q- _1-_0 Ed e C:0-1-6,Edge D.0-1-8 EdgeJ LOADING (pst) SPACING 2-0-0 CS11 DEFL in loc) Wait PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.01 H >999 TL20 245/193 TCDL 10.0 Lumber Increase 1,00 BC 0.14 Vert(TL) -0.01 H >999 BCLL O'D Rep Stress Incr YES WB 014 Horz(TL) 0.00 E n/a BCDL 5.0 Code FBC2001 Matrix) 1st LC LL Min I/clefl - 360 Weight: 39 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No,2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verlicals. 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) J-360/0-8-0, E-360/0-8-0 FORCES (lb) - First Load Case Only TOP CHORD J-K--355, A-K-354, E-L--355, D-L-354, A-B-263, B-C--530, C-D--263 BOTCHORD I-J-18,H-1-530,G-H-530,F-G-530,F--F-18 WEBS D-F-360,A-1-360,C-F--336,B-1--336,B-H-11,C-G-11 NOTES (2) 1) 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, 2) Truss shall be fabricated per ANSIf1-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 bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsibllit) 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. ludawd= K.0 ZM C.L. C5 Job Truss Truss Type aty Ply Centex-Oulando/2509 2nd/isk/3-31-3 539013900 FT5 FLOG I I JA Reference1Aqption I t un, OWC 27 2-15, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Sat Apr 19 11:55:26 2003 Page I tin-ive'-rsalForest -Pioduct-s,loc., B'ur-rif I I- 1-3 itl--1 1-9-- "1 3x4 = 3x4 3x4 = 3x6 FP = r5x3 11 r5x3 It 3x4 = 3x4 R G D E F G H I M305M 5x4 -- 3x4 = i'5X3 i K X 3. 4 = 5X5 = 3x4 3x4 = 3K4 = 3x4 = 3x4 = WO M1118H 1`1`= 5X5 = 3x4 3x4 19- 2-0 Plate A dge 0-1-#LV< LOADING ( pst) SPACING 2-0-0 CS1 DEFL In (loc) Well PLATES GRIP TOLL 40,0 Plates Increase 1.00 TC 0,38 Veu(I-L) -0,32 Q-R >706 TL20 245/193 TCDL 10.0 Lumber increase 1.00 BC 0.97 Vetl(TQ -0,44 Q-R >514 BOLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) OM L n/a BCDL 5.0 Code FBC2001 (Matrix) Is( LC LL Min Well - 360 Weight: 100 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS4X2SYPND.3 REACTIONS ( lb/size) L-1034/0-8-0,V-1034/0-6-0 FORCES ( lb) - First Load Case Only TOP CHORD V-W--1029, A-W--1028, L-X--1029, K-X--1028, A-B-1057, B-C-2631, C-D--3604, D-E--3604, E-F-4051, F-6-4051, G-H--4051, H- 1-3604, I-J--2631, J-K--1057 BOT CHORD U-V-53, T-U-1991, S-T-3245, R-S-3935, Q-R-4051, P-Q-3935, O-P-3245, N-0-3245, M-N-1991, L-M-53 WEBS A-U-1 364, B-U--1 300, B-T-890, C-T-854, C-S-498, E-S-461, E-R-1 58, K-M-1 364, J-M--1 300, J-N-890, I-N-854, I-P-498, H- P-461, H-Q-1 5B, F- R--90, G-Q--00 NOTES ( 3) 1) All plates are TL20 plates unless otherwise indicated. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 6d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 verity all design Information on this street 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 pail of the review or certification of the truss designer. LOAD CASE(S) Standard J LMOM Job Truss Truss Type Qty I Ply Ceenlex-Orlando/2509 2nd/isk/3-31-3 59906900 FT6 FL 3 1 Job EI.f.reqqe jqp ional) BurlUniversalForestProducts,inc., Burgton, NO 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Sat Apr 19 11:55:27 2003 Page I 5x4 I, N3 A I w W H U4 0 3X4 3x6 FP= D E vo I 1-Q I1 5X3 11 1 5X3 11 3X4 F a H bx4 3x4 = 3.4 1,5x3 I i K x 3x4 = 5X5 =W 3A = 3x4 3x4 = 3x4 = 3x4 = 300 M1118H FP 5x5 = 3.4 3x4 0-_-,_ 9_Q 0 _-__10 2 0 19- 2-0 LOADING ( psf) SPACING 2-0-0 TOLL 40.0 Plates Increase 1,00 TCDL 10,0 Lumber Increase 1,00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2001 LUMBER TOP Of IORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No,2 WEBS 4 X 2 SYP No1 CS1 DEFL in loc) I/defl PLATES GRIP TC 0.38 Vert(LL) -0.32 Q-R >706 TL20 245/193 BC 0,97 Vert(TI-) -0.44 Q-R >514 WB 0.55 Horz(TL) OMB L n1a Matrix) 1st LC LL Min I/defl - 360 Weight: 100 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( Ib/sIze) L-1034/0-8-0,V-1034/0-3-8 FORCES ( 11b) - First Load Case Only TOP CHORD V-W--1029, A-W--1028, L-X-1029, K-X--1028, A-B--1057, B-C--2631, C-D--3604, D-E--3604, E-F--4051, F-G-4051, G-f1-405 1, 1- 1-1-3604, I-J--2631, J-K--1057 BOT CHORD U-V-53, T-U-1991, S-T-3245, R-S-3935, G-R-4051, P-Q-3935, O-P-3245, N-0-3245, M-N-1991, L-M-53 WEBS A-U-1 364, B-U--1 300, B-T-890, C-T--854, C-S-498, E-S--461, E-R-I 58, K-M-1 364, J-M--1 300, J-N-890, I-N--854, I-P-498, H- P-461, H-Q-158, F-R--90, G-Q--90 NOTES ( 3) 1) All plates are TL20 plates unless otherwise indicated. Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) 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 notreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign, 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, I LOAD CASE(S) Standard I Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/ Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:5390690OFT6 53906900 FT7 ffoflversef ForesterorestP1 5x4 t5.3 t tap Truss Type Oly 11, Centex-Orlar FLOOR 4 1 eforenc Inc., R B-- rlcln gton, NC 27215, Jeff Kerr 5,000 s Feb 20 200 WiTek Ind6 sit-ri-es-, F-AA-A-1 3x4 = 3x4 mm I.5x3 11 3x4 = M 3x4 = ow scalp - 1:26, 5x4 = 1 5X3 3x4 = 5x4 = 3x4 = 3x4 =- 1,50 11 3x4 = 3x4 = 5x4 3x4 = 4 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1,00 TC 0.40 Vert(LL) -0.17 L-M >999 TL20 245/193 TCDL 10,0 Lumber Increase 1.00 BC 0,84 Veil(TL) -0.23 L-M >797 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.05 1 Wa BCDL 5.0 Code FBC2001 Matrix) 1st LC LL Min Well - 360 Weight: 83 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purfins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 4 X 2 SYP No.3 s REACTIONS (lb/size) C)-849/0-3-8,1-849/0-8-0 FORCES (lb) - First Load Case Only TOP CHORD Q-R--845, A-R-844, I-S--844, H-S--843, A-B-851, B-C--2025, C-D--2719, D-E--2719, E-F--2622, F-0-2040, G-H-846 BOT CHORD P-Q-44, O-P-1592, N-0-2449, M-N-2719, L-M-2719, K-L-2470, J-K-1587, I-J-44 WEBS H-J-1091' A-P-1097, G-J-1031, B-P-1032, G-K-629, B-0-602, F-K--598, C-0-590, F-L-212, C-N-366, E-L-131, D-N--164, E-M--74 NOTES (2) 1) 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. 2) 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 pail of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:53906900FT7 I N N K 3x4 11 5X6 11 A 11 a 3x6 11 3K6 11 C 0 Us 11 3X6 11 E F Scala 1:?6 3x4 11 5XG 11 5X6 It 0 it 3x4 = 5X5 = 34 = 3x4 = 3x4 = 3K4 = 3X5 = 5X5 =- 3x4 = 101-12 1 0 J5 a 1 -33 15-9-8 PIall@. Qf[sets Y LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) Vdofl PLATES GRIP TALL 40.0 Plates Increase 1.00 TC 021 Varl(LL) -0.18 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1,00 tic 0.81 Ved(TI_) -0-25 M >752 BCLL 0,0 Rep Stress Incr NO WEI 0.65 Horz(TL) 0,07 1 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min Ildell - 360 Weight: 106 Ito LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP NoA BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/sizo) Q=1253/0-3-8,1.1253/0-8-0 FORCES (lb) - First Load Case Only TOP CHORD ' A-Q.-1246, H-I=-1246, A-B-1 183, B-C=-2876, C-D-3869, D-E—=- 4207, E-F® F-G-2876, G-H=-1 183 BOT CHORD P-Q=O,O-P-2208,N-0-3-)22,M-N=4197,L-M-4197,K-L-3.,22,J-K=2208,1-J.0 WEBS A-P=1610, B-P=-1486, 8-0=968, C-O----937, C-N=503, D-N=-474, D-M=15, E-M=115, E-L-474, F-L=503, F-K-937, G-K:968, G-J-1486, H-J=1610 NOTES (3) 1) Girder carries tie-in sparr(s): 4-0-0 from 0-0-0 to 15-9-8 2) Recommend 2x6 strungbacks, on edge, spaced at 10-0-0 oc and lasioned to each truss with 3-16d nails. Shongbacks to be attached to walls at their outer ends or rostrainud by other means, 3) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and typo shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4' of interior joints. Bracing indicated art this sheaf is to reduce buckling of individual triernbars only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this street for conformance with conditions and requirements of Ilia specific building and governing codes and ordinances- The truss designer accepts no responsibility for Ilia correctness or accuracy of ilia design information as it may relate to a specific building. Any felorences to job names and locations are for administrative purposes only and are not part of Ilia review orcerfilicalionofthetrussdesigner, LOAD CASES) Standard 1) Floor: Lumber Increase=1 .00, Plate Inerease=1,00 Uniform Loads (pit) Vert: I-Q-10.0, A-H-151.3 A 14 gar j4" Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:53906900FG7 Job Truss I cuss I ype I 69906900 FT8 FLOOR 7 1 Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 201 I inc. bar Apr i u i :euuj t-age 3X4 1.50 = 3x4 3x4 = 3x6 FP= 3x4 = 3x4 3A A U C 0 E F a Scale - 1:34 3x4 = 5X8 I 5x3 11 1.5x3 11 3X8 It I J K L 3x4 = 34 = 3x4 = 3x4 = 1,5x3 11 1,5x3 11 3x4 = 34 FP= 5K5 = 3x4 11 3x4 = 3x4 = 3X4 11 3x4 = 0-3-4 _L 16-7-12 20-7-8 LOADING (psf) SPACING 2-0-0 CS1 DEFL in loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1,00 TC 0.57 Vert(LL) -016 V-W >999 TL20 245/193 TCDL 10.0 Lumber Increase 1,00 BC 0.75 Vert(TL) -0.22 V-W >890 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 P n/a BCDL 5.0 Code FBC2001 Matrix) 1 st LC LL Min Ildell - 360 Weight: I I I lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. ROT CHORD 4 X 2 SYP No,2 BOT CHORD Rigid ceiling directly applied of, 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No,3 6-0-0 oc bracing: P-Q,O-P,N-0. REACTIONS (lb/size) M--157/Mechanica[,Z-816/0-8-0,P-1576/0-3-8 Max UplittM--309(load case 2) Max Grav M-11 08(load case 3), Z-81 7(load case 2), P-1 576(load case 1) FORCES (lb) - First Load Case Only TOP CHORD Z-AA--812, A-AA--81 1, L-M-229, A-B-809, B-C-1937, C-D--2452, D-E--2452, E-F--2523, F-G-2187, G-1-1-1310, H-1-160, I-J-418, J-K-418, K-L-418 BOT CHORD Y-Z-42, X-Y-1518, W-X-2332, V-W-2523, U.V-2523, T-U-2523, S-T-1876, R-S-1876, Q-R-715, P-Q--1 157, O-P--1 157, N-0-418, M-N-0 WEBS I-P-1649, A-Y-1043, I-Q-1327, B-Y--985, H-Q-1216, B-X-582, H-R-628, C-X--550, G-R--787, C-W-167, G-T-432, E-W--96, F-T-456, E-V--70, F-U-89, L-N--546,1-0-965, J-0-339, K-N4105 NOTES (5-6) 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint M. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to he attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 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 street 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 tot administrative purposes only and are not part of the review of, certification of are truss designer, 6) THA422: Right and may be attached to 2 or more ply top chord of 19' maximum depth flat truss girder with Sirripson THA422 or equal. Follow Simpson instructions for installation. 4 LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:53906900FT8 Job I fuss 59906900 FT9 0-wivers-di -Forest —P, 0 U4 I 6x3 A P7FLOOR I l 5 u-cf-s. —1n6-.,-Bur1iqgt-WJ 3x4= 3x4 = 3W FP= 3x4 = 3x4 U c D E F Uty My ueniex-unandi Job Reference WCS-Feb 2-0--2-0-03MiTek Industries, it 3x4 = 3.4 a H 509 2ndfjsk/3-31-3 ational Sat Apr 19 11:55:29 2003 Page i Scale - 1:34A 3x6 = t5x3 11 15x3 11 3X6 i J K L 9 3x4 = 3x4 3x4 = 3x41 = t5X3 11 thO 11 3x4 = 3x6 FP= 3x4 = 3x4 11 3x4 -z 3x4 = 3x4 If W = 4 I0-3- 4-4 1, - -_4 -7-12 6-0-1 19-1 d0-7-,6 20. 7-8 Plate Offsets Lxffi:_ E:0- -8 E4gel,L FLO-1-8 Edae LOADING ( psf) SPACING 2-0-0 CS1 DEFIL In (loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0,04 Vert(TL) n/a n/a BOLL 0.0 Rep Stress incr YES WB 0.04 Florz(Tt-) 0.00 0 n/a BCDL 5.0 code FBC2001 (Matrix) 1 st LC LL Min Well - 360 Weight: I I I lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc; purlins, except end verticals, BOTCHORD4X2SYPNo,2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS4X2SYPNo,3 REACTIONS ( lb/size) M-56/20-7-8,Z-85/20-7-8,P-193/20-7-8.Y-181/20-7,8,Q8183/20-7-8,X-305/20-7-8,R-298/20-7-8,W-191/20-7-8, T- 189/20-7-8, V-14l/20-7-8, U-134/20-7-8, N-173/20.7-8, 0-98)20-7-8 Max Harz Z-78(load case 1) FORCES ( 11b) - First Load Case Only TOP CHORD Z-AA--81,A-AA--81.L-M--50,A-B-18,B-C-26,C-D-13,D.E-13,E-F--40,F-G-19,G-H-45,H-l-,96,1-J-10,J-K-10,K-L-10 BOT CHORD Y-Z--74,X-Y-47,W-X-34.V-W--38,U-V--38,T-U--38,S-T-25,R-S-103,Q-B-94,p-Q-510-P-5,N-O--I0,M-N-0 WEBS I-P--182, A-Y--31, I-Q--54, 8-Y.-199, H-Q-181, B-X--209, H-R--193, C-X--192, G-R--206, C-W--174, G-T-170, E-W--72, F-T--80, E- V--13l, F-U--123, L-N-13,1-0-19, J-0-74, K-N--151 NOTES ( 4-5) 1) Gable requires continuous bottom chord bearing, 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 6d nails, Strongbacks to be attached to walls at their outerendsorrestrainedbyothermeans. 3) CAUTION, Do not erect truss backwards, 4) Truss shall be fabricated per ANSIITPI 1-95 quality requirements. Plates shall be of size and typo 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 verity all design information on this sheet for conformance with conditions and requirements, of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of therevieworcertificationofthetrussdesigner. 5) THA422: Right and may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422orequal. Follow Simpson instructions for Installation, LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:53906900FT9 Job Truss truss -1 93906900 FTI1 FLOOR Cnk4r-siirF6r-est Products,inc. C3urling U4 A liw U4 = 3x4 11 (11 err 5,000 s Feb 20 2003 3x4 3x6 FP= 1.5X3 11 3x4 D E F G Referenc dustries, U4 H 10-31-3 9 11:55:30 2003 Page I Ia-9--tolo-9-10 3x4 1'5X3 = y x 3x4 3X5 = 3x4 = 3x4 = 1.50 11 3x4 3x6 FP= 3-5 = 3x4 11 3x4 =® 1.5x3 11 U4 = 0 0 9 0 --L_419 121-9-11 15-2-0 16 1-2a 17-1-12 17-1-12 LOADING (psi) SPACING 2-0-0 TOLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase I .00 BOLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2001 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No,2 WEBS 4 X 2 SYP Nu.3 CS1 DEFL in loc) I/dell PLATES GRIP TC 0.31 Vert(I-L) -0A4 R-S >999 TL20 2451193 BC 0.77 Veil(TL) -0.20 R-S >918 WB 0,42 Horz(TL) 0.04 M n/a Matrix) 1st LC LL Min I/dell - 360 Weight: 94 lb BRACING TOP CHORD Sheathed or B-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: M-N,L-M. REACTIONS (lb/size) V-809/0-8-0, M-1036/0-3-8 Max GravV-818(load case 2), M-1036(load case 1) FORCES (lb) - First Load Case Only TOP CHORD V-W--805, A-W--804, K-X-7, X-Y-7, J-Y-7, A-B-802, B-C-- 1914, C-D--2417, D-E--2417, E-F--2476, F-G-24713, G-H-- 1828, H-1-698, I-J-49 ROT CHORD U-V-42, T-U-1 503, S-T-2303, R-S-2476, Q-R-2476, P-Q-2241, O-P-11 402, N-0-1 402, M-N-90, L-M-97, K-L-0 WEBS I-M-- 1007, A-U-1 033, I-N-I 052, B-U--975, H-N--979, B-T-572, H-P-592, C-T--541, G-P--575, C-S159, G-Q-320, E-S--81, E-R-93, F- Q--120, I-L-713, J-L--84 NOTES ( 4) 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards, 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 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 verity all design Information on this street 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 Lo C\ J cl- Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/ Job: 2509 2ND FLR A & B Date Req:04/24/2003 If No.5390690OFT1 1 53906900 FT12 0n1v`ei:iaJ -Forest p-rc E L)t I My 1 1 NUMMIM qNSMIK Sat Apr 19 11:55:30 2003 3x6 FP= F G 3x4 = 3x6 FP = Scale - 1:27 N 0 0 _4_ 7-9 0 15 2 0,Ji6_f 2 I- t2 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Verl(ILL) Iva n/a 1120 245/193 TCDL 10.0 Lumber Increase 1,00 BC 0.01 VerI(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0,03 Horz(TL) 0,00 P n/a BCDL 5.0 Code FBC2001 (Matrix) 1 st LC LL Min I/def I - 360 Weight, 75 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except 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 OTHERS 4 X 2 SYP No.3 REACTIONS (Ib/sIze) P-46/17-1-12,AD-53/17-1-12,AC-147/17-1-12,AB-147117-1,12,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-147/17-1-12.S-146/17-1-12.R-151/17-1-12,Q-129/17-1-12 Max Harz 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-1-6, I-J--6, J-K--6, K-L--6, L-M--6, M-N--6, N-0-13 BOT CHORD AC-AD-0, AB-AC-0, AA-AB-0, Z-AA-0, Y-Z-0, X-Y-0, W-X-6, V-W-6, U-V-6, T-U-6, S-T-6, R-S-6, Q-R-6, P-0-6 WEBS B-AC--133, C-AB--134, D-AA-133, E-Z--1 33, F-Y--133, H-W--133, I-V--133, J-1-1-133, K-T--I 34, L-S--133, M-R--137, N-Q--120 NOTES (7) 1) All plates are 1.50 TL20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing, 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e, diagonal web). 4) Gable studs spaced at 1-4-0 oc, 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails, Strungbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard uss 63906900 FT6A Produ A 1,50 11 1.5x3 = F 2 11 Burlingto jeff Karr mmT5.000 s Feb 20 2003 MiTek Industries, Inc a 3A -- 2ndfisk/3-31-3 al) Apr 19 11:55:31 2003 Page I C 1.5X3 11 i SX3 = Q 3-6-0 3-9-0 3-9-0 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) n/a - n/a TL20 245/193 TCDL 10.0 Lumber Increase I .00 BC 0,11 Vert(Tt-) -0.02 D-E >999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 D n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min Well - 360 Weight: 23 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 3-9-0 oc purlins, except 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 (Ibfslze) E-186/0-3-8,D-186/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD E-F--64, A-F--64, D-G--64, C-G--64, A-13-3, B-C--3 BOT CHORD D-E-155 WEBS B-E--184, B-D--184 NOTES (2) 1) 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, 2) 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 verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:5390690OFT6A 40-0-0 7-0-0 S.B. 7-0-0 S.B. NCJ3 CJ3 CJ5 EJ7 EJ7 EJ7 i ES7 EJ7 E EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 o rn F LO S S S S S EJ7 S S S S S = EJ7 c CD EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 ERkvoEJ7EJ7 V02 EJ7 CJ3 V03 EJ7VO4 CJ EJ7TilPtf! [I ifG17Ei i16 GE15 P G 18 20-8-0 6-4-0 vl D a n„ g E VI LJzz i r 4 10z W Q z0 vz m gg as F-w c7@zs Cn d Z 'Xt;z OEM p8Qs fnx z0urr3zw_y— 5mZ 'Pao Uj r rm m w j cs o HANGER LEGEND a Q) TYPE DESCRIPTION U, Q - I I HUS 28 MEDIUM DUTY - ROOF 1 Q i.\ W 1.0UA a:(a: a. Y DRAWN BY: T13N CHECKED BY: DRAWING NUMBER 1310003 13 11 40'-0" F-HANGER LEGEND TYPE DESCRIPTION LUS 48 FACE MOUNT — FLOOR 20'-8" 8 5'— 8 '8 24 " O. C. I m HELD BACK I- 16 8- m m D O cl— Cy Lj-j Li LLj CN Lij DRAWN BY: 7VN CHECKED BY: DRAWING NUMSER 1310001