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201 Bella Rosa Cir 07-582 SFR
PERMIT ADDRESS d1O 1 6 CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE 4r SUBDIVISION PERMIT # b DATE O CQ PERMIT DESCRIPTION nuo S I F PERMIT VALUATION ( Q SQUARE FOOTAGE S! t s *Am� oumm it "V.. . V City of Sanford Certificate of occupancy ISSUED PARCEL NUMBER PROPERTY ADDRESS' . May 11, 2007 29:19.31.501-0000-0120 201 Be'I1a 'Rosa C i r PROPERTY ZONING v. , _ ! «. �ti SR=1',._ OWNER,/ Lennart Homes ',,, 1101 LSouthha'II L'nE Ste4501 Maitland FL( 32751 ; CONTRACTOR Lennar� Homes - - �:,x, ; t PERMIT NVMBER 07-582 ` ' w- - DESCRIPTION OF WORK New Srn le •Famil -Detached 5F 9 Y, --- ,.. - �l [" �4e ." � ,� i yti �,, '..4�1 itx,.• .z `'9, .� s^ .,�.2 .i. .. CONSTRUCTION TYPE ,VB OCCUPANCY USE GROUP -, R3=Detached 73 OCCUPANT LOAD SPECIAL CONDITIONS. n/a Il In accordance with -this:Certificate,� °of, - Occupancy, all inspections for cA compliance with Florida Building Code 2004"for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. Approved \ Building Official BP210U01 CITY OF SANFORD 5/10/07 Application Miscellaneous Information Maintenance 16:09:06 Application number . . . . 07 00000582 Parcel Number . . . . . . 29.19.31.501-0000-0120 Address . . . . . . . . . 201 BELLA ROSA Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information _ HISB 12/15/06 Y 2 story/3 bath HISB 12/15/06 Y NOC ON FILE, EXPIRES ON 12/15/07 _ HISB 5/08/07 Y co sign off: HISB 5/08/07 Y P&Z: MR 05.09.07 HISB 5/08/07 Y PW JD 05.09.07 HISB 5/08/07 Y Util: RB 05.10.07 _ HISB 5/09/07 Y final f/s on file Bottom F3=Exit F6=Add F12=Cancel e CERTIFICATION OF ELEVATION MAY 2, 2007 ADDRESS OF JOB: 201 BELLA ROSA CIRCLE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 12, CELERY ESTATES NORTH, AS RECORDED IN PLAT BOOK 71, PAGES 38 THROUGH 45, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. THE FINISHED FLOOR ELEVATION OF THE HOUSE ON LOT 12 MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD BUILDING CODE, CHAPTER 18, SECTION 18-4 (a). JAMES W. SCOTT R.L.S. #4714 STATE OF FLORIDA U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency Expires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name LENNAR HOMES, INC. Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number I 201 BELLA ROSA DRIVE SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 12, CELERY ESTATES NORTH, PLAT BOOK 71, PAGES 38 THROUGH 45, SEMINOLE COUNTY, FLORIDA A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. N 28° 48' 06.7" Long. W 81° 14' 07.8" Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 408 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State UNINCORPORATED AREAS 120289 1 SEMINOLE FLORIDA 134. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO065 E 04/17/95 04/17/95 "X" N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 69. ❑ FIS Profile ❑ FIRM ® Community Determined ❑ Other (Describe) B11 . Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized BASED ON ENGINEER PLANS Vertical Datum NGVD 1929 Conversion/Comments N/A a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 17.5 ® feet ❑ meters (Puerto Rico only) .N/A ❑ feet ❑ meters (Puerto Rico only) N/A .❑ feet ❑ meters (Puerto Rico only) 16.9 ® feet ❑ meters (Puerto Rico only) 16.7 ® feet ❑ meters (Puerto Rico only) 16.4 ® feet ❑ meters (Puerto Rico only) 16.9 ® feet ❑ meters (Puerto Rico only) 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 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. ® Check here if comments are provided on back of form. Certifier's Name JAMES W. SCOTT Number 4801 Title LAND SURVEYOR Company Name . GRUSENMEYER-SCOTT & ASSOCIATES, INC. Address 5400 E. COLONIAL DRIVE City ORLANDO State FL ZIP Code 32807 Date 5/2/07 407-277-3232 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions 0 . ft IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company Use: B uilding Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 201 BELLA ROSA DRIVE City SANFORD State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C3 e) LOWEST ELEVATION OF MACHINERY AND/OR EQUIPMENT SERVICING THE BULDING IS TOP OF A/C PAD THE LOT IS IN ZONE "X" ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items Ell-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E l . Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) 'The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), 'and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone 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 Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions DESCRIPTION AS FURNISHED: Lot 12, CELERY ESTATES NORTH, os recorded in Plat Book 71, Pages 3B through 45, of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Lennor Homes, Inc. REC. 5/8" I.R. #7143 1k' \ (lJ 25.73' NOT PLATTED N 00006' 18" W 60.00' 2 W r_, O , LOT 13I3.5' J o� 0 O w� P35' (� �n O.,00' 18.3" 1I7 GONG. 29.2 DR. . �s LOT 12 CONC. 40.0' TWO STORY RESIDENCE J201 F.F.=17.53' WALK D=28'38'43"' 0.4" ON R=50.00" C1 L=25.00' REC. 1/2" I.R. NO I.D. 5' CONC.- WALK REC. 4"X4" C.M. #7143 (P. R. M) 25.69' I .,So. 10.I 0" Z W M "�I O O v 48 O � LU O z LO ° COV'D. U) CO CONC. U) V a 14.8' 10.00' GONG. WALK 27.65' 34.49, /\ Q NOT PLATTED .70, ItM) C. 5/8" I.R. FS�TT7'4 /NO I.D. \ 1 WALK n.a' ncc 1 BELLA ROSA REC. 5/8" I.R. CIRCLE #7143 TRACT 'E" (R/W VARIES) (PRIVATE INGRESS & EGRESS) CURVE 1: D=56°29 16' R=50.00' L=49.29' C= 4 7.32' Qoy�o CB=N 17° 10' 52" E 0 Q� PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS -f - = PROPOSED DRAINAGE FLOW LOT GRADING TYPE "A" PROPOSED F.F. PER PLANS = 17.10' tknoN 'A6 42 �cP' LOT 11 SQUARE FOOTAGE CALCULATIONS SOD D TO ,835± SQUARE FEET 522± SQUARE FEET DRISD��EAD PROACHA:3 53t SQUARE FEET TOTAL LOT SQUARE FOOTAGE: 6,034t SQUARE FEET BUILDING SETBACKS: FRONT= 25' REAR= 20' SIDE= 7.5' STREET SIDE= 15' CRUSIEWHE-IYER-SCOTT & ASSOC., INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = PLAT P.O.L. = POINT ON LINE NOTES: -F IF = FIEL➢ = IRON PIPE TYR TYPICAL PRE, = POINT OF REVERSE CURVATURE / THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY I.R. = IRON ROD P.C.C. •POINT OF COMPOUND CURVATURE THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 6)G17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT C.M. SET I.R. = CONCRETE MONUMENT = 1/2' I.R. w/NLB 4596 RAD. RADIAL N.R. = NON -RADIAL SECTION 472-027 FLORIDA STATUTES. REC. RECOVERED W.P. = WITNESS POINT 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. P.O.H. POINT OF BEGINNING CALL. = CALCULATED J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O.C. = POINT OF COMMENCEMENT CENTERLINE PRA = PERMANENT REFERENCE MONUMENT FF. = FINISHE➢ FLOOR ELEVATION OR EASEMENTS THAT AFFECT THIS PROPERTY. NLD NAIL L DISK B.S.L. - BUILDING SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. R/W = RIGHT-oF-WAY B.M. = BENCHMARK 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. ESMT. = EASEMENT B.H. =BASE BEARING 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. DRAIN. unL. DRAINAGE =UTILITY 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) CLFC. = CHAIN LINK FENCE e. ELEVATIONS, IF SHOWN, ARE BASED ON NA77ONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. WD.FC. C/B = WOOD FENCE = CONCRETE BLOCK 9. CERTIFICATE OF AUTHORIZATION No. 4596. SCALE 1' = 20' -i DRAWN BY: P.L. P,T, = POINT OF CURVATURE = POINT OF TANGENCY CERTIFIED BY DATE ORDER No. DESC, R DESCRIPTION = RADIUS PLOT PLAN 10-19-06 6586-06 L = ARC LENGTH D C = DELTA = CHORD FORMBOARD FOUNDATION/ELEVS. 03-09-07 630-07 C.B. = CHORD BEARING NORTH - CONC. FOUNDATION/ELEVS. 03-16-07 2957-07 w FINAL/ELEVS. 05-01-07 1962-07 THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN - THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' X. GRUSEN EVER, R.L.S. 4714 SBE R.LS R. 4801 ZONE "X" PANEL # 120289 0065 E. (04-17-95) VERNONJAWESW. VERNOH. BERRY JR., R.L.S. # 6262 CITY OF SANFORD PERMIT APPLICATION r► L Application #: g 7—Submittal Date: 3 Job Address: i-0S C Cc,, J f Value of Work: $ 3 9 S. D O Parcel ID: Zoning: Historic District: Description of Work: S C (, j c 11Y f Square Footage: .............. 0................. •.....................................................••. 0................... ........ • Permit Type: Building ❑ Electrical (� Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential O Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines i Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) .................................... ........................ ..................................................... ........ Property Owner: y\ It 41- ) 4` o m CS Contractor: py c-o ^ Sz. L V r i h y Address: Address: b 7 S2 U A Or SvI �,c 114 W01W evil - Phone: E-mail: Phone: F� p (O L YV—State License Number: /�- Z O o0�3,3g I ' � -��J Bonding Company: a� Mortgage Lender: Address: Address: Architect/Engineer: Phone: Address: Fax: Plan Review Contact Person: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS., and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 3 L 5 -o Signature of Owner/Agent Date Signature of Contractor/Agent Date M���ht� Print Owner/Agent's Name Prim9�� actor/ s N e Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date �r MY COMMISSION # DD629096 OF EXPIRES: February 25, 2011 I-800.3-NOtARY Fl. q Owner/Agent is _ Personally Known to Me or Contractor/A ` 0 Produced ID Produced ID APPROVALS: ZONING: UTIL: FD: ENG: BLDG: Special Conditions: Rev 02/2007 POWER OF ATTORNEY Date: ?' 2- 7 - o 7 I hereby name and appoint M L I �- &Il '� r, 0 If of A e r to be' my lawful attorney in fact to act for me and apply to the 0` JA /i Ar Building Department for a D L.J o I % CA � tp permit for work to be performed at a location described as: Section Township Range Lot I -L Block Subdivision I (Address of Job) (Owner of Property and Address) and to sign my name and do all things necessary to this appointment. Pr,lj T eht'll I I a J E: D 0 CD 6P Type or Print rtified jCor a!j��'s License Number of The foregoing instrument was acknowledged before me this 7- 9t-kti day of 20 by who is personally known to me/who produced EL - D't_ . as identification and who did not take oath. State of Florida County of JAMES SHEPPARD Notary Pubw - state of Florida 3, • c My Commission Expkw May 19, 2008 Commission 0 DO 100212 ��•,p„„; Bonded By National Notary Assn. Seal Public, OranIFC ounty, Florida CITY OF SANFORD PERMIT APPLICATION Permit # : , Ci Job Address: i �_ 1 % �� GUICIL6 Description of Work:'' rr K_CL>I lytit Historic District: Zoning: Date: %I �" I b1 cjccn� P L C�1.2.vt Lot 2. 1 IU(Y(Total Square Footage Value ol'NVork: S 11,1400 Permit Type: [wilding Electrical y Mechanical Plumbing Fire Sprinkler/Alarm __ Pool __ Electrical: New Service — 4 of AMPS � Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: 4 of Fixtures 4 of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential L// Commercial Industrial Construction Type: # of Stories: 4 of Dwelling Units: Flood Zone: (FEMA form required) Owners Name& Address: LP In i,C� V �.w' `- I (� ��(Is,{ l`(� (-� _� �.l�f < c--, L', 7-0�1L�7 Contractor Name & Address: 3d J 9. U, ' SY 7��ju '"P— VL132�� c se Number _ _ til,rlc License ' �I//J� ,� Contact Person: ' ( ,'^ 2 �'72I/ Phone & Fax:�jfJ� �� • 1 2(tP �-t�/ 1 ��(—b • l � r �- } �1 i � Y' � : �— Phone: c•�'I.J� ' �(� � I �EC.� Bonding Comnanv ------ Address: Mortgage Lender. Address: Architect/Engineer: Phone: _ Address: -- Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS. TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR P \YINC, 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 restrictiolallo this property that may be found in the public records of this county, and there may be additional permits required from other governmental entitiesanagement districts, state agencies. or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requida Lien Law, FS 713. Signature of Owner/Agent Date actor/Agent Date o Ga ezv Print Owner/Agent's Name I'rii ontr cfor/Age me lx� Signature of Notary -State of Florida Date Slgnatu , tart' -State of Florida D:ne Owner/Agent is _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 Personally Known to Me or �� g.►�` w Cheryl L Smith _ MY Commission DD243250 Y or PO Expires August 20, 2007 Contractor/Agent is _X_ Personally Known to Me or Produced ID ITI'll_ FD. I=NG----.—_. — tll_DG _ ISM CITY OF SANFORD PERMIT APPLICATION Application #: f1T_?_ J k Submittal Date: . �— T---y (i Job Address: � pd Q ( ,7 I 1 S . I i� Value of Work: $ / 00 d Parcel ID: Zoning: Historic District: Description of Work: J Square Footage: ........................................................................................................................ Permit Type: Building ❑ Electrical ❑ Mechanical ❑ Plumbing'3-*' Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures r� # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 3 Plumbing Repair —Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: . # of Dwelling Units: Flood Zone: (FEMA form required) ................................../.�.%_............ ............... �..................... Property Owner: � `i 61W. / `Ifm*r. � • • • • • • • • • • • • • • • •Contractor: _jCd. ` c Address: Address: t;X-� 3 a Z_ i� � �,K�O CC (I �y e 64ll �2 1 Phone: E-mail: Phone:' ate License Number: C f L 24'?33 Bonding Company: Address: Arch itect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKSI and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entitiesluements uch 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 'eqo Florida ien LF Signature of Owner/Agent Date j hignature of ContractorWgent Date Print Owner/Agent's Name Print Contractor/Agent's am�\\ N .. �r k'�tr , Signature of Notary -State of Florida Date Signature of Notary-Stateg*r1da !;y u�-)[#ate T Owner/Agent is _ Personally Known to Me or Contractor/Agent is Pe IF O¢ F w ` Produced ID Produced ID APPROVALS: ZONING: UTIL: FD: ENG: BLDG: Special Conditions Rev 02/2007 i fill li Ill If 111 it 111 II III II III li 11111 ill 11 Ill III Ill II Ili I liil MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05520 Pg 15691 U pg) CLERK'S # 2006197737 RECORDED 12/15/2006 10:23;48 AM RECORDING FEES 10.00 RECORDED BY H Bailey NOTICE OF COMMENCEMENT State of Florida County of Seminole The undersigned hereby informs all concerned that improvements will be made to certain real property, and in accordance with section 713.13 of the Florida Statues, the following information is stated in this NOTICE OF COMMENCEMENT. Legal description of property (include Street Address, if available) LOT # iz , Celery Avenue Estates, PHASE 1 ACCORDING TO THE PLAT THEREOF AS RECORDED IN P)A1 / AGES #38-45 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, A �� SANFORD FL 32771 General Description Of Improvements: SINGLE FAMILY DETACHED Owner LENNAR HOMES, INC. 11 Address 101 SOUTHHALL LANE ST 'MAITLAND, FLORIDA 32751 Owner's interest in site of the improvement OWNER/DEVELOPER Fee Simple Titleholder (if other than owner) Name SAME AS ABOVE Address SAME AS ABOVE Contractor SAME AS ABOVE Address Surety (if any) N/A Address Amount of bond $ Any person making a loan for the construction of the improvements. Name N/A Address Person within the State of Florida designated by owner upon whom notices or other documents maybe served: Name LENNAR HOMES, INC. Address 101 SOUTH HALL LANE STE 450 MAITLAND, FLORIDA 32751 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) (h), Florida Statutes. (Fill in at Owner's option). Name Address THIS SPACE FOR RECORDER'S USE ONLY r _ .j R �7 C1. Ri( OF .t:I%lilo� COURT SEMIPIOLF U��TY, FLORIDA 6Y DEPUTY CLERK William Graham - Division President Lennar Homes, Inc. Sworn to and subscribed before me this day Of (, 201-� . Personal Knowledge Notary Public -iFV' Y "k, EDWARD L DEAK JR. * * MY COMMISSION t DO 5SU907 EXPIRES: May 10, 2010 r,�oP�O' Bonded Thru Budget Notary Services i — DEC, i" u, ,5 ' 2006 CITY OF SANFORD PERMTr APPLICATION Permit # : ®� x Date: Job Address: Description of Work -New Multi Family Residences Historic District: No Zoning: Value of Work.: Permit Type: Building X Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool _ Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines RECevr, NO V 132006 Plumbing/. gw Residential: # of Water Closets Plumbing Repair — Residential or 5�inmercial Occupaucy:Type. Residential X Commercial Industrial Tot2l Square Footage: Consttvctiou Typ Bloom # of St es _ # �f Dwelling Uoit _ Flood Zone.- form required for other than X) Parcel #9] / / / (Attach Proof of Ownership & Legal Description) Owners Name & Address: ennar Komes 101 S uthhall Lane Ste 450 Maitland, FL 32751 Contractor Name & Address: Michael J. O'Neill 101 Southhall Lane Ste 450 Phone: 407.682.7266 Vlaitland, FL 32751 _ State License Number: CRC057820 407.682.7266/407.682.6349 Phone &,Fa{:. Contact Person: Phone: Bonding Cort.pany: N/A Address: Mortgage_ Lender. N/A Address: Architect/Engineer" Lindeman-Bentzon Engineering CO Phone: 352.242.0100 Address: 731 E. Highway 50 Clermont, Florida Fax: 352.242.0302 Application ;is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning" WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of thispemat, 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 ofpertnt is veri "on d will notify the owner of Pe property of the requirements of Florida Lien�Law,13.i Signature of Owner/ ent z bate Sigma p of Con Agent Date William G m Michael J. O' Print O cdA a Print to U�C7 64�. Signaturz of Notary -State o D Signature of Notary -State of Florida . D Owner/Agent is Per Mlly Known to Me or Contractor/Agent is Personally Known to Me or _ Produced ID � _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: (Initial Date) (Initial & Date) Special Conditions: YP "� •.� EDWARD L DEAN, JR. * * MY COMMISSION i DD 550907 Q 10 s EXPIRES: May 10, 2010 •'tEOF 1 f2 16 ��'� Bonded Thm Budget Notafy Senkes d 10 (Initial & Date) (Initial & Date) of"It:POk EDWARD L DEAN, JR. ' c * MY COMMISSION t DD 55W * EXPIRES: May 10, 2010 ,roF\O� Bonded �TtnBudg WtVYSStr4m n4� r .-, y . Print Form Code Administration, Plan Review & Inspection Services CAPRI RN GI NP. CR ING Notice to Building Official of Use of Private Provider Project Name: Celery Estates North Address / Parcel ID:29/19/30 Services to be provided: Plan Review ❑X Inspections ❑ Note: If the notice applies to either private plan review or private inspection services the Building Official. may require, at his or her discretion, the private provider be used for both services pursuant to Section 553.791(2) Florida Statute. Text I William Graham , the fee owner, affirm I have entered into a contract with the Private Provider indicated below to conduct the services indicated above. Private Provider Firm: CAPRI Engineering, LLC Private Provider: Gary H. Elzwei% PE Address: 6925 Lake Ellenor Drive, Ste. 200 Orlando, FL 32809 Telephone: 407-855-1860. Fax: 407-855-1868 Email Address (Optional): elzweig(a capriengineering coin Florida License, Registration or Certificate #: 00034163 I have elected to use one or more private providers to provide building code plans review and/or inspection services on the building that is the subject of the enclosed permit application, as authorized by s. 553.791, Florida Statutes. I understand that the local building official may not review the plans submitted or perform the required building inspections to determine compliance with the applicable codes, except to the extent specified in said law. Instead, plans review and/or required building, inspections will be performed by licensed or certified personnel identified in the application. The law requires minimum insurance requirements for such personnel, but I understand that I may require more insurance to protect my interests. By executing this form, I acknowledge that I have made inquiry regarding the competence of the licensed or certified personnel and the level of their insurance and am satisfied that my interests are adequately protected. I agree to indemnify, defend, and hold harmless the local government, the local building official, and their building code enforcement personnel from any and all claims arising from my use of these licensed or certified personnel to perform building code inspection services with respect to the building that is the subject of the enclosed permit. application. I understand the Building Official retains authority to review plans, make required inspections, and enforce the applicable codes within his or her charge pursuant to the standards established by s. 553.791, Florida Statutes. If I make any changes to the listed private providers or the services to be provided by those private providers, I shall, within 1 business day after any change, update this notice to reflect such changes. The building plans review and/or inspection services provided by the private provider is limited to building code compliance and does not include review for fire code, land use, environmental or other codes. CAPRI Engineering LLC 6925 Lake Ellenor Drive Ste #200 ■ Orlando, Florida 32809 ■ (407) 855-1860 ■ Fax: (407) 855-1868 www.ca-priengineering.com 4. COUNTY OF Oran e STATE OF Florida Corporation Lennar Homes Print Corporation Name By: William Graham Print Name 101 Southhall lane Ste 450 Maitland, FL 32751 Address 407 682.7266, Phone r: Signature of Notary Edward L. Dean, Jr. Print Name Before me this 6-= day of personally appeared William Graham Of Lennar Homes, a corporation, on behalf of the state corporation, who executed the foregoing instrument and acknowledged before me that same was executed for the purposes therein expressed. NOTARY STAMP BELOW _ EDWARD L DEAN, JR. * * MY COMMISSION # DD 550907 EXPIRES: May 10, 2010 'l rfOF F�O`\OP Bonded Thru Budget Notary Ser*8e City Manager` City of Sanford 300 N. Park Avenue Sanford, FL 32771 RE: ESTOPPEL LETTER (Name of Project) Celery Estates (Permit Application Number) This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for issuance of Permit No. for the following work: - Construction of new single family residences t r ne name of the owner) hereinafter referred to as the "Owner," recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any,applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or 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 Celery Estates.North 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 tof the Celery Estates North. 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, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. The Owner also agrees to the following as additional conditions for Permit No. Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax: 407-682-4396 • CGC# 057320 • www.lennarcom U, - DATE Page 2 The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors 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 - Signature. Alice Hardway Printed/Typed Name Alyce Rittenhouse Printed/Typed Name STATE OF FLORIDA ) COUNTY OF SEMINOLE ) (OWNER) SignMire William Graham Printed/Typed Name Division President - Title The foregoing instrument was acknowledged before me this 3rd day of June _ 2006 by William Graham as Division President for Lennar Homes Kwho is personally known to me or o who produced their Florida Driver's License as Identification. Notary Public, State of Florift Print Name:.-114.11g40 L My Commission Expires: EOWARD L DEAN, ,Ili. F:1SHA ENG1Dept_formslEstoppel letter.doc # : MY COMMISSION # DD 55M t EXPIRES: May 10, 2010 '� .....V BMW ThN & "SENICPS L E°N.1�13A R: City Of Sanford Sanford, FL Good Day_ This letter will serve as authorization to allow Michelle Berger, Alice Hardway, Edward Dean and Angelo Santiago to obtain permits on behalf of Lennar Homes. Community: Celery Estates S20/T19/R30 Lot: The qualifying agent is Michael J. O'Neill and his license is CRC057820 Thank you for your cooperation. Very Truly Yours, Michael J. O'Neill SWORN TO AND SUBSCRIBED before me this /�-/ day of U2004-- at Altamonte Springs, FL This person known to me by Personal Knowledge. (Notary Public) mot►;`."° EDWARD L DEAN, JR. * MY COMMISSION # DD 550907 EXPIRES: May 10, 2010 -f z"e Bonded Thor Budget Notary Services Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax:. 407-682-4396 • CGG# 057320 • www.lennar.com ` A PRODUCT OF NISUS CORPORATION For the Prevention and Control of: TERMITES, CARPENTER ANTS, WO FOR B IOR ANDOYING EXTERIOR USETLES, and DECAY FUNGI For use in and around Homes, Apartments, Garages, Museums, Public and Private Institutions, Schools, Hotels, Hospitals, Kennels, Stables, Farm Buildings, Trucks, Trailers, Warehouses, Supermarkets, Restaurants and Food Processing Plants. Authorized by the USDA for use on Non -Food Contact SurfacesinProdction Proguct Areas oam05 icial Establishments Operating under the Meat, Poultry, Shell Egg. Grading and Egg �('fj�gct n rogr E���� 1- • 1�+nJ►�D ACTIVE INGREDIENT: 40.0% o - Disodium Octaborate Tetrahydrate (Na,BBO„ • 4HZ0):........ „ INERT INGREDIENTS: - _ ....60.0°/ I � Density: 11.51 pounds per gallon -_!! .. KEEP OUT OF REACH OF CHILDREN CAUTION PRECAUTIONARY STATEMENTS Foods should be removed or covered during treatment. All food be covered during treatment or processing surfaces should thoroughly cleaned before using. After treatment in food processing Hazards To Humans &Domestic Animals CAUTION: Harmful if absorbed through skin. Avoid contact with skin, plants, thoroughly wash all equipment, benches, shelving, etc. where exp osed food will bewith an effective cleaning compound eyes or clothing. Wash thoroughlywith soap and water after handling. and rinse with potable watlerd When spraying overhead interior-dreas of -homes, apartment buildings, Statement of Practical Treatment Inhaled: Remove victim to fresh air. Apply artificial respiration .if etc., cover or protect all surfaces below the area being sprayed with plastic sheeting or other material which can be disposed of if If indicated.' Contact a physician if warranted. If In. Eyes: Flush with contamination from dripping occus:Do:not apply in food serving areas plenty of water. Get medical attention it irritation persists. If On Skin: while food is exposed n • ` " Wash with plenty of soap and water. Get medical attention. r._ _. BORA-CARE® is NOT a -soil termiticide and should not be used directly IN CASE OF A MEDICAL EMERGENCY involving this product to treat the soil call (800) 424-9300 or your local Poison Control Center. :STORAGE AND DISPOSAL - Do not contaminate water, food or feed by storage or disposal. Environmental Hazards carelessly spilled or.applied to cropland or w PESTICIDE STORAGE: Store in a dry place. Do not store where BORA-CARE° solutions plants including trees and shrubs may kill or seriously retard .'child n oranimaIs may gain access. Do not freeze. growing plant growth. Cover plants and nearby soil with plastic to .avoid Do„not contaminate STI Do not contaminate r when disposing PESTICIDE contamination. Do not apply directly to water. eIDDISP G nt shwate sL Wastes resulting from he: use of product water when disposing of equipment washwaters. _ _ :may be disposed of on site or at an approved waste disposal facility. �t1 '•CONTAINER DISPOSAL: Triple rinse (or equivalent). Then offer for DIRECTIONS FOR USE - - recycling or. reconditioning,. or puncture and dispose of t a sanitary It is a violation of Federal law to use this product in a manner landfill, or incineration, or if allowed by state and local authorities; by inconsistent with its labeling. burning. If bumed, stay out of smoke. NOTICE CLEANUP: Use soap and water to clean up tools. Read and understand the entire label before using. Use only according to label directions. Before buying or using this product, read "WARRANTY LIMITATIONS AND DISCLAIMER" statement found elsewhere on this label. If terms are unacceptable, return unopened package to seller for full refund of purchase price. Otherwise, use by the buyer or any other user constitutes acceptance of the terms under WARRANTY LIMITATIONS AND DISCLAIMER. BORA-CARE® should be applied only to bare wood, plywood, particle board and other cellulosic materials where,an intact water repellent barrier such as paint, stain, or a sealer is not present. The use of this product in food processing establishments should be confined to time periods when the plant is not in operation. f MADE IN THE U.S.A. SAFE HANDLING PROCEDURES Applicators and other handlers must wear long-sleeved shirt and long pants, socks, shoes, chemical -resistant gloves, and protective eyewear. When applying BORA-CARE° in confined spaces, it is recommended that ventilation or an exhaust system be provided. If this is impractical, the use of a NIOSH approved respirator with an organic -vapor removing cartridge with a prefilter approved for pesticides (MSHA/NIOSH approval prefix TC-23C), or a canister approved for pesticides (MSHAINIOSH approval prefix TC-14G), or a NIOSH approved respirator with an organic vapor (OV) cartridge or canister with any N, R, P or HE prefilter is recommended. Spills and over -spray may be cleaned with a damp cloth or absorbed with appropriate materials. (Refer to the BORA-CARE° Material Safety Data Sheet for additional health and safety information.) 100 Nisus Drive, Rockford, TN 37353 (800) 264-0870 v✓v✓w-nrsuscorp:com c7wl I. MIXING INSTRUCTIONS BORA-CARE° is a concentrate which must be diluted with clean water before use. The use of warm or hot water, it available, and an impeller type mixer which can be used with an electric drill aids the dilution process. A. Hand Sprayers: Mix in a clean container and stir the solution until completely uniform. Always mix in a separate container then add the solution to a spray tank. Mixing BORA-CARE° directly in a spray tank can block hoses and nozzles. B. High Volume Pumping Systems: Add all of the dilution water to tank, start recirculator, then slowly add BORA-CARE® concentrate. Allow to mix until uniform. Use 1:1 and 2:1 BORA-CARE" solutions within 24 hours after mixing. 5:1 solutions will remain stable for up to 30 days. Do not leave unused solution under pressure or in tank overnight. Clean and/or flush equipment and lines with water after use. BORA-CARE® may be tank -mixed with an approved non -residual pesticide for quicker knock -down of carpenter ants and other insects. II. DILUTION RATIOS by volume. TABLE A. Dilution Ratios Water to Target Pests BORA-CARE© Application Notes All Insects and Decay Fungi 1:1 Spray, Injection, Brush, Roller Subterranean and Formosan 1:1 or 2:1 2:1 drtor fn ratio may be Termites Drywood Termites 1:1 or 21, Anobiid and Lyctid Powderpost Beetles All other beetle species Carpenter Ants Decay Fungi Drywood Termites, Powderpost Beetles and Decay Fungi TABLE B. Application Logs, Large Beams and Dimensional Lumber Preventative Treatment of Decking. Fences and Plywood Prevention of Powderposf Beetles and Drywood Termites Logs, Large Beams and Dimensional Lumber 1:1 or 2:1 Use a 2:1 dilution ratio for treating hardwood floors. Logs require a 1:1 ratio_ EN III. GENERAL INFORMATION BORA-CARE" is an innovative termiticide, insecticide and fungicide that eliminates existing infestations and provides long term protection against: Subterranean Termites: Reticulitermes, Heterotermes Formosan Termites:-Coptotermes Dampwood Termites: Zootermopsis, Neotermes Drywood Termites: Kalotermes, Incisitermes Powderpost Beetles: Lyctidae, Bostrichidae Anobiid Beetles: Anobiidae Old House Borers, Longhorn Beetles: Cerambycidae, Hylotrupes Ambrosia Beetles: Platypodidae, Scolytidae . Carpenter Ants: Camponotus Brown Rot, White Rot, and Wood Decay Fungi BORA-CAREe' can be used on all cellulosic materials including wood, plywood, particle board, paper, oriented strand board (OSS), cardboard and wood composite structural components.. In areas where a soil treatment/barrier termiticide treatment is required by law, BORA-CARE® should be applied as a supplemental pretreatment to protect wood from subterraneap termites that may penetrate chemical gaps occurring in termiticide-treated soil. As a remedial treatment, BORA-CARED will both eliminate and prevent infestations of Formosan, subterranean and drywood termites, wood boring beetles, carpenter ants and decay fungi. It may also be used as a supplement or alternative to fumigation in order to provide long term residual control. Since BORA-CARE` is applied directly to the wood, it can be used in areas where environmental contamination is of concern (nearby wells, cisterns, etc.). The active ingredient in BORA-CARE° is an inorganic salt and once in place, it will not decompose or volatilize out of the wood. Treatment is long lasting as long as the treated material is not exposed to rain, continuous water or ground contact. Older wood boring beetle larvae (particularly Old House Borers) already present in the wood at the time of treatment may occasionally emerge sometime after treatment. This will not occur frequently enough to cause structural damage to any wooden member. 1:1 or 2:1 IV. REMEDIAL TREATMENT FOR THE CONTROL OF 1:1 or 2:1 use a 1:1 dilution ratio on SUBTERRANEAN, FORMOSAN, DRYWOOD AND wood members 2' thick or greater. DAMPWOOD TERMITES, CARPENTER ANTS, OLD 5:1 Two (2) applications HOUSE BORERS, POWDERPOSTAND OTHER WOOD required for surface spray. For prevention only. BORING BEETLES AND WOOD DECAY FLING A. Infested wood can be treated by spraying and/or injecting BORA-CARE" solution into beetle holes, termite and carpenter ant galleries and decay pockets. Apply one (1) coat of BORA-CARE* Dilution Ratios solution to the point of wetness to all infested and susceptible wood, Water to BORA-CARE° Application Notes paying particular attention to infested areas. Two (2) coats of BORA be applied to those wood members with 1:1 All Insects and Decay Fungi. CARE"'solution need only only one (1) or two (2) exposed sides. For quicker control, apply an additional coat onto heavily infested areas waiting at least 20 minutes 2:1 Use on wood members between applications. 2' in thickness or less. In cases where the infestation is not accessible from the surface, small holes may be drilled into the wood in order to gain access to the infested 5.1 For prevention only. area. Inject enough diluted solution to completely flood galleries or voids. Adjacent intact wood may be treated by pressure injecting BORA-CARE" into holes drilled into the wood at eight (B) to ten (10) inch intervals. Inject at 40 psi for four (4) to six (6) seconds per hole. 5:1 Dip treatment only. For treating infested wall voids, refer to Sections IV. E. and F. 2 i B. Basements and crawl spaces may be treated by applying one (1) coat of diluted BORA-CAREm solution to the point of wetness to all infested and susceptible wood surfaces including sill plates, piers, girders, subfloors, floor joists and any wood exposed to vertical access from the soil. On wood where access is limited to one (1) or two (2) sides of wood members, such as sills and plates on foundation walls, apply two (2) coats of BORA-CARP solution. Wait at least 20 minutes between applications. Apply at a rate of approximately one (1) gallon of BORA-CAREm solution per 200 square feet of floor area (400 square feet of wood surface area). C. Buildings on slabs may be treated by applying BORA-CAREm solution into wall voids by locating each stud and drilling a small hole through the wall covering to gain access to the infested. area. Drill holes adjacent to the side of each stud every 1B-24 inches along its length and inject at least 1/3 fluid ounce of BORA-CAREm solution per hole. Drill at least one hole per stud bay near the floor in order to treat the base plate in each void. Treat entire wall areas as opposed to single stud bays in order to include the infested area completely within the treatment zone. D. Wood flooring can be treated by spray, brush or roller application. it will be necessary to remove any existing finish by complete coarse sanding or stripping prior to application. Apply two (2) parts water to one (1) part BORA-CAREm (2:1) solution at a rate of approximately one (1) gallon of,solution per 500 square feet of floor surface. For treating infestations of subterranean or Formosan termites, two (2) coats may be required, waiting at least one (1) hour honeen s) applications. Allow floor to completely dry (typically 8 to final772 2finish. Moisture content must be 10 % or less before applying BORA-CARE" applications may raise the grain of the wood and an additional light sanding may be necessary before applying a new finish_ Although BORA-CARE"' is compatible with most floor coatings, always test a. small section of treated floor with the new finish and check for appropriate adhesion.prior to coating the entire floor. NOTE: If surface is tacky or residue is evident after 72 hours of drying time, wash affected area with clean water and a mop, cloth or sponge, rinsing frequently. Allow surface to dry prior to final light sanding and application of finish coat. E. For treating voids, wall studs and wood members not accessible by conventional application methods, spray or mist solution into voids and channels in damaged and suspected infested wood and/or through small holes drille.4.into walls and baseboard areas. Holes should be spaced no more than 24" apart along each member to be treated and at least one (1) hole must be drilled between each wall stud when treating base plates. Use sufficient amount of material to cover all areas to the point of wetness. NOTE: Existing insulation may interfere with distributionof the BORA-CARE" solution. It necessary, remove or displace insulation prior to treatment. F. Foam applications: BORA-CAREm can be applied to bare wood surfaces and void areas as a foam by mixing two (2) parts water with one (1) part.BORA-CAREm (2:1) and adding 3 to 8 "ounces of foaming agent per gallon of mixed solution. Apply foam being sure to completely fill the void. Foam will take approximately one (1) hour.to return to liquid state and soak into bare wood. Apply foamed BORA-CAREm to void spaces at a 1:20 to 1:30 foam ratio (one [1] galloh of mixed solution expanded with foaming agent to produce 20 to 30 gallons of foam). Apply enough foam to completely fill void and contact all wood surfaces in the void space. G. Foam insulation may be treated by injecting a two (2) parts water to one (1) part BORA-CAREm (2:1) solution into the infested area and/or low pressure surface spraying at a rate of one (1) gallon per 300 to 400 square feet. NOTE: Some types of foam insulation, such as polyisocyanurate and extruded polystyrene, have closed cell structures which do not allow significant penetration from surface application. These types of foam should be injected, as well as surface sprayed, to achieve proper control or prevention of infestations. V. PREVENTATIVE AND/OR PRETREATMENT FOR WHOLE HOUSE PROTECTION FROM SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOST AND OTHER WOOD BORING BEETLES AND WOOD DECAY FUNGI NOTE: This treatment serves as a primary treatment for the control of Formosan and subterranean termites. Pretreatment should be performed at a point during the construction s to all wood members is available. process when the greatest acces Normally this is at the "dried -in" stage of construction when all structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems, -electrical wiring, etc. Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE' (1:1) solution to all wood surfaces to the point of wetness. Concentrate application in areas susceptible to attack, to include all sills, plates, floor joists, piers, girders and subfloors. Treat wood in all plumbing, - electrical, and ductwork areas where. they penetrate walls or floors. Treat all base plates and studs on interior and exterior walls, especially those surrounding any high moisture areas such as bathrooms, kitchens and laundry rooms. For buildings built on slabs, treat all wood in contact with the slab as well as all interior and exterior wall studs and wall sheathing material. In attics, treat all wood including ceiling joists, trusses, top plates, rafters and roof decking. Be sure that all sill plates and wood contacting garages and porches are treated. in areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CAREm solution to the exposed surfaces. Wait at least 20 minutes between applications. Treat all exterior wood including siding, facias, soffits, eaves, roofing, porches, decks and railings (refer to Sections Vlll and IX for complete exterior application information). Vl PREVENTATIVE AND PRETREAT E TS FOR SUBTERRANEAN TERMITES BASEMENT AND SLAB) _ NOTE: This treatment serves as a primary treatment for the control of subterranean termites. Use only a one (1) part water to one (1) part BORA-CARE® (1:1) solution when treating for subterranean termites. Pretreatment may be performed at any point during the construction process, however it is best performed when greatest access to all wood members is available. Normally this is at the "dried -in" stage of construction when all structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems, electrical wiring, etc. A. Buildings on Crawl Spaces and Basements: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE" (1:1) solution to point of wetness in a 24-inch wide uninterrupted band to all wood surfaces in crawl spaces and basements, to include all sills, plates, floor joists, piers, girders and subfloors as well as wood exposed to vertical access from the soil. Treat all wall base plates and the bottom two (2) feet of all interior and exterior wall studs. Treat -any wood adjacent to plumbing, electrical conduit and ducts where e 5'theyy penetrate subfloors or plates, and all wood next to porches, g 9 and fireplaces in order to provide a two (2) foot wide barrier of BORA DARE" treatment against termite penetration. On wood where access is limited to one (1) or two (2) sides of wood members such as sills and plates on foundation walls, apply two (2) coats of. BORA-CARE" solution. Wait at least 20 minutes between applications. If accessible, treat the exterior of sill areas around the entire perimeter of the structure with a 24-inch wide band of BORA-CARE" solution beginning with the sill area and extending upwards onto the sheathing material. On multiple story structures, treat only the first story above the masonry foundation level. Coated or painted wood may be treated by pressure injecting BORA CARE" into holes drilled into the wood at eight (8) to ten (10) inch intervals, Inject at 40 psi for four (4) to six (6) seconds per hole. B. Buildings on Slabs: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE® (1:1) solution to all base plates and the bottom 24 inches of all studs on all exterior and interior walls. In areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CARE" solution to the exposed surfaces. Wait at least 20 minutes between applications. Treat all wood in plumbing walls and apply to any wood in baft?traps as well as wood adjacent to plumbing, electrical conduit and duct penetrations in order to provide a minimum 24-inch wide barrier -of treatment between the soil and the balance of the structure. V111. TREATMENT OF EXTERIOR WOOD SURFACES LESS THAN TWO INCHES THICK SUCH AS DECKS, SHEDS, SIDING AND FENCES - Apply only to bare wood or to wood surfaces where an intact water repellent or finish is not present. If necessary, remove paint or finish prior to application. Apply one (1) coat of BORA-CARE® solution to the point of wetness to all wood surfaces. Apply two (2) coats of -BORA-CARE" solution to heavily infested areas and to those surfaces where access is limited to one (1) or two (2) sides of wood members. Do not apply in rain or snow. Exterior wood surfaces must not be exposed to rain or snow for at least 48 hours after treatment. If inclement weather is expected, protect exterior treated surfaces with a plastic tarp. For wood in Contact with the ground or soil, see Section XI. VII. PREVENTATIVE TREATMENT FOR DRYWOOD TERMITES AND POWDERPOST BEETLES Apply two (2) coats of a five (5) gallons water to one (1) gallon BORA-CARE' (5:1) solution to all wood surfaces to the point of wetness using a brush, spray or mist. Wait at least 20 minutes between applications. A. Finishing. and Maintaining Treated Surfaces: For long- term protection, exterior wood surfaces which have been treated with BORA-CARE' will require a topcoating with a water resistant finish such as paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment. It is important to allow BORA-CARE" treated wood to completely dry (at least 48 hours) before applying any protective topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. IX. TREATMENT OF LOG STRUCTURES, TIMBERS, BEAMS, PILINGS AND EXTERIOR WOOD MEMBERS TWO OR MORE INCHES THICK Apply only to bare wood or to wood surfaces where an intact water _.. repellent or other finish is not present. If necessary, remove paint or finish phor to application. Interior, unfinished surfaces which have accumulated dirt or cooking oils should be cleaned with a strong detergent prior to treatment. Apply a one (1) part water to one (1) part BORA-CARE° solution to the point of wetness to all.interior and exterior wood surfaces. Refer to. application chart for minimum amount of BORA-CAR Ell to treat various size logs or beams. Typically, two (2) coats of solution will be required to treat round logs 10" or greater in diameter and rectangular logs larger than Wait at least one (1) hour. between applications. Two (2) coats of BORA-CARE" solution should also be applied to log ends, notches, comers and sill logs. Actual number of coats necessary to meet the minimum requirements will depend upon actual wood size, surface porosity and number of sides accessible for treatment. Do not apply in rain or snow. Exterior wood surfaces should not be exposed to rain or snow for at least 48 hours after. treatment. If inclement weather is expected, protect exterior treated surfaces with a plastic tarp. A. Finishing and Maintaining Treated Surfaces: For long term protection, exterior wood surfaces which have been treated with BORA-CARE" will require a topcoating with a water resistant finish, paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment. It is important to allow BORA-CARE' treated wood to completely dry (at least 48 hours) before applying any protective topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. 4 X. DIP TREATING LOGS AND LUMBER A dip treating solution may be prepared by mixing fie (5) parts n a water to one (1) part BORA-CARE® (511) . This will stable solution containing 9 active •ingredient. Bundled wood must be stickered in order to allow the solution to coverall wood surfaces. Logs and/or lumber should be submerged in the solution for at least one (1) minute or until all entrapped air has escaped. Protect treated wood from rain or snow for at least 24 hours after treatment. X1. TREATMENT OF WOOD IN CONTACT WITH THE GROUND A BORA-CARE® treatment to wood in contact with the ground or soil has a limited lifespan and will require periodic reapplication. Protection may be extended with the use of products such as JECTAO. XII. APPLICATION RATES TABLE A. Dimensional Lumber 1 Gallon of Diluted Minimum Amount of Lumber Size BORA-CARE® Diluted BORA-CARE©to Treat 1000 Lineal Feet (inches) Will Treat Up To: 1 x 4 1,200 Lineal Fee 0.8 Gallons 1 x 12 400 2.6 2 x 4 600 1.6 2 x 6 400 2.6 2 x 8 308 3.2 2 x 10 240 4.2 2 x 12 200 5.0 4 x 4 300 3.4 4 x 6 200 5.0 4 x 8 150 6.8 4 x 12 100 10.0 6 x 6 133 7.6 6 x 8 100 10.0 6 x 10 80 12.6 6 x 12 68 15.0 XI 11. WARRANTY LIMITATIONS AND DISCLAIMER Because of varying conditions affecting use and application, manufacturer warns buyer that these may impair or vary the results or effects of the use of this product. In any event, complete prevention of decay or insect. infestation is not guaranteed. Neither the manufacturer nor seller shall be liable in respect to any injury or damage suffered by reason of the use of this product for a purpose not indicated by the label or when used contrary to the directions or instructions hereon nor with respect to breach of any warranty not expressly specified herein. Buyer accepts this material subject to these terms and assumes all risk of usage and handling except when used or handled in — accordance with this label. It is not intended that this product be used to practice any applicable patent, whether mentioned or not, without procurement of a license, if necessary, from the owner, following investigation by the user. BORA-CARE° and JECTA® are Registered Trademarks of NISUS Corporation. MADE IN THE U.S.A. TABLE B. Panels, Siding and Plywood (1:1 or 2:1 dilution ratio) 1 Gallon of Diluted Minimum Amount of Thickness BORA-CARE® Diluted BORA-CARE®to Treat 1000 Square Feet (inches) Will Treat Up To: 1/4 1,600 Square Feet 0.6 Gallons 318 1,067 1.0 1 /2 800 1.2 3/4 533 1.8 1 400 2.6 TABLE C. Round Logs (1:1 dilution ratio only) Gallon of Diluted Minimum Amount of Diameter .1 BORA-CA.FIE° Diluted BORA-CARE®to Treat 1060 Lineal Feet (inches) Will Treat Up To: g 167 Lineal Feet 6.0 Gallons 8 96 10.4 10 61 16.4 12 43 23.4 NOTE: The numbers listed above e of one (1) gallon ot$ORA-CAREm solution to 400 board feet of wood. are based on an application rat r b 2f. 100 Nisus Drive Rockford, TN 37853 800-264-0870 www.nisuscorp.com 5 r.- iSsueDate B/24/69 MATERIAL SAFETY DATA SHEET Revised Date:3/28/97 BOKA-CAREO Health Emergencies: CHEMTREC6 (800) 424-9300 SECTION I -_PRODUCT IDENTIFICATION Manufacturer: Nisus Corporation 215 Dunavant Drive Rockford, TN 37853 (800) 264-0870 Fax:865-577-5825 Product Trade Name: BORA-CARE® EPA Registration No. 64405-1 Chemical Family: Glycol borate solution Formula: Proprietary Mixture CAS No.: N/A DOT Hazard Classification: Not Regulated 1 Slight hazard Hazard Rating:` NFPA Health Flammability 0 Reactivity 10 SECTION it - HAZARDOUS INGREDIENTS Material or Component: Ethylene Glycol CAS No. -107-21-1 TLV 50.00 ppm ACGIH . Type CEIL SECTION III - PHYSICAL DATA Appearance: Clear viscous gel Specific Gravity: 1.38 g/mI % Volatile: 60% by weight Vapor Pressure: Negligible Boiling Point: Above 212' F Odor: None . pH: 50% aqueous solution 6.9 - 7.1 % Solubility in Water: 100 % SECTION 1V - HEALTH HAZARD INFORMATION EYE CONTACT: This material may cause eye irritation. Direct contact may cause burning, tearing and redness in sensitive individuals. SKIN CONTACT: This material is essentially non -irritating. Prolonged or repeated exposure to this material may cause softening of the skin. Persons with pre-existing skin disorders may be more susceptible to the effects of this material. INGESTION: This material may be harmful if swallowed. Ingestion of large amounts may cause nausea, mental sluggishness followed by difficulty in breathing and heart failure, kidney and brain damage, possibly death. INHALATION: Breathing high concentrations of vapors may cause nausea, dizziness or drowsiness, and irritation of the nose and throat. Pre-existing lung disorders may be aggravated by exposure to this material. COMMENTS: None of the major constituents of this material or been identified as carcinogens or probable carcinogens by OSHA: Ethylene glycol may cause congenital malformations (teratogenic) in mice and rats when administered by gavage or in the drinking water during organogenesis; not teratogenic when fed in the diet. Pre- existing kidney disorders may be aggravated. by exposure to this material. Acute oral LDso - greater than 5 gm/kg body weight (Sprague-Dawley male and female rats). Acute dermal LDso - greater than 2 gm/kg body weight. (New Zealand Albino male and female rabbits). Acute inhalation LCso - greater than 5 mg/L for 4 hours (Spra ue 9 Dawley male and female rats). Intentional misuse by deliberately concentrating and inhaling this material may be harmful or fatal. SECTIONV EMERGENCYAND FIRST AID PROCtuurtca EYE CONTACT: Flush eyes with clean water for 15 minutes It irritation persists, seek medical attention. SKIN CONTACT: Remove contaminated clothing. Cleanse affected area thoroughly by washing with mild soap and water. it irritation or redness develops and persists, seek medical attention. INHALATION: if irritation of the nose or throat develops, move away from the source of exposure and into fresh air. If irritation persists, seek medical attention. It victim is not breathing, artificial respiration should be administered. if breathing difficulties develop, oxygen should be administered by qualified personnel_ Seek immediate medical attention. SECTION V - EMERGENCY AND FIRST AID PROCEDURES (Cunt.) INGESTION: SEEK EMERGENCY MEDICAL ATTENTION If the victim is drowsy or unconscious, place on the left side with the head down. Do not give anything by mouth. If victim is conscious and alert, vomiting should be induced for ingestion of more than 1 - 2 tablespoons for an adult, preferably with syrup of ipecac under direction from a physician or poison center. If syrup of ipecac is not available, vomiting can be induced by gently placing two fingers in back of throat. If large amounts are ingested, treat for borate toxicity. If possible, do not leave victim unattended. NOTE TO PHYSICIAN: Treat for exposure to glycols. Contains borates. Monitor electrolytes. SECTION V1- REACTIVITY DATA STABILITY: Stable CONDITIONS TO AVOID: Exposure to strong oxidizing agents. INCOMPATIBILITY (MATERIALS TO _AVOID): This material is incompatible with strong oxidizing agents. -T isproduct may corrode aluminum. HAZARDOUS POLYMERIZATION: Will not occur. HAZARDOUS DECOMPOSITION PRODUCTS: Ethylene oxide, . carbon monoxide, carbon dioxide. SECTION V11- FIREAND EXPLOSION HAZARD DATA FLASH POINT:Above 220°F (Tag Closed Cup) FLAMMABLE LIMITS: Not known, EXTINGUISHING MEDIA: powder or universal type foam. CO,,„ dry FIRE AND EXPLOSION HAZARDS: This material will not readily ignite. FIRE FIGHTING PROCEDURES: Avoid inhaling smoke. The use of a SCBA is recommended for fire fighters. Water spray may be useful in minimizing vapors and cooling containers exposed to heat and flame. SECTION Vill - SPILL OR LEAK PROCEDURES PRECAUTIONS IN CASE OF RELEASE OR SPILL: Absorb with organic liquid absorbent. Do not let material or washwaters enter sewers or waterways. WASTE DISPOSAL METHOD: Contact your State Pesticide, Environmental Control Agency or local authorities for. proper disposal guidelines. ' SECTION IX -SPECIAL PROTECTION INFORMATION RESPIRATORY PROTECTION: Good ventilation. VENTILATION: Exhaust to ventilate. PROTECTIVE GLOVES: The use of solvent resistant gloves is advised. EYE PROTECTION: Use safety glasses, goggles orface shield. OTHER PROTECTIVE EQUIPMENT: It is recommended that a source of clean water be available in the work area for flushing eyes and washing skin. SECTION X - SPECIAL PRECAUTIONS HANDLING AND STORAGE PRECAUTIONS: Store between 40°F and 90°F. Do not store in direct sunlight_ Keep containers tightly closed. OTHER PRECAUTIONS: Keep away from children and pets. Toxic to plants and shrubbery.. -The information and recommendations contained herein are based upon data believed to be correct. However, no guarantee or warranty of any kind expressed or implied is made with respect to the information contained herein. This information and product are furnished on the condition that the persons receiving them shall make their own determination as to She suitability of the product for their particular purpose and on the condition that they assume the risk of their use thereof.' �� 100 Nisus Drive, Rockford, TN 37853 800-264-0870 �^?r .-•-+�-x�-�ra�, act '-YY - www.nisuscoro.com FORM 600A=2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida. Department of Community Affairs Residential Whole: Building Performance Method A Project Nam- revFKIMP Builder: LENNAR ORLANDO .Address: 201 Bella Rosa Circle Lot 12 Permitting Office: City,: State: Sanford, FL 32771 Phase 1 Permit: Number: Owner: Lennar Jurisdiction Number. Climate Zone: Central 1 . New.construction or:existing New _ 2. Single family or multi -family Single family _ 3. 'Number of unitsi if multi -family. 1 _ 4. Number of Bedrooms 5 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (fit) 3037 ft; 7. Glass type] and area:.(Label regd. by 13-104.4.5 _ ifnof default) a. U-factor: Description. Area. (or Single or Double DEFAULT) 7a(Sngle Default)314.0 f2' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)314.0 W _ 8.:. Floor types a. Slab -On -Grade. Edge Insulation R Q:O, 209.5(p) ft b_ Raised'Wood, Adjacent R=11.0, 384.Oft' - c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4 1,.933A ft2 b. Frame, Wood, Exterior R=11.0; 1245.0 ftz ._ c. Frame, Wood, Adjacent R=11..0, 345.0 fie d N/A e. N/A 10. Ceiling'types a. Under Attic _ R=30:0, 17.30.0 W b. N/A c. N/A _ _ 11. Ducts a. Sup- Unc. Ret-. Unc. AWSealed):Garage _ Sup. 9=6.0, 1.0 ft b. Sup: Unc. Ret: Unc. AH(Sealed):Intedor Sup. R=b:O, I:0 ft . 12. Cooling systems a. Central Unit Cap: 29.0 kBtulhr .SEER: 113.00 _ b. Central �j^� Cap: 29.O*Btu/hr = iir �o� SEER. 13.00 c. N/A h 0 13. Heating systems % ��1 a. Electric.HeatPump �L7�/�/��` �C a .0 kBtu/hr _ .30 _ b. Electric Heat Pump ° leap: 13. _ HSPF: 8.30'- _ c. N/A 1;4: Hotwater systems a. Electric Resistance b. NIA c. Conservation credits '(HR-Heat`recoyery, Solar DHP-Dedicated beat pump) 15. HV`AC credits (CF-Ceiling fan, CV -Cross ventilation, BF -Whole, house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Ivlultizone heating) Cap: 50.0 gallons _ EF 0.90: Total as -built points: 35299 n :Glass/Floor Area: 0.1'0 t-'► ' Total base points: 42049 1 hereby certify that the plans andspecifications covered by this calculation are in complia with the Florida Energy Code. PREPARED BY; DATE: 61-A i An 1-- I hereby certify that thi§ bu compliance with the Floyid DATE: 10/17/06 is in ,PT, Review of the plans and p� S1u S7. specifications covered by this 1 , O� calculation indicates compliance with the Florida Energy Code. `«', Before construction is completed d this building will be inspected for compliance with Section 553.908 Florida Statutes, CpD W-E BUILDING OFFICIAL: DATE: Summer & Winter Glass output on pages 2$4. EnergyGauge@ (Version: FLRCSB v4.0) FORM 60OA-2004 EnergyGaugeO 4:0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT.#: BASE AS -BUILT GLASS TYPES .18 X Conditioned X 'BSPM = Points Overhang Floor Area Type/SC Ornt Len ;Hgt Area X SPMz X SOF = Points .18 3037.0 25.78 14092.9 Single, Clear. E. 1.0 6:0 16:0 63!97 0:97 991.6 Single, Clear W 10 6.0- 23:0 57:68 0:97 1284 9 Single, Clear W to 6,0 23.0 5768 0.97 12849 Single, Clear W 1 D 6.0 23.0 57.68 0.97 1284:9' Single, Clear W 1.0 6.0 16.0. 57;68 0.97 893.8 Single, Clear S 1.0 6.0 32.0 48.22 0:94 1456 8' Single, Clear E 1.0 4.0 7.0 63.97 0;92 410:4 Single; Clear E 1.0 6.0 32.0 63.97 097 1983.2 Single, Clear N 1.0 :4.0 7.9 30.19 0.94 19816 Single, Clear N 1.0 15.0 1&0 30.19 1.00 481.0 Single,'Clear E 1.0. 16.8 41.0 .63.97 1.00 2613.8: Single; Clear W 6.0 17.0 7.0 5768 084 339.7 Single, Clear W 1:0 '1.5.0 32 0 57.68 1.00 1838.8 Single, Clear S 1.0 15.0 23.0 48.22 0.99 1101.5'. Single; Clear E 1.0 16.0 16.0 63.97 1.00 1019.4 As -Built Totals. 314.0 17183.2: WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 345 0 0.70 241.5 Concrete; Int Insul, Exterior 4.1 933 0. 1.1;8 1100.9 Exterior 2178.0 1.90 4138.2 Frame, Wood, Exterior 11.0 1245.0 1.90 2365.5 Frame, Wood, Adjacent 11..0 345.0 0.70 241.5 Base Total: 2523.0 43797 As -Built Total: 25230 3707.9 DOOR TYPES Area X BSPM Points Type Area X SPM = Points ,Adjacent 19.0 1.60 30.4 Adjacent Insulated 19.0 1.60 30.4 "Exterior 20.0 4.80 96.0 Exterior Insulated 20;0: 4.80 96:0 .Base Total: 39.0 126.4 As. -Built Total: 39.0 126.4 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1730.0 2.13 3684.9 Under Attic 30.0 1730.0 2.13 X 1.00 3684:9 Base Total: 1730.0 368.4.9, As -Built Total: 1730..0 3684.9 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 209.5(p) -31.8 -6662.1 Slab -On -Grade Edge Insulation 0.0 209.5(p -31.90 -66830 Raised 384.0 -3.43 -1317.1 Raised Wood, Adjacent 11.0 384.0 1.80 691.2 Base Total: -7979.2 As -Built Total: 593.5 -59918 EnergyGaugeO DCA Form 600A 2004 EnergyGaugeO/F1aRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge@4;0 SUMMER CALCULATIONS Residential Whole Building. Performance Method A -Details ADDRESS: PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area .X SPM = Points ITotal:Summer 3037A 14.31 43459 5 OWN 3037.0 14.31 43459:5 Summer Base Points: 57764.1 Sum_mer.As-Built Points; 62170.1 X System = 'Cooling Total X Cap. X Duct X System X Credit .Cooling Points Multiplier Points Component Ratio: Multiplier Multiplier Multiplier Points (System - Points). (DM x DSM x.AHU) (sys 1: Central Unit 2900Q btuh ,SEER/EFF(13.0) Ducts Unc(S),Unc(R),Gar(AH),R6.0(INS) 62170 0.50 (1.09 x 1.150 x 0.95) 0.262 0.950 8739:0 (sys; 2:; Central Unit 29000.btuh ;SEER/EFF(13.0) Ducts;;Unc(S),Uric(R),Int(AH),R6.0(INS) 62170 0:50 (1.09 x 1.150. x 0.85) 0262 0.950' 8739;0 57764.1 0.4266 24642.2 62170.1. 1.00 1.128 0.262 0.950 174779 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGaugeO 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A -Details I ADDRESS: , , PERMIT ##: I BASE AS -BUILT GLASS TYPES 18 X 'Conditioned X BWPM Points Overhang Floor Area: Type/SC Omt; Len Hgt Area X WPM .X WOF = Poin t. 18 3037.0 5.86 3203:4 Single, Clear E 1;0. 6.0 19.0 12.3.7 1.:01 199.7 Single,.Clear W 1.0 6.10 23,0 13.25 _ 1.00 305.5 -Single, Clear W 1,.0 6.0 23.0 13.25 1.bo 305.5 Single, Clear W, 1.0 6.0 23.10 13.25 1.00 305.5 Single, Clear W 1.0 6.0 16.0 13:25 1.00 212.5 Single, Clear S 1.0 6.0 .32.0 9.90 1.01 319.4 Single, Clear E 1.0 4.0 7.0 12.37 1.02 88.2 :Single, Clear E 1;0 6.0 312.0 12.37 1.01.399 4 Single, Clear N 1:0 4.0 7.0 15,0.7 1.00 105.1. Single, Clear N 1.0 1.50 16.0 15.07 1.00 24.0-9 Single, Clear E 1.0 16.8 41.0 12.37 1.00 508A Single, Clear W 6.0 17.0 7.0 13:25 1.02 94.9 Single, Clear W 1.0 15A 32.0 13.25 1.00 423.7 Single, Clear S 1.0 15.0 23.0 9.90 1.00 22649 Single, Clear E 1.0 150 16:0 12.37 1.00 1985 As -Built Total: 314.0 3934 0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 345 0 1.80 621.0 Concrete, Int Insul, Exterior 4.1 933.0 3.31 3083:6 Exterior 2178.0 2.00 4356;0 Frame, Wood, Exterior 11.0 1245.0 2.00 2490.0 Frame, Wood, Adjacent 11:0 3450 1•.80 6210 Base Total: 2523.0 4977.0 As. -Built Total: 2523:0 6194.E DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 19.0 4.00 76.0 Adjacent Insulated 19.0 4.00 76.0. Exterior 20.0 5,10 102.0 Exterior Insulated 20.0 5.10 102.0 Base Total: 39.0 178.0 As -Built Total: 39.0 178.0 CEILING TYPES Area X :BWPM = Points Type R-Value Area :X WPM X INCH = Points Under Attic 1730.0 0.64 1107.2 Under Attic 30.0 1.730.0 0.64 X 1.00 1107-2 Base Total: 1730.0 1107:2 As -Built Total: 1730.0 1107.2, FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 209.5(p) -1.9 -398.0 Slab -On -Grade. Edge Insulation 6.0 209.5(p 2.50 523.8 Raised 384.0 -0.20 -76.8 Raised Wood, Adjacent 11.0 384.0 1.80 691.2 Base Total: -474.8 :.As -Built Total: 593.5 1214:9 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 600A-2004 EnergyGaugeO 4.0 WINTER CALCULATIONS Residential Whale Building Performance Method A - Details I ADDRESS: ... -- PERMIT'#: BASE AS -BUILT INFILTRATION, Area X BWP.M = Points. Area :X WPM _ Points. 3037.0 -0.28 -850.4 3037:0 -0.28 -850.4 Winter Base Points: 8140_:4 Winter As -Built Points: 11778.3 Total Winter X System = Heating Total X Cap X Duct : X System X Credit _ Heating Points Multiplier Points Component Ratio. Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x.AHU) (sys.l: Electric Heat Pump 1.3000 bfuh ,EFF(8.3) Ducts:Unc(S),Unc(R),Gar(AH),R6:0 11778.3 0.500 (1.078 x 1.160 x 0.95) 0.411 0.950 2623.7 (sys 2.: Electric Heat Pump 13000 btuh ,EFF(8.3) Ducts:Unc(S),Unc(R)Jnt(AH),R6.0. 8140:4 0.6274 5107.3 11778.3 0.500. (1.078 x 1.160 x 0.81) :0.411 11778.3 1.00 1.140 0.411 0.550 0.950 2623.7 5247.3 EnergyGaugeTm DCA Form 60OA-2004 EnergyGaugeO/RaRES'2004 FLRCSB v4.0 FORM .6,00A-2004 EnergyGaugeO 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole ,Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X ,Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 5 2460.00 12300.0 50.0 0.90 5 100 2514.67 1.00 12573.3. As -Built Total.: 12573.3' CODE COMPLIANCE STATUS BASE. AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total. Points Points Points: 24642 5107 123.010 42049 17478 5247 12573 352.99 EnergyGaugeT" DCA Form 600A 2004 EnergyGaugeVF1aRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge@ 4..0 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: ... PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum .3 efm/s .ft. window area: .5 cfm/s .ft. door area. Exterior,&,Adjacent Walls 606.1.A8C.1.2.1 Caulk, gasket, weatherstrip orseal between; windows/doors & frames, surrounding wa foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility. penetrations; between wall panels & top/bottom plates; between walls and floor: EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and"is sealed to, the foundation to the,top plate. Floors 606A.ABC.1.22 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: erimeter, enetrations and seams. Ceilings 606.1ABC. 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 perimeter, at penetrations and seams. Recessed fighting Fixtures 606.1.ABC.1.2.4 Type IC rated;with no penetrations, seated; or Type IC or non4C 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-story Houses 606.1,ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts: 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; .combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (mitmt hp mat nr aw-oorinrl I— �11--;,4z,..--- 1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1 ABCA2. Switch.orclearly marked ci breaker electric or cutoff as) must be rovided.. External or built-in heat trap required. Swimming Pools "& Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically. attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6Lmin. insulation; HVAC Controls 60T.1 Se arate readily accessible manual or automatic hermostat for each system. Insulation 604A, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge®lF1aRES'2004 FCRCSB v4A x !rc 4 IC 040 cop. I 3' b.IK :duct 9" to, roof': eap W/fan - 0.10 rap: lOOx6I.IWCd NUTONE MODEL - -- r, lox ". I. -Id 6, 330 1 6' ss P4 Ys t2x12 1■cd ea 10x6 I-d 2 N Z -j — axle :roe 1 " q 3 .. • 1 Q 'f A P D: :: 4 6: (VACS XP3 LL �ex4 1— rw D GP+GR lOxb 1 cd jN 4' dryer duc f-� 1✓((.-�...... to roof ccp 1 16010 OH3D F 12x121 lrcd. 2.3 TON.V/IOKV 9240V IPH lexl0 vten Vatforn by bide :2 Rating Must have a n4ilnun clearance dP 4 Inches around the .Or .handler per the Siate Energy code, All duct has: an r•6 Insulaflon vatun N Z d q. Q Z J a w Q z z w C' 2 >-- 0i W ¢ OJ U J. EU o r it 0 m w > z 0a m a J 0 = Q 31 bath duct: ta.'.roc1. cop w/fen •NUTONE MODEL # 695 81#7S `�� BwtS 3' Yath duct t. of cap ; ! do r•_. IYC�Ya NUTONE 7- MODEL 11 awl' A171G # 695 --_" ,.Y,. 12x6 Svcd~CtA 7. 6` 2x12 rap ' tsa. iox6 i.ea w eaw e' eao t.c 64 n 2.9 TIN V/10KV 924O, IPN iewa p.n iq?�i129 p�ttntforn by btdr 'COL Hush Rave o nlnlnun clearance of i Inches around the aIr handler :per the St6tr Enrrpy code. AR duct has an rah Imaa-I;Ion ;value. O Q Z Q FU J J O Z � Q Z Z W o CU W¢ NV J U Rating z o N w'-• ..> O m z 5 Q m � Q F— J Q 4 "a External static pressure Available: static pressure Supply,/ return available pressure. Lowestfriction rate Actual airflow Total effecfive length (FEL) Heating Ceoling 0.40 n HZO 0.40 in H2O 0.06 n H2O 0.06 in H2O 0.34 in H2O 0.34 i1 H2O 017/0.17 nH2O 0:17/0.17 nwo 1.478 n/100ft 1.478 in/100ft 1000 orn 1000 cfm 23 ft . e _:ranch ®etaelTab9eR. P Nam Design (Btuh) HIg (dm) a9 (dm) Design FR 'Diam (in) Red Size (in) Dud MCI Adual, l n (ft) iv Ln (ft) Think BDRM 2 h 2838 141 110 1:700 7 Ox0 1/Fx 20.0 0,0 2 BDRM 3 C 3143 135 142 2429 7 Ox0 ViFx 14.0 0.0 BDRM 4 c 2789 106 126 6.800 6 OxO. MR 5.0 0.0 BDRM 5 c 5108 197 230 2267 8 Ox0 MR 15.0 0.0 LOFT h 2852 142 88 4250 7 Ox0 VFx 8.0 0.0 MSTR'W LC h 518 26' 21 2267 4 Ox0' MR 15.0 0.0 1 MSTR BATH c 1141 '51 51 1.478 4 Ox0` MR 23.0 0.0 1 MSTR'BDRM a 4461 150 201 2615 8 Ox0 MR 13.0 0.0 1 BATH 3 h 1022 51 31 1.889 4 Ox0 VIFx 18.0 0.0 2 � �# Suppfy Trunk Detdgq, Trunk Htg C19 Design Veloe Diam Red Duct Dud Nym Type (Cfm) (dm) FR (fpm) (n) Size (in) Material Turk 2 Peak AVF 192 141 1.700 551 8 0' x 0 V"Fbc 1 PeakAVF 227 273 1.478 619 9 0 x 0 Vin1Fbc ^� Wf 1ghtSOft RigMt Suite Residential5.5.17 RSR31575 2006-May-23 10:58,36 AiCiA-E:\Fi{eslLennarOrtando2002\CAYENNE\CAYENNE.rsr page 1 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective lengh (T'EL) Heating Coolinngg 0.40 in H2O 0.40 in F120 006 in F-120 0.06 in F-120 0.34 in H2O 0.34 in H2O 0.47/0.17 nH2O 017/0.17 nH2O 1.000 in/100ft 1.000 in/100ft 1000 cfm 1000 cfm 34 ft a 5 e � _ upply r hDetailT t Nam Design (BM) Ht9 (cfm) Cig (�)' Design FIR Diam (In) Rest Size {in) Duct Mall Actual Ln (ft)' n L(6R Trunk BATH 2 h 1312 56 17 1.789 4 Ox O. VlFx 19.0 0.0 BORM 6 h 2737' 120 43 4250 6 0x0. VIFx 8.0 0.0 FAMILY RM c 6601 186 332 3.091 10 Ox0 Vex 11.0 OQ 1. LAUNDRY e 773 27 39, 1.545 4 0x0 VIFx 22.0 0.0 1 LIVING RMIFOYER h 8062 353 291 1.030 10 Ox0 VIFx 33.0 00 1 DINING RM h 2431 107 96 1478 6 Ox0 VIFx 23.0. 0.0 1 KITCHEN c 1556 39 78 1.030 5 NO VIFx 330 0.0 2 BRKFST h 2517 110 103 1.000 6 OxO Vex 34.0 0.0 2 a SpTket>ITu'e '! ur Trunk Htg Clg Design Veloc Diam . Red Duct Duct fire Type (cfm) : (dm) FIR (fpm) (in) Size (in) Maher Tnmk 1 PeakAVF 673 758 1.030 543 16 0 x 0 VinlFbc 2 Peak AVF 150 181 1.000 677 7 0 x 0 Vin[Fbt wnghtsoft Right. -Suite Residential5.5.17 RSR31575 2006-May-23 10t58'36 . EA FilesFLennarOrlando2002tCAYENNEICAYENNE.rse Page 2 Can't create "Duct Tree Diagram" report for Entire House t+• 'VVrjgUjtSOft. Right -Suite Residential 5,5.17 RSR31575 2006-May-23 10:58.36 ACCh E:tFilesYLennarOrlando20021CAYENNEICAYENNE:rsr Page 1 HEkTMing 00C(pzg E -Static Pressure: 0.40 in H2O 0.40 n H2O Presscne basses: 0.06 n H2O 0.06 in H2O Avaiable Static,ressure: 0.34 in H2O 0.34 in H2O Fdatf m available pressure 017 / 0.17 in H2O 0.17 / 0.17 in H2O D&eUVA.%on rate 1.478 in/100ft 1.478 in/1001t Actual air flow 1000 cfm 1000 cfm TotafffeclimbarfitffEEk 23 :ft Attn: lines indicate branches and trunks, nun-bemndicate AVFs BOW 2 —110. 2 141.. — BATH 3 —31. MSTR WIC —21. WREATH —51. MSTR,BDRO 200. MIMI • s mmog 273.1 1 'VV I iltS( Ri ht-Suite Residential 5.5 17 RSR3'1575 r+- 9 8 - 2006•May-23 1.0;5836 ACCX E:(Files\Lennar0rlando2002\CAYENNEICAYENNE.rsr Page 2 FEUr$dC> ing g E 19tatic pressure: 0.40 it H2O 0.40 in H2O: Prime kwass. 0.06 n H2O 0.06 in H2O Avaiahb 8iatic pes%m 0.34 in H2O 0.34 in H2O dip PoOmm available pressure 017 / 0.17 in H2O 0.17 / 0.17 n H2O; AoWoU d&jon rate 1.000 iN100ft 1.000 W100ft Actual air flow 1004 cfm 1000 cfm Totally arlebeoqjftam1 ): 34 ft Attn: lines indicate branches and trunks, numbers indicate AVF's 758. KTCi I N —78. 2 180. BI40:9T —102. BATH2- —17. <—NOT>M BDRM6 —43. < — NOTF;LW RETUNTR-N<E;NUER44C E wrjghtsoft Righl-Suite. Residential5`.5.17 RSR31575 2006-May72310:58:36 ACCA E:1FileslLennarOriando2002tCAYENNEICAYENNE.rsr Page 3 RIGHT-J CALCULATION PROCEDURES A, B, C, D EntireHouse DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.44 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 24296 fN x 0.0167 283 cfm Isolated zones = 0cfm Total = 283 cfm 2 Winter infiltration load 1.1 x283 cfm x 32 OF WnterTD = 9978; Bich a, Winter r>ftt nation HTm 9978 Btuh / 353 ft2 Total window' = 28.3 Btuhfttz and door area Procedure 13 - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach z 24296 ft3 x 0.0167 162 cfm' Isolated zones = 0 cfm Total'= 162 cfm 2 Summer infiltration load 1.1 x 162 _ cfm x 18 OF Surmner-ID = 3207 Btuh 3: StimmerintafionHTM 3207 Btuh / 353 ftz Total window = 9.1 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 068 x43 grAb moist.diff. x 162 cfm = 4777 Btuh vroceaure u - tqurpment Sizing Loads 1. Sensble Siang toad Sensible ventilation load 1.1 x 75 cfm vent x 18 OF SLrrmerTD = 0 Btuh Sensible load for structure (Line 19) + 42106 Btuh Sum of ventilation and structure bads — 42106 Bhih Rating and temperatu►e swing multiplier x Equipmenttung load 0.98 s- sensible = 41264 Btuh 2 Latent stung load Latent ventilation load 0.68 x 75 cfm vent x 43 grAb moist:difi. — 0 Btuh Internal loads = 230 Btuh x 8 people + 1840 kuh Infiltration bad from Procedure C + 47T7 Btuh Equipment stung load - latent _ 6617 Btuh 'Construction Quality is: a No. of Fireplaces is: 0 Primout oaiified by ACCA to meet all requimmerlls of Manual J 7th Ed. Q vvrightsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10 56:49' i CCK E:XFileslLennarOdando2002SCAYENNEkCAYENNE. rsr Page 1 L ..6 RIGHT-.J CALCULATION PROCEDURES A, B, C, D 2 DEL AIR HEATING,AIR CONDITIONING R Job: CAYENNE 722g4 109 COMMERCE iSTREET, LAKE MARY; FL 32746-6206 Phone: (407)'831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infilb-Aon AVF 0.62 ach x 13834 ft3 x 00167 144 cfm 2 Winter infifilbation load 1.1 x 144 efm x 32 T WribrTD = 5059 `Btuh 3. Winter infiilralion HTIVI 5059 Btuh / 179 ft2 Total window 28.3 Btuh/ti2 and door area Procedure B. Summer Infiltration HTM Calculation 1. Summer iiftation AVF 0.36 ach x 13834 ft3 x 0.0167 - 82 cfm 2 Summer iniitfiatiorr load 1.1 x82 efm x 18 °F &rrrnerTD = 1626 Bbh 3. Summer aif ialion HTM 1626 Bilk l 1.79 ft2 Total window 9':1 Btuhfft� and door area Procedure C Latent Infiltration Gain 0.68 x 43 grAb moist:diff. x 82 cfm = 2422 Btuh Procedure D - Equipment Sizing Loads 1. Sensible sizing iced Se► sbie ventilation toad 1.1 x 5D cfm vent x 18 °F SwrnerTD = 990 Btuh Sensible bad for sbudure (Line 19) + 22210 Bkjh Sum of ventlation and structure bads = 23200 Btu Rating and temperature ' rrtul'ier x 0.98 Equipment sizing bad - = 22736 Btuh 2 Latent stung toed Latent ventilation bad 0.68 x SO cfm vent x 43 grAb moist.diff. = 1474 Btuh Internal bads = 230 Btuh x 1 I + 230 Btuh Ihfiftration bad from Procedure C + 2422 Btuh Equipment Sizing bed - latent = 4127 Btuh 'Consiruction Quality is: a No. of Fireplaces s: 0 Bold/italic values:have been Manually overridden Printout certified by ACCA to meet a1 requirements of Manual J'M Ed. �+ WrlghtSOf'L Right -Suite Resident1 al5C5'.17 RSR31575 2006-May-23 16:56:49 ACCA E:\Files\LennarOrlando20021CAYENNEtCAYENNE.rsr Page 2 r- RIGHT-`J CALCULATION PROCEDURES A, B, C, D y DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7,27-04 109 COMMERCE.STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831, 2665 Mroceaure A - Winter Intiltration HTM ;Calculation* 1. .Winter infiltration AVF 0.80 ach x 10462 ft3 x 0.0167 140 cfrn 2 Winter infiltration load 1.1 x140 cfm x 32 °F WrAerTD = 4918 Btuh 3. Winter'irililtration HTM 4919 Btuh / 174 ft2 Total window =: 28.3 8tuhtl? and door area Procedure B - Summer Infiltration HTM Calculation 1. Surri mer infinration AVF Q 46 ach x 10462 fP x 0.0167 = 80 cfm 2 Summer "mfillraiion load 1;1 x80 Cfm x 18 °F StrrmerTD = 1581 Btuh 3. Surnrner in ation HTM 1581 Btuh / 174 ft? Total window _ 9.1 Btuh/ftz and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist ff x 80 cfm 2354 Btuh rroceaure ii - tquipment Sizing toads 1. Sensble smrtg bad Sensible ventilation load 1.1 x 25 cfm vent x 18 °F SZxrn-erTD = 495 Btuh Sensble'load for structure (Line 19) + 19895 Btuh Sum of venttation and structure loads = 20390 Btuh Rating and temperature muluoier x Equipment s� 0.98 sVM bad - = 19983 Btuh 2 Latent song bad Latent ventilation bad 0.68 x 25 cfm vent x 43: grAb. moistdiif. = 737 Btuh Internal beds = 230 Btrdr x 7 people + 1610 Btuh Infiltration bad from Procedure C + 2354 Btuh Equip smrlg bad - latent = 4702 Bhjh Constnxlion Quality is- a No, of Fireplaces is: 0. Boldlitallc values have been manually overridden. Printout oatilied by ACCA to meet all requiremerits of Manual.J 7th Ed t wnghtSQ t Right -Suite Resi0ential5.5-17 RSR31575 2006-May-23 10:56:49 E:\Files\Lennar0rlando2002\CAYENNE\CAYENNE.rsr Page 3 I PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 722.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-266.5 Proje6t Inf6rmation: For: LB+,PR Of O R re Rise Desi `n Inf ®rma$Ion• . Wean,er; 0.Mnlo AP;:FL,US Winter Design Conditions Heating Summary Summer Design Conditions. 38 T Outside db 70 °F Inside db. 32 °F Design TD Daly range Relative humidity Moisture difference Buildhq heat loss 42882 Btuh Ventiaton air 0. cfm Ventilation air loss 0 Design" heat bad .Btuh 42882 Btih Infiltration Method Sim p6fied Construction quality Average F Area ft Heatt_'ng COOP, � 301�7 3037 Volume (iN) ' 24296 24296 Air , ge hair 0.70 0.40 Equi+id Apt (dm) 283 162 Heating Equipment Summary Male n/a Trade n/a Model n/a Efficiency Heating nput Heating Temperature rise Actual air flow Air flow factor Static pressure Space thermostat n/a 0 Btuh :0, °F 0 Cfm 0.0.00 dmlBtuh 0.00 in H2O n/a 93 OF 75 °F 18 °F M 50 pIq 43 grllb Sensible Cooling Equipment Load. Sizing Structure 42106 Bluh Ventilation 0. BGuh DDesign t d re swing 3.0 `F ht.Raie/swing multiplier 0.98 Total sens. equip. load 41264 Btuh Latent Cooling Equipment Load Sizing Internal gains 1840 Btuh Ventilation 0 Bluh Infiltration 4777 Btuh Total latent equip. load 6617 Btuh. TotEd load 4784830' h. Req. that capacity 0.80 SHE2 ton Cooling Equipment Summary Male n/a Trade n/a Ccnd n/a Coil n/a Efficiency n/a. Sensible coding 0 l3kh Latent Cooling 0 Btuh Total Cooling 0 Btuh Actual air flow. 0 Cfm Air flow factor 0.000 di n Btuh Static pressure 0.00 ri H2O Load sensible heat ratio 0 Bold//talk values have been manuallyoverridden F1inlxxit certified by ACCA to meet all'requirernents of Manual J 7th Ed. VVr19f'1t50fi Right -Suite Residential 5.5.17 RSR31575 2006-May-23 70;56:49 ACC'% E:1FilesSLe'nnarOrlando20021CAYENNEICAYENNE.rsr Page 1 s- ®® ^ orn.a. #ionA pw m�. weather: Qtr AP, R-, US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 93 T Inside db 70 T Inside db 75 OF Des1g1 TD 32. T QescP TD 18 T D* range M Retahve humd ly 50 % Moisture dderence 43 grAb Heating Summary Sensible Cooling Equipment. Load Sizing Build nq heat foss 20074 Btuh Structure 22210 Btuh Ventila w of 0 cfm Ventilation 990 Bhuh Ventilation air loss 0 Btuh temperature swing 3..0. T De�heatload 20074 Btuh Use.mfg data n Rahelswing mu prier 0.98 Infiltration Total lens- equ1p- load 22,736 Btuh -a e►a, 1 Area t2 Hea�Co11g 7 Volume (fP) 13834 13834 Aircharxw%huu, 0.62 0.36 Equiv) 144 82 Heating Equipment Summary Make CNTE2 Trade. Model Efficiency Heating VVut ate. Actual se Air flow factor Static Space pth�r wstsiat s •- 0 Bhuh @ 47-F 0 T 1000 cfm 0.050 dm/Bhrh 0.40 in H2O Latent Cooling .Equipment Load Sizing Internal gains 230 Btuh Ventilation 1474 Btuh Infiltration 2422 Btuh Total latent equix bad4127 Bhuh Tola! ee��ripment bad 26863 Btuh Req. bola= Y at 0.80 SHR 2A ton Cooling Equipment Summary Make TradeCord Coil EffiSensi-lecooli ncy 3Btuh Latent cooling 5800 Bldh Total 29000Bfm Actual a�iriflloow 1000 c' Airflow factor 0.045 d n�Btuh Static pressure OAt) n N20 Load sensible heat ratio 85 R intout certified by ACCA to meet all requirements of Manual J 7th Ed. r Wr-log tsc>ft Right -Suite Residenlial'5.5.17 RSR31575 200&May-23 10:56:49 ACICK E:%Files\Lennar0r1ando200,2\CAYENNE\CAYENNE:rsr page 2 1; :` ai 6y6- ><gn.9lrmn! � , `� Desnfo wealt,ei Orta * AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 OF Outside db 93 OF Inside db 70 OF Inside db. 75 OF ,F 18 OF range M humidify 50 % Moisture difference 43 grilb Heating Summary Sensible Cooling Equipment Load Sizing t idirr��gg heat loss 22808 Btuh Structure 19895 Btuh Ventilation air 0 cfm Ventilation 495 Btuh Venti7atitin air foss 0 Bhrh Design texture swing 3.0 OF Design heat bad 22" Btuh Use hog. data n Infiltration Total sens. equip. bad' 199883 Bhuh MeMod 6nplified Latent Cooling Equipment Load Sizing quality AverageConstruction Fireplaces 70 Internal gains 1610 Btuh Ventilation 737 Bluh Area Heat! Coolin�gg Infiltration 235q Bhltr (W) 130t3 13t>f3 Total latent equip. bad 4702 Btuh Volume (f13) 10462 10462 Air r Equiv ) 0.80 0.46 140 Total eWbad 24684 Btuh 80 Req. Wl capacly at 0:80 SHR 2.1 ton Heating' Equipment Summary Cooling Equipment Summary Make CAWER We CAi2 Trade Trade Model C,ond' Coil Efficiency 0Btuh See cool 2320 Temperature @ 4� 0 wig 5800 Mti rise ,� Total cffm Actual air flow 1000 cfm Actual air flow 1000 c29000 Air flow factor 0.044 dmBtuh Airflow°factor 0.050 dnVBtuh Static pressure 040 in H2O Static pressure 0.40 in H2O Space themstat Load sensible heat ratio 81 %e Prnfioert`certified by ACCA to rneet all requirerr>elrts of Manual J'7th Ed . wnghtsoft Right -Suite Residential 5.5.17 RSR315752006-May-23 10:56:49 ACCA E \Files\LennarOrlando2002\CAYENNEICAYENNE.rsr Page RIGHT-J WINDOW DATA DEL AIR HEATNGARCONDTO NGRJob: CAYENNE f2ZO4 , COMMERCE SKI DER E 32Ta6206 (407) 83l.-2665 W a D W G L S S 0 N A 2 0 0 0 « N E I A L O T H V G N H V V H H N H 0 Y R L A W R A H L G t R R G T W A. w L Z E b p G Z L 0 \ Y T « R R BDRK7 . a n « b c n 0 n 1 1 90 4$ 10 7 S» 87A 16 0.0 BDRma a n w $ p n 0 : 1 1 90 10 fA 1: 50 87.4 23.0 $O BDRM 4 ` a n # b « n 0 n ) 1 90 1.0 $0 !A 5.0 23.0 . 00 BDRM' a n + # t n 0 n 1 1 90 1.0 1$ 1.0 5.0 8Z4 23.0 Q a R w # c : 0 n 1 1 90 1 to 1.0 5.0 87.4 0 0.0 LOFT . a n » p t n 0 n. 1 1 90 1.0 1.0 1.0 £0 46 3 0 282 MSTR W±C . MSTR BATH a n e # g R 0 n 1 1 90 $O 19 1.0 3.4 87.4 7.0 0.0 MSTR BDR¥ a n p # « n p n 1 1 m ## 10 ]» 5.0 \ .8 4 32.0 tO BATH A a n n b c n 0 n 4 1 90 1.0 1.0 10 30. .294 7.0 0.0 BATH 2 ` BDRMB . a n n a q n d 1 1 90 1.0 4» 10.0 30 a 16 0.0 .FAMILY RM b n 4 a p n 0 n 1 1 90 la !a 10O 6 87.4 41.0 «O wrphikof ws &cs17 2006-M72310:56:49 /C,Ck + o <G c v NNE rsrPage I LAUNDRY LIVING RM/FOYER • n w a c n 0 n 1 1 90 To. 6.0 10.0 7.0 87.4 7.0 0.0 • n w a c n 0 n 1 1 90 1.0 1.0 10.0 5.0. ;, 320 0.0 DINING RM a n. s a c n 01 n 1 1 90 1.0 1.0 10.0 5s0 46A 23.0 0.0 KITCHEN BRKFST a n, e a c n 0 n 1 1 90 1.0 1.0 10.0, 5.0 87.4 16.0 0.0 VV.VlghtSC>ft Right -Suite Residential 5.5.17 RSR3.1575 2006-May-23 10:56.49 j4CZX E:1FileskLennrOrtando2002\CAYENNE\CAYENNE.rsr Page.? RIGHT J WORKSHEET Entire House DEL AIR NEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04. 109 COMMERCE STREET, LAKE MARY, FL 32746-6206, Phone: (407) 831-2665' 1 rvwrvca�.r. mm Namedrocrn B*8Hase 2 7 2 Le�gOtcfeposedwat 359.5 ft 1780 Tt 1815 ft 3 Roonrdirrat>ais 4 Ce3tjs Corx9;Opfcn 8:0 ft heaftd d 8.0ft d o 80 It d o IYPEOF CST HTIA Area l.aed (BLh) Arm Loer1i134>?t) Area Load (Bk#i) Area DFIOSRE Na : Hig I Cig (ft) Htg C4 (m Hfg I C19 m Hb CIg HIg I C19 5 Gross a 14B 4.6 21 1038 "" - 0 .,„ ;,; JOEB B osed b 12C 29 1.9 1424 - - 1424' v b a-d c 13C 3.2 12 3EA - .... 0 ... ..,, 364 par0•iors d 6.0 0.0 0 "" 0 6 VWxbvnsald a iG : 37.0 213 10090 •:•• 17c, 8616 ,„, 91 3474 „" » oas 8C 3 411 1515 "" 0 "" 41 1515 c � 0 0 d 3C 232 " 0 0 0 0 0 e 0.0 " 0 a.» 0 «» 0 0 .«. «.. 7 Vwyb-ard North 26.6 51 - 1360: 1034 16 glass dons NEM 0.00 - 0 0 " 0 0 0 EMl 87.4 Zi6 - 20635 140 """ 12236 93 8390 WSW 0.0 0 """ 0 '. 0 "" 0 0 ' '"' 0 ^ South 4&4 27 - 1245 4 - m 23 1057 Horn 60 .0 «» 0 U «" 0 0 ..«» .". 8 071erdom a 11A 18.9 '127 19 35N 242 0 1 0 19. 359 242 b 11A 18.9 1 127 20 255 0 0 0 27 376255 c 100 14.7 9.9 0 0 0 0 0 .0 0 0 9 Net a 14B 14.6 21 933 4299 1921 0 0 933 4299 1921 89-d b 12C 29 1.9 TA5 358E 2420 1245 35% 2420 0 0 0 walsa d c 13C 32 12 315 1037 404 0 0 345 : 1067 404 paw d; 0.0 0.0 0 0 0 0 0 Q 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 O 0 0 0 0 0 0 0 0 10 Cemrtgs a 16G 1.1 IA 1729 182E 23,97 1729 1826 2397 0 0 0 b 16C 263.5 0 0 0 0 0; 0 0 c 0.0 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 0 0 0 0 0 0 0 f 0.01 OD: 0 0 0 0 0 0 0 0 0 11 Floors a 22A 252 0.0 210 5430 0 2E726 0 182 4704 0 0". room b 19G 1.1 0.0354 0 384 0' 0 0 0 pe hv- c 0.0 0.0 0 0 0 0 0 0 0 0 isdispl. d 0.0 0.0 0 0 0 6 0 0 0 0 0 for slab a 0.0 00 0 0 0 0 0 0 0 0 0 Qops) f 0.0 0.01 0 0 0 0 0 0 0 0 12 hfitabon a 283 9.1 353, 9M 3207 1 5D58 1625 174 4918 15g1 13 Stbl>faf bs" 01+12 Less eder he." .... 0 "" ,.. "" .... 0 Less er 00 0 14 Dud loss 10°/ 3893 "" 10% 1825 "" 10' 2073 15 ToU loss =13+14 "" 428 "" ""', 20074 16 irrt gains: PeQ* @ 300 8 """ 240D 1 - 300 7 '" moo Tm0 2 ..., 0 „", 0 2 1� 17 Sublot RSH gaiF7+&+1t�6 308 "" 20191 - 'im 0 ". - 0 - .... 0 Lessti8rtmeraooig _ U* » 0 - ».. 0 .... ,... Cooing redrsbtutton 0 «» - 0 - .«. 0 18 Duct gan 100/ "" 3M 10, - 2019 101A 1809 „» 19 Total RSH ga"17+18)"PLF 140 "" 421W 1'.00 - 22210 1A0' 19�5 ,... 2D I A�requirad (cin) - ?A00 :DRI " 10001 low - 1000 m " PfirTW anted by ACC A to ff eet all requiretTieltls of Mmual J 7th Ed 4C�A wr�ghtsoft Right=Suite Residential 5.5.17 RSR31575 2006-May-23 10;56:49 E:\Files\Lennar0riando2002\CAYENNE\CAYENNE.rsr Page t t Afta RIGHT-J WORKSHEET Ip DEL AiR HEATING,AIR CONDITIONING R Job: CAYENNE 7.22.04 109. COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 NWiVI[FlG1 .. Yn tS1 1 NameofKan 2 BDRM2 BDRU4,. BDRM4 2 Lerxjhde�g wall VaO ft 2&0 ft 3 Fd�andna s 125 x 16.0 ft SO x 115 It 1111 x 160:1. 4 Gelxjs CondL ophon 8,U Q d n &0 ft heakmd 8.0 ft heaftol 8.0 ftl L eaVood TYPE OF CST HiM: AM Ixrad (B h) Arm, Lwd (E�i1) area Lmd jBt�i1) Area Load (13 A. Na Htg I Ctg (f') Hfg I Clg (ft) Htg C19 ( ) H.tq I Clg ( 5 Gross a 143 4.6 21 0 "" Egxaed b 12C 2.9 1.9 1424 - ,».. 224 - - 220 ••» »• •••• «» walsaid c 13C 32 12 0 .r" - 0 - - 0 parm-Is d 0.0 O0 0 .». - ,.„. ..„ 0 o 6 WrdaNsard a 1C 37A '" '179 6616 1 531 '"" 23 8€A "." Em �laSsdoors b 8C 37.0 - 0 0 - 6 0 "'- 0 -- rr i9 -c 9C 387 " 0 "" 0 0 - 0 0 .... 0. .... d 3C 232 '" 0 0 ""' 0 0 •.,. 0 ... e 0.0 "" 00 p 0 0 ""' 0 f: 0.0 :. 0 ..., 0 0 ,., 9 0 ,,,, 0 7 Wid3nsand North 29.4 36 "" 1034 0 "" 0 0 "" 0 •"' 0 doors OA : 0 ""' 0 0 ""' 0 0 0 C-kv6W EYW 87.4 140 ,••• 12236 1 "" 1396 23 '"" 20i0 "" ZaiD SFl�W OD 0 '"": 0 0 "" 0 0 0 '' 0. Salk 46.4 4 178 0 "" 0 0 0 "" D Horz 0.0 0 0 0 "�* 0 0 0 ..» 0 8 Oherdoors a 11A 18.9 127 0 c 0 0 0 0 0 0 0 10 0 b 11A 18.9 I 127 0 0 0 0 0 0 0 0 0 0 c 1pD 14.7. U 0 0 0: 0 0 0 0 0 0 0 9 Net a 14B 4.6 21 0 0 0 0 ;. 0 0 0 0 0 0 eposed b 12C 29 1D 1245 358E 242a 208 599 404 197 S67 383107 72 walsand c 13C 32 12 ' 0 0 0 0 0 0 0 0 c 0 0 path- d 0.0 0.0 0 0 0 0 0 0 0 0 D 10 0 e 0.0, 0.0 0 0 0 0 0 D 0 0` 0 0' 0 f 0.0 0:0 0 0 0 0 0 0 0 0 0 0 0 10 Ceirngs a 16G 11 1.4 1729 1826 2397 200 211 277 iea 191 255 17E 186 244 b 16C 2A 35 0 0 0 0 0 0 0 0 0 c 0_()0.0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0' 0; 0 0 0 0 f 0:0 (10 0 0 o q0 0 0 0 0 0 0 11 Floors a 22A. 25.9 OA 28 725 0 28 7m 0 0 0 0 0 0 (NotL room b 19G 1.1 0.0 384 0 0 0 184 X9 0 1 145 0 per r�r c 0.0 0.0 6 0 0 0 0 6 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0> 0 0 0 0 0 forslab a 0.0 0.0 0 0 0 0, 0' 0 0 0 0 Boors) f 0.0 0.0 0 0 0 0 0 0; 0 0 0 0 12 Infiltration a 293 9.1 1 50 11626 1. 4E21 145 23 65 203 650 Z9 13 Subs Is+$=+11+12 19m �' 9 ,.,. .... .... - ..,. .�. 0 ..., ,.,, 0 trmkr «.. «.+ 0 0 Hea4iy � 0 - .... «.. .... 14 Duct bss 10°/ 1825 - 10° "'" 10° 247 - V 194 15 Total loss =131-14 "" 20074 '"" '"" 2838 - - 2718 "" "" 2132 16' Int gains: plewb @' 300 1 - 30D 0 - 0 0 - 0 0 AppL @ 'MD 0- 0 0 - 0 0 ;- 0 "" 0 17 Sul)URSHga r-7+8..+12+16 "" - M191 = - ..., 2B6/ - »,. 2535 L:essexon,alwoix3 0 »» ,«- 0 ,•• •••• 0 "" 0 Less f ansfer "" ,«, 0 .«.. .,., 0 «» «« 0 ..... .». 0 Cooing rec5strixihm """. 0 0 0 '0 18 Dud gain 10% "" 2719 10°/ "'* zB 10' :"" 286 10° _ ZA 19 Total RSH ga"17+18)*PLF 1A0 200 1.00 2448 100 31Q 1.00 "" 2789 20 Air required (6n) - 100D 1000 ""' 141 110 "" 135 142 "' 106 1; PdnW mMed by ACCA'to rr4eet all regtbra✓rnaits of Manual J Ah Ed. wr �g,H soft Right -Suite Residential 6.5.17 RSR31575 2006-May-2310:56:49 E:%Fires\LennarOrlando2002%CAYENNECAYENNEssr page 2 RIGHTJ WORKSHEET DEL AIR HEATING,AIR CONDITIONINGA Job: CAYENNE 7.22.04 1.09 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407),831-2665 1 m = Narnecfrooni BDPA45 LCFT MSMW.LC MSTIRBATH 2 jg tcfexposedwaf 395 ft 160 ft 13A ft i8.o ft 3 Roandir>erools 13A x 19,0 ft 1.5.5 x 14.0 ft 13.0 Ix 125 11 125 x 5.5 It 4 Ce&Vs Clmxit Opfcn, 8D ft haaCropd &0 It hadbool &0 It heaV000l 8.0. ft hedCod TYFEOF CST HTM Area: Load�lft) Aua Lmd(T31tt) Area Load(T ) Area Lari(Bih) DWO61J NQ HQ� C)g ( Ht9 Cf9 (� Htg G9. (ft?) Htg C)g OF) Hlg Cig 5 CAW a 14B 4.6, 2-1 0 - .... 0 „.. ,.,, 0 Bposed b 12C 2.0 1.9 31 - •••• 12B•••• «•• 101 "" '•'� 1 «» ,••• t+rallsad c 13C 3.2 1.2 0 - "'* 0 -», .«. 0 parr- d 0.0 0.0 0 - .:.. 0 ,... ... .... .;:. .... ..,. e o, o.0 0 -». �» o . » ... 0 ,... ..� „. 6 VWdw4ard a iC 37.0 " 38 1441 "" :1183 - 0 0 "" 259 gtassdoom b 8C 37.0 0 0 0 ... 0 •-» HeafiV c 9C 38.7 ," 0 "" 0 "" 0 0 "" 0 d 3C 232. D ""' 0 o'"" 0 0 0 e 0.0 " 0 _ 0 0 0 «.. 0 .... f 0.0 •' 0 0 0 0 0. .... 0 .' 7 V*xbAs" North 294 0 "" 0 "" M 0- 0 �» 0 doots NEW 0.0 0 '•' 0 0 "" 0 0- 0 "" 0 cootirg ElW 87.4 39 ""' 34M 0 "" 0 O - 0 612 SE)SW 0.0 A "" 0 0 °"' 0 0"' 0 0 Saulh 464 0 "" 0 4 "" 178 0- 0 0 Horz 0.0 ,0 "" 0 0 ""' 0 0 o- 0 "" 0 8 OUiadoors a 11A 189 127 0 0 0 0 0 0 0, 0 0 0 b 11A. 189 127 0 0 0 0 6 0 6 0 0 0 c lob 14.7 99 0 0 0 0 0 0 0 0 0 0 9 Net a 1c 4:6 21 0 0 .0 0 0 .0 0 0 c 0 0 e PSad b 12C 29 19 277 798 538 187 104 300 202 11 395 266 wals and c 13C . 3.2 12 0 0 0 0 0 0 0 0 c 0 0 parritia s d (10 00 0 0 0 0 0 0 0 0 0 0 e f 0.0 0.0 :0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1;1 1.4 24 261 341 2f 301 1q 172 73 b 16C:: 28 3:5 0 0 D 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e ao OD 0 0 0 0 0 0 0 0 0 0 f 0.0 0:0 0 0 0 0 0 0 0 0 0 0. 11 Floors a ZA 45.9 OA 0 0 0 0. 0 0 0 0 0 0 (Note; room b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 pointer c 0.0 0;0 0 0 0: 0 0 0 0 0 0 is dspl, d 0.0 ao 0 0 0 0 0 0 0 0 0 0 for slab floors) e' f a0 0.0 0.0 OD 0: 0 0 0 0 0 0 0 0 0 c0 0 0 0 0 0 0 0 12 Infiltration a 28.3 9.1 39 1102 354 31 904 291 0 0 0 198 61 13 S[iii W bsa-"_+11+12 "" 38Q -�« � «.. «« 471 "" "" g24 •••• Lesstar-ster 0 14 Dud foss 1CP/380"" IM/ 2 "" .10? 47 ,,,» VIM 92 «» 15 Tow loss=13+14 "" 3963 "•" "" 2BE2 518 ^"" '"" 1016 16 Irt gairm pen* @ 300 0 - 0 0 - 0 0 0 .... 0 1200 0 - 0 0- 0 0 ""' 0 "" 0 17 SutibtRSH H gair�o6 .�. '" ,,,,, »,. 1781 - .... 10, ,••• ,»• 1037. g+12+l6 Les§ exb 0 0 0 «» 0 Lew transfer 0 0 0 0 erg .» .... 0 «« 0 »» 0 0 18 Dudgain 10°7 - 464 109% - 178. 10° "' 43 10D - 101 19 Total RSHgai�(17+18W 100 - 5108 100 ""' 1913 1D0 *"' 4 iA0 " 1141 20 Air required (can) "" 1 230 -i 86 "" 26 21 "" 51 51 P1aitout Certified by ACCA to meet A retauimmetts of Ma tual J M Ed. A wr�gi tSoft Right -Suite Residentiat 5.5.17 RSR31575 2006-May-23 W56:49 E:\FileslLennarOrlando2002\CAYENNE\CAYENNE.rsr Page 3 a r- RIGHT-J WQRKSHEET DEL;AIR HEATING,AIR CONDITIONING,R Jbb:'CAYENNE 7.22.04 109'COMMERCE STREET, LAKE MARY, FL'32746-6206 Phone: (407) 831-2665 1 Nam cfr=n A45TRBL tv1 BATHS 2 Lerr�tofe7�osedvral 170 It 114 9 3 F ndiisbus: 24.0. x 14A ft. 115 x 120 ft 4 Ceigs Oon&Option 60 91 heWcod 80 It`heeibod TYPECF I CST HTM A., LoadW) Area LoadW) Area. Area D�06fF�E IVCL.,, :MhJ G9.. (R Hb Clg (f(2) Hl9 CI9 H19 CI9 HlgI Clg 5 Goss a 14B 4.6 2.1 ; 0 0 ...:. ,... .... ,... ,». .... .... parti54 d 00 0.0 0 e 0.0 OD 0 0 -r- f 0.0 0.0 0 - 0 »» «.. .... 6 `Y1idDma-d a '1C :' 370 " 32 1183 Fkmbry A 3C 232 : '" 0 0 e: 0.0:.» 0 0 0 f 0.0 7 Wixlonsad Norlh 29:4 0 "" 0 7 »•• 206 glass doors NEiMN 0.0 0 "'" 0 0 ""' 0 Coofro ENV 87.4 32 ""' 2797 0 0 SE?SW 0.0 0 "" 0 0 "" 0 Sculh' 4EL4 0 "" 0 0 "" 0 Horz :0.0 .0 "" 0 0 ""' 0 8 Otwdoas a 11A 182 127 0 0 0 0 b 11A 18.9 127 0 c A 6 0 c 10D 14.7 9.9 00 0 0 0 9 Net, a 10 4.6 2.1 0 0. 0 0 0 epased b' :12C 29 1.9 IN30D 212 M wbar d C W: `32 12 0 0 0 0 0 padons d QO 0.0 0 0 0 0 0 e 0.0 0:0 0 0 0 0 f 0:0 0.0 0 0 0 0 10 CeJings a 16G 1.1 1..4 3363a 466 1 1 38 191 b 16C 28 3S 0 0 0 0 0 0 e 0:0 OA 0 0 0 0 0 0 a ao 00 0 0 0 0 e' 0.0 0.0 0 0 0 0 f' 0:0 0.0 0 0 0 0 11 Fbm a 22A 259 0.0 00 0 0 0 (NoL-: mom b 19G 1.1 0.0 0 0 6 72 82 0 paTnelei c ob 0.0 0 0 0 0 0 0 is d'spL d' 00 0.0 0 0 0 0 0 forslab a 0.0 OD D 1 0 0 0 Soars) f 0:0 0.0 0 0 0 0 12 Infd -Jon.. a 283 9.1 32 W 291 7IM 64 Z Siblotalloss-- + +11+12- "" 2742 Lessekmalheatig ,», *•• ,«- ••» »» »» »•• Less transfer o»•, Heating redisfibu6on ....10°I .... .». 14 Qrdloss loy, 274 ""' a."" o .... .o ..« 15 Tclal bss=13+14 "" 3016 ..,.. •,•• 1022 .«. »» .». ,». .». 16 Ut:gains No* @ 3m 1 - .3pp 0 .... 0 «« .... - 0 0 •••• 0 »» »•• 17 Subbt RSl I Less otmai .. Lesstranskr - 0 0 .... «» Cwbv .... ..,. 0 ...» .... 0 .... .... .,., .,,. 18 Dud gain 10°/ "" 406 10'/ - 63 u .... 19 Total RSH gk.: {17+18)'PLF 1,Oo "" 4461 100 "" 20 Aiirequired (ch) '"" 1 201 "" 51 31 ,,.. „.. PdrW certified by ACCA,to meet all regtalements of Ma lual J .7th Ed. wr�gtitscOFt Right -Suite Residential 5.5.17 RS.R31575 2006-May-23 10:56::49 EAFilesILeonarOrlando2002ICAYENNEICAYENNE.rsr Page 4 RIGHT-J WORKSHEET 1 DEL AIR HEATING,AIR'CONDITIONING R Jab: CAYENNE 7.22.04 169 COMMERCE STREET, LAKE MARY, FL 32746-6206.Phone: (407) 831-2665 ryru s rn M 1 Narrredroom 1 BATH2 BUNG FAMI:YRM Le, val 1815.1t 190 ft 265 A 23.0 4 3 65 x '125: ft 135 x 140 it 160 % 185 Q: 4 'Ge�9s Cbx%Optioon 80 ft d n 8.0 ft heaWool 8A it heatlaod 80. treeWod, TYFEGF CST HTM Area: Loadw) Area, laid ) Area Load:w) Arraa Load(BY ) E FOR-W NQ I G9 (ft2) Fft9 ClU (ft2 HIg I p9 (f12) Fftg Cig (f NUJ Clg 5 Goss a 148 46 2:1 10B8 ."' "" 1 "" "" 112 12E E4=ed b 12C 29 1.0 0 ..« ,... 0 - 0 valls and c 13C 32 1.2 ,.,. ^ » 0 - .... 1oc ..., .... ..., pa,ftm d 0.0 0.0 0 0 »» «» 0 «.. «,. ... .... e 0.0 0.0 0 "" "" 0 «.. ».. 0 .... »» .a. ».. 6 Wnd3Asad a 1C 370 " 94 2474 "' 0 ""': le 501 - 0 - glassdoors b :8C 37D "' " 41 1515 "" 0 "'" 0 0 - 4 1515 - 1 iee -.g c 9G 38.7 0: «..: 0. p »�- 0 0 "". 0 - d 3C W 0, "" 0 0 0 0 «» 0 .,.. e 00 ». 0 0 0 0 ,», 0 0 ..: 0 .... 7 V*xloyvs" North 204 161, ""* 3P5 0 - 0 1E 33E«... 0 glass doors W-M 0.0 0- 0 0- 0 0 0 "" 0 BW 874 96 ,••• 8390 0 - 0 0' 0 4'I +«a 35B3 SE6W 01) 0 «» 0 0- 0 0 ,,, 0 0 South 46.4 23 `"" 1067 0 - 0 :0 0 � 0 Horz 0.0 0 "" 0 0 ""' 0 0 '""' 0 0 8 Other doors a 11A 1&9 127 19 242 0 0 0 0 0 0 0 tr 11A 18.9 127 20 255 0 0 0 0 0 0 0 0 c 10D 14.Z 99 0 0 0' 0 0 0 0 0 0 b 9 Net a 14B 4.6 2.1 933 429E 1921 152 70C 313 96 442 i0e E5 401 1 eposed b 12C 29 1.9 0 0 0 0 1 0 0 0 6 0 0 W& and c 13C 3.2 12 345 1067 404 0 0 0 .1 315 117 5 17.6 66 parb,k- d 0.0 0.0 0 0 0 0 0 0 0 0 .0 e 0.0 0.0 0: 0 0 0 0 0 0 0 0 0: f 0.0 0.0 0 0 0 f 0 0 0 0 0 0 10 Ceilings a 16G, 1.1 1.4 0 0 0 0 / 0 0 0 0 0 0 b 16C 28 35 0 0 0 0 0 '0 0 0 0 c QO 0.0. 0 0 0 0 0 .0 0 0 0 d 0.0 0.0 0 0 6 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 .0 0 11 Floors a 22A 25.9 0.0 182 4701 0 1 492 0 " 27 667 0 590i 0 (No�:morn b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 per* Vier c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 isdispl: d 0.0 O.Q 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 OA 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 c 0 0 0 0 0 0 12 Infiltration a 283 '9.1 1741 4918 1581 0 0 16 452. 149, 4 1159 372 13 Sublotal hss=6+8 +11+12 *"' 2 7X ... «» 1193 "" ""' g +... .«.: 3848, .... 'Less a dainal heating c•••, „„ 0 Less transfer «" .... �+» »» .». 0 ,... ,.» 0 Heatingred'stixrtion »». ..» ».. 0 ..:.. ,... 0 .... ..» 0 ,... 14 Dudloss 10'/ 2M "" 1 ll 101 249 "" 10' 3% 15 Total loss =13+14 «» .,.. ..» 1312 ».. .... 2737 ..» .... AIM «.. 16 Int. gam: Poolle @ 30D 7 - 2100 0 "" 0 0 "" 0 "" 1800 �2+16 � 2 ... 0 0 0 "" 0 "" 0 17 &bl Stbk fRSfi �7 '. ". .... �, .." "" 313 "" .`"' � &ftransfer moing .... ..« 0 ..» «.. 0 .«. ,... 0 »» ,,.. 0 Les 18 Cooing redstrrilm5on M gan .:« 10 «„ 0 180E ,,, 1(% ,,,, "" 0 31 - 10° .,.. "" 0 79 ,»» 10 -»� """ 0 19 Total RSHgan=(17+18)*FiE 100 . - 1 1.00 344 100 ,•» 1.00 - ffin Airrequied On) ""' 1000 1000 "" 17 . 120 43 7 .. 18E 332 Pdntfxat oef7ied by ACCA tioTneet;A fequireaTat. d Manual J 7th Ed wrtgh>tsofit Right -Suite Residential 5.5.17 RSR31575 2006-May23 1`0 56:49 E:%Files\Lennar0rlando2002\CAYENNE\CAYENNE.rsr Page 5 RIGHT-J WORKS'HEET 1_ DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 IVtWVWiLJ.-.lntQ. 1 Namedroom LANMY LUMRJ4FOYER DINNGRWI WdAEN. 2 11A :ft 550 ft 13.o It 13A ft 3 F.>ghdeVosed:vrai Ro0.m nwl m &0 x 6 ft 205 x 13.0 ft 125: x 14.0 ft 120 x 120 t 4 Ceilnjs ank Oplbn 8.01 healwd 8A ft hedtood 60 ft I heaYbool 8.0. R tipWgod. 1)' ECF CST HfPvl. A� LoadQ3hfr) Area Load Area Load(Blir) Area LOW (g► !) B(POS ;E NO- Hlg I Clg (ff). Htg CIg W) Htg I CIg (W) Htg CI9 �{v Htg Gig 5. Gross a US 46 21 ;p - «.. «.. .... F�7rased b 12C 29 1.9 0 ,..... "'.. O ware and c 130 32 12 8B - - 1 "" »» p •••• «« ,«. ,.» Mbbons d 0.0 0.0 p .... - 0 e 0.0 0.0 0 0 «.. 0 .... f 0.0 0.0 0 "" - 0 "" .». 0 .... .... ... .... 6 WidDAsad a 1G 37D - 0 3G 1441 23 89D 0 «« gbss doors b 8C 37.0 '* 0 0 "" 0 0 0 I Ong c 9C 38.7 0 " ' 0 "" 0. 0 ""1 0 d X 232 « 0 0 0 0 0 "'" 0 e 0.0 " 0 0 "" 0 0 ""' 0 f 0.0 - 0 "" 0 0 ";' 6 0 "" 0 7 WrxbAs" North 20.4 0 "" 0 0 "" 0 0 """ 0 ""' p. 91assdoors W_HN 0.0 6- 0 0 "" 0 0 "" 0 0 CC000046v ENV 87.4 0- 0 X3409 0 "" 0 0 SEISW 0.0 0 p 0 .... O O. ..» 0 +... South 46A 0 - 0 0 0 23 '"' 1037 ,••• 0 Horz OD .0 - 0 0 "" 0 6 8 Olherdws a 11A 18.9 127 0: 0 19 359 242 0 0 0 0 0 b 11A 18.9 127 0 0 m 378 255 0 0 0 0 0 e .10p 14.7 9.9 0 0 6 0 0 :0 0 0 0 0. 9 Net a lc" 4.6 2-1 0 0 261 M 537 81 373 lu 1& 214 eposed b 12C . 29 19 0 0 0 6 0 0 0 0 0 0 0 Ovals and c .13C 32 12 88 277 103 101 318 118 0 0 6 0 0 partbors d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0: 0 0. 0 0 0 0 0 0 0 0 10 Ceilir l a 16G: 1.1 1A 0 0 0 0 0 0. 0 0 0 0 b 16C 2:8 3.5 0 0 0 0 0 0 0 0 0 0 c 00 0.0 6 0 0 0 0 0. 6 0 0 0 d OA 0.0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0. 0 0 0 0 0' 0 0 0 0 0 11 Fbors a 22A 25.9 0.0 11 0 1425 0 13 337 0 1 337 0 (Note: roan b 19G 1_1 00 0 0 0 0 0 0 0 0 0 0 parr c 0.0 0.0 0 0 00 D 0: 0 0 0 0 is dispL d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 torslab a 0.. 0.0 0 0 00 0. 0 0 0 0 0 floors) f 0:0 0.0 0 0 0 00 0 0 0 0 0 0 12 Infiltration a 283 91 0. 0 78 2216 709 23 650 2M C 0 0 13 SutW bss=6+8_+11+12 ..», «.. ..» .». ..« 2210 .«,. ,... 816 .... Less transfer ..» 0 «,. ,... 0 0 14 Ha3tiing reclsWxution [Duct km lay,10% c.... .... 0 733 ,..» "" .... 10° 0 227 ,... "" .... 10' 0 82 ,,« '»• 15 Tofal kw =13+14 .•" ,..* - e0Q ..,. .... «.. 16 IrrL gars: Pia * @ 300 :0 - 0 0 0 4. "'' p Appl.@' 1200 1 - 600 0 "'- 0 0 - o - 1tm 17 SublotRSHgir=7+8..+12+16 "" - 703 "" "" 5170 - - 1743 , " " - 1414 �external ,.», ... 0 »:. .... o .». .... 0 0 tra� 0 .... 0 .... .... 0 .... ,... 0 Cooing redisbbution"" "'-. 0 -�- �» 0 - « »« 0 .... »» 0 18 Dud gain 10'i "" 70 101/1 "" 527 10. " 17 IT 19 Tobi RSH gaF"17+18W co '"' 773 1AD "" 5797 1 1.00 "" 1917 71 196 .1,00 - 1556 20 Air required On) .I ••« 39 _2 291 •• 107 .1 39 Printout certitled by ACCA to melA;a regdrerrlerit, of Mwual J 7th Ed. wrbgi„rsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-2310i56:49 E:1Files%LennarOrlando20021CAYENNEICAYENNE.rsr Page 6 RIGHT-J WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109:,COMMERCE-,STREET, LAKE MARY, FL 3T746=6206 Phone: (407) 831-2665 1 SST 2 Z! depq droval 21D tt 3 90 x 126 A 4 Cep cones Option fraa0mol 7YPECF CST HIM Area Load(6►#t) Area Area Area EWOSURE Nq` Hg I Gig (fr) F tg CIg Hlg: Cig: flg e� H q9 5 Gross a 1Q U 21 166, Eipcsed b 12C 29 1:9 0 .... ,,•. ,.» « • ...: .... «.. .... mehad c 13C 32 12 0 ."". «... .... ,.. .... .,... e 0.0 0:0 0 «» .... .». «.. f QO 00 0 6 4Vidaysard a 1c 37.0 " 10. 591 "" •,,• »» ••• cjlass doors b BC 37D 0 I1�g c. 9C. 36.7 0 d '3C 232 0 0 eO.0 .. 0 ,... .... 7 `Vti io*§:axr NoM 20:4 0 — D glass, .doors (E�fJW 0.0 ' 0 "` BW 87.4 16 .-.. 1398 .... �« Sd th 46.4 0 "" 0 8 (DOWdo= a 11A 189 127 0 0 0 b 11A 189 127 0 0 0 c. 101) 14.7 9.9 0 0 0 9 Nal. a l4B 4.6 21 313 e�osed b 12C Z9 1.9 0 0 0 vra�ard c 13C; 12 0 0 Partin- d 0.0 O:0 0 0 0 e 0.0 0A 0 61 f 60 0.0 0 0 16 Cangs a 16G 1:1 14 0 0 b 96G: 28 35 0 0 0 11 Floors a 22A 259 0.0 21 544 0 Not: Kan b 19G 1,1 OA 00 0 pairKA r c 0.0 0.0 0 0 0 itdispl. d 00 0.0 0 0 0 rorslab a OA 0.0 0 0 0 floors) f 0.0 OD 0 0 0 12 Inftabm a 283 9-1 16 462 145 13 Ibs5=6+8�_+11+12 "" 22�8 Less t ardie .... ».. .... ,... ... .... .... ». .... .... 14 Hea1kV,m*Wx6on Ductloss .... .... ,... ,... .... .... 15 Total loss=13+14 2517 "" •»• «•• •.•. 16 int gabs: POO*@ 3cb 0 — 0 «» 17 Sutiq>tRSH9*)=7+8_+12+16 ""' -,-„ 185/ Lem basrer 0 «» »» .... .... ..,. -«. 19 Total RSH.ga r-(17+.18W 1D0 ..» 2D42 «» 2p Airnxpued (tin) "" 11 103 Pruitout certified by ACCA to meet a9 regdmff>erts of Manual J 7M Ed. AC�A wr rghtsoEt Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 E1Files\LennarOrland62002\CAYENNEICAYENNE.rsr Page 7 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.5 The higher the:score, the more efficient the home. I . New::constructi.on or:exisfing New _ 2. Single family or multi -family Single::family _ 3. Number of units, if multi=family 1 4. Number of Bedrooms _ 5 5. Is: this a worst case? _ Yes: _ 6. Conditioned floor area (ft') 3037 fi' 7. Glass type] and area: (Label regd. by 13-104A.5 _ if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)314.0 fi? _ b. SHGC::. (orClear or Tint DEFAULT) 7b. (Clear)314.0 fl= _ 8. Floor."types a. Slab-t?n-Grade Edge Insulation R=0.0, 209.5(p) fl _ b. Raised Wood, Adjacent R=11.0, 384.6112 _ c. N/A. 9. Wall. types a. Concrete, Int Insul, Exterior R=4.1, 933.0 11 _ b. Frame, Wood, Exterior R=l 1.0, '1245.0.ft2 _ c. Frame, Wood, Adjacent R=11.0, 345.0 ft' d N/A e. N/A 1.0: Ceiling types a. Under Attic R=30.0, 1730.0'ft= _ b. N/A c. N/A 1`1. Ducts a. Sup. Unc, Ret Unc. AH(Sealed). Garage Sup. R=6.0, 1 0 fl. b. Sup:: Unc. Ret: Unc. AH(Sealed):Interior _ Sup. ;R=6.0, 1 Q ft_ 12. .Cooling systems a. Central Unit Gap: 29.0 kBtu/hr SEER. 13.00: b. Central Unit Cap: 29.0 kBtu/hr SEER;.13.00 c: N/A 13. Heating systems. a.. Electric Heat Pump Cap: 13.0 kBtu/hr HSPF`. 8=.30 b. Electric Heat Pump Cap: 13.0 kBtu/hr HSPF: 8.30 c. N/A 1.4. Hot:water systems a. Electric Resistance b. N/A c. conservation credits (HR-Heat recovery; Solar DHP-Dedicated heot:pump). 15. .HVAC.credits (CF-Ceiling.fan, CV -Cross ventilation, .1IF-Whole house fan, PT -Programmable .Thermostat,. IYI2-C-Multizone cooling, M2=H-Multizone heating) Icertify that this home has complied'with:the Florida Energy Efficiency. Code:ForBuilding Construction through the -above energy s .features which will be installed (or exceeded) in this:home before finall :nspe th rw.se.:n.ew.EP-L.Display Card will be completed based on :installed Code t fea , Builder Signature; Date: 10/17/06 Address ofNew:Home: 201 Bella Rosa Circle Sanford, FI 32771 Cap: 500 gallons. _ EF: 0.90 INU'I E: the home's estimated energy performance score is only available through the FLAIR ES: computer program. This is not a Building Energy Rating. Ifyour score is 80 orgreater (or 86 for a US EPA/DOE EnergyStar'Mdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec_ucf. edu for information and a list of certified Raters: For information about Florida's Energy Efficiency Code For Building Construction, contact the Departmenrof Community Affairs at 85"01487-1824. i Predominant glass type. Foractual,glass type and areas, see Summer & Winter Glass out ut on ages 2&4. EnergyGauge@ (Version: FLRCSfB v4:) PT, _ v :Uf�BaJrr1 anl+A %G!l8nf'j' ° W Q m ° Q p F- �7�F-OQ W °W WQ°m o z`o� WnWo o Qz LU Jv �.�-2�fO =;OQ ZIJL �Q�QQ j<- JQ- I9hW ~ WNQ QNLNQ<JW 0' N W c`t`I W �QNOO w(17 W _V JF iZ WF-R WIO�pO®0��xll� m'FQDp�Q��~ �r • gg JOIL pZpa J(ll JJ WUNW�. KKK JUQ}C z. �J�����OOJ�Di�O����=FR'��Nm�WYt(l� I SNOISN3IIQ HIVA 2I001d IS2IIJ SaIUHS 3IOH HOV1100 aNNaAvo i n 0o In O II Q I — m_ ■ I — I-,LI ri ■ ■ v Y m In T v Q in Q v 4 4 zs� — ■ ® v S? L3 io — i+ 91 .f6-,OL L — — ■ I .L-,b ,b ,I �s�fr lea <m I r UZ 9 ro �.�� i DESCRJP77O-N' AS FURNISHED: Lot 72, CELERY ESTATES NORTH, as recorded in Plot Book 71, Pages t,;rough 45, of the Public Records of Seminole County, Florida. PLOT I'LANFORICERTIFIED TO: Lennor Homes, Inc. N�11 it Co 0 Cp D-28-8'4-7 " L-25.00' �1 ! r 25. 73' tj A/C- � El 4d AIC 29.2 b' NOT PLATTED N 00006'18" W 60, 00' LOT 12 70.0, CONC 40.0' PROPOSED RESIDENCE MODEL: CAYENNE-8 TWO —CAR GARAGE LEFT 6.� DRIVE 8 IF4 " WALK - ----- 25.2q' 27.65' CI (D 1311 -7 z . L A R, 0 SA (I J-1 CZ E TRACT T" (R/W VARIES) (PRIVATE INGRESS & EGRESS) PRANIS REVIEwtu MY OF SANFORD (P. R. M) qv 25,69' L6 FRONT PORCH 14.8, 10.100, / � l 34.49' 401 xi � I 0) O LO Q3 -2 tS (P.R.M) LOT 1.1 NOT I'LATTED CURVE' 1: D=56029'* 16" R=50. 00' .1,=49,29' C=47.32' CB-N 17°10'52" E EU—ILDLtjQ_sKS- PROPOSED = f'INISH(D SPOI GRADE ELEVATION SQUARE FOOTAGE CALCULATIONS FRONT= 25' REAR= 20' E. [)R,`JNA(,E PI.ANS SOD (SOD TO CURH): 3,835± SQUARE FEET SIDE= 7.5' PROPOSED DRAINAGE FLOW I DRIVE & LEAD WALKWAY: 522± SQUARE FEET STREET SIDE= 15' L01 GRAIDING TYPE "A" StDEWALKIAPPROACH: 353± SQUARE FEET PRO'POSI'-I) F,F PER PLANS .................. . . . . . ......... . ..... . . . . . ..... . . .......... .... . ....... . . . ...... . ... *PLOT PLAN ONLY* 10 (NOT A SURVEY) TOTAL LOT SQUARE FOOTAGE. 6,034± SQUARE FEET 6Y/T lll,';,�"-l-I,-'N-,,Vl*')*IZ,, W SCOTT & ASS'0C., INC. LA-IVD SURVEYORS AT P.O.L.= POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. .32807 (407)-277-3232 FAX (407)-658-1436 FI LD typ, TYPICAL NOTES: IRON PIPE P,R.C. = POIN'T OF REVERSE CURVATURE PON 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT T741S SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY OF COM0 P UND. CURVATURE CM.CUNCRE TE MONUMENT R AL, RADIALTHE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G1 7- 6 FLORIDA ADMINISTRATIVE CODE PURSUANT I F- FIR. �/#LB 4596 N.R. NON-RADTAL : SECTION 472-027 FLORIDA. STATUTES. RFCO�;FRCD W.P. WITNESS POINT 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY !: P,PDINT I1F ;iKGINNNG PRIM. CALCULATED PEI NT. PRIM PERMANENT REFERENCE MONUMENT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS FjNjSi4Fj! FLOOP ELEVATION OR EASEMENTS THAT AFFECT THIS PROPERTY. L -N LOCATED N. NAIL & �ISK 2SBUILDING SETBACK 4. NO UNDERGROUND IMPROVEMENTS HAVE BEL - , UNLESS 0774ERWISE S1 W RIGHT -OE -WAY F.H. BENCHMARK 5. THiS SURVEY IS PREPARED FOR THE SOLE BENEFIT Or THOSE CER77FTEO TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER 047T[Y. F. III' �T, FZUMENT 3.11. 13ASE BEARING DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. DRAIN, R IN<E SM U � ILI- 7, BEARINGS, ARE BASED ASZUMEO DATUM AND ON THE LINE SHOWN AS BASE SEARING (B.S.) CiIAV. fAW FENCE 8 , ELEVATIONS, IF SHOWN, ARE a4SED ON NAOONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTT4ERWISE NOTED. WOOD FENCE _E) -9NCP,-TF, BLOCK 9. CERTIFICATE OF AUT�'VW?IZATIDN N.. 45-96. SCALE' 1 20' DRAWN B, EEC. 111INT [IF RVATURE PONT OF DATE ORDER No. DFSC. DESCRIPTION CERTIFIED BY: RADIUS L AR, i ENGTH PLOT PLAN 10-19-06 65B6-06 I, DELTA C IOCB 8, C CHORD BEARING NORTH J.- — 1HI5 Blj)l.D7,w,/F"ROPE-PTY DOES. NOT UE WIT' `1111 THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER ZONE "y" PANEL # 120289 0065 E (04-17--95) X. GRUSENMEYER. R.L.S. f 4714 JAMES W. SCOTT, R,L.S # 4801 VERNON H. 8f--RRY JR., R,L.S. j 6262 1 C)FFICE Energ e 0 0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of • Residential Whole Building Performance: Method A Project Nam- nAV9MMP Builder LENNAR ORLANDO Address: , 201 Bella Rosa Circle Lot 12 Permitting Office: City„ State: Sanford, FL 32771 Phase 1 Permit Number: Owner: Lennar Jurisdiction Number. Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2: Single family or multi -family Single family a. Central Unit AAA Cap: 29.0 kBtu/hr 3. Number of units if multi -family — l SEER: 13.00 4. Number of Bedrooms — 5 _ b. Central Unit Cap: 29.0 kBtu/hr _- 5. is this a worst case? Yes SEER: 13:00 6_ Conditioned floor area (ft') 3037 ft- c, N/A Q_ _ 7. Glass type and area: (Label regd. by 13-104.4.5 if not default) o a. U-factor: Description, Area 13.. Heating systems (or Single or Double DEFAULT) 7a(Sngle Default)314.0 ft' — a. Electric Heat Pump W Cap: 13.0 kBtu/hr b. SHGC: a — HSPF: &30 (or Clear or Tint DEFAULT) 7b. (Clear)314.0 ft? _ b. Electric Heat Pump O LU _ Cap; 13.0 kBtu/hr 8. Floor types 0 _ HSPF: 8.30 _ a. Slab -On -Grade Edge Insulation R=0.0, 209.5(p) ft _ c. N/A � M _ b. Raised Wood, Adjacent R=11.0, 384,0112 O W w c. N/A _ 14. Hot water systems LA_ 9. Wall types a_ Electric Resistance ® Cap: 50.0 gallons _ a. Concrete, Int Insul; Exterior R-4 1, 933Arft2 � V EFs, 0.90 — b. Frame, Wood, Exterior R=11.0; 1245.0 ft' b. N/A W c. Frame, Wood, Adjacent R=I L0, 345.0 ft' W d N/A _ _ c. Conservation credits (e _ e. N/A (HR-Heat recovery,Solar 10. Ceiling.types _ 'DHP-Dedicated heat pump) a. Under Attic R=30.0, 1730.0 ft?. 15, HVAC credits PT, _ b. N/A (CF-Ceiling fan, CV -Cross ventilation, c. N/A — HF-Whole house fan, IL Ducts — PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0,.1.0 R MZ-C-Multizone cooling, b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft MZ-H-M. ultizone heating) Glass/Floor Area: 0.1.0 Total as -built points: 35299 PASS Total base points:42049 I hereby certify that the plans and specifications covered by this calculation are in compl'qW with the Florida Energy Code. PREPARED By. DATE: Q hereby certify that thi building esi is in compliance with the Florid C OWNER/AGENT: DATE; 10/17/06 — Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 1 Predor._.._.._ �._._. Summer& Winter Glass output on pages2&4. EnergyGauge® (Verslon:.FLRCSB v4.0) y. FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , PERMIT #: I 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 3037.0 25.78 14092.9 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single; Clear W 1.0 6.0 23.0 57.6.8 0.97 1284.9 Single, Clear W 1.0 6.0 23.0 57.68 0.97 1284.9 Single, Clear W 1.0 6.0 23.0 57.68 0.97 1284.9 Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.8 Single, Clear S 1.0 6.0 32.0 48.22 0.94 1456.8 Single; Clear E 1.0 4.0 7.0 63.97 0.92 410.4 Single, Clear E 1.0 6.0 32.0 63.97 0.97 1983.2 Single, Clear N 1.0 4:0 7.0 30.19 0:94 198.6 Single, Clear N 1.0 15.0 16:0 30.19 1.00 481.0 Single, Clear E 1.0. 16.8 41.0 63.97 1.00 2613.8 Single; Clear W 6.0 17.0 7.0 57.68 0,84 339.7 Single, Clear W 1.0 15.0 32.0 57.68 1.00 1838.8 Single, Clear S 1.0 15.0 23.0 48.22 0.99 1101.5 Single, Clear E 1.0 15.0 16.0 63.97 1.00 1019.4 As -Built Totals 314.0 17183.2' WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 34.5.0 0.70 241.5 Concrete, Int Insul, Exterior 4.1 933.0 1.18 1100.9 Exterior 2178.,0 1.90 4138.2 Frame, Wood; Exterior 11.0 1245.0 1:90 2365.5 Frame, Wood, Adjacent 11.0 345.0 0.70 241.5 Base Total: 2523.0 4379.7 As -Built Total: 2523.0 3707.9 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 19.0 1.60 30.4 Adjacent Insulated 19.0 1.60 30.4 Exterior 20.0 4.80 96.0 Exterior Insulated 20.0 4.80 96.0 Base Total: 39.0 126A As -Built Total: 39.0 126.4 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1730.0 2.13 3684.9 Under Attic 30.0 1730.0 2.13 X 1.00 3684.9 Base Total: 1730.0 3684.9 As -Built Total: 1730.0 3684.9 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM _ Points Slab 209.5(p) -31.8 -6662.1 Slab -On -Grade Edge Insulation 0.0 209.5(p -31.90 -6683.0 Raised 384.0 -3.43 -1317.1 Raised Wood, Adjacent 11.0 384.0 1.80. 691.2 Base Total: -7979.2' As -Built Total: 593.5 -59918 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FlaRES,2004 FLRCSB v4.0 FbRM 60OA-2004 EnergyGauge@ 4.0 SUMMER CALCULATIONS Residential Whole Building Perforrnance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 3037.0 14.31 434,59.15 3037.0 14.31 43459.5 Summer Base Points: 57764.1 Summer As -Built Points: 62170.1 Total Summer X System = Cooling Total X Cap X Duct X 'System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DStut x AHU) (sys 1: Central Unit 29000 btuh, ,SEER/EFF(13.0) Ducts:Unc(S),Unc(R),Gar(AH),R6.0(INS) 62170 0.50 (1.09 x 1.150 x 0.95) 0.262 0.950 8739.0 (sys 2: Central Unit29000 btuh ,SEERIEFF(13.0) Ducts:Unc(S),Unc(R),Int(AH),R6.0(INS) 62170 0.50 (1.09 x 1.150 x 0.85) 0.262 0.950 8739.0 57764.1 0.4266 24642.2 1 62170.1 1.00 1.128 0.262 0.950 17477.9 EnergyGaugeT"' DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge@ 4.0 WINTER CALCULATION Residential Whole Building Performance Method A Details I ADDRESS: ,. , PERMIT M. I BASE I AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt; Len Hgt Area X WPM X WOF = Point .18 3037.0 5.86 3203.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear W 1.0 6.0 28.0 13.25 1.00 305.5 Single, Clear W, 1.0 &0 23.0 13.25 1.00 305.5 Single, Clear W 1.0 6.0 23.0 13.25 1.00 305.5 Single; Clear W 1.0 6.0 16.0 13:25 1.00 212.5 Single; Clear S 1.0 6.0 32.0 9.90 1.01 319.4 Single, Clear E 1.0 4.0 7.0 12.37 1.02 88.2 Single, Clear E 1.0 6.0 32.0 12.37 1.01 399.4 Single, Clear N 1.0 4.0 7.0 15.07 1.00 105.1 Single;, Clear N 1.0 15.0 16.0 15.07 1.00 240.9 Single, Clear E 1.0 16.8 41.0 12.37 1.00 508.4 Single,:Clear W 6.0 17.0 7.0 13:25 1.02 94.9 Single, Clear W 1.0 15.0 32.0 13.25 1.00 423.7 Single, Clear S 1.0 15.0 23.0 9.90 1.00 226.9 Single; Clear E 1.0 15.0 16.0 12.37 1..00 198.5. As -Built Total: 314 0 3934.0 WALL TYPES Area X BWPM = Points Type R-.Value Area, X WPM = Points Adjacent 345.0 1.80 621.0 Concrete, Int Insul, Exterior 4.1 933.0 3.31 3083.6 Exterior 2178.0 2.00 4356.0 Frame, Wood, Exterior 11.0 1245.0 2.00 2490.0 Frame, Wood, Adjacent 11.0. 345.0 1.80 621.0 Base Total: 2523.0 4977.0 As -Built Total: 2523.0 6194:6 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 19.0 4.00 760 Adjacent Insulated 19.0 4.00 76.0 Exterior 20.0 5.10 102.0 Exterior Insulated 20.0 5.10 102.0. Base Total: 39.0 17.8.0 As -Built Total: 39.0 178.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1730.0 0.64 1107.2 Under Attic 30.0 1730.0 0.64 X 1.00 1107.2 1 FLOOR TYPES Area X BWPM = Points Type Slab 209.5(p) -1.9 -398.0 Slab -On -Grade. Edge Insulation Raised 384.0 -0.20' -76.8 Raised Wood; Adjacent Base R-Value Area X WPM = Points 0.0 209.5(p 2.50 523.8 11.0 384.0 1.80 691.2 1214.9 EnergyGauge(@ DCA Form 60OA-2004 EnergyGaugeO/FlaRES'2004 FLRCSB y4.0 I FORM 600,A-20.04 EnergyGauge@ 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: ... PERMIT #� I BASE AS -BUILT INFILTRATION Area X BWPM Points Area X WPM Points 3037.0 -0.28 -850.4 3037.0 -0.28 -850.4 Winter Base Points: 8146.4 Winter As -Built Points: 11778.3 Total Winter X System = Heating Total X Cap X Duct X System. X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHIJ) (sys 1: Electric Heat Pump 13000 bfuh,EFF(8.3) Ducts: Unc(S),Unc(R.),Gar(AH), R6.0 11778.3 0.500 (1.078 x 1.160 x 0.95) 0.411 0.950 2623.7 (sys 2: Electric Heat.Pump 18000 btuh,EFF(8.3) Ducts: Unc(S),Unc(R),1nt(AH),R6.0 11778.3 0.500 (1.078x-1.160x0.87)0.411 0.950 2623.7 8140.4 0.6274 5107.3 11778.3 1.00 1.140, 0.411 0.950 5247.3 EnergyGaugeTm DCA Form,600A-2004 Energy.GaugeO/RaRES2004 FLRCSB v4.0 FORM 60OA-2004 ==$MR MR. lolls I EnergyGauge@ 4.0 I ADDRESS: ... PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier ultiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 5 2460.00 12300.0 50.0 0.90 5 1.00 2514.67 1.00 12573.3 As -Built Total: 12573.31 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling, + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 24642 51017 12300 42049 17478 5247 12573 35299] 0 EnergyGaugeTm DGA Form 60OA-2004 EnergyGau9e@)1F1aRES2004 FLRCSB v4D FORM 60OA-2004 EnergyGaugeO 4.0 Code Compliance Checklist Residential Whole Building. Performance Method A - Details ADDRESS; , 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST PERMIT #: COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum::3 cfm/s .ft. window area; .5 cfm/s .fF. 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 comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling. plane of top floor; around shafts, chas soffits, chimneys, cabinets seated 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. perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with <<2.0 cfm from conditioned space, tested. Multi -story Houses_ 606.1.ABC.12.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 6.0. 6.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air.. FA-92 nT141=17 PRF_CCRIPTIVI= IUIFAgllP1=CLmncF hn mnf nr avrnarl—1 by olr —iA-- COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency; requirements in Table 612.1.ABC.3.2. Switch or clearly marked ci breaker electric or cutoff as must.be provided. External or built-in heat trap required. Swimming,' Pools & Spas 61.2.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical; equipment and plenum chambers shall be mechanically attached, sealed, insulated,;, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 1 Separate readily accessible. manual or automatic thermostat for each system. Insulation 604.1. 602.1 [Ceilingt-Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGau9e®/FIaRES'2004 FLRCSB v4.0 i 640" Gd V � _ It Oxf0 rqp. x lrc 4� 1 31 bath duct e' to..reof: cap e/fan - Oz10 rap: NUT❑NE MODEL # 695 lox' Jrcd:.. n 6 330, .. lex12 Ircd Prk V) z J BziB wq H Q t_I x 3. A 4 IU J-,x x R7 _ :8x4 I— x PnD D v CQ r+ca JN 4• dr. rye:duc to roof cap r 'I f z.s rprr vnglcv e2407 1px10 glen platforn by gldr b L 290 12x1211wcd Must have a nbilmm clearance of 4 Inches around the .air .handler per the :State Energy :code. All duct has an rr6 Insulation -value. A Z <L .J CY. O W Q Z `t z W o z r 0i W <C CU U J U Rating z or o .. .. > z J -Q f-. m tW- ,Q J O � Q w COO_ —1 (n 0 n mkla-W NUT MOD DL ` Duct System Summary 0• COMMERCE06 - m l� : � �- ia �Mro��ect For - •- ..• Heatinq 'Cooli External.t pressure /41 FffO ono hr• Pressure•. 0.06 in H20 0.06 in H20 .re: static pressure! ✓• a 20 Supply I return available pressure 0.17/0.17 in H20 0.17/0.17 in H20 Lowest fhcfion rate 1.478 in/100ft 1.478 in/10.0ft Actual air ftow/// cfm 1000 Total-•i •i P .s �� R Su I Branch�Detail Table �:. � ��° fare Design (Btuh) Fitg (drr) Cig (dm) Design FR Diam (in) Rect Size (in) Dud NU Actual Ln (ft). FtgFW Ln (ft) Trtmk BDRM 2 h 2838 141 110 1.700 7 Ox 0 VFx 20:0 0.0 2 BDRM 3 c 3143 135 142 2.429 7 Ox0 VIEx 14.0 0.0 BDRM 4 c 2789 106 126 6.800 6 Ox0 MR 5.0 0.0 BDRM s c 5108 197 .230 2267 8 Ox0 VIFx 15.0 0.0 LOFT h 2852 142 88 4250 '7 NO VIFx 8.0 0.0 MSTR'W.I.0 h 518 26. 21 2267 .4 Ox0 MR 150 0.0 1 MSTR BATH c 1141 51 51 1.478 4 NO VIFx 23.0 0.0 1. MSTRIBDRM c 4461 150 201 2.615 B Ox0 MR 13.0 0.0 1 BATH 3 h 1022 51 31 1.889 4 Ox 0 VIFx 18.0 0.0 2 �pp Y runkDetaolyTable°`9p '� "� x' Su f T _ Trunk Htg Clg Design Veloc Diam Red Dud Duct Nw e Type (cfm) (ch) FR (f0m) (in) S¢e, (in) Material Trunk 2 Peak AVF 192 141 1.700 551 8 0' x 0 VinlFlx 1 Peak AVF 227 273 1.478 619 9 0 x 0 WIRK VVr1ghtSOft Right -Suite Residential 5.5.17 RSR31575 2006-May-23:10:5836 ACCh.E:SFilesNLennarOrlando2002%CAYENNE%CAYENNE.rsr page 1 Heating . cooling External.i pm,ssure e •1 in F120 0.40r• Pressure,. :. 0.06 in H2 0.06 IF120 Available static pressure 0.34 in H200.34 in H20 Supplyfreturn available pressure 1 1 29 0.17/0.07 iri H20 Lowestti Ile in/100ft 1.000in/100ft Actualeol cffn 1000 cfm Total- >dleno SuPIP-W,�ran'ch�Detail TableA T,- Design c. .. _ ..aro as as Ie, - s ° Sur 1 Trunk - ''-e ..1< IQ ��L'ta11�'TaIJIE'. "g'�'� ...,.�`_;°' q• a p w Trunk Htg Gg Design Veloc Diarn . Rect Duct Duct Wre Type (cfm) (Cfrn) FR (fpm) (in) Size (in) Material Trunk 1 PeakAVF 673 758 1.030 543 16 0 x 0 VinlFbc 2 Peak AVF 150 181 1.000 677 7 0 x 0 VffilFb< i+wrlghetSc:3ft Right -Suite Residential5.5.17 RSR31575 2006-May-23 10:58 36 /t�i�. ii. E:1FilesiLennarOrtando2002\CAYENNEICAYENNE.rsr page 2 'I Can't create "Duct Tree Diagram" report for Entire. House i wrtghtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:58:36. ACCK E:\Files\Lennar0rlando2002\CAYENNE\CAYENNE.rsr Page 1 DUCT TREE DIAGRAM 2 DEL AIR HEATING,AIR CONDITIONINGA Job: CAYENNE7.22.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 - • For. L 3tm cRfil DO Ong mg' External Static pessur e: 0A0 in. H2O 0.40 in H2O Pressure Ussses: 0.06 in H2O 0.06 in H2O Avaiatie Static Pessurle: 0.M in H2O 0.34 in H2O t iq Rz&zn available pressure 0.17 / 0.17 in H2O 0.17 / 017 in H2O AfteWdRion rate 1.478 in/100ft 1.478 in/100ft Actual air flow 1000' cfm 1000 cfm Total ffeclAe bnlW f EF4y 23 ft Attn: lines indicate branches and trunks, numbers indicate AVFs BDF U 2 —110. 2 141.— BATH 3 31. N15TR W.I.G 21. 1 273. NUR BATH —51. —� MSTR BDFU —200. BOW 3 —141. < — 4D IR K BDRM4 —125. < —NDMM BDRM5 229. < --WlR- K LOFF —88. <---WTFLW FEE-(LRNTF MKSA(VBWPN FM ,ti�+� wrigtjtsoft Right -Suite Residential 5.5.17 RSR31575 2006•May-23 10:5896 XCK E:\Files\Lennar6rlando2002\CAYENNE\CAYENNE.rsr Page 2 DUCT TREE DIAGRAM 1 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 1.09 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Project, f 0 HBIR i ing cockwmg Ext small Ratic pressure: 0.40 in H2O 0.40 in H2O Presswe bssass: 0.06 in H2O 0.06 in H2O Avaiabb Wic pessL= 0.34 in H2O 0.34 in H2O 136*1q Palen available pressure 0.17 / 0.17 in H2O 0.17 / 0.17 in H2O ActueUWRon rate 1.000 in/10011 1.000 in/100ft Actual airflow 1000 Cfm 1000 cfm Total Rkx&e b g#lt(l[EF¢): 34 ft Attn: Ines indicate branches and trunks, numbers indicate AVFs FAMLY RM —331. 1 758. — LAUNDRY —38- U`vMFW —291. DNW3 RNi ___% KMD-EN —78. 2 180. — BF4TST —102 BATH 2. —17. ::1 < tW 1FM BD M 6 43. < —W7F;L K F ETLF 4 TRN<SAND BRA4CH S vv Ig ltS(Z) Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:58:36 /XA E:\Files\LennarOrtando2002\CAYENNE\CAYENNE.rsr Page 3 RIGHT-J CALCULATION PROCEDURES A, B, C, D 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7:2Z.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 24296 ft3 x 0.0167 = 283 cfm Isolated zones = 0 cfm Total = 283 cfm 2 Winter infiltration load 1.1 x 283 cfm x 32 OF 1 *Aar TD = 9978 BI uh 3. Writerinflftralfon HTM 9978 Btuh / 353 ft2 Total window = 28.3 Btuhe and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 24296 ft3 x 0.0167 162 cfm Isolated zones = 0 cfm Toth = 162 cfm 2 Summer infiltration load 1.1 x 162 cfm x 18 OF Sur TwTD = 3207 Btuh 3: Summer in26ation HTM 3207 Btuh / 353 ft2 Total window = 9.1 Btuhtlf and door area Procedure C- Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x, 162 cfm = 4777 Bluh vroceaure u - trquipment Sizing Loads 1. Sensible sizing bad Sensible ventilation bad 1.1 x 75 cfm vent x 18 OF SlrrmerTD = 0 Buh Sensible load for structure one 19) + 42106 Btuh Sum of ventilation and st ucture.bads = 42106 Btuh Rating and temperature swing mutp[ier x EquipmerA 0.98 stung bad - sensiblee 41264 Btuh 2 Latent stung load Latent ventilation bad 0.68 x 75 cfm vent x 43 grAb moist.diff. = 0 Btuh Internal bads = 230 Btuh x 8 people + 1840 Btuh Infiti ation' load from Prooedure C + 4TR Btuh Equipment sting bad- latent — 6617 Btuh `Construction Quality is: a No. of Fireplaces is: 0 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wnghtsoft Right -Suite Residential5.5.17 RSR31575 2006-May-2310:56:49' ACCA E:1Files\LennarOrlando20021CAYENNE\CAYENNE.rsr Page'1 RIGHT-J CALCULATION PROCEDURES A, B, C, D 2 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 722.04 109 COMMERCE STREET, LAKE MARYj FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.62 ach x 13834 ft3 x 0.0167 144 cfm 2 Writer ingtratiort load 1-1, x 144 cfm x 32 *F WrtarTD 5059 Bbih 3., Winter infiltration HTM 5059 Btuh 179 ft2 Total vAndow = 28.3 BUM and door area cedure B - Summer Infiltration HTM Calculation 1. Summer infittration AVF 036 ach x 13834 ft3 x 0.0167 82 cfm 2 Summer Infiltration load 1.1 x82 cfm x 18 'F SuriwierTD = 1626 Btuh 3 Surrimer Mation HTM 1626 Btuh 1 179 ft2 Total window 9.1 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 82 cfm = 2422 Btuh tiroceaure u - tcluipment bizing Loaus 1. Sensibb sdM load Sensible ventilation load 1.1 x 50 cfm vent x 118 *F -qxm-erTD = 990 Btuh Sensible load fbr structure (Line 19) + 22210 Btuh Sum of ventilation and strudure bads 23200 Bkh Rating and temperature swing ;muroier x 0.98 Equipment stung load - sensible 22736 Btuh 2 Latent song load Latent ventilation load 0.68 x 50 cfm vent x 43 grAb moist.diff. = 1474 Btuh Internal loads = 230 Btuh x 1 people + 230 Btuh Infiltration load from Procedure C + 2422 Btuh Equipment siting bad - Latent = 4127 Btuh *Canstrucfion Quality is: a No. of Fireplaces is: 0 Soldfitalic values have been manually overridden Printout certified by ACCA to meet all requimments of Manual J 71h Ed. VVnghtSC)ft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 E:%FilesXLennarQrlando2002\CAYENNE\CAYENNE.rsr Page 2 i RIGHT-J CALCULATION PROCEDURES A, B, C, D DEL AIR HEATING,AIR CONDITIONING,R Job- CAYENNE 7.22.04 109 COMMERCE STREET,, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665. procedure A - Winter Infiltration HTM Calculation" 1. Winter infiltration AVF 0,80 ach x 10462 ft3 x 0.0167 = 140 cfrh 2. Winter infiltration load 1.1 x 140 cfm x 32 °F Wnt x TD = 4918 Btuh a Wnwinitibation HTM 4918 Bluh / 174 ft2 Total window, 28.3 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.46 ach x 10462 fP x 0.0167 — 80 cfm 1I111 1� a l 7-4'. 1.1 x80 Cfm x 18 °F Sum wTD = 1581 Btuh 3. Summer in6ftation HTM 1581 Btuh 7 174 ft2 Total window 9.1 Btuhlft2 and door, area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 80 cfm = 2354 Btuh Procedure u - Equipment Sizing Loads 1. Sensble sizing bad Sensible ventilation bad 1.1 'x 25 cfm vent x 18 °F Suim TD = 495 Btuh Sensible load for structure (Line 19) + 19895 Btuh Sum of ventilation and shucure loads = 20390 Bhih Rating�i9 and t rE nngg,,multiplier x 0.98 Equipment pment ssensible 1199813 2 Latent stung load Latent ventilation load 0.68 x 25 cfm vent x 43 grAb moist.diff. = 737Btuh Internal bads = 230 Bti x 7 people + 1610 Btuh Infiltration bad from Procedure C + 2354: Btuh Equipment sizing bad - latent = 4702 Btuh Construction Quality is: a No. of Fireplaces is: 0 Bold/italic values have been manually overridden Printout oertified by ACCA to meet all requirements of Manual J 7th Ed.. wrightseoft Right -Suite Residential 5.5.1.7 RSR31575 2006-May-23 10:56:49 E.\Files\Lennar0rlando2002\CAYENNE\CAYENNE.rsr Page 3 e: �►►_o 9 d►N0 1. T�'^- .s.� �' _ � '-.:.:+8-x a, .y P'"'.gym. _, a,r a {. Design Informa#son Weather: Orlando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Desip TD 32 OF Design TD 18 OF Daily range .M Relative humldky 50 % Moisture difference 43 grAb Heating Summary Buildin0 heat loss 42882 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat bail 42882 Btuh Infiltration Method Simplified Construction quality Average Fwepbces Area ft Z Volume (W) NeaU'ng Coot_ing 3(137 3037 24296 24296 Air changesibour Equiv. AVF (dm) 070 0:40 283 162 Heating Equipment Summary Make n/a Trade n/a Model n/a Efficiency Heating a but Temperaturerise Actual air flow Air flow factor Static pressure Space t n/a 0 Btuh 0 OF 0 cfm 0.000 chvBtuh 0,00 in 1 n0 Sensible Cooling Equipment Load Sizing Structure 42106 Btuh Ventilation 0 Btuh Design temperature swing 3.0 OF Use mfg. data n Ratla/§Mng multiplier 0.98 Total seas. equip. bad 41264 Btuh Latent Cooling Equipment Load Sizing Internal gains 1840 Btuh Ventilation 0 Btuh Infiltration 4777 Btuh Total latent equip. bad 6617 Bluh 47?4311 Btuh Cooling Equipment Summary Male n/a Trade n/a Cord n/a Col n/a Efficiency n/a Sensible cooling 0 Btuh Latent cooling 0 BLb Told cooling 10 Btuh Actual 'air flow 0 cfm. Air flow factor 0.000 dm'Btuh Static pressure 0.00 in H2O Load.sensibie heat ratio 0 '% Sofdlltatrc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Gam'_ VVr1g. ht50ft Right -Suite Residential 5.5.17 RSR31575 2066 May-23 10:56:49 ACCK E:\FileslLennarOrlando20021CAYENNEICAYENNE.rsr Page 1 PROJECT SUMMARY 2 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 722.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 -Project hiformatim For. U341PRCRIUV'DO i ''Desi n informationq'° weather: OLiarldo_AP, FL, US Winter Design Conditions Heating Summary Summer Design Conditions 38 OF Outside db 70 OF Inside db 32 OF Design TD Daly range Relative humidly Moisture difference BuildN heat loss 20074 Bhuh Ventildbn air 0 Cfm Ventilation air loss 0 Btuh Design heat load 20074 Bhah Infiltration Method quality Simplified Average FireplacesQnshiction 00 Area ft He 1729 Co 11i_ng Volume (') 13834 13834 Air amour 0.62 0.36 EquivvAAGF (dm) 144 82 Heating Equipment Summary Make CAS Trade. Model Efficiency Heating ifiput Heating output Temperature rise Actual air flow Air flow factor pressureStatic Spacetiermostat a3 HSPF 0 Bkh @ 47-F 0 OF 1000 Cfm 0.050 dYVBWh 0.40 in H2O 93 OF 75 OF 18 OF M 50%a . i. Sensible Cooling Equipment Load Sizing Structure 22210 Btuh Ventilation 990 Btuh Design tern ature; sw M 3.0 OF Use mfg. data n Rate/swing multiplier 0.98 Total:sens. equip. load 22736 Bhih Latent Cooling Equipment Load Sizing Internal gains 230 Btuh Ventilation 1474 Btuh Infiltration 2422 Bluh Total latent'equip. bad 4127 Bur TOW equipment x24 Bluh tal Req. toat 0.80 SHR ton Cooling Equipment Summary Male Trade Cad Coil Efficiency 0006g 23200 Btuh Latent Cooling Btuh TOW 0000 29000 Btuh Actual air flow 1000 Cfm, Air flow factor 0.045 dmJBtuh Static pressure bAb h H2O Load,sensble heat ratio 85 % Printout certified by ACCA to meet all requirements d Manual J 7th Ed. ,L wrj9htsoft Right -Suite Residential 5.5.17RSR31675 2006-May-23 10:56:49 ACC E:lFiles\LennarOrlando20021CAYENNEICAYENNE.rsr Page 2 PROJECT SUMMARY 1 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109I COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 -P-• • • For. 1_13~ORIAMW Desi n' information' Weather: Orlando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Dew TO 32 OF � ange M 1OF Relative humidity 50 % Moisture drfference 43 grAb Heating Summary Build rx� heat loss 22808 Btuh Ventilation air 0 cfm Ventilation i Bluh heat load 22808 Btuh Infiltration Method Sanpl f Construction quality Average Fireplaces 0 Area ft Heating 308 Co 1ti_ng 308 . e (ft3) Volum2 10462 10462 Air r Equiv. 0.80 140 0.46 80 Heating Equipment Summary Make CARRti32 Trade Model Efficiency Heating output Temperature rise Actual airflow Air flow factor Staticpressure rtl at &3 HSPF 0 Btuh @ 47`F 0 OF 1000 cfm 0.044 drn Btuh 0.40 in H2O Sensible Cooling Equipment Load Sizing Structure 19895 Btuh Ventilation 495 Btuh. Design terr dperatu re swing 3.0 OF Use ftt. ab n Rate/swing multiplier 0.98 Total sens equip. bad19983 Btuh Latent Cooling Equipment Load Sizing internal gains 1610 Bbuh Venbation 737 Btuh Infiltration 2354 Btuh Total latent equip. load 4702 Btuh. 2 Req. �fal-capsatyyaat 0.80 SHR 2.1 fi� Cooling Equipment Summary Mane CAS Trade Cond Coil Ency EER Sensible �13 Bluh Latent 000lng U 00 Btuh Total cooling 29000 Btuh Actual air flow 1000 cfm Air flow factor 0.050 dmBtuh Static pressure 0.40 in H2O Load sensible heat ratio 81 % Printout certified by ACCA to meet all requirements of Manual J 7ih Ed. VVr1g tSC)ft Right -Suite Residential 5.5.17 RSR31575' 2006-May-23 10:56:49 XCK E:\Files\LennarOrland02002\CAYENNE\CAYENNE.rsr Page 3 RIGHT,J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 72Z.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A. W L Z E M D G Z L O X Y T M R R BDRM 2 a n e b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 87.4 16.0 0.0 BDRM 3 a n w b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 87A 23.0 01.0 BDRM 4 a n w b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 87A 23.0 . 0.0 BDRM 5 a n w b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 87.4 23.0. 0.0 a n w b c n 0 n 1 1 90 1.0 10 1.0 5.0 87.4 16.0 0.0 LOFT a n s b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 46A 32.0 282 MSTR W.I.0 MSTR''BATH a n e b c n 0 n 1 1 90 1.0 1.0 1.0 3.0 87.4 7.0 0.0 MSTR'BDRM a n e b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 87A 32.0 0.0 BATH 3 a n n b c n 0 n 1 1 90 1.0 1.0 1.0 3.0 29.4 7.0 0.0 BATH 2 BDRM 6 a n n a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 20A 16.0 0.0 FAMILY RM b n e a c n 0 n 1 1 90 1.0 1.0 10.0 6.8 87A 41.0 0.0 ti wrlghtsafe Right-Suite.Residential.5.6.17'RSR31575 2006-May-2310:56:49 ACCK E-:1Files\Lennar0rlando2002\CAYENNEtCAYENNE.rsr Page 1 LAUNDRY LIVING RM/FOYER a n w a c n 0 n 1 1 90 1.0 6.0 10.0 7.0 87A 7.0 0.0 a n w a c n 0 n 1 1 90 1.0 1.0 10.0 5.0 87.4 32.0 0.0 DINING RM a n S a c n 0 n 1 1 90 1.0 1.0 10.0 5.0 46A 23.0 0.0 KITCHEN BRKFST a n e a c n 0 n 1 1 90 1.0 1.0 10.0 5.0 87A 16.0 0.0 .-t wrjghtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 /CCK E:\Files\LennarOrlando2002\CAYENNE\CAYENNE.rsr Page.2 RIGHT,J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665' v&A-ti.r. nn m Nameofiwn EntieHouse 2 1 Try Lerg�af8-9?-1wat 359,5 ft 178.0 ft 181:5 ft RcdridiribsotsCer3ngs Cmdi. Cptio n 8.0 ft heaftd d 8.0ft d o 8.0 8 d o TYFECF t ai HT(vt Arm Load Pk-b) Area Lar1(BWh) Area Load (Bfvh) Area FWOSLFE NO: Htg. CIg (T) Ht9 Clg Or) Htg Clg OF) Htg C19 Fff@ Cig 5 Cross a 14B 4.6 2:1 1088 "'" "" 0 -«' ---- 1088 ---- Bposed b IX29 1.9 1424 '••'• •••• 1424 - 0 •«• «.. ».. vA& and c 13C 32 1.2 364 "" "" 0 -'- - 384 --^ perm- d 0.0 0.0 0 "" "" 0 ---- 0 ---- e 0.0 0.0 0 "" " 0 0 - f 0.0 0.0 0 "'"' '"'" 01 - - 0 -..- 6 NhidDAsard a 1C 37.0 273 10090 "'' 1 6616 ---- 94 3474 gFassdoors b 8C 37.0 "' 41 1515 `"' 0 0 - 41 1515 - tie�rxJ c 9G 38.7 0 0 0 "' 0 0- d 3C 232 `" 0 0 0 0 0 -~- e 0.0 0 0 ---- 0 0 ---- f 0.0 0 '"" 0 ---- 0 0 ^--- 7 Wndam" North 26.6 51 -... 1360 35 `--- 1034 16 - m - Mass Hods NEM 0-0 0 `--- 0 0 ---- 0 0- 0 '--- t aoYi9 ENV 87.4 236 --'- 206M 140 - 122X 96 "-' 8390 - SESW 0.0 0- 0 0 "" 0 0 "" 0 '"-- South 46.4 27 - 1245 4 "" 178 23 "" 1067 Horz OD 0 --«- 0 . 0 ".. �" 0 0 "" 0 8 Chard.. a 11A 18.9 127 19 359 242 0 0 0 19 359 242 b 11A 18.9 1 '127 20 255 0 0 0 378 255 c 10D 14.1 9.9 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 gm 4299 1921 0 0 0 933 4299 1921 eposed b 12C 29 1.9 1245 3586 242D 1245 35@G 2420 0 0 0 watsard c 13C 32 12 345 1087 4D4 0 0 0 345 10B7 404 padb- d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 CaL'ngs a 15G 1.1 1A 1729 182i 2397 1721 1M 2397 0 0 0 b 16C 28 3.5 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 D 11 Floors a 22A 25.9 0.0 21 5430 0 28 726 0 182 4704 0 (Note: room b 19G 1.1 0.0 384 0 334 0 ' 0 0 0 pai neler c 0.0 0.0 0 0 0 0 0 0 0 0 0 is &pl. d 0.0 0.0 0 0 0 0 D 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 6 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 12 Infb-abon a 283 9.1 353 9TM 3207 1 179 5059 1625 174 4918 1551 13 Subw1 ss�".+11+12 ""' 3998i "" "" 18249 Lem e>kmaIhe@" .«. 0 «.- - «.. »» 0 ». .«. .... HeabNmc1itbition •••• 0 •«, »» 0 «» «» 0 w. 14 Dud loss 10'/ . 38% 10'/ 1825 '"" 101 2773 ---' o a••+ 15 Tod lass =13+14 " 428m *..* »« 2WA .«» ..,. 2290B ...- .... .... 16 1nt gain: People @ 30D 8 ---- 2400 1 ---- 30D 7 ---- 2100 AppL @ lXD 2 --" 180D 0 ---- 6 2 `-"- 1800 17 &bIot RSH gaiF7+8..+12+16 - '•,• -•,• 38z78 ,••• •--• 2J191 •,,« - 18OB7 .,« ,.«• Less a dwd 000ig «» .,« 0 « .. - 0 --,- 0 ,... .» Less transfer 0 ---- ---- 0 -'' '- 0 Cooling n3dsbbution 0 ---- 0 0 ••» 18 Duct gain 101/ --" 387E 1(?/ ---- 2019 100 - 1809 19 Total RSH.ga"l7+18)-PLF 1.00 ---- 42106 1;0D "--- 22210 100 19895 '--' 20 Airneuired (din) ---' 2000 2000 "" 1000 1000 "'- 101D 1000 Printout certified by ACCA to meet all requirements of Mmual J 7th Ed. wrrghtSgFt Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:66:49 A (5k E:\FileslLennar0riando2002\CAYENNE\CAYENNE.rsr Page i RIGHT! WORKSHEET 2 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109.COMMERCE: STREET, LAKE MARY, FL32746-6206 Phone: (407) 831=2665. rn to Namedwn 2 BDRM 7 BDRM.4. BDRM4 1W"LV'L:r. Lergtlide osedtnal 178.0 ft 280 ft 27S ft ``' T5 ft Rbandinaeus 125 x 16.0 ft 1&0 x 115 ft 11.0 x 16.0 ft 4cekvs conaOpton 8.0 ft, d n 8.0 ft heallood &0 ft halood 8.0 ftl heaUbod TYPE OF I CST HTM Area Lad @Ui) Area Load{B4i1) Area Load Area Load (BY�h) DARE Na pg (ft) Htg Ckq ( Htg Clg (ft) Ht'q CIg ( ft pig 5 Gross a 14B 4.6 21 0 - - 0 "" - 0 E q led b 12C 29 1.9 1424 "" 220 - - v✓arsad c :13C 32 12 0 `"" - 0 - 0 "" - parmons d 0.0 0.0 0 - 0 "" 0 - e 0.0 0.0 0 - . - 0 - 0 f 0.0 0.0 0 , .. 0 - - 0 - - 6 Wrrbnsard a 1C 37.0 " 179 6516 `"" 16 691 - 23 am - 850 - }ass doors b 8C 37:0 '' 0 0 "" 0 0"" 0 0 " ' 0 "" c 9C 38.7 0 0- 0 0- 0 0- 0- d 3C 232 0 0 0 0 0 0- 0- e 0.0 '" 0 0"' 0 0"" 0 0- 0- f 0.0 7 Wixbnsad North 29.4 35 ""` 1034 0 - 0 0 "' 0 '"" 0 ghss doors NEMW 0.0 0 "" 0 0- 0 0 0 0 6W 87.4 140 "" 12236 16 - 1386 23 '"" 2010 2J10 SEISM/ 0.0 0 "" 0 0 "" 0 0 "" 0 "" 0 South 46.4 4 "" 178 0 ""`' 0 0 "" 0 "' 0 Horz OD 0 " 0 0 "" 0 0 "" 0 "" 0 8 Oherdms a 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 b 11A 18D 127 0 0 0 0 0 0 0 0 0 c 10D 14:7 9.9 0' 0 00 0 0 0 0 0 0 9 Net a 16B 4.6 2.1 0 0 0 0 .0 0 0 0 c 0 0 aposad b 12C 29 1.9 1245 3R6 242D ze 59D 404 197 567 383 31 107 72 Ovals and c 13C 32 12 0 0 0 0 0 0 0 0 0 t 0 0 parl3- d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 1729 1M 2117 21 211 277 111; 194 255 17E 186 244 b 16C 2.8 3.5 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 OA 0 0 0 0 0 0 0 0 0 c 0 0 11 Floors a 22A 259 0.0 28 ZM 0 28 0 0 0 0 0 0 {No(e:ioorn b 19G 1.1 00 384 0 0 0 184 209 0 1 145 0 p-nder c 0.0 0.0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 brslab a 0.0 0.0 0 0 0 0 0 0' 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 12 trr6&M. a 1 283 9.1 179 50M 1626 16 452 145 23 6501 2E 650 209 13 SL&lotW loss= + -tl l+12 "" 18249 ....; ..,. 25M ..» - 2471 - - 19w - Lessatrnalhea&V .... .... ..» .». - 0 - - 0 - Less transfer •••• •.•• •••• 0 - 0 Heatng redi&bAon "" 0 "'" "" 0 "" - 0 _ - 0 - 14 Duct bss 1()D 1825 - I (?A 25B 10° 247 "" 101y, 194 - 15 ToW ioss = 13+14 .... 2OU74 - •"" 2MBI 2718 "" - 16 InL gabs: pecw @ 300 1 - 300 0 - 0 0 - 0 "" 0 AppL @ 1200 0 - 0 .0 - 0 0 - 0 0 17 Slfrbt RSH gam7•r8..+12+16 .... - 2)191 .». .». .,. - 289 ..„ .,.. 2535 Less exbrrd cooing - - 0 •». . » 0 „» 0 ,,•• ,»• 0 Cooing redsinmcn - - 0 «. «» 0 ... .... 0 .,» ,.., 6 18 Dud gain 1(P/ - 2719 1017 '"' 223 ivy- 296 10' - ZA 19 Total RSH gar1 (17+18)"Y 1A0 - 200 1.00 2448 1.00 - 3143 1.00 - 2789 33 Air required (din) 1000 1000 "" 141 110 "" 1.35 142 `"" lC6 17E Printout certified by ACCA to meet atl requifernents of Manual J 7th Ed. wrtrghtsoft Right -Suite Residential 55.17 RSR31575 2006=May-23 10:56:49 A E:\Files\LennarOrlando2002\CAYENNE\CAYENNE.rsr Page 2 RIGHT-J WORKSHEET 2 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407),831-2665 L.r. m m Namecfroom BDRM5 LOFT MSTRW.LC MSTRBATH TmwWm� Leighcfeycsedwall 395 ft 16.0 it 13.0 ft lad ft RamdinYsins 13.0 x 19.0 ft 15.5 x 14♦0 ft 13.0 x 125ft 125 x 5.5 ftCeitrgs Uncit-Option, 80 ft taatbool 8D it hea" 8.0 8 heakool 8.0 11 JaW600l TYFE OF' CSi HTM Area Load (Hlfi) Are Lad (Bh h) Are lad (BIul1) Area Loaf W) EVOSLFE NQ titg C� (ft�) Htg Cl9 { Htg Cig (�. Htg Clg (�) aftJ 5 Gross a 14B 4.6 2.1 0 - - 0 "" 0 "" - - - EVosed b 12C a 1.9 31 - - 1 .:.. «.. 104 - ,..., 1 - - walleand c 13C 32 12 0 - - 0 ,.». .«. 0 - .«.. ..,. «. par65ors d 0.0 0.0 0 - - 0 "" "" 0 - - e 0.0 0.0 0 - 0 "" 0 f 0.0. 0.0 0 - 0 "" 0 '..` 6 vwdomand a 1C 37.0 39 9441 ""32 1183 "" 0 D "" 259 - Mass doss b 8C 37.0 0 0 0 0 0 0- Heaetg c 9G 38.7 " 0 0 .... 0 0 "" 0 - d 3C. 232 " 0 0""' 0 '"" 0 0 0- e 0.0 0 00 0 0 c 0- F 00 " 0 ""' 0 0 0. ""'c 0 7 V*d3nsard North 29.4 0 '""* 0 28 "" 8w 0 0 "" 0 glass doss NEM 0.0 0 "" 0 0 0 0 "" 0 0 Cooii9 EW 87.4 38 "" 3409 0 "" 0 0 "" 0 612 SEGVV 0.0 0 "" 0 0 "" 0 0 "" 0 0 SotAh 464 0 "" 0 4 ""' 178 0 '""^ 0 0 Haz 0.0 0 "" 0 0 ""' 0 0 " 0 6 8 Ctherdoors a 11A 18.9 127 -0 0 0 0 0 0 0 0 0 b 11A. 189 1 127 0 0 0 0 0 0 0 0 0 0 0 c 10D 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 9 NEt a 14B 4.6 21 0 0 0 0 0 0 0 0 0 0 0 evowd b 12C 29 1.9 277 796 533 96 27133 187 104 300 202 11 395 266 wars and Ic 13C 3.2 12 0 0 0 0 0 0 0 0 0 c 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 :0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 OD 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 247 251 342 217 m 301 163 172 225 6E 73 95 b 16C 2,8 3.5 D a 0 0 0 0 0 0 0 c 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0' 0 0 c 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0c 0 0 11 Floors a 27A 25.9 0.0 0 0 0 01 0 0 D 0 0 0 0 (No9::roan b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 p-nell2r c 0.0 0.0 0 0 0 0, 0 0 0 0 0 0 0 isdispl. d 0.0 0.0 0 0 0 0 0 0 A 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 fbors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 12 Infdhation a 28.3 9.1 39 1102 354 RA 291 0 01 0 19B 64 13 SutkAaIfoss=S+8.+11+12 - 3802 - - m - 471 - 924 " Less eAernalhealing - 0 - - - 0 „« 0 Lessfrarsfer - 0 - - 0 Heating red bition - 0 - - 0 - - 0 .... ,... 0 :.„. 14 Dud lass 101/c 36D - 101% 2? - 10° 47 "" 10' 92 15 Total loss =13+14 - 3863 - - 2852 "`' - 518 '"" "" 1016' 16 Int.,gains: People,@ 300 0 "" 0 0 """ 0 0 "" 0 *'" 0 Appl. @ 1200' 0 "'" 0 0 """ 0 0 "'- 0 "" 0 17 SubtotRSHgan=7+8,:+12+16 «« ..« 4644 - «.. 1784 - .... •••• ,••• 1037 Less ederralcooling "" 0 "" 0 0 "" '"" 0 Less harsfer 0 0 0 ""' 0 Cools g:redisbi u ... «» 0 ... ... 0 „„ ,.... 0 „.. ,.. 0 18 Duct gain 10% - 464 10'/ - 178 0 - 43 10° '" 101 19, Total RSHgm=117+18yaF 1A0 - 5103 1.00 - 19M 1.00 - 4 1A0 ""' 1141 2? Air required (cfrn) 1 230 "" 142 88 "" x21 51 51 fttout mded by ACCA tD meet al requirements of Mmual J 7th Ed. wrrghtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 1056:49 E:\Files\Lennar0rlando2002\CAYENNE\CAYENNE.rsr Page 3 RIGHT-J WQRKSHEET 2 DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job:,CAYENNE 7.22.04 ivvvviv+i x rrn m Nanecfroam MSMBDRM BATH3 j4ceilngs 17D ft 115 ft24.0 x 14.0' ft 115 x 120 ft Cma Option 8.0 ft h ahead 80 ft hBkod TYPECF I CST HTM A. Load(Bb]h) Area Load(Bi}i) AM Area E)POSL:FE Na I Cig (ft') H9 Clg (ft) Htg I Clg Htg Clg Htg C19. 5 Gross a 14B 4.6 2.1 ` 0 ;- - 0 - - E� • b 12C 2.9 ID 136 - 92 "" w* and c 13C 32 1.2 0 "" - 0 - -- parbtias d 0.0 0.0 0 e 0.0 OD 0 0 ...,, f 0.0 0.0 0 0 .... «.+ .... +... 6 "d-ar" a 1C 37.0 - 32 1183 "" 7 - glass door b 8C 39.0 " 0 0 Hwti g c 90 38.7 " 0 0 "" 0 d 3C 232 - 0 "' 0 e 0.0 0 0 0 f 0.0 0 0,... 0 ,... ,... .... 7 WixbNsa d North 29.4 0 "' 0 7 `""" 206 glass doors NEM 0.0 0 """ 0 0 - 0 FJIV 87.4 32 ""` 2797 0 - 0 SEM 0.0 0 "" 0 0 - 0 Sash 46.4 0 "'" 0 0 - 0 Hore 0.0 0 "`° 0 0 - 0 8 00wdaas a 11A 18.9 127 0 0 0 0 0 0 b 11A 182 127 0 0> 0 0 c 10D 14.7 9.9 0: 0 0 0 0 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 eposed b 12C 2.9 1.9 101 300 32 85 245 185 vAJs and c 13C 32 12 0 0 0 0 0 0 par6Das d 0.0 0.0 0 0 0 0 0 0 e 0.0 0:0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 10' Ceilings a 16G 1.1 1.4 336 355 465 138 146 191 b 16C 2-8 3.5 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 e 0.0 OD 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 11 Floors a 22A 252 0.0 0 0 0 0 0 0 (Note: man b 19G 1.1 0.0 0 0 0 72 82 0 peinefer c 0.0 0.0 0 0 0 0 0 0 isdispl. d' 0.0 0.0 0 0 0 0 0 fasiab a 0.0 0.0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 12 Infiltration a 283 1 9.1 32 904 291 7 im 64 13 SubW hss*& 8_+11+12 - 2742 - - «.. .... ... ...+ ,«.. Less a kinal Heating Lessbwdet - '"" ••" Heating mckstrbution - - 0 - .... «.. ,... ... 14 Dud loss 1(p/ 274 - 10% 93 - 151 Tonal loss=13+14 - 3M6 - "'^ 1022 - ••,• "••• •«, ,•» 16 tnt gain: people@ 300 1 - 300 0 - 0 •••• ••« Appl., @ 1200 0 - 0 0 - 0 17 Srblot RSH WF7+8.:+12+16 ..« - 4055 - - (0 »» ... ..« .... Less erderrral aring - - 0 - .... 0 Lesstarsfer - 0 - 0 ••» »» ,«, «» Cooingmdsbbrbon - 0 - - 0 «» »,• »» 18 Duct gain 10'/ - 406 1q'/ - 63 0 ..» o .... 19 Total RSHgair-{17+18MF 1A0 - 4461 101 - 611 20 Au required (cfn) 1 201 "" 51 31 PdntouG cutM by ACCA'b med adl requiewnts of Marn lal'J 7th Ed. ' ` E F eslL�ennerOsrlaOndo 002RCAYENNE CAYENNE55 .17, RSR31575 2006-May-23 1 :5g6: { RIGHT J WORKSHEET 1 DEL AIR HEATING,AIR'CONDITIONING,R Job: CAYENNE 7.22.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206.Phone: (407) 831-2665 m m Nanedroon 1 BATH2 BDRM6 FAMLYRM Tnwrvurys Leredv�l181.5 ft 19.0 ft 255 ft 23.0 ft Roos 6S x 125 ft 13.5 x 14.0 ft 16.0 x 18.5. &.Ce�gs C ndk Option &0 ft d n 8.0 ft heatwd 8.0 ft ha3rood 8.0 heetbod 111=CF I csT1 Hw Arm Loadw) Area LoadlBih) Area Load'{BYti) Am LoadW) EXPOSU2E NQ Htg Clg (if) Htg Cig (ft?) Hig Clg (f) fft9 Clg OF) Hlg Clg 5 Gross a 14B 4.6 2.1 1088 - la - 112 - 1 E posed b 12C 29 1.9 0 "" 0 - 0 - _ vwals and c 13C 32 12 364 - - 0 - - 100 - 5E - .... part8o- d 0.0 0.0 0 ..'- .,... 0 - - 0 "" "' e 0.0 0.0 0 - - 0 , 0 f 0.0 0.0 0 - "" 0 - 0 6 VWd0AGa-d a 1C 37.0 93 3474 - 0 01 591 g dgoors b 8C 37.0 41 1515 0 0 0 0 4 1515 - c 9C 38.7 0 0 0 "" 0 0 0- d '3C 232 0 - 0 0" 0 0 "" 0- 0.0 0 0- 0 0 "" 0 0- 0- He f 0.0 " 0 - 0 0 "" 0 0- 1 0 "" 7 VVrdowsad North 20.4 16 "" 32u 0 '"' 0 16 "" 328 ""' 0 glass doors PEM 0.0 0 ' "' 0 0 "" 0 0 "" 0 "" 0 t aaig EMI 87.4 96 "" m 0 " 0 0 "" 0 41 "" 3583 SEGVV 0.0 0- 0 0 ^"' 0 0 "" 0 0 SotAh 46.4 m- 1057 0 `"" 0 0 '"" 0 "" 0 Horz 0.0 0- 0 0 `"` 0 0"` 0 0 8 Olherdoors a 11A 189 127 19 399 242 00 0 0 0 0 0 -0 b 11A 1&9 127 20 378 255 0 0 0 0 0 0 0 0 c 10D 14.7 92 0 0 0 0 0 0 0 0 0 0 9 Net a 14B: 4.6 2.1 933 4299 i921 152 700 313 96 442 198 401 179 opased b 12C 29 1;9 0 0 0 0 0 0 0 0 0 0 0 walls ad c 13C 32 12 345 1097 ` 4W 0 0 0 100 315 111 5176 66 partiliats d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 a 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 c 0 0 10 Ceilings a 16G 1.1 IA 0 0 0 0 0 0 0 0 0 0 'b 16C 28 35 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0' 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 182 4701 0 1 492 0 77 697 0 Z. 936 0 (Nola: roan b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 perm- c U 0.0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 4 0 c 0 0 forslab a 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 Boors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 12 lnfiRration a 28.3 9.1 174 4918 1581 0 0 0 16 452 41 1159 3T2 13 Sublod ass; f +11+12 20735 "" "'* 1193 - - 2488 - - 3818 «.. Less exierrdheating «.. 0 - - 0 0 Less transfer .... .... ..,. .... 0 .... «.. 0 Heating red'strrbtctiort 0-"' 0 »» 0 ,»• ••« 0 •••• 14 Dud loss 101/ 2073 - 1101A 119 100 249 "" 100/. 385 15 Total loss =13+14 '"" 21b08 "" "" 1312 •," 2737 16 Int gains: peo* @ 300 7 "" 2100 0 - 0 0 - 0 1800 Appl. @: I270 2 "" 1800 0 - 0 0 - 0 "" 0 17 StblotRSHgait=7+8..+12+16 "" "" 18097 "" - 313 786 "" - 6OO1 Less erd n-dmoFg "" "" 0 - - 0 »» »» 0 ..» .... 0 Less trans '"" "" 0 "" »« 0 .... .«. 0 .+. ...* 0 Co*VredistrbWorr "� `.. 0 "" 0 "' 0 "" »' 0 18 Dud gait 10°/ "" 1809 10°/ " ' 31 10 y, 79 10° '""'600 19 Total RSH&i=(I7+18)-PCF 1A0 "" 19895 1A0 - 344 1.00 "" 1A0 ?!1 Air required (dm) 100D 100D «« 17 •«• 120 43 "" 186 332 PrintQut'cwhfied by ACCA tD meet A requiremerits Of Manual J M Ed. wrightscol C Right -Suite Residential5.5.17 RSR31575 2006-May-23 10:56:49 ACC` E:\Files\LennarOrlando2o021CAYENNE\CAYENNE.rsr Pages io RIGHT-J WORKSHEET DEL AIR HEATING,AIR CONDITIONINGR Job: CAYENNE 7.22404 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MWVI,IfiL .. /Int0. 1 Nanecftoom LAUNDRY UVINGRMFOYER DINNGI" KFTCHEN 2 Ltan cfexposedvrat 11.0 It 55.0 ft 13.0 ft 13.6 ft 3 Raandinanisrs' ao x 8.0 ft 205 x 13.0 ft 125x 14.0 It 120 x 12-0 ft. 4 Cetings Cax9.Option 8D It hadcod 8.0 ft heaV000l 8.0 ft heaY000l &0 ftj hid. T4 EE OF CST HTNI Area Load (Bih) Area Load (Bifi) Area' load W) Area Load W) NO. Hlg CLJ () Htg Ckg ()Htg Clg (ft) Htg IClg (ft?) Htrj Clg 5 Gross a 14B 4.6 21 0 - - 101 - 1 Exposed b 12C 2:9 1.9 0 - - 0 "" -- 0 - - YA* and c 13C 3.2 12 8B - - 1 - - 0 - partitions d 0.0 OD 0 - ""' 0 "' "" 0 - e 0.0 0.0 0 - 0 "" " ` 0 c f 0.0 0.0 0 "" `"" 0 - ..« 0 .... ..«. .... .... 6 Wixbnsand a 1C 37D 0 0 1441 - 23 850 "" 0 glass doors b 8C 3ZA 0 0 "" 0 0 Head g c 9C 38.7 0 0 - 0 0 ^" 0 d 3O 232 - 0 "" 0 0 0 0 e 0.0 " 0 0 """ 0 0 0 f 0.0 " 0 "" 0 0 "" 0 0 "" 0 7 V*xbAsand North 20.4 0- 0 0- 0 0- 0 C - 0 glass doors NEM 0.0 0- 0 0- 0 0- 0 0 ENV 87.4 0- 0 3409 10- 0 0 SEISYV 0.0 0 0 0- 0 0- 6 - 0 South 46.4 0 `"` 0 0 - 0 2i - 1067 c- 0 Horz 0.0 .0 "" 0 0- 0 0- 0 c- 0 8 O udocrs a 11A 189 127 0 0 1 3m 242 0 0 0 0 0 b 11A 189 127 0 0 255 0 0 0 0 0 c 10D 14.7 99 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 0 0 0 261 1203 537 81 373 167 1(y 479 214 e q:med to 12C 29 1:9 D 0 0 0 0 0 0 0 0 0 0 vvals ad c 13C 32 12 88 7R 103 101 318 118 0 0 0 0 pahSons d 0.0 0.0 0 a 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1A 0 00 0 0 0 0 0 0 0 0 b 16C 2.8 3.5 0 0 0 0 0 0 0 0 0 0 6 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 d 00 0.0 0 0 0 0 0 0 0. 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f' 0.0 0.0 0 0 0 0 0 0' 0 0 0 0 0 11 Floors a 22A 259 0.0 11 289 0 14X 0lix 13 337 0 1 337 0 (Noioorn b 19G 1100 0 0 0 0 0 0 0 0 0 0 perir>ar c` 0.0 0.0 0 0 00 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 00 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 00 0 0 0 0 c 0 0 12 Infiltration a 28.3 9:1 0 0 0 78 2205 709 M 650 0 0 13 Srt�Aalbs5�+8_+11+12 "" 562 "" "" 7329 ""* "" 2210 "" ""` 816 •«• Lessaderralfrea5ig ..« .... .... «» .... 0 .., «.. 0 ».. Less trasfer •«• 0 •••• ••« 0 0 14 Duct loss ION 10% 733 ~" 10" 221 - 10' 82 15 Total loss =13+14 61 8062 *"* 20 - 898 •••• 16 Irr<gains: Peopb@ 30D 0 "" 0 0 "' 0 1 -300 c- 0 Appl.@ 120D 1 - 600 0 "" 0 0 - 0 1 - 120D 17 Subtct RSH gair=7+8_+12+16 "" "" 703 '"" *"' 5270 "" "" 1743 '"'" "" 1414 Less exlerral:oockU - - 0 - „« 0 «•• - 0 - - 0 Lesstrarsfer - - 0 - ""' 6 - 0 - - 0 Cooling redistrbution - 0 - ... "" 0 "" - 0 "" 0 18 Dud gain 10°7 "" 70 10% "" 521 10. - 17 1(r - 141 19 Total RSH gair-(17+18rPLF 1.00 "" 773 1.00 "" 5797 1.00 - 1917 1.00 - 1556 2D Air required (dm) 39 - 291 ""' 107 96 - 39 Pr9nW axffed ACCA to meet aQ reorem it; of Mwual J 7th Ed. wrrightsOft Right -Suite Residential'5.5.17 RSR31575 2006-May-23 10:56:49 '` E:1FileslLennarOrlando2002tCAYENNESCAYENNE.rsr Page 6 RIGHT-J WORKSHEET I , DEL AIR HEATING,AIR CONDITIONINGA 109-COMMERCE STREET, LAKE MARY, FIL 32746-6206 Phone: (407) 831-2665 Job: CAYENNE 7.22.04 1 Inta N awme of rm=n 6RKFST 2 d" VV*4 =",= 21JO It 3 9.0 x 120 ft 4 Ceilngs Conct Option &0 ft heaftol TYPECF I CST FM Am LCW Pluh) Area AM A. E)FOSU;E Na Htg I Cig (fe) Htg I Cig Fftg I Clg Htg I pig Htg Cig 6 Gross a 14B 4.6 2.1 Im - Bposed b 12C 29 1,9 0 - valls and c 13C 3.2 1.21 0 - Partilons d 0.0 0.0 0 - e 0.0 0.0 0 - f 0.0 0.0 0 - 6 vwcbm" a lc 37D - 16 591 9" doors b 8C 37D - 0 0 HearrU C, 9c 3117 0 0 d 3C 232 0 0 e 0.0 0 0 f Off 01 0 7 V*dwws" North 20A 0 lass doors W-M 0.0 0 - 0 F)W 87.4 16 - 1398 SEW 0.0 0 0 04M 46.4 0 0 H(xz 0.0 0 0 8 Ohwdo= a 11A 1891 127 0 o cl 1) 11A 18.9 127 0 0 0 c 10D 14.7 9-9 0 0 0 , 9 Not a 14B 4.6 2.1 152 700 313 aposed 1) 12C 29 la 0 0 0 vwalls and c 13C 3.2 12 0 0 0 PW&- d 0*0 0,0 0 0 0 e 0.0 0.00 1 0 f 0.0 0.0 0 1 0 10 Ceilings a 16G 1.1 1.4 0 0 0 b 16C 28 3.5 0 0 0 .c 0.0 0.0 0 0 0 d 0.0 6.0 01 1 0 e 0.0 0.0 0 c 0 f 0.0 0.0 0 0 11 Floors a 22A, 259 0.0 21 544 0 . (qcle: man 1519(3 1.1 0.0 0 0 01 pelkneler c 0.0 0.0 0 0 0 is displ. d 0.0 0.0 0 0 0 lorslab e 0.0 0.0 0 0 0 flo-) f 0.0 0.0 0 0 0 12 Infiltration a 1 2831 9.1 161 4E2 145 13 SulYttal1ass=6+&+11+12 - Less atwd heft - 0 - Less, transfer HwfiT - - 0 - - 14 mclistrbutiar Duct loss 100/1 0 m - % 15 Total loss 13-04 - 2517 - 16 Int gaim pecpb @ 300 0 - .0 . ApplL @ 1200 0 - 0 17 SuWt RSH gairr-7+8_+12+16 1857 LEW etyrd cooling 0 Lem transfer 0 Cooling reddibution - 0 18 Duct gain lay, - 186 19 Total RSH gairr-17+18)'PLF 1DO - 23 Air required (din) 114 1031 PfinW oaffed by ACCA to meet al reqUirema-its of Manual J 7M Ed. Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56;49 AG A E:\Files\Lennar0riando20021CAYENNEICAYENNE.rsr Pagel ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* 86.5 The higher the score, the more efficient the home. I. New construction or existing New 2. Single family or multi -family Single family 3. Number of units, if multi -family 1 4. Number of Bedrooms 5 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 3037 ftz 7. Glass typel and area: (Label regd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sng1e Default)314.0 ft' b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)314.0 ft2 8.. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 209.5(p) ft b. Raised Wood, Adjacent R=11.0,'384.Oft' c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 9310 ftz b. Frame, Wood, Exterior R=11.0, 1245.0 ft' e. Frame, Wood, Adjacent 11=1 10, 345.0 ft' d. N/A e.. N/A 10. Ceiling types a. Under Attic R=30.0, 1730.0 ft' b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc, AH(Sealed):Garage Sup. R=6.0, 1.0 ft b. Sup: Unc. Ret; Unc. AH(Sealed);Interior Sup. R=6.0, 1.0 ft _ 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A _ c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above en y savin features which will be installed (or exceeded) in this home before final ins D th ise, a ew EPL Display Card will be :completed based on installed Cod t e Builder Signature- Date; 10/17/06 Address of New Home: 201 Bella Rosa Circle Sanford, FI 32771 Cap: 29.0 kBtu/hr _ SEER: 13.00. Cap: 29.0 kBtu/hr SEER: 13.00 Cap: 130 kBtu/hr _ HSPF:8.30 _ Cap: 13.0 kBtu/hr _ HSPF: 8.30 Cap: 50.0 gallons _ EF: 0.90 *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar mdes.ignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a. Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. l Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on ages 2&4, EnergyGauge® (Version: FLRCSPR v4.6) PT, __.. r' Trussway, Ltd. Southeastern Division 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407)857-7855 Project: Lennar Homes, Cayenne B Celery Estates Lot 12, City of Sanford Truss Design Loads (Individual Drawings may show Special Loading Conditions) Gravity - Roof 40 psf Total Load Gravity — Floor 60 psf Total Load Wind: 120 mph as per ASCE 7-02 & FBC2004.Truss design software: Mitek202O Name, Address and License # of Structural Engineer of Record for the Building: Name: Lindemann Bentzon Engineering Company, Inc. License #EB0006871 Address: 375 Highway 50, Clermont, Florida 34711 This package includes truss design drawings with individual date of design. These trusses are listed below and/or on the attached spread sheet. These truss designs have been prepared by Trussway Ltd., under my direct supervision based on the parameters provided and shown on the truss drawings. The seal on this letter indicates acceptance of professional engineering responsibility solely for the truss drawings attached. The suitability and use of these components for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec.2. This is in accordance with Rule 61 G5-31.003, section 5 of the Florida Board of Professional Engineers. HRO1, HR03, HR04, JO1404, J06, J07, J13, ROI-RO8, R1 I -RI 7, R24, R26, FO1-F17, FRO1, FR02, FR05-FRI I October 16, 2006 Delegated Truss Design Engineer Date Registered Professional Engineer, State of Florida Iqbal H.A. Gagan, License Number 25389 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 REMEWED FOR CODE COMPLIANCE API EN INEERINQ TRUSSWAY, Ltd. 8850 Trassway Blvd. To: DeliveU List Orlando, FL 32824 Lennar Orlando Job Number: LE3161 I°hone: 407-857-2777 Fax: 407-857-7855 Orlando, Florida Page: 1 Date: 10-10-2005 - 9:19:40 AM Project: Block No: Model: CAYENNE_ Lot No: Project ID: multiple Contact: Site: Office: Deliver To: Account No: Designer: JMT Name: CAYENNE Phone: Salesperson: Fax: B Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 3-9-7 3 HROI 8-5-1 OUTRIGGER 4.24 1-5-0 0-0-0 361bs. each 0.00 2-9-7 2 HR03 5-7-2 OUTRIGGER 4.24 1-5-0 0-0-0 .� 22 lbs. each 0.00 2-10-7 1 HR04 5-9-15 205 4.24 1-5-0 0-0-0 20 lbs. each 0.00 1-9-15 10 At 2-0-0 JACK 6.00 1-0-0 0-0-0 . 4 8 lbs. each 0.00 2-9-15 6 J02 4-0-0 JACK 6.00 1-0-0 0-0-0 14 lbs. each 0.00 3-9-15 22 J03 6-0-0 JACK 6.00 1-0-0 0-0-0 201bs. each 0.00 2 J04 1-0-0 JACK 1-3-15 6.00 1-0-0 0-0-0 � E- e .« 5 lbs. each 0.00 2-10-15 5 J06 4-2-0 JACK 6.00 1-0-0 0-0-0 .� 15 lbs. each 0.00 1 J07 4-0-0 205 2-9-15 6.0000 1-0-0 0-0-0 L4 .04 14 lbs. each 0.00 2-3-15 2 J13 3-0-0 JACK 6.00 1-0-0 0-0-0 .4 11 lbs. each 0.00 (1) 2-Ply 3-9-15 2 R01 2261bs. each 40-0-0 2X4l2X6 RHIP GIR 6.00 0.00 1-0-0 1-0-0 4-9-15 1 R02 40-0-0 RHIP 6.00 1-0-0 1-0-0 ® 195 lbs. each 0.00 5-9-15 1 R03 40-0-0 RHIP 6.00 1-0-0 1-0-0 195 lbs. each 2 Rows Lat Brace 0.00 6-9-15 2 R04 40-0-0 RHIP 6.00 1-0-0 1-0-0 204 lbs. each 2 Rows Lat Brace 0.00 7-9-15 2 R05 40-0-0 RHIP 6.00 1-0-0 1-0-0 200lbs. each 0.00 8-9-15 2 R06 40-0-0 RHIP 6.00 1-0-0 1-0-0 223 lbs. each 0.00 9-9-15 2 R07 40-0-0 RHIP 6.00 1-0-0 1-0-0 217 lbs. each 2 Rows Lat Brace 0.00 10-9-15 2 R08 40-0-0 REG 6.00 1-0-0 1-0-0 206 lbs. each 2 Rows Lat Brace 0.00 6-2-14 1 R11 40-0-0 RHIP 6.00 1-0-0 1-0-0 197 lbs. each 2 Rows Lat Brace 0.00 6-2-14 1 R12 40-0-0 RHIP 6.00 1-0-0 1-0-0 2071bs. each 3 Rows Lat Brace 0.00 TRUSSWAY, Ltd. 8850 Trussway Blvd. To: Delivery List Orlando, FL 32824 Lennar Orlando Job Number: LE3161 Fhone:407-857-2777 Fax: 407-857-7855 Orlando, Florida Page: 2 Date: 10-10-2005 - 9:19:40 AM Project: Block No: Model: CAYENNE Lot No: Project ID: multiple Contact: Site: Office: Deliver To: Account No: Designer: JMT Name: CAYENNE Phone: Salesperson: Fax: B Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: (1) 2-Ply 5-10-15 2 R13 40-0-0 Rx1PGIR 6.00 1-0-0 1-0-0 243 lbs. each 2X4/2X6 0.00 3-4-3 1 R14 6-0-0 MONO GIR 6.00 0-0-0 0-0-0 33 lbs. each 2X4/2X6 0.00 2-10-15 1 R15 21-8-0 RHIPGIR 6.00 1-0-0 0-0-0 99Ibs. each 0.00 3-10-15 1 R16 21-8-0 RHIP 6.00 1-0-0 0-0-0 92 lbs. each 0.00 4-10-15 1 R17 21-8-0 RHIP 6.00 1-0-0 0-0-0 101 lbs. each 0.00 1 R24 4-2-0 MONO GIR 2-5-3 6.00 0-0-0 0-0-0 �?�� ® 191bs. each 2X4/2X6 0.00 eJ 2-9-15 1 R26 8-2-0 COMMON 6.00 1-0-0 0-0-0 31 lbs. each 0.00 1 FOl 20-0-0 BB 1-2-8 0-0-0 0-0-0 � 101 lbs. each [►— 6 F02 20-0-0 BB 1-4-0 0-0-0 0-0-0 102 lbs. each 3 F03 20-0-0 BT 1-4-0 0-0-0 0-0-0 105 lbs. each c 3 - 2 - 4 4 F04 23-0-8 BTN 1-4-0 0-0-0 0-0-0 R� 1271bs. each 4 F05 23-0-8 BBN 1-4-0 0-0-0 0-0-0 v 123 lbs. each i F06 23-0-8 BBN 1-2-8 0-0-0 0-0-0 119 lbs. each c1-1-12 1 F07 21-10-12 TBC 1-2-8 0-0-0 0-0-0 ZMMZSZSP 1141bs. each c1-1-12 5 F08 21-10-12 BBC 1-4-0 0-0-0 0-0-0 9SZM2L2SZVSZW 1151bs. each c1-1-12 3 F09 21-10-4 TBC 1-4-0 0-0-0 0-0-0 117 lbs. each 1 F10 21-8-8 FLOOR 1-4-0 0-0-0 0-0-0 112 lbs. each 1 F11 21-5-8 FLOOR 1-4-0 0-0-0 0-0-0 113 lbs. each 6 F12 3-6-0 N N 1-4-0 0-0-0 0-0-0 79 22 lbs. each 1 F13 6-9-0 FLOOR 1-4-0 0-0-0 0-0-0 � 391bs. each TRUSSWAY, Ltd. 8850 Trussway Blvd. To: Delivea List Orlando, FL 32824 Lennar Orlando Job Number: LE3161 Phone:407-857-2777 Fax:407-857-7855 Orlando, Florida Page: Date: 3 10-10-2005 - 9:19:40 AM Project: Block No: Model: CAYENNE Lot No: Project ID: multiple Contact: Site: Office: Deliver To: CAYENNE Account No: Designer: JMT Name: Phone: Salesperson: Fax: B Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 9 F14 14-0-8 BN 1-4-0 0-0-0 0-0-0 wSzSKSzszS 75 lbs. each 1 F15 21-4-0 BBB 1-4-0 0-0-0 0-0-0 113 lbs. each 1 F16 21-4-0 BBB 1-2-8 0-0-0 0-0-0 109 lbs. each 43 F17 2-1-8 BT 1-4-0 0-0-0 0-0-0 12r 11 lbs. each (1) 2-Ply 1-1-0 2 FRO1 5-8-0 FLAT GIR 0.00 0-0-0 0-0-0 261bs. each 0.00 (1) 2-Ply 1-1-0 2 FR02 7-I-8 FLAT GIR 0.00 0-0-0 0-0-0 65 lbs. each 0.00 -4, 1-4-0 10 FRO5 10-0-0 FLAT TRUSS 0.00 0-0-0 0-0-0 41 lbs. each 0.00 1-4-0 1 FR06 11-7-0 FLAT TRUSS 0.00 0-0-0 0-0-0 47lbs. each 0.00 1-4-0 1 FR07 9-9-0 FLAT TRUSS 0.00 0-0-0 0-0-0 39lbs. each 0.00 1-4-0 1 FR08 5-8-8 301 0.00 0-0-0 0-0-0 ® 22 lbs. each 0.00 1-4-0 1 FR09 14-4-0 301 0.00 0-0-0 0-0-0 57 lbs. each 0.00 1-4-0 1 FR10 6-11-0 301 0.00 0-0-0 0-0-0 ® 27 lbs. each 0.00 1-4-0 1 FRI1 4-0-0 301 0.00 0-0-0 0-0-0 ® 161bs. each 0.00 MISC. ITEMS Quantity: Description: 2 18-00-00 1-3/4' x 16' LVL (2-Ply) 24 MSH413 2 RJS26 3 THD26 Job NSs LE3161R HR01 Trussway, Orlando, FI i 1-5-0 OUTRIGGER ty Ply LE3161 - Lerner Orlando - CAYENNE 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar10 07: 5-10-9 8-5-1 5-10-9 2-6-8 2x3 II E 3x3 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 330/0-3-8 F = 456/0-3-8 Max Horz B = 211(load case 3) Max Uplift B =-161(load case 3) F =-258(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-323/101 C-D = -56/19 D-E = -6/0 D-F =-106/112 BOTCHORD B-F =-238/278 WEBS C-F =-365/313 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. CSI DEFL in (loc) I/deft TC 0.25 Vert(LL) -0.21 B-F >466 BC 0.58 Vert(TL) -0.53 B-F >181 WB 0.09 Horz(TL) 0.00 F n/a (Matrix) bearing plate capable of withstanding 161 lb uplift at joint B and 258 lb uplift at joint F. 5) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-60 Trapezoidal Loads (plf) . Vert: B=O(F=10, B=1 0)-to-F=-42(F=-1 1, B=-11), B=-2(F=29, B=29)-to-D=-123(F=-31, B=-31), D=-83(F=-31, B=-31)-to-E=-86(F=-33, B=-33) L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 37 lb WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE 8H7-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53779. H40282 Scale = 1:19.9 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUSYW 8850 Trussway Blvd. Orlando, FL 32824 qqzpp (407) 857 2777 H40283 LE3161 R I HR03 OUTRIGGER 1 1 I Job Reference Trussway. Orlando. FI 6.200 s Jul 13 2005 A9 -1-5-0 5-7-2 1-5-0 5-7-2 . 2x3 11 D 3x3 = 2x3 11 Scale = 1:15.3 5-7-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.04 B-E >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.09 B-E >687 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 22 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 206/0-3-8 E = 18610-3-8 Max Horz B = 110(load case 3) Max Uplift B = -135(load case 3) E _ -96(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -55/31 C-D = -3/0 C-E =-138/120 BOT CHORD B-E = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02, 120mph (3-second gust); h=22ft, TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed, MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 6 and 96 Ito uplift at joint E. the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-60 Trapezoidal Loads (plf) Vert: B=O(F=10, B=10)-to-E=-28(F=-4, B=-4), B=-2(F=29, B=29)-to-C=-80(F=-10, 6=-10), C=-40(F=-10, B=-10)-to-D=-44(F=-12, B=-12) Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH-7473 BEFORE USE. Engineering Department Design valid for use only with M79411ek connectors. This design is based only upon parameters shown, and is for an individual building component. HoustTX 7Alcorn St.on, 7093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Hou on, X 7 7� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the (713 Trusswav Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 tobncation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I LE3161R IHR04 1205 H402841 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 1-5-0 5-9-15 3x3 = SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 150/0-3-8 B = 21910-3-8 D = 54/0-3-8 Max Horz B = 116(load case 3) Max Uplift C =-126(load case 3) B _-141(load case 3) Max Grav C = 150(load case 1) B = 219(load case 1) D = 109(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -58/36 BOTCHORD B-D = 0/0 NOTES (8-9) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. CSI DEFL in (loc) I/defl Ud TC 0.34 Vert(LL) -0.06 B-D >999 240 BC 0.31 Vert(TL) -0.12 B-D >563 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) bearing plate capable of withstanding 126 lb uplift at joint C and 141 lb uplift atjoint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-60 Trapezoidal Loads (pit) Vert: 13=-2(F=29, B=29)-to-C=-87(F=-14, B=-14), B=O(F=10, B=10)-to-D=-29(F=-5, B=-5) Scale = 1:13.8 1 PLATES GRIP MT20 244/190 Weight: 20 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design oramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 PP Y 9 P P P P P P H 9 9 9 9 (713) 691 6900 e for lateral support of individual web members only. Additional temporary bracing t h insure stability during construction is the responsibility regarding of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive,. Madison, WI 53719. Job TrE LE3161R J01 1 1 1 - Lennar Orlando - H40285 s _1 _0-0 2-0-0 C 1-0-0 2-0-0 Scale = 1:BA 2-0-0 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 B >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 8 lb LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 156/0-3-8 D = 19/0-3-8 C = 42/0-3-8 Max Horz B = 92(load case 6) Max Uplift B = -110(load case 6) C = -36(load case 6) Max Grav B = 156(load case 1) D = 39(load case 2) C = 42(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/25 B-C = -35/14 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft, TCDL=5.Opsf, BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint B and 36 Ib uplift at joint C. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H402861 LE3161R IJ02 (JACK 1 1 IJob Tm-way, Orlando, FI 6.200 s 1-0-0 4-0-0 1-0-0 4-0-0 C Scale = 1:12.5 3x3 - 4-u-u 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.03 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 14 lb LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 101/0-3-8 B = 228/0-3-8 D = 37/0-3-8 Max Horz B = 143(load case 6) Max Uplift C = -98(load case 6) B = -127(load case 6) Max Grav C = 101(load case 1) B = 228(load case 1) D = 74(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -63/37 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust), h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift atjoint C and 127 Ib uplift.atjoint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED DHTEK REFERENCE PAGE IIM-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 IRLISSM 8850 Trussway Blvd. qmpmmmmqw Orlando, FL 32824 (407) 857 2777 Job Truss I rust LE3161R J03 JACK Trussway, Orlando, FI -1-0-0 1-0-0 1A 3x3 = Qty Ply LE3161 - Lennar Orlando - CA 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Indust 6-0-0 6-0-0 C H40287I Scale = 1:18.2 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.06 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.16 B-D >430 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 21 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 164/0-3-8 B = 304/0-3-8 D = 57/0-3-8 Max Horz B = 198(load case 6) Max Uplift C = -161(load case 6) B = -143(load case 6) Max Grav C = 164(load case 1) B = 304(load case 1) D = 114(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-101/60 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft, TCDL=5.Opsf, BCDL=5.Opsf; Category II; Exp B; enclosed, MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint C and 143 lb uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 6) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MZI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 6916900 TRUSSW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H40288 LE3161R IJ04 (JACK 1 1 IJob Tn,cswav (Mandn FI 6.200 s C 1-0-0 1-0-0 34 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 B >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) 0.00 B >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 133/0-3-8 D = 9/0-3-8 C = -5/0-3-8 Max Horz B = 64(load case 6) Max Uplift B = -123(load case 6) C = -5(load case 1) Max Grav B = 133(load case 1) D = 19(load case 2) C = 17(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/25 B-C = -30/17 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf, BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint B and 5 lb uplift atjoint C. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111-7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Scale = 1:5.9 PLATES GRIP MT20 244/190 Weight: 5 lb lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 TRUS'Y 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss LE3161R J06 Twssway, Orlando, FI -1-0-0 1-0-0 1 4-2-0 LE3161 - Lennar Orlando - CA 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industr C H40289 Scale = 1:12.9 3x3 = .-o-u 4-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.03 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 15 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 106/0-3-8 B = 234/0-3-8 D = 39/0-3-8 Max Horz B = 148(load case 6) Max Uplift C = -103(load case 6) B = -128(load case 6) Max Grav C = 106(load case 1) B = 234(load case 1) D = 78(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -66/39 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint C and 128 lb uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - ver6 design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUSYW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 LE3161R IJ07 H40290 -1-0-0 4-0-0 1-0-0 - 4-0-0 3r3 — 4-0-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.27 TCDL 10.0 Lumber Increase 1.25 BC 0.23 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 101/0-3-8 B = 228/0-3-8 D = 37/0-3-8 Max Horz B = 143(load case 6) Max Uplift C = -98(load case 6) B = -127(load case 6) Max Grav C = 101(load case 1) B = 228(load case 1) D = 74(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -63/37 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DEFL in (loc) I/defl L/d Vert(LL) -0.01 B-D >999 240 Vert(TL) -0.03 B-D >999 180 Horz(TL) -0.00 C n/a n/a Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift atjoint C and 127 lb uplift atjoint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU- 7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 14 Ib Scale = 1:12.5 .a`.- — - - —� Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUSYW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H402911 LE3161R J13 JACK 1 1 Job Reference I Trusswnv. Orlando_ FI 6.200 s Jul 13 2005 1-0-0 3-0-0 1-0-0 3-0-0 C Scale = 1:10.3 I 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.00 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 11 lb LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 67/0-3-8 B = 192/0-3-8 D = 27/0-3-8 Max Horz B = 116(load case 6) Max Uplift C = -63(load case 6) B = -121(load case 6) Max Grav C = 67(load case 1) B = 192(load case 1) D = 54(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -46/24 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift atjoint C and 121 lb uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard k WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITES' REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 4_p(I_A_— lqbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006' Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUSY= 8850 Trussway Blvd, Orlando, FL 32824 qqzwor (407) 857 2777 LE3161 R RO1 RHIP GIR 1 2 Job Reference (optional) Haozsz Trussway. Orlando_ FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24:46 2006 Fade 1 i1-0-Q 6-0-0 11-6-2 17-2-1 22-9-15 28-5-14 34-0-0 40-0-0 41-0-0 1-0-0 6-0-0 5-6-2 5-7-14 5-7-14 5-7-14 5-6-2 6-0-0 1-0-0 Scale = 1:70.9 6.00 12 6x7 3x5 = C D 2x4 II 3x5 = 3x6 = 3x5 = 6x7 = E F G H I 4x7 = S R Q P O N M L 4x7 2x4 11 4x5 = 5x6 = 4x5 = 4x9 = 5x6 = 4x5 = 2x4 11 5-10-4 11-6-2 17-2-1 22-9-15 28-5-14 34-1-12 40-0-0 5-10-4 5-7-14 5-7-14 5-7-14 5-7-14 5-7-14 5-10-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.71 O-P >674 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -1.18 O-P >405 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.16 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 452 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. REACTIONS (lb/size) B = 3058/0-3-8 J = 3058/0-3-8 Max Horz B =-75(load case 6) Max Uplift B =-1424(load case 4) J =-1424(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/29 B-C =-6188/3010 C-D = -8694/4425 D-E =-10325/5247 E-F = -10281/5223 F-G =-10281/5223 G-H = -10281/5223 H-1 =-8704/4431 1-J = -6186/3009 J-K = 0/29 BOTCHORD B-S = -2649/5436 R-S =-2641/5408 Q-R = -4355/8693 P-Q =-4355/8693 O-P = -5177/10325 N-0 =-4317/8704 M-N = -4317/8704 L-M =-2596/5406 J-L = -2603/5434 WEBS C-S = -170/573 I-L =-167/566 D-R = -1578/1063 E-P =-640/550 G-O = -632/545 H-M =-1555/1051 C-R = -1996/3778 D-P =-967/1875 E-O = -85/48 H-O =-933/1814 I-M = -2004/3793 1) 2-ply truss to be connected together with 0.131"xY Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02, 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf, Category II; Exp B; enclosed; MWFRS gable end zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1424 lb uplift at joint B and 1424 lb uplift at joint J. 9) Girder carries hip end with 6-0-0 end setback. 10) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 360 lb down and 219 lb up at 34-0-0, and 360 lb down and 219 lb up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-60, C-1=-116(F=-56), I-K=-60, B-S=-20, L-S=-39(F=-19), J-L=-20 Concentrated Loads (lb) Vert: S=-360(F) L=-360(F) lqbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. - Engineering Department 9411 Alcorn St. .,1110111161 Design valid for use only withM7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. YRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Tru s Truss I ype Qty Ply LE3161-Lennar Orlando - CAYENNE. H40293 LE3161R R02 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24:40 2006 Page 1 11-0-Q 5-1-5 8-0-0 14-0-0 20-0-0 26-0-0 32-0-0 34-10-11 40-0-0 q1-0-p i 1-0-0 5-1-5 2-10-12 6-0-0 6-0-0 6-0-0 6-0-0 2-10-12 5-1-5 1-0-0 Scale = 1:7L0 6x6 % 3x5 = 3x6 = 2x4 3x5 = 6x6 = 6.00 F12 D E F G H I 2x4 2x4 i R S C J 4 W W2 W2 3 5 W V v MA B K L qI 0 ly 0 5x5 = O p O N M 5x5 = 4x9 = 3x10 M1120H= 4x9 = 3x10 M1120H= 4x9 = 9-2-9 20-0-0 30-9-7 40-0-0 9-2-9 10-9-7 10-9-7 9-2-9 Plate Offsets X,Y : B:0-2-8,0-0-2 K:0-2-8,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.40 O >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.98 M-O >484 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.24 K n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 195 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND H-O =-155/545 H-M =-1095/604 BOT CHORD 2 X 4 SYP No.2ND `Except* I-M =-332/1063 J-M =-244/233 B2 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 NOTES (9-10) 1) Unbalanced roof live loads have been considered for BRACING this design. TOP CHORD 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; Structural wood sheathing directly applied or 2-8-6 oc TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; purlins. enclosed; MWFRS gable end zone and C-C Interior(1) BOT CHORD zone; cantilever left and right exposed ; Lumber Rigid ceiling directly applied or 2-2-0 oc bracing. DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for REACTIONS (lb/size) reactions specified. B = 1657/0-3-8 3) Provide adequate drainage to prevent water ponding. K = 1657/0-3-8 4) This truss has been designed for a 10.0 psf bottom Max Horz chord live load nonconcurrent with any other live loads. B = 72(load case 6) 5) All plates are MT20 plates unless otherwise Max Uplift indicated. B =-527(load case 6) 6) This truss requires plate inspection per the Tooth K =-527(load case 7) Count Method when this truss is chosen for quality assurance inspection. FORCES (lb) 7) Provide mechanical connection (by others) of truss to Maximum Compression/Maximum Tension bearing plate capable of withstanding 527 lb uplift at TOP CHORD joint B and 527 lb uplift at joint K. A-B = 0/26 B-C =-3033/1061 8) "Fix heels only" Member end fixity model was used in C-R =-2783/1000 D-R =-2729/1011 the analysis and design of this truss. D-E =-2753/1018 E-F =-3954/1513 9) NOTE: Refer to yellow bracing and/or T-1 sheet for F-G =-3954/1513 G-H =-3954/1513 more information. H-1 =-2753/1018 I-S =-2729/1011 10) NOTE: The seal on this drawing indicates J-S =-2783/1000 J-K =-3033/1062 acceptance of professional engineering K-L = 0/26 responsibility solely for the truss component design BOTCHORD shown. Igbal KAGagan, P.E. B-Q =-937/2646 P-Q =-1352/3548 Florida P.E. No. 25389 O-P =-1352/3548 N-O =-1301/3548 LOAD CASE(S) 8850 TrussWay Boulevard M-N =-1301/3548 K-M =-873/2646 WEBS Standard Orlando, FL 32824 C-C! =-244/232 D-Q =-331/1063 E-Q =-1095/604 E-O =-155/545 G-O =-333/250 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mi7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRILISSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H402941 LE3161 R I R03 I RHIP i1-0-Q 6-0-3 10-0-0 16-8-0 23-4-0 30-0-0 + 33-11-13 40-0-0. 41-0-p 1-0-0 6-0-3 3-11-13 6-8-0 6-8-0 6-8-0 3-11-13 6-0-3 1-0-0 Scale = 1:71.2 3x5 = 6x6 = 6x6 3x6 = 3x5 = D E F G H 4x7 = P O N M L 4x7 4x9 = 4x6 = 3x5 = 44 = 4x9 = I 10-0-0 20-0-0 30-0-0 I _ _ 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.29 N >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.73 L-N >651 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 HOrz(TL) 0.23 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-P, G-L REACTIONS (lb/size) B = 1657/0-3-8 J = 1657/0-3-8 Max Horz B =-82(load case 4) Max Uplift B =-526(load case 6) J =-526(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-2998/985 C-D =-2704/899 D-E =-2378/840 E-F =-3121/1105 F-G =-3121/1105 G-H =-23781840 H-1 =-2704/899 1-J =-2998/985 J-K = 0/26 BOTCHORD B-P =-852/2616 O-P =-1054/3059 N-O =-1054/3059 M-N =-1018/3059 L-M =-1018/3059 J-L =-770/2616 WEBS C-P =-325/262 D-P =-248/932 E-P =-943/500 E-N = 0/228 G-N = 0/228 G-L =-943/500 H-L =-248/932 WEBS I-L =-325/263 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 526 lb uplift at joint B and 526 lb uplift at joint J. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Addiiionol temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Al Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 196 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 591 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H40295 LE3161R R04 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24:41 2006 Page 1 �1-01 64-4 12-0-0 17-4-0 22-8-0 28-0-0 33-7-13 40-0-0 q1-0-p 1-0-0 6-44 5-7-13 54-0 54-0 5-4-0 5-7-13 6-4-4 1-0-0 Scale = 1:71.1 9I� 0 6x7 = 3x5 = 3x5 = 6x7 D E F G Iq 0 4x7 = 0 N M L K 4x7 = 49 = US = 3x5 = 3x6 = 4x9 = 10-4-9 20-0-0 29-7-8 40-0-0 10-4-9 9-7-8 9-7-8 10-4-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.26 I-K >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.89 Vert(TL) 0.76 I-K >625 180 BCLL 0.0 Rep Stress Incr . YES WB 0.32 Horz(TL) 0.21 1 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-1 foc purlins. BOTCHORD Rigid ceiling directly applied or 6-7-14 oc bracing. WEBS 1 Row at midpt E-0, F-K REACTIONS (lb/size) B = 1657/0-3-8 1 = 1657/0-3-8 Max Horz B =-99(load case 4) Max Uplift B _-530(load case 6) 1 =-530(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2998/974 C-D =-2679/881 D-E =-20651766 E-F =-2609/943 F-G =-2065/766 G-H =-2679/881 H-1 =-2998/974 1-J = 0/26 BOTCHORD B-0 =-771/2618 N-0 =-763/2569 M-N =-763/2569 L-M =-729/2569 K-L =-729/2569 1-K =-740/2618 WEBS C-0 =-392/305 D-O =-242/925 E-0 =-777/388 E-M = 0/201 F-M = 0/201 F-K =-777/388 G-K =-242/925 WEBS H-K =-392/305 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 530 lb uplift at joint B and 530 lb uplift at joint I. 7) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 205 lb ,__s A—Zelv--- �� Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department Design valid for use only with MT9411 Alcorn St. Avill ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. TRUSPW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison,. wl 53719. Job Truss Truss Type ry y LE3161-Lennar Orlando -CAYENNE H40296 LE3161R R05 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industnes, Inc. Fri Mar 10 07:24:41 2006 Page 1 11-0-Q 7-0-0 14-0-0 20-0-0 26-0-0 33-0-0 40-0-0 41-0-0 1-0-0 7-0-0 7-0-0 + 6-0-0 6-0-0 7-0-0 7-0-0 1-0-0 Scale = 1:71.0 6x7 = 2x4 II 6x7 a D E F 6.00 12 2x4 2x4 C W W2 W W 3 G ro O P Y r 4 W M A Fill Yt 0 14 0 5x5 = N M L K J 5x5 = 3x5 = 3x6 = 4x9 = 34 = 3x5 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets X,Y : 13:0-2-8 0-0-2 , H:0-2-8,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.22 B-N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.65 B-N >729 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.19 H n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 201 lb LUMBER 1) Unbalanced roof live loads have been considered for TOP CHORD 2 X 4 SYP No.2 *Except* this design. T2 2 X 4 SYP No.2ND 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; BOT CHORD 2 X 4 SYP No.2ND TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; WEBS 2 X 4 SYP No.3 enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber BRACING DOL=1.33 plate grip DOL=1.33. This truss is designed TOP CHORD for C-C for members and forces, and for MWFRS for Structural wood sheathing directly applied. reactions specified. BOT CHORD 3) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 6-10-14 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 5) This truss requires plate inspection per the Tooth B = 1657/0-3-8 Count Method when this truss is chosen for quality H = 1657/0-3-8 assurance inspection. Max Horz 6) Provide mechanical connection (by others) of truss to B =-116(load case 4) bearing plate capable of withstanding 527 Ib uplift at Max Uplift joint B and 527 lb uplift at joint H. B =-527(load case 6) 7) "Fix heels only' Member end fixity model was used in H =-527(load case 7) the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (Ib) more information. Maximum Compression/Maximum Tension 9) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering responsibility A-B = 0/26 B-O =-2994/946 solely for the truss component design shown. C-O =-2846/951 C-D =-2717/901 D-E =-2287/860 E-F =-2287/860 LOAD CASE(S) F-G =-2717/901 G-P =-2846/951 Standard H-P =-2994/946 H-1 = 0/26 BOT CHORD B-N =-71612614 M-N =-482/2017 L-M =-482/2017 K-L =-436/2017 Igbal KAGagan, P.E. J-K =-436/2017 H-J =-716/2614 WEBS Florida P.E. No. 25389 C-N =-438/322 D-N =-169/626 8850 Trussway Boulevard D-L =-224/544 E-L =-441/333 F-L =-224/544 F-J =-169/626 Orlando, FL 32824 G-J =-438/322 March 10,2006 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE NN-7473 BEFORE USE. Engineering Department Design valid Ipt use only withMTck cunncolors: Thin dcsi�n is based only upon parametcrs shown, and is for an individual bBA 11 Alcorn S1.uilding component. H90191II T? TTQN Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 5900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. TRUSNU erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss I rUSS ype Qty Ply LE3161 - Lennar Orlando - CAYENNE H40297 LE3161R R06 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industnes, Inc. Fri Mar 10 07:24:42 2006 Page 1 i1-0-Q 5A-0 9-7-11 16-0-0 20-0-0 24-0-0 30-4-6 34-8-0 40-0-0 41-0-0 1-0-0 5-4-0 4-3-11 6-4-6 4-0-0 4-0-0 6-4-6 4-3-11 54-0 1-0-0 Scale = 1:71.0 6x7 % 2x4 6x7 = E F G 6.00 F12 2x4 2x4 II D H W3 2 Wl W W3 2x4 i M 2x4 c Q R I m C 5 W fOA B J K o I4 � 5x5 = P 0 N M L 5x5 = 4x9 = 3x6 = 4x9 = Us = 4x9 = 9-7-11 - 20-0-0 30-4-6 40-0-0 9-7-11 10-4-6 10-4-6 9-7-11 Plate Offsets X,Y : B:0-2-8,0-0-2 J:0-2-810-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.93 Vert(LL) -0.23 L-N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.70 L-N >680 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.18 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 223lb LUMBER 1) Unbalanced roof live loads have been considered for TOP CHORD 2 X 4 SYP No.2ND this design. BOT CHORD 2 X 4 SYP No.2ND 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; WEBS 2 X 4 SYP No.3 TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) BRACING zone, cantilever left and right exposed , Lumber TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is designed Structural wood sheathing directly applied. for C-C for members and forces, and for MWFRS for BOT CHORD reactions specified. Rigid ceiling directly applied or 6-11-9 oc bracing. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom REACTIONS (lb/size) chord live load nonconcurrent with any other live loads. B = 1657/0-3-8 5) This truss requires plate inspection per the Tooth J = 1657/0-3-8 Count Method when this truss is chosen for quality Max Horz assurance inspection. B =-133(load case 4) 6) Provide mechanical connection (by others) of truss to Max Uplift bearing plate capable of withstanding 527 lb uplift at B =-527(load case 6) joint B and 527 lb uplift atjoint J. J =-527(load case 7) 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. FORCES (lb) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 9) NOTE: The seal on this drawing indicates A-B = 0/26 B-C =-3015/924 acceptance of professional engineering responsibility C-Q =-2765/842 D-Q =-2657/860 solely for the truss component design shown. D-E =-2818/1015 E-F =-1988/765 F-G =-1988/765 G-H =-2818/1015 LOAD CASE(S) H-R =-2657/860 I-R =-2765/842 Standard I-J =-3015/924 J-K = 0/26 BOTCHORD B-P =-701/2630 O-P =-354/1865 N-O =-354/1865 M-N =-354/1865 Igbal KAGagan, P.E. L-M =-354/1865 J-L =-701/2630 WEBS Florida P.E. No. 25389 C-P =-240/220 D-P =-384/289 8850 Trussway Boulevard E-P =-340/915 E-N =-142/418 Orlando, FL 32824 G-N =-142/418 G-L =-340/915 H-L =-384/289 I-L =-240/220 F-N =-287/220 March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 S' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - LE3161R R07 RHIP 1 1 Job Reference (optional) H40298 Trusswav Orlando FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24:42 2006 Page 1 �1-0-Q 7-2-13 13-9-0 18-0-0 22-0-0 26-3-0 32-9-3 - 40-0-0 41-0-0 1-0-0 7-2-13 6-6-3 4-3-0 4-0-0 4-3-0 6-6-3 7-2-13 1-0-0 Scale = 1:71.0 9t� 0 6x6 = 6.00 F12 6x6 G Iq 0 5x5 = O P O N M 5x5 = 3x5 = 3x6 = 6x10 = 3x6 = 3x5 = 9-4-10 20-0-0 30-7-6 40-0-0 9-4-10 10-7-6 10-7-6 9-4-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.25 M-O >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.74 M-O >644 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.19 K n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND C-Q =-374/285 E-Q =-181/639 BOT CHORD 2 X 4 SYP No.2ND J-M =-374/285 H-O =-668/325 WEBS 2 X 4 SYP No.3 H-M =-181/639 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 1 Row at midpt E-O, H-O REACTIONS (lb/size) B = 1657/0-3-8 K = 1657/0-3-8 Max Horz B =-151(load case 4) Max Uplift B =-527(load case 6) K =-527(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-R =-2999/871 C-R =-2826/887 C-D =-2776/868 D-E =-2680/895 E-F =-1879/693 F-G =-1745/688 G-H =-1879/693 H-1 =-2680/895 1-1 =-2776/868 J-S =-2826/887 K-S =-2999/871 K-L = 0/26 BOTCHORD B-Q =-653/2591 P-Q =-431/2059 O-P =-431/2059 N-O =-431/2059 M-N =-431/2059 K-M =-653/2591 WEBS F-O =-191/614 G-O =-191/614 E-O =-668/325 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 527 lb uplift at joint B and 527 lb uplift at joint K. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. PLATES GRIP MT20 244/190 Weight: 218 Ito LOAD CASE(S) Igbal KAGagan, P.E. Standard Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Ver(jy design parameters and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, AlcoTX rn 7 9 Y 9 Y P P 9 P Houston, 6977093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designee Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H402991 LE3161R IR08 IREG �1-0-Q 7-2-13 13-9-0 20-0-0 26-3-0 32-9-3 40-0-0 41-0-p 1-0-0 7-2-13 6-6-2 6-3-0 6-3-0 6-6-2 7-2-13 1-0-0 Scale = 1:70.7 6x6 = 9I/ 0 F ro I4 6 5x5 = P O N M L 5x5 = 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 94-10 20-0-0 30-7-6 40-0-0_ 94-10 10-7-6 10-7-6 94-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.25 L-N >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.75 L-N >634 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.19 J n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-8-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 1 Row at midpt E-N, G-N REACTIONS (lb/size) B = 1657/0-3-8 J = 1657/0-3-8 Max Horz B = 168(load case 5) Max Uplift B =-527(load case 6) J = 527(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-Q =-2996/849 C-Q =-2822/865 C-D =-2774/844 D-E =-2762/874 E-F =-1873/677 F-G =-1873/677 G-H =-2762/874 H-1 =-2774/844 I-R =-2822/865 J-R =-2996/849 J-K = 0/26 BOTCHORD B-P =-632/2587 O-P =-421/2071 N-O =-421/2071 M-N =-421/2071 L-M =-421/2071 J-L =-632/2587 WEBS C-P =-360/275 E-P =-172/626 E-N =-728/368 F-N =-435/1286 G-N =-728/368 WEBS G-L =-172/626 -L =-360/275 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 527 lb uplift at joint B and 527 lb uplift at joint J. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 206 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSIAW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40300 LE3161R Rif RHIP 1 1 Job Reference (optional) Trussway. Orlando, FI 6.200 s Jul 13 2005 MiTek Industnes, Inc. Fn Mar 10 07:24:43 2006 Page 1 i1-0-p 6-0-3 10-0-0 16-8-5 23-2-13 29-2-0 33-10-10 40-0-0 ii:" 1-0-0 6-0-3 3-11-13 6-8-5 6-6-8 5-11-3 4-8-10 6-1-7 1-0-0 Scale = 1:72.5 6x6 = 3x5 = 4x6 3x5 = H 4x7 = P O N M L 4x7 = 4x9 = 4x6 = 3x5 = 4x6 = 4x9 = 10-1-12 9-9-13 29-9-6 9-9-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.30 N >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.75 J-L >636 180 BCLL 0.0 Rep Stress Incr YES WB 0,33 Horz(TL) 0.23 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER WEBS TOPCHORD 2 X 4 SYP No.2ND F-N = 0/219 F-L =-931/490 BOT CHORD 2 X 4 SYP No.2ND I-L =-240/240 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-P, F-L REACTIONS (lb/size) B = 1660/0-3-8 J = 1666/0-3-8 Max Horz B = -108(load case 4) Max Uplift B = -538(load case 6) J = -535(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-3005/1077 C-D = -2711/992 D-E =-2385/924 E-F = -3134/1264 F-Q =-2416/1098 G-Q = -2416/1098 G-H = -23/0 G-I = -2760/1077 I-J =-3016/1136 J-K = 0/26 BOT CHORD B-P = -842/2622 O-P =-1040/3072 N-O = -1040/3072 M-N =-999/3076 L-M = -999/3076 J-L =-882/2631 WEBS D-P = -290/934 C-P =-325/262 G-L = -204/865 E-P =-950/515 E-N = 0/230 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 lb uplift at joint B and 535 lb uplift at joint J. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10-2-10 PLATES GRIP MT20 244/190 Weight: 197 lb LOAD CASE(S) Standard lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MZT-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, AlcoTX rn 7 9 Y 9 Y P P 9 P Houston, 6977093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Tru: LE3161R R12 RHIP 1 1 1 H40301 13 i1-0- 4-9-14 B-0-0 14-0-11 19-11-9 25-10-8 21-4; 0 29-2-0 35-1-0 40-0-0 41-0-0 1-0-0 4-9-14 3-2-3 6-0-11 5-10-15 5-10-15 0-5-8 2-10-0 5-11-0 4-11-0 1-0-0 Scale = 1:72.2 3x6 = 6x6 % 6x6 i J 3x5 5x5 = T - S R Q P O 5x5 = 4x9 = - 3x10 M1120H= 3x5 = 4x9 = 3x5 = 3x10 M1120H= 8-1-12 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except* T4 2 X 4 SYP No.3, T5 2 X 4 SYP DSS BOT CHORD 2 X 4 SYP No2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. Except: 1 Row at midpt I-K BOTCHORD Rigid ceiling directly applied or 5-5-1 oc bracing. WEBS 1 Row at midpt H-O, E-T REACTIONS (lb/size) B = 1657/0-3-8 M = 1657/0-3-8 Max Horz B = 88(load case 4) Max Uplift B = 527(load case 6) M =-527(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-3046/992 C-U = -2828/923 D-U =-2773/931 D-E = -2514/867 E-F =-3696/1260 F-G = -3696/1260 G-H =-3683/1235 H-1 = -2544/863 I-K =-2406/824 I-J = -184183 J-K =-200/91 K-V = -2830/927 L-V =-2881/918 L-M = -3044/965 M-N = 0/26 BOT CHORD B-T = -767/2659 S-T =-1047/3584 R-S = -1047/3584 Q-R =-1168/3890 P-Q = -1003/3567 7-3-1 9-1-9 7-3-0 CSI DEFL in (loc) I/deft TC 0.63 Vert(LL) 0.37 Q-R >999 BC 0.86 Vert(TL) -1.02 Q-R >468 WB 0.36 Horz(TL) 0.27 M n/a (Matrix) BOT CHORD O-P =-1003/3567 M-O =-741/2657 WEBS D-T =-279/1019 C-T =-223/219 K-O =-237/919 H-O =-1313/465 E-T =-1297/561 G-R =-260/154 G-Q =-364/255 E-R =-20/413 H-Q =-89/429 L-O =-166/181 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.0psf; Category 11, Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 527 lb uplift at joint B and 527 lb uplift at joint M. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8-2-10 Ud PLATES GRIP 240 MT20 244/190 180 M1120H 187/143 n/a Weight: 207 lb LOAD CASE(S) Standard --� (lf-- Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE hill-7473 BEFORE USE. Engineering Department Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, AlcoTX rn 7 9 Y 9 Y P P 9 P Houston, 6977093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 _��� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, H40302 LE3161R R13 RHIP GIR 1 L e� Job Reference (optional) I Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries. Inc Fri Mar 10 072443 2006 Pane 1 n1-0-p 6-0-0 10-3-14 14-9-7 19-3-1 244-0 - 286-0 29-10-p 33-10-12 40-0-0 11-0p 1-0-0 6-0-0 4-3-14 4-5-10 4-5-10 5-1-0 4-2-0 1-4-0 4-0-12 6-1-4 1-0-0 Scale = 1:73.5 6x6 6x8 4x8 = V U T S X R Q P O N 4x6 2x4 II 4x6 = 5x12 M1120H= 4x5 = 4x5 = 4x5 = 7x8 = 5x6 = 4x9 = 6-0-0 i 10-3-14 14-9-7 19-3-1 24-4-0 25-9-4 29-10-0 40-0-0 6-0-0 4-3-14 4-5-10 4-5-10 5-1-0 1-5-4 4-0-12 10-2-0 Plate Offsets (X Y): [B:04-0 0-1-151 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.64 R-T >748 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -1.26 R-T >379 180 MI120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.16 L n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 487 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.1 *Except* B3 2 X 6 SYP No.2, B2 2 X 6 SYP DSS WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 8-0-15 oc bracing. REACTIONS (lb/size) B = 3746/0-3-8 L = 2747/0-3-8 Max Horz B = 81(load case 4) Max Uplift B =-1438(load case 5) L =-1002(load case 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/29 B-C =-7679/2913 C-D =-10137/4025 D-E =-12383/4911 E-F =-12383/4911 F-W =-12936/5068 G-W =-12936/5068 G-H =-10648/3963 H-1 =-8929/3298 I-J =-4607/1645 J-K =-5155/1791 K-L =-5468/1881 L-M = 0/29 BOTCHORD B-V =-2461/6766 U-V =-2452/6733 T-U =-3876/10136 S-T =-4761/12383 S-X =-4761/12383 R-X =-4761/12383 Q-R =-4918/12936 P-Q =-3788/10588 O-P =-1626/4995 N-O =-1626/4995 L-N =-1577/4809 WEBS C-V =-216/678 WEBS C-U =-1726/4127 D-U =-2168/978 D-T =-1064/2699 F-T =-990/451 F-R =-212/664 G-R =-417/1040 G-Q =-2765/1290 H-Q =-505/1260 H-P =-6056/2321 I-P =-2419/6205 I-N =-17561718 J-N =-733/2144 K-N =-326/263 NOTES (14-15) 1) 2-ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B, enclosed, MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1438 lb uplift at joint B and 1002 lb uplift at joint L. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) L. in the analysis and design of this truss. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 478 lb down and 208 lb up at 6-0-0; and 1334 lb down and 582 lb up at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-60, C-W=-142(1`=82), H-W=-60, H-I=-60, I-J=-60, J-M=-60, B-V=-20, V-X=-49(F=-29), L-X=-20 Concentrated Loads (lb) Vert: V=-478(F) X=-1334(F) J &-�/41� Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - 9"erVy design parameters and BEAD NOTES ON THIS AND INCLUDED MIT'EE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, 69TX 77093 PP N 9 P P P P P P tY 9 9 9 9 (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the TRUSSM 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. o ru LE3161R R14 MONO GIR Plate Offsets (X Y): [13:0-240-2-0] [E:0-4-4 0-1-81 LOADING (psf) SPACING 1-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOTCHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-8-9 oc bracing. REACTIONS (lb/size) A = 1336/0-3-8 D = 1336/0-3-8 Max Horz A = 79(load case 5) Max Uplift A =-562(load case 5) - D =-602(load case 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B =-1465/594 B-C = -18/12 C-D = -35/27 BOTCHORD A-E =-584/1290 D-E =-584/1290 WEBS B-E =-603/1461 B-D =-1569/711 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3-5-4 Qty Ply LE3161- Lennar Orlando- 1 1 Job Reference (optional 6.200 s Jul 13 2005 MiTek Ind 6-0-0 2-6-12 2x3 II r 3-5-4 2-6-12 CSI DEFL in (loc) I/deft TC 0.18 Vert(LL) 0.03 A-E >999 SC 0.64 Vert(TL) -0.05 A-E >999 WB 0.47 Horz(TL) 0.01 D n/a (Matrix) bearing plate capable of withstanding 562 Ito uplift at joint A and 602 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-D=-438(F=-428), A-C=-30 4x4 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 34 lb H40303 Scale = 1:20.0 e� Igbal H.AGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE. Engineering Department 94Alcorn St Design valid for use only with fvLTek connectors. This design is based only upon parameters shown and is for an individual building component. Houu ston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLISWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPH Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onono Drive, Madison, WI 53719. Job Trus5 fuss Type Qty Ply LE3161-Lennar Orlando - CAYENNE H40304 LE3161R R15 RHIP GIR 1 1 Job Reference (optional) Trussway, Orlando, FI - 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24:44 2006 Page 1 1 -1-0-0_L 4-2-0 8-6-12 13-1-4 17-&0 21-8-0 1-0-0 4-2-0 4-4-12 4-6-8 4-4-12 4-2-0 Scale = 1:39.1 5x5 3x4 = 2x3 11 5x5 = -6.00 F12 C M D E N 0 F 1 W 1 fv, W IV3M G. N B M IO � 5x5 = L K J I P H 4x6 = 2x3 11 45 = 3x10 M1120H = 2x3 11 5x8 = 4-0-4 8-6-12 13-1-4 17-7-12 21-8-0 I 4-0-4 4-6-8 4-6-8 4-6-8 4-0-4 Plate Offsets X,Y : B:0-2-8,0-0-2 , G:0-0-12,0-0-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.26 I-K >969 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.51 I-K >504 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.12 G n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 100 lb LUMBER NOTES (11-12) 1) Unbalanced roof live loads have been considered for Standard TOP CHORD 2 X 4 SYP No.2ND this design. Vert: L=-56(F) C=-156(F) P=-352(F) BOT CHORD 2 X 4 SYP No.2ND 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; WEBS 2 X 4 SYP No.3 TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and BRACING right exposed; Lumber DOL=1.33 plate grip DOL=1.33. TOP CHORD 3) Provide adequate drainage to prevent water ponding. Structural wood sheathing directly applied or 2-2-0 oc 4) This truss has been designed for a 10.0 psf bottom purlins. chord live load nonconcurrent with any other live loads. BOT CHORD 5) All plates are MT20 plates unless otherwise Rigid ceiling directly applied or 4-6-6 oc bracing. indicated. 6) This truss requires plate inspection per the Tooth REACTIONS (lb/size) Count Method when this truss is chosen for quality G = 1392/0-3-8 assurance inspection. B = 1640/0-3-8 7) Provide mechanical connection (by others) of truss to Max Horz bearing plate capable of withstanding 513 lb uplift at B = 71(load case 5) joint G and 667 lb uplift atjoint B. Max Uplift 8) "Fix heels only" Member end fixity model was used in G =-513(load case 3) the analysis and design of this truss. B =-667(load case 5) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 156 FORCES (lb) lb down and 68 lb up at 4-2-0 on top chord, and 56 lb Maximum Compression/Maximum Tension down and 24 lb up at 4-2-8, and 352 lb down and 153 lb TOP CHORD up at 13-6-0 on bottom chord. The design/selection of A-B = 0/26 B-C =-3080/1203 such connection device(s) is the responsibility of others. C-M =-4169/1744 D-M =-4169/1744 10) In the LOAD CASE(S) section, loads applied to the D-E =-4170/1742 E-N =-4170/1742 face of the truss are noted as front (F) or back (B). N-0 =-4170/1742 F-0 =-4171/1742 11) NOTE: Refer to yellow bracing and/or T-1 sheet for F-G =-2724/1046 more information. BOT CHORD 12) NOTE: The seal on this drawing indicates B-L =-105312665 K-L =-1052/2651 acceptance of professional engineering J-K =-1709/4169 I-J =-1709/4169 responsibility solely for the truss component design I-P =-879/2342 H-P =-879/2342 shown. Igbal KAGagan, P.E. G-H =-877/2352 Florida P.E. No. 25389 WEBS LOAD CASE(S) 8850 Trussway Boulevard C-L =-13/259 F-H = 0/205 D-K =-578/347 E-1 =-409/271 Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 Orlando, FL 32824 . C-K =-774/1724 D-I = -38/35 1) Uniform Loads (plf) F-1=-923/2073 Vert: A-C=-60, C-N=-114(F=-53), F-N=-60, F-G=-60, B-L=-20, L-P=-40(F=-20), G-P=-20 Concentrated Loads (lb) March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department - Design valid for use only with M19411 Alcorn St. ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromeniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. o Truss Truss Type ty, y LE3161-Lennar Orlando - CAYENNE H40305 LE3161R R 1 6 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24*44 2006 Page 1 -1-0-0 6-2-0 10-10-0 15-6-0 21-8-0 1-0-0 6-2-0 4-8-0 4-8-0 6-2-0 Scale = 1:39.0 5x5 3x4 = 5x5 = C D E 6.00 12 W 1 m F B F, 62I< AR1 0 0 4x5 = I H G 4x5 = 3x4 = 3x5 = 3x4 = 6-3-12 - 15-4-4 21-8-0 6-3-12 9-0-8 6-3-12 Plate Offsets X,Y : B:0-1-8,0-0-2 , F:0-1-8,0-0-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.15 G-1 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.39 G-1 >650 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 HOrz(TL) 0.06 F n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 93 lb LUMBER TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B, TOP CHORD 2 X 4 SYP No.2ND enclosed; MWFRS gable end zone and C-C Interior(1) BOT CHORD 2 X 4 SYP No.2ND zone; cantilever left and right exposed ; Lumber WEBS 2 X 4 SYP No.3 DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for BRACING reactions specified. TOP CHORD 3) Provide adequate drainage to prevent water ponding. Structural wood sheathing directly applied or 3-10-3 oc 4) This truss has been designed for a 10.0 psf bottom pudins. chord live load nonconcurrent with any other live loads. BOT CHORD 5) This truss requires plate inspection per the Tooth Rigid ceiling directly applied or 8-2-15 oc bracing. Count Method when this truss is chosen for quality assurance inspection. REACTIONS (lb/size) 6) Provide mechanical connection (by others) of truss to F = 853/0-3-8 bearing plate capable of withstanding 276 lb uplift at B = 926/0-3-8 joint F and 356lb uplift at joint B. Max Horz 7) "Fix heels only" Member end fixity model was used in B = 88(load case 6) the analysis and design of this truss. Max Uplift 8) NOTE: Refer to yellow bracing and/or T-1 sheet for F =-276(load case 7) more information. B =-356(load case 6) 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility FORCES (lb) solely for the truss component design shown. Maximum Compression/Maximum Tension TOP CHORD LOAD CASE(S) A-B = 0/26 B-C =-1457/414 Standard C-D =-1226/417 D-E =-1233/430 E-F =-1464/426 BOTCHORD B-1 =-340/1209 H-1 =-500/1474 G-H =-500/1474 F-G =-293/1216 WEBS C-1 =-66/400 E-G =-66/400 lqbal KAGagan, P.E. D-I =-365/265 D-G =-359/260 Florida P.E. No. 25389 NOTES (8-9) 8850 Trussway Boulevard 1) Unbalanced roof live loads have been considered for Orlando, FL 32824 this design. March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8H7.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Dove, Madison, WI 53719. 9411 Alcorn St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Tru LE3161R R17 RHIP 1 1 1 H40306 I -1-0-0+ 5-0-11 8-2-0 13-6-0 16-7-5 21-8-0 1-0-0 5-0-11 3-1-5 5-4-0 3-1-5 5-0-11 Scale = 1:39.1 5x5 D 5x5 zzz E 4x5 = J I H 4x5 = 3x4 = 3x5 = 4x8 = 8-0-4 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins. BOTCHORD Rigid ceiling directly applied or 9-6-8 oc bracing. REACTIONS (lb/size) G = 853/0-3-8 B = 926/0-3-8 Max Horz B = 86(load case 6) Max Uplift G =-274(load case 7) B =-354(load case 6) FORCES (lb).,, . Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-1473/470 C-K =-1245/402 D-K =-1186/414 D-E =-1059/394 E-L =-1173/416 F-L =-1233/404 F-G =-1478/486 BOTCHORD B-J _-376/1267 1-1 =-215/1049 H-1 =-215/1049 G-H =-367/1275 WEBS D-J =-82/339 E-H =-67/344 C-J =-270/227 D-H =-88/109 F-H =-286/242 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 5-0-0 CSI DEFL in (loc) I/dell TC 0.53 Vert(LL) -0.12 G-H >999 BC 0.52 Vert(TL) -0.34 G-H >751 WB 0.11 Horz(TL) 0.05 G n/a (Matrix) TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 lb uplift at joint G and 354 Ito uplift at joint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 102 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MFTESREFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LE3161R IR24 IMONO GIR H40313 4-2-0 2x3 Scale = 1:12.9 4-2-0 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.02 A-C >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.04 A-C >999 180 BCLL 010 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 19 lb LUMBER 5) Provide mecha connection (by others) of buss to bearing plate capable of withstanding 183 lb uplift at TOP CHORD 2 X 4 SYP No.2ND joint A and 168 lb uplift atjoint C. BOT CHORD 2 X 6 SYP No.2 6) "Fix heels only' Member end fixity model was used in WEBS 2 X 4 SYP No.3 the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be BRACING provided sufficient to support concentrated load(s) 325 TOP CHORD lb down and 142 Ib up at 0-9-8, and 325 Ib down and Structural wood sheathing directly applied or 4-2-0 oc 142 lb up at 2-9-8 on bottom chord. The pudins, except end verticals. design/selection of such connection device(s) is the BOT CHORD responsibility of others. Rigid ceiling directly applied or 10-0-0 oc bracing. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). REACTIONS (lb/size) 9) NOTE: Refer to yellow bracing and/or T-1 sheet for A = 451/0-3-8 more information. C = 354/0-3-8 10) NOTE: The seat on this drawing indicates Max Horz acceptance of professional engineering A = 54(load case 5) responsibility solely for the truss component design Max Uplift shown. A =-183(load case 5) C _-168(load case 5) LOAD CASE(S) Standard FORCES (Ib) Regular: Lumber Increase=1.25, Plate Increase=1.25 Maximum Compression/Maximum Tension 1) Uniform Loads (plf) TOP CHORD Vert: A-C=-10, A-B=-30 A-B = -34/21 B-C = -58/57 Concentrated Loads (lb) BOT CHORD Vert: D=-325(F) E=-325(F) A-D = 0/0 D-E = 0/0 NOTES (9-10) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. Igbal KAGagan, P.E. 2) This truss has been designed for a 10.0 psf bottom Florida P.E. No. 25389 chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count 8850 TruSsWay Boulevard Method when this truss is chosen for quality assurance Orlando, FL 32824 inspection. 4) Bearing atjoint(s) C considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. March 10,2006 WARNING - Ver(jy design parameters and READ NOTES ON THIS AND JNCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40314 LE3161 R R26 COMMON 1 1 Job Reference (optional) Trussway, Orlando, Fl 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24:46 2006 Page 1 -1-0-0 4-1-0 B-2-0 1-0-0 A 3x4 = 4-1-0 6x6 C 4-1-0 3x4 = Scale = 1:17.0 B-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.02 E >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.03 B-E >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 D l n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 32 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 6 SYP No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 4-10-3 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 832/0-3-8 D = 675/0-3-8 Max Horz B = 53(load case 5) Max Uplift B =-431(load case 5) D = 312(load case 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = -7/51 B-F =-984/419 C-F =-865/402 C-G =-862/394 D-G =-953/407 BOTCHORD B-E =-301/764 D-E =-3011764 WEBS C-E =-110/356 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint B and 312 lb uplift at joint D. 6) Girder carries hip end with 4-0-0 end setback. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 267 lb down and 162 lb up at 4-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied,to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: B-D=-20, A-C=-120(F=-60), C-D=-120(F=-60) Concentrated Loads (lb) Vert: E=-267(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED DDTEE REFERENCE PAGE M7-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onono Drive, Madison, WI 53719. J � Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 T 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job NSS NSS ype ty y LE3161-Lennar Orlando -CAYENNE H40319 LE3161F F01 B B 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24:59 2006 Page 1 0-3-0 Hi 1�30 1-7-8 0l�1rr8 Stele = 1:34.5 3x3 = 1.5x3 I I 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x6 FP = 3x5 = 4x6 = 1.5x3 A B C D E F G H Ti I J K T7 1 Y LO N V u T S R Q P O N M 3x9 = 4x6 = 3x6 FP = 3x5 = 3x3 = 1.54 II 1.5x3 11 3x3 = 3x5 = 3x6 FP= 4x6 = 3x6 = 2x6 SP= 2x6 SP= 20-0-0 20-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.40 Q-R >586 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.71 Q-R >334 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 101 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND E-S =-673/65 E-R =-204/226 BOT CHORD 4 X 2 SYP No.2ND `Except` F-Q =-198/233 B2 4 X 2 SYP DSS WEBS 4 X 2 SYP No.3 NOTES (9-10) 1) Unbalanced floor live loads have been considered for BRACING this design. TOP CHORD 2) Attach ribbon block to truss with 3-10d nails applied Structural wood sheathing directly applied or 4-8-4 oc to flat face. pudins, except end verticals. 3) This truss requires plate inspection per the Tooth BOT CHORD Count Method when this truss is chosen for quality Rigid ceiling directly applied or 10-0-0 oc bracing. assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation REACTIONS (lb/size) about its center. L = 1174/0-3-8 5) "Fix heels only" Member end fixity model was used in W = 2361/0-3-8 the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at FORCES (lb) 10-0-0 oc and fastened to each truss with 3-16d nails. Maximum Compressian/Maximum Tension Strongbacks to be attached to walls at their outer ends TOP CHORD or restrained by other means. W-X = -42/0 A-X = -38/0 7) Hanger(s) or other connection device(s) shall be L-Y = -42/0 K-Y = -42/0 provided sufficient to support concentrated load(s) 1193 A-B = -5/0 B-C =-2493/0 lb down at 0-2-4 on bottom chord. The design/selection C-D =-4126/0 D-E =-5053/0 of such connection device(s) is the responsibility of E-F =-5341/0 F-G =-5038/0 others. G-H =-4094/0 H-I =-4094/0 8) In the LOAD CASE(S) section, loads applied to the I-J =-2443/0 J-K = -2/0 face of the truss are noted as front (F) or back (B). BOT CHORD 9) NOTE: Refer to yellow bracing and/or T-1 sheet for V-W = 0/1481 U-V = 0/3470 more information.-i T-U = 0/3470 S-T = 0/4756 10) NOTE: The seal on this drawing indicates R-S = 0/5341 Q-R = 0/5341 acceptance of professinal engineering responsibility P-Q = 0/5341 O-P = 0/4731 solely for the truss componenent design shown. N-O = 0/3430 M-N = 0/3430 L-M = 0/1424 LOAD CASE(S) lgbal KAGagan, P.E. WEBS Standard Florida P.E. No. 25389 J-L =-1809/0 B-W =-1848/0 Floor: Lumber Increase=1.00, Plate Increase=1.00 J-M = 0/1349 B-V = 0/1339 1) Uniform Loads (plf) 8850 Trussway Boulevard I-M =-1305/0 C-V =-1294/0 Vert: L-W=-10, A-K=-110 Orlando, FL 32824 1-0 = 0/879 C-T = 0/868 . Concentrated Loads (lb) G-O = -843/0 D-T = -833/0 Vert: W=-1193(F) G-P = 0/534 D-S = 0/526 F-P =-686/52 March 10,2006 WARNING - Ver(fy design Parameters and READ. NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn TX 7 Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 6977093 PP Y 9 P P P P P P tY 9 9 9 9 8850 Trussway 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty y LE3161-Lennar Orlando - CAYENNE H40320 LE3161F F02 B B 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:00 2006 Page 1 0-1-8 H 'r 1-3-0 i 1-9-0—I O,tle S le = 1:34.7 3x3 = 1.54 11 4x6 = 3x5 = 34 = 3x3 = 3x3 = 3x5 FP = 3x5 = 4x6 = 1.5x3 A B C D E F G H I J K Y q L 1 R9 q V U T S R Q P O N M 3x6 = 4x6 = 3x6 FP = 3x5 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x5 = 3x6 FP— 4x6 = 3x6 = _ 20-0-0 20-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.33 Q-R >716 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.58 Q-R >409 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.10 L n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 103 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND E-S =-659/50 E-R =-203/233 BOT CHORD 4 X 2 SYP No.2ND *Except* F-Q =-203/233 B2 4 X 2 SYP DSS WEBS 4 X 2 SYP No.3 NOTES (7-8) 1) Unbalanced floor live loads have been considered for BRACING this design. TOP CHORD 2) Attach ribbon block to truss with 3-10d nails applied Structural wood sheathing directly applied or 5-3-6 oc to flat face. purlins, except end verticals. 3) This truss requires plate inspection per the Tooth BOT CHORD Count Method when this truss is chosen for quality Rigid ceiling directly applied or 10-0-0 oc bracing. assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation REACTIONS (lb/size) about its center. W = 1178/0-3-8 5) "Fix heels only" Member end fixity model was used in L = 1178/0-3-8 the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at FORCES (lb) 10-0-0 oc and fastened to each truss with 3-16d nails. Maximum Compression/Maximum Tension Strongbacks to be attached to walls at their outer ends TOP CHORD or restrained by other means. W-X = -41/0 A-X = -41/0 7) NOTE: Refer to yellow bracing and/or T-1 sheet for L-Y = -41/0 K-Y = -41/0 more information. A-B = -2/0 B-C =-2201/0 8) NOTE: The seal on this drawing indicates C-D =-3690/0 D-E =-4545/0 acceptance of professinal engineering responsibility E-F =-4819/0 F-G =-4545/0 solely for the truss componenent design shown. G-H =-3690/0 H-1 =-3690/0 I-J =-2201/0 J-K = -2/0 LOAD CASE(S) n BOT CHORD Standard V-W = 0/1282 U-V = 0/3090 T-U = 0/3090 S-T = 0/4266 R-S = 0/4819 Q-R = 0/4819 P-Q = 0/4819 O-P = 0/4266 N-O = 0/3090 M-N = 0/3090 L-M = 0/1282 lqbal KAGagan, P.E. WEBS Florida P.E. No. 25389 J-L =-1704/0 B-W =-1704/0 J-M = 0/1278 B-V = 0/1278 8850 Trussway Boulevard I-M =-1236/0 C-V =-1236/0 Orlando, FL 32824 1-0 = 0/835 C-T = 0/835 G-O = -801/0 D-T = -801/0 G-P = 0/512 D-S = 0/512 F-P =-659/50 March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED bHTEK REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� �' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 0 pe ty y LE3161-Lennar Orlando-CAYENNEH40321 ::: ��-'Ius7y 1 1 Job Reference (optional) I nussay, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:00 2006 Page 1 0-1-8 H 1 1-3-0 1-5-8 I —I Scale = 1:35.2 2x3 11 1.5x3 11 4x5 = 3x5 = 3x3 = 3x6 FP = 3x3 = 1.54 11 3x3 = 3x3 = 4x5 = 2x6 11 6x6 — A B C D E F G H J KL M 1 W O 4 I� v X W V U T S R Q P O N 3x6 = 4x5 = 3x6 FP = 3x5 = 3x3 = 1.5x3 11 3x3 = 3x3 = 4x5 = 4x9 = 1.5x3 11 3x6 FP = 19-8-8 20-0 0 19-8-8 0-3-8 Plate Offsets X,Y : M:0-1-8,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.33 T >707 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.58 S-T >405 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) -0.01 M n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 105 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND B-X = 0/1258 C-X =-1217/0 BOT CHORD 4 X 2 SYP No.2ND "Except" C-V = 0/816 D-V = -783/0 B2 4 X 2 SYP No.1 D-U = 0/497 F-U =-596/56 WEBS 4 X 2 SYP No.3 F-T =-175/172 J-O =-1340/0 J-Q = 0/1040 I-Q =-1001/0 BRACING I-R = 0/572 H-R = -543/0 TOP CHORD H-S =-146/570 G-S = -227/0 Structural wood sheathing directly applied or 5-4-3 oc purlins, except end verticals. NOTES (9-10) BOT CHORD 1) Unbalanced floor live loads have been considered for Rigid ceiling directly applied or 10-0-0 oc bracing, this design. Except: 2) Attach ribbon block to truss with 3-10d nails applied 2-2-0 oc bracing: T-U,S-T. to flat face. 3) This truss requires plate inspection per the Tooth REACTIONS (lb/size) Count Method when this truss is chosen for quality Y = 1164/0-3-8 assurance inspection. M = 1171/0-3-0 4) Plates checked for a plus or minus 0 degree rotation about its center. FORCES (lb) 5) "Fix heels only" Member end fixity model was used in Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Y-Z = -41/0 A-Z = -41/0 10-0-0 oc and fastened to each truss with 3-16d nails. M-N = 0/6 A-B = -2/0 Strongbacks to be attached to walls at their outer ends B-C =-2171/0 C-D =-3632/0 or restrained by other means. D-E =-4461/0 E-F =-4461/0 7) Gap between inside of top chord bearing and first /1 F-G =-4706/0 G-H =-4706/0 diagonal or vertical web shall not exceed 0.500in. H-1 =-4142/0 1-1 =-3011/0 8) CAUTION, Do not erect truss backwards. Q/�-----� J-K =-1278/0 K-L =-1239/0 9) NOTE: Refer to yellow bracing and/or T-1 sheet for L-M =-1278/0 more information. BOT CHORD 10) NOTE: The seal on this drawing indicates X-Y = 0/1266 W-X = 0/3046 acceptance of professinal engineering responsibility V-W = 0/3046 U-V = 0/4195 solely for the truss componenent design shown. lgbalKAGagan,RE. T-U = 0/4706 S-T = 0/4706 Florida P.E. No. 25389 R-S = 0/4533 Q-R = 0/3731 LOAD CASE(S) 8850 Trussway Boulevard 263 O-P = 0/2263 N O = 0/0 Standard Orlando, FL 32824 WEBS L-O = -136/0 M-O = 0/1663 B-Y =-1683/0 March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED hUTER REFERENCE PACE MII-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design poramenfers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, TX 77093 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the (713) 691 6900 TRUSSM Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply LE3 1 61 - Lennar Orlando - CAYENNE H40322 LE3161F F04 BTN 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:00 2006 Page 1 0-1-8 Hi 1-30 'r am tale = 1:35.2 3x3 = 2x3 11 1.50 11 4x5 = 3x5 = 3x3 = 3x3 = 1.5x3 11 3x3 = 3x6 FP= 4x5 = 2x6 11 5x6 = A B C D E F G H I J KL M ' W o Y I W V J T S R Q P O N 3x6 = 4x5 = 3x6 FP= 3x5 = 30 = 1.5x3 11 3x3 = 3x3 = 4x5 = 4x9 = 1.5x3 11 1 I M-8 20-0 0 19-8-8 0-3-8 Plate Offsets X,Y : M:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 0.64 Vert(LL) -0.33 S >708 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.58 R-S >405 240 BCLL - 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) -0.01 M n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 105 Ib LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND D-T = 0/497 E-T =-596/56 BOT CHORD 4 X 2 SYP No.2ND 'Except* E-S =-175/172 M-O = 0/1663 B2 4 X 2 SYP No.1 J-O =-1341/0 J-P = 0/1040 WEBS 4 X 2 SYP No.3 I-P =-1001/0 I-Q = 0/572 G-Q = -544/0 G-R =-146/570 BRACING F-R = -227/0 L-O = -136/0 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc NOTES (9-10) purlins, except end verticals. 1) Unbalanced floor live loads have been considered for BOT CHORD this design. Rigid ceiling directly applied or 10-0-0 oc bracing, 2) Attach ribbon block to truss with 3-10d nails applied Except: to flat face. 2-2-0 oc bracing: S-T,R-S. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality REACTIONS (lb/size) assurance inspection. X = 1164/0-3-8 4) Plates checked for a plus or minus 0 degree rotation M = 1171/0-3-0 about its center. 5) "Fix heels only" Member end fixity model was used in FORCES (Ib) the analysis and design of this truss. Maximum Compression/Maximum Tension 6) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 10-0-0 oc and fastened to each truss with 3-16d nails. X-Y = -41/0 A-Y = -41/0 Strongbacks to be attached to walls at their outer ends M-N = 0!7 A-B = -2/0 or restrained by other means. B-C =-2171/0 C-D =-3632/0 7) Gap between inside of top chord bearing and first D-E =-4461/0 E-F =-4706/0 diagonal or vertical web shall not exceed 0.500in. F-G =-4706/0 G-H =-4142/0 8) CAUTION, Do not erect truss backwards. H-1 =-4142/0 1-1 =-3011/0 9) NOTE: Refer to yellow bracing and/or T-1 sheet for J-K =-1277/0 K-L =-1239/0 more information. L-M =-1277/0 10) NOTE: The seal on this drawing indicates BOT CHORD acceptance of professinal engineering responsibility W-X = 0/1266 V-W = 0/3046 solely for the truss componenent design shown. U-V = 0/3046 T-U = 0/4195 lgbal KAGagan, P.E. S-T = 0/4706 R-S = 0/4706 LOAD CASE(S) Florida P.E. No. 25389 Q-R = 0/4533 P-Q = 0/3731 Standard 8850 Trussway Boulevard O-P = 0/2264 N-O = 0/0 WEBS Orlando, FL 32824 B-X =-1683/0 B-W = 0/1258 C-W =-1217/0 C-U = 0/816 D-U = -783/0 March 10,2006 WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111I-7473 BEFORE USE. Engineering Department Design valid for use only with MT9411 Alcorn St.ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the TRLISWW 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. o toss pe ty Lennar Orlando-CAYENNEH40323 LE3161 F F05 7-r-Uss 1 7LEb_3�161f- rence (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25*01 2006 Page 1 0-1-8 H 11{— 0 1-11-4 0-18 Scall `- 1:37.1 3x5 = 4x6 = 4x4 = 3x4 = 3x3 = 1.54 11 3x3 = 3x6 FP= 3x3 = 4x4 = 4x6 = 3x5 = A B C D E F G H I J K L v Z ' 1 1 X W V U T S R Q P O N M 4x8 = 3x6 FP= 4x4 = 3x4 = 1.54 11 3x3 = 3x3 = 4x4 = 4x6 = 4x8 = 2x6 SP= 3x6 FP= 4x6 - 2x6 SP= 21-8-0 21.F 14 r 21-8-0 0-3-4 Plate Offsets X,Y : L:0-2-0,Ed e , M:0-2-0,Ed a X:0-2-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(ILL) -0.47 Q-R >544 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.83 Q-R >310 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.12 M n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 117 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND C-U = 0/953 I-P = -930/0 BOT CHORD 4 X 2 SYP No.2ND *Except* D-U = -913/0 I-Q = 0/529 B2 4 X 2 SYP DSS D-T = 0/649 G-Q = -522/0 WEBS 4 X 2 SYP No.3 E-T = -855/0 G-R =-279/564 E-S =-148/279 F-R =-242/22 BRACING TOP CHORD NOTES (7-8) Structural wood sheathing directly applied or 3-5-6 oc 1) Unbalanced floor live loads have been considered for purlins, except end verticals. this design. BOT CHORD 2) Attach ribbon block to truss with 3-10d nails applied Rigid ceiling directly applied or 10-0-0 oc bracing. to flat face. 3) This truss requires plate inspection per the Tooth REACTIONS (lb/size) Count Method when this truss is chosen for quality X = 1279/0-3-8 assurance inspection. M = 1279/0-3-8 4) Plates checked for a plus or minus 0 degree rotation about its center. FORCES (lb) 5) "Fix heels only" Member end fixity model was used in Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at X-Y = -51/0 A-Y = -50/0 10-0-0 oc and fastened to each truss with 3-16d nails. M-Z = -51/0 L-Z = -50/0 Strongbacks to be attached to walls at their outer ends A-B = -3/0 B-C =-2520/0 or restrained by other means. C-D =-4185/0 D-E =-5223/0 7) NOTE: Refer to yellow bracing and/or T-1 sheet for E-F ='-5646/0 F-G =-5646/0 more information. G-H =-5232/0 H-I =-5232/0 8) NOTE: The seal on this drawing indicates I-J =-4183/0 J-K =-2521/0 acceptance of professinal engineering responsibility / K-L = -3/0 solely for the truss componenent design shown. J' BOTCHORD W-X = 0/1511 V-W = 0/3500 LOAD CASE(S) U-V = 0/3500 T-U = 0/4841 Standard S-T = 0/5646 R-S = 0/5646 KAGagan, Q-R = 0/5565 P-Q = 0/4852 Igbal P.E. O-P = 0/3497 N-O = 0/3497 Florida P.E. No. 25389 M-N = 0/1512 8850 Trussway Boulevard WEBS K-M =-1938/0 B-X =-1937/0 Orlando, FL 32824 K-N = 0/1403 B-W = 0/1404 J-N =-1358/0 C-W =-1362/0 J-P = 0/954 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MIT-7473 BEFORE USE. Lngineenng Department 9411 Alcom St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. Job Truss Truss Type ty Ply LE3161 - Lennar Orlando -CAYENNE H40324 LE3161 F F06 B B N 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 Ill Industries, Inc. Fri Mar 10 07:25:01 2006 Page 1 0-1-8 H 1-3-0 1� 0-��1{{8 ScalA` 1:37.1 3x5 = 47 = 45 = 3x4 = 3x3 = 1.54 11 3x3 = 3x5 FP = 3x3 = 4x5 = 47 = 3x5 = A B C D E F G H I J K L y'ry�j 1NR' og t Z�, l X w V U T S R Q P O _ N M 4x9 = 3x6 Flo = 4x5 = 3x4 = 1.54 h 3x3 = 3x3 = 4x5 = 4x7 = 4x9 = 2x6 SP= 3x6 FP= 4x7 = - 2x6 SP= 21-8-0 2111-4 21-8-0 0-3-4 Plate Offsets X,Y : L:0-2-0,Ed e , M:0-3-0,Ed e , X:0-3-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.58 R >444 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -1.02 Q-R >253 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.14 M n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 114 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND B-W = 0/1489 J-N =-1440/0 BOT CHORD 4 X 2 SYP No.2ND *Except* C-W =-1445/0 J-P = 0/1011 B2 4 X 2 SYP DSS C-U = 011010 I-P = -986/0 WEBS 4 X 2 SYP No.3 D-U = -968/0 I-Q = 0/561 D-T = 0/688 G-Q = -553/0 BRACING E-T = -909/0 G-R =-297/600 TOP CHORD E-S =-148/279 F-R =-242/22 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. NOTES (7-8) BOT CHORD 1) Unbalanced floor live loads have been considered for Rigid ceiling directly applied or 10-0-0 oc bracing, this design. Except: 2) Attach ribbon block to truss with 3-10d nails applied 2-2-0 oc bracing: U-W,N-P. to flat face. 3) This truss requires plate inspection per the Tooth REACTIONS (lb/size) Count Method when this truss is chosen for quality X = 1279/0-3-8 assurance inspection. M = 1279/0-3-8 4) Plates checked for a plus or minus 0 degree rotation about its center. FORCES (lb) 5) "Fix heels only' Member end fixity model was used in Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at X-Y = -52/0 A-Y = -51/0 10-0-0 oc and fastened to each truss with 3-16d nails. M-Z = -51/0 L-Z = -50/0 Strongbacks to be attached to walls at their outer ends A-B = -3/0 B-C =-2808/0 or restrained by other means. C-D =-4664/0 D-E =-5821/0 7) NOTE: Refer to yellow bracing and/or T-1 sheet for E-F =-6291/0 F-G =-6291/0 more information. G-H =-5830/0 H-1 =-5830/0 8) NOTE: The seal on this drawing indicates 1-J =-4661/0 J-K =-2809/0 acceptance of professinal engineering responsibility K-L = -3/0 solely for the truss componenent design shown. BOTCHORD W-X = 0/1683 V-W = 0/3900 LOAD CASE(S) U-V = 0/3900 T-U = 0/5395 Standard l l KAGagan, P.E. S-T = 0/6291 R-S = 0/6291 Florida P.E. No. 25389 Q-R = 0/P-Q = 0/7 8850 Trussway Boulevard O-P = 0/3897 3897 N-0 = 0/3893897 M-N = 0/1684 Orlando, FL 32824 WEBS K-M =-2074/0 B-X =-2073/0 K-N = 0/1488 March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Engineering Department 1 TX 77093 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, 941 Alcorn St. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 dd is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 7nuss7ype Qty Ply LE3161-Lennar Orando-CAYENNE H40325 LE3161 F f07 T B C 1 1 Job Reference (optional) Tmssway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:2501 2006 Page 1 0-3-8 1-3-0 r, 0� 10�-1 �1�8 St21e = 1:38.0 3x3 = 2x3 11 3x3 = 1.5x3 = 6x6 = 2x6 11 4x5 = 3x4 = 3x4 = 1.54 II 1.5x3 11 3x3 = 3x6 FP= 4x4 = 4x6 = 3x3 I 1.5x3 = A BC D E F G H I J K L M N 0 4 W 1 AD °J I� 1 AC AB Al Z Y X W V U T S R Q p 1.54 4x8 = 4x5 = 3x6 FP= - 3x4 = 3x3 = 3x3 = 04 = 4x6 = 3x9 = 1.54 11 2x6 SP= 3x6 FP= 3x4 = 2x6 SP= 21-10-12 01!3-8 20-7-8 - - 20 0-3-8 20-4-0 T?-0 i 0-1-8 1-1-12 Plate Offsets X,Y : A:0-1-8,Ed e , A:0-1-8,0-1-8 , A:0-1-8,0-1-8 , W:0-1-8,Ed e , AA:0-3-4,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.46 U-V >530 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0,92 Vert(TL) -0.79 U-V >309 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) -0.01 Q n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 117 lb LUMBER WEBS LOAD CASE(S) TOP CHORD 4 X 2 SYP No.2ND A -AA = 0/1797 N-Q = -140/0 Standard BOT CHORD 4 X 2 SYP No.1 'Except' C-AA =-1509/0 D-Z = 0/1159 Floor: Lumber Increase=1.00, Plate Increase=1.00 B3 4 X 2 SYP No.2ND, B2 4 X 2 SYP DSS E-Z =-1118/0 E-X = 0/661 1) Uniform Loads (plf) WEBS 4 X 2 SYP No.3 F-X = -636/0 F-W=-108/640 Vert: P-AB=-10, A-O=-110 G-W = -25614 M-Q =-1865/0 Concentrated Loads (lb) BRACING M-R = 0/1432 L-R =-1397/0 Vert:O=-350(F) TOP CHORD L-T = 0/966 K-T = -932/0 Structural wood sheathing directly applied or 4-7-1 oc K-U = 0/507 I-U = -460/0 Standard purlins, except end verticals. I-V =-311/440 H-V =-182/80 Floor: Lumber Increase=1.00, Plate Increase=1.00 BOT CHORD O-Q = -561/0 1) Uniform Loads (plf) Rigid cefling directly applied or 10-0-0 oc bracing. Vert: P-AB=-10, A-O=-110 NOTES (11-12) Concentrated Loads (Ib) REACTIONS (lb/size) 1) Unbalanced floor live loads have been considered for Vert: 0=-350(F) A = 1193/0-3-0 this design. Q = 1719/0-3-8 2) Attach ribbon block to truss with 3-10d nails applied Max Grav to flat face. A = 1208(load case 2) 3) This truss requires plate inspection per the Tooth Q = 1719(load case 1) Count Method when this truss is chosen for quality assurance inspection. FORCES (Ib) 4) Plates checked for a plus or minus 0 degree rotation Maximum Compression/Maximum Tension about its center. TOP CHORD 5) "Fix heels only" Member end fixity model was used in A -AB = 0/5 P-AC = -5/0 the analysis and design of this truss. AC -AD = -5/0 O-AD = -5/0 6) Recommend 2x6 strongbacks, on edge, spaced at A-B =-1419/0 B-C =-1384/0 C-D =-1428/0 D-E =-3489/0 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends E-F =-4833/0 F-G =-5565/0 or restrained by other means. y i G-H =-556510 H-I =-5565/0 7) Gap between inside of top chord bearing and first I-J =-5202/0 J-K =-5202/0 diagonal or vertical web shall not exceed 0.500in. K-L =-4147/0 L-M =-2397/0 8) CAUTION, Do not erect truss backwards. M-N = 0/399 N-0 = 0/398 9) Hanger(s) or other connection device(s) shall be BOT CHORD provided sufficient to support concentrated load(s) 350 Igbal KAGagan, P.E. AA -AB = 0/0 Z-AA = 0/2613 Ib down at 21-8-8 on top chord. The design/selection of Florida P.E. No. 25389 Y-Z = 0/4334 X-Y = 0/4334 such connection device(s) is the responsibility of others. $$50 TCUSSWay BOUI@Nord W-X = 0/5314 V-W = 0/5565 10) In the LOAD CASE(S) section, loads applied to the U-V = 0/5528 T-U = 0/4835 face of the truss are noted as front (F) or back (B). Orlando, FL 32824 S-T = 0/3434 R-S = 0/3434 Q-R = 0/1331 P-Q = 0/0 WEBS B-AA = -145/0 March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ADTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. H Alcorn 7 Hoouu Alcorn TX 6977093 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 - �i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 824 32 Orlando, F aL fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component OrlOrl857 32 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type 11ty�11—y—,TLE'1R'e1f.Lenna' Orlando-CAYENNEH40326 LE3161 F F08 BBC 1 rence (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:02 2006 Page 1 0-1-8 H 1-3-0 113-0 1 10-1 ��1...rr8 1:38.2 3x3 = 3x3 = 1.5x3 = 1.5x3 11 4x6 = 4x4 = 3x3 = 3x3 = 1.5x3 11 3x3 = 34 FP = 4x4 = 4x6 = 3x3 11 1.5x3 = A B C D E F G H I J K L M W AB AA Y x W V U T S R Q P O N 4x5 = 4x6 = 4x4 = 3x3 = 1.5x3 3x3 = 3x3 = 3x6 FP= 46 = 47 = 1.54 11 2x6 SP= 4x4 = 21-10-12 I 20-7-8 20F?-0 20-7-8 - 0-1-8 1-1-12 Plate Offsets X,Y : A:0-2-4,0-2-4 , A:0-2-4,0-2-4 , Y:0-2-0,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.39 T >637 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.66 S-T >371 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.10 O n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 116 lb LUMBER WEBS LOAD CASE(S) TOP CHORD 4 X 2 SYP No.2ND B-Y =-1758/0 B-X = 0/1330 Standard BOT CHORD 4 X 2 SYP DSS `Except` C-X =-1291/0 C-W = 0/886 Floor: Lumber Increase=1.00, Plate Increase=1.00 B2 4 X 2 SYP No.2ND D-W = -848/0 D-V = 0/567 1) Uniform Loads (plf) WEBS 4 X 2 SYP No.3 E-V = -698/0 E-U=-151/227 Vert: N-Y=-10, A-M=-110 K-O =-1777/0 K-P = 0/1374 Concentrated Loads (lb) BRACING J-P =-1341/0 J-R = 0/935 Vert: M=400(F) TOP CHORD I-R = -901/0 I-S = 0/499 Structural wood sheathing directly applied or 4-11-9 oc G-S = A65/0 G-T =-286/459 purlins, except end verticals. F-T =-169/48 M-O = -599/0 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (10-11) 1) Unbalanced floor live loads have been considered for REACTIONS (lb/size) this design. Y = 1198/0-3-8 2) Attach ribbon block to truss with 3-10d nails applied O = 1785/0-3-8 to flat face. Max Grav 3) This truss requires plate inspection per the Tooth Y = 1214(load case 2) Count Method when this truss is chosen for quality O = 1785(load case 1) assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation FORCES (lb) about its center. Maximum Compression/Maximum Tension 5) "Fix heels only" Member end fixity model was used in TOP CHORD the analysis and design of this truss. Y-Z = -41/0 A-Z = -41/0 6) Recommend 2x6 strongbacks, on edge, spaced at N-AA = -5/0 AA -AB = -5/0 10-0-0 oc and fastened to each truss with 3-16d nails. M-AB = -5/0 A-B = -2/0 Strongbacks to be attached to walls at their outer ends f� B-C =-2279/0 C-D =-3844/0 or restrained by other means. a_�J D-E =-4775/0 E-F =-5108/0 7) CAUTION, Do not erect truss backwards. F-G =-5108/0 G-H =-4744/0 8) Hanger(s) or other connection device(s) shall be H-1 =-4744/0 1-1 =-3769/0 provided sufficient to support concentrated load(s) 400 J-K =-2168/0 K-L = 0/402 lb down at 21-8-8 on top chord. The design/selection of L-M = 0/402 such connection device(s) is the responsibility of others. BOT CHORD 9) In the LOAD CASE(S) section, loads applied to the lqbal KAGagan, P.E. X-Y = 0/1323 W-X = 0/3207 face of the truss are noted as front (F) or back (B). Florida P.E. No. 25389 V-W = 0/4453 U-V = 0/5108 10) NOTE: Refer to yellow bracing and/or T-1 sheet for 8850 Trussway Boulevard T-U = 0/5108 R-S = 0/4401 S-T = 0/5053 Q-R = 0/3114 more information. 11) NOTE: The seal on this drawing indicates Orlando, FL 32824 P-Q = 0/3114 O-P = 0/1198 acceptance of professinal engineering responsibility N-O = 0/0 solely for the truss componenent design shown. WEBS L-O = -139/0 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NUTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with fvLT9411 Alcorn St. Houston, connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 'i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Qualify Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719, Job ru LE3161F F09 Trussway, Orlando, FI 0-3-8 1-3-0 r1� 2x3 11 6x6 = 2x6 11 4x5 = A BC D 4 TBC 11 1 1 3x3 = 3x4 = 3x3 = 1.50 11 1.5x3 11 3x3 = 3x6 FP= E F G H I J K AB AA Z Y X 1.5x3 II 5x8 = 4x5 = 3x6 FP= 2x6 SP= 3x4 = 0-3-8 Plate Offsets X,Y : A:0-1-8,Ed a A:0-1-8,0-1-8 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2004fTP12002 LUMBER TOPCHORD 4 X 2 SYP No.2ND BOTCHORD 4 X 2 SYP No.2ND *Except* B2 4 X 2 SYP No.1 WEBS 4 X 2 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 5-1-1 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: X-Z,V-W,U-V. REACTIONS (lb/size) A = 1210/0-3-0 Q = 1348/0-3-8 Max Grav A = 1212(load case 2) Q = 1348(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A -AB = 0/7 P-AC = -3/0 AC -AD = -3/0 O-AD = -3/0 A-B =-1325/0 B-C =-1285/0 C-D =-1325/0 D-E =-3145/0 E-F =-4357/0 F-G =-5025/0 G-H =-5025/0 H-1 =-5025/0 1-J =-4719/0 J-K =-4719/0 K-L =-3791/0 L-M =-2238/0 M-N = 0146 N-O = 0/45 BOTCHORD AA -AB = 0/0 Z-AA = 0/2354 Y-Z = 0/3906 X-Y = 0/3906 W-X = 0/4793 V-W = 0/5025 U-V = 0/5002 T-U = 0/4399 S-T = 0/3160 4x4 = L w V U T 3x3 = 3x3 = 3x3 = 4x4 = 20-7-0 20-3-8 CSI DEFL in (loc) I/ TC 0.56 Vert(LL) -0.39 U-V > BC 0.95 Vert(TL) -0.68 U-V > WB 0.69 Horz(TL) -0.01 Q (Matrix) BOTCHORD R-S = 0/1291 Q-R = 0/1291 P-Q = 0/0 WEBS B-AA = -137/0 A -AA = 0/1725 N-Q = -134/0 D-AA =-1398/0 D-Z = 0/1100 E-Z =-1059/0 E-X = 0/628 F-X = -606/0 F-W =-104/597 G-W =-261/11 M-Q =-1728/0 M-S = 0/1321 L-S =-1287/0 L-T = 0/880 K-T = -849/0 K-U = 0/449 I-U = -429/0 I-V =-294/410 H-V =-184/89 O-Q = -67/0 NOTES (9-10) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professinal engineering responsibility solely for the truss componenent design shown. defl Ud 628 360 359 240 n/a n/a LOAD CASE(S) Standard H40327 1' SC28 le = 1:37.9 1.5x3 = 1.5x3 = 4x6 = 3x3 11 3x3 = M N O w 1 AD o V AC n S R Q P 4x6 = 4x7 = 1.5x3 11 3x6 FP= 21-10-4 20rtf!-8 0-1-8 1-1-12 PLATES GRIP MT20 244/190 Weight: 118 lb 4A� Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with M1ek connectors 9411 Alcom St. This design is fused only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, on, X 7 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the (713 691 6900 Blvd. TRUSSW - erecior. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 824 32 Orlando, FL MP fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component OrlanOrlan857 32 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job fu Truss Type tyPly LE3161 - Lennar Orlando - CAYENNE H40328 LE3161F F10 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25,02 2006 Page 1 0-1-8 H 13-0 { 0�11=81 0��.1...F�8 Scdle = 1:37.7 3x3 = 1.5x3 11 4x6 = 4x4 = 3x3 = 3x3 = 1.5x3 11 1.5x3 11 3x6 FP= 3x3 = 4x4 = 4x6 = 1.5x3 II A B C D E F G H I J K L M Z AA 1111 1 82 1 Y X W V U T S R Q P O N 4x5 = 4x6 = 3x6 FP = 4x4 = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 3x6 FP = 4x6 = 4x5 = 2x6 SP= 2x6 SP= 21-8-8 2188 Plate Offsets X,Y : N:0-2-0,Ed e , Y:0-2-0,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.48 S-T >540 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.83 S-T >309 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 N n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 113 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND C-V = 0/980 J-Q = -948/0 BOT CHORD 4 X 2 SYP No.2ND `Except' D-V = -948/0 J-R = 0/544 B2 4 X 2 SYP No.1 D-U = 0/544 H-R = -520/0 WEBS 4 X 2 SYP No.3 E-U = -520/0 H-S =-220/531 E-T =-220/531 F-T =-235/58 BRACING G-S =-235/58 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc NOTES (7-8) purlins, except end verticals. 1) Unbalanced floor live loads have been considered for BOT CHORD this design. Rigid ceiling directly applied or 2-2-0 oc bracing. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. REACTIONS (lb/size) 3) This truss requires plate inspection per the Tooth Y = 1281/0-3-8 Count Method when this truss is chosen for quality N = 1281/0-3-8 assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation FORCES (lb) about its center. Maximum Compression/Maximum Tension 5) "Fix heels only" Member end fixity model was used in TOP CHORD the analysis and design of this truss. Y-Z = -41/0 A-Z = -41/0 6) Recommend 2x6 strongbacks, on edge, spaced at N-AA = -41/0 M-AA = -41/0 10-0-0 oc and fastened to each truss with 3-16d nails. A-B = -2/0 B-C =-2423/0 Strongbacks to be attached to walls at their outer ends C-D =-4122/0 D-E =-5195/0 or restrained by other means. E-F =-5688/0 F-G =-5688/0 7) NOTE: Refer to yellow bracing and/or T-1 sheet for G-H =-5688/0 H-1 =-5195/0 more information. I-J =-5195/0 J-K =-4122/0 8) NOTE: The seal on this drawing indicates K-L =-2423/0 L-M = -2/0 acceptance of professinal engineering responsibility BOT CHORD solely for the truss componenent design shown. X-Y = 0/1398 W-X = 0/3418 V-W = 0/3418 U-V = 0/4804 LOAD CASE(S) T-U = 015558 S-T = 0/5688 Standard R-S = 0/5558 Q-R = 0/4804 Igbal KAGagan, P.E. P-Q = 0/3418 O-P = 0/3418 Florida P.E. No. 25389 = 0/1396 8850 Trussway Boulevard WEBS WE L-N =-1858/0 B-Y =-1858/0 Orlando, FL 32824 L-O = 0/1426 B-X = 0/1426 K-O =-1384/0 C-X =-1384/0 K-Q = 0/980 March 10,2006 OL WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M19411 Alcorn St. .0111111.1 ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) on, 6900 on, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job IrusS buss Type Qty Ply LE3161-Lennar Orlando - CAYENNE H40329 LE3161 F F11 FLOOR 1 1 Job Reference (optional) Tmssway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25,02 2006 Page 1 0-1-8 N 1f— 30 1-8-8 1f �� { Scale = 1:37.1 1.5x3 II 3x4 = 3x3 = 1.5x3 II 3x3 = 4x5 = 3x3 11 3x5 = 3x6 FP= 3x3 = 1.5x3 II 3x3 = 3x4 = 3x3 3x5 = 3x4 = 1.5x3 11 3x3 = 4x5 = 3x6 FP= 3x9 = 3x5 = 3x3 = 1.5x3 11 3x3 = 3x6 = 11-1-0 Plate Offsets X,Y : Z:0-2-0,Ed e LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2004/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2ND BOTCHORD 4 X 2 SYP No.2ND WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: T-V,S-T,R-S. REACTIONS (lb/size) Z = 939/0-3-8 T = 1995/0-3-8 O = 905/0-3-8 Max Grav Z = 966(load case 2) T = 1995(load case 1) O = 978(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD Z-AA = -45/0 A -AA = -45/0 N-O = -38/4 A-B = -210 B-AB =-1537/0 C-AB =-1537/0 C-D =-2005/0 D-AC =-2005/0 E-AC =-2005/0 E-AD = -949/0 F-AD = -949/0 F-G = 0/1250 G-H = 0/1250 H-1 =-671/391 I-J =-671/391 J-K =-1471/0 K-L =-1471/0 L-AE =-1326/0 M-AE =-1326/0 M-N = 0/0 BOTCHORD Y-Z = 0/1038 X-Y = 0/2005 W-X = 0/2005 V-W = 0/1687 U-V =-329/202 CSI DEFL in (loc) I/d TC 0.82 Vert(LL) -0.07 X >9 BC 0.86 Vert(TL) -0.11 X >9 WB 0.43 Horz(TL) 0.04 O (Matrix) BOTCHORD T-U =-329/202 S-T =-648/181 R-S =-135/1166 Q-R = 0/1471 P-Q = 0/1471 O-P = 0/1099 WEBS G-T = -97/0 B-Z =-1379/0 B-Y = 0/694 C-Y = -636/0 C-X = -94/17 F-T =-1655/0 F-V = 0/1070 E-V =-1071/0 E-W = 0/498 D-W = -257/0 H-T =-1205/0 H-S = 0/775 J-S = -802/0 J-R = 0/564 K-R = -192/0 M-O =-1463/0 M-P =-29/345 L-P =-297/135 L-Q = -209/9 NOTES (10-11) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down at 18-6-8, 358 lb down at 20-1-0, 49 lb down at 0-2-4, 179 lb down at 2-4-0, 179 lb down at 4-4-0, and 179 lb down at 6-4-0, and 179 lb down at 8-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10-4-8 efl L/d 99 360 99 240 n/a n/a PLATES GRIP MT20 244/190 ^�^ ^ Weight: 114lb section, 1-- - --- face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professinal engineering responsibility solely for the truss componenent design shown. LOAD CASE(S) Standard Floor: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (plf) Vert: O-Z=-10, A-N=-110 Concentrated Loads (Ib) Vert: A=-49(F) C=-179(F) M=-358(F) AB=179(1`) AC=-179(F) AD=-179(F) AE=-179(F) Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING -Verify design parameters and BEAD NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AM--7473 BEFORE USE. Engineering Department St. li,1011111111k, Design valid for use only with MTrek connectors. This design is based only upon parameters shown, and is for an individual building component. H ou Alcorn 7 Applicability of design aromeniers and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 PP tY 9 P P P P P P tY 9 9 9 9 (713) 691 6900sti e for lateral support of individual web members only. l Additional temporary bracing the insure stability during construction is the res regarding of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 824 32 Orlando, FL fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component OrlanOrlan 857 32 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ILE3161F IF12 NN 1 1 1 H40330 A 3.3 11 B 3x3 = O 3x3 II Scale: 1.5"=V 1 3-6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) 0.00 E — 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.03 D-E >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 22 lb LUMBER LOAD CASE(S) TOP CHORD 4 X 2 SYP No.2ND Standard BOT CHORD 4 X 2 SYP No.2ND WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E = 195/0-3-8 D = 195/0-3-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-E = -68/0 C-D = -68/0 A-B = 0/0 B-C = 0/0 BOTCHORD D-E = 0/149 WEBS B-E = -186/0 B-D = -186/0 NOTES (5-6) ^ 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance r inspection. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. lqbal KAGagan, P.E. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Florida P.E. No. 25389 Strongbacks to be attached to walls at their outer ends or 8850 Tru55Way Boulevard restrained by other means. Orlando, FL 32824 5) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professinal engineering responsibility solely for the March 10,2006 truss componenent design shown. WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with iv47ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 PP tY 9 P P P P P P Y 9 9 9 9 (713) 691 6900 �� e for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the res regarding of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job fuss Truss Type Qty -Lennar Odando-CAYENNE H40331 LE3161F F13 FLOOR 1 Tlyy—TLE3161 eference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:03 20D6 Page 1 130 100 Scale = 1:11.4 A 3x3 - B 3x3 — C1.5x3 II D1.5x3 II E 3x3 = P 3x3 II W 2 W 2 1 W1 3x3 = 3x3 = J H 3x6 — _ 3x6 = 6-9-0 6-9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.01 I-J >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.02 I-J >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 G n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 40 lb LUMBER 10-0-0 oc and fastened to each truss with 3-16d nails. TOP CHORD 4 X 2 SYP No.2ND Strongbacks to be attached to walls at their outer ends BOT CHORD 4 X 2 SYP No.2ND or restrained by other means. WEBS 4 X 2 SYP No.3 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. BRACING 7) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professinal engineering responsibility Structural wood sheathing directly applied or 6-0-0 oc solely for the truss componenent design shown. purlins, except end verticals. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS (lb/size) J = 390/0-3-8 G = 390/0-3-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-J = -61 /0 F-G = -61 /0 A-B = 0/0 B-C = -521/0 C-D = -521/0 D-E = -521/0 E-F = 0/0 BOTCHORD 1-J = 0/361 H-1 = 0/521 G-H = 0/361 WEBS B-J = 481/0 B-1 = 0/248 C-I = -126/0 E-G = -481/0 E-H = 0/248 D-H = -126/0 NOTES (6-7) 1) Unbalanced floor live loads have been considered for this design. RE. P.E. Igbal H.AGagan, 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Florida P.E. No. 5389 inspection. 8850 Trussway Boulevard 3) Plates checked for a plus or minus 0 degree rotation Orlando, FL 32824 about its center. 4) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Dnve, Madison, WI 53719. 9411 Alcorn St.' Houston, TX 77093 (713) 691 6900TRUSWW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss N55 ype ty y LE3161 - Lennar Orlando -CAYENNE H40332 LE3161F F14 B N 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:03 2006 Page 1 0-1-8 H h 0-9-8 9-8 I Scale: 1Y1"=1' 1.5x3 11 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 3x3 11 A B C D E F G H L 0 V O N M L K J 3x5 = 3x5 = 3x3 = 1.54 11 1.54 II 3x3 = 3x5 = 3x6 = 14-0-8 14-0-8 Plate Offsets X,Y : P:0-3-8,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.09 M >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.17 M >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.04 1 n/a n/a BCDL 5.0 Code FBC2004/TPI2002 (Matrix) Weight: 76 Ib LUMBER 2) Attach Hbbon b (to truss with 3-1 Eld nails applied to flat face. TOP CHORD 4 X 2 SYP No.2ND 3) This truss requires plate inspection per the Tooth BOT CHORD 4 X 2 SYP No.2ND Count Method when this truss is chosen for quality WEBS 4 X 2 SYP No.3 assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation BRACING about its center. TOP CHORD 5) Bearing atjoint(s) P considers parallel to grain value Structural wood sheathing directly applied or 6-0-0 oc using ANSI/TPI 1 angle to grain formula. Building purlins, except end verticals. designer should verify capacity of bearing surface. BOT CHORD 6) "Fix heels only" Member end fixity model was used in Rigid ceiling directly applied or 10-0-0 oc bracing. the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at REACTIONS (lb/size) 10-0-0 oc and fastened to each truss with 3-16d nails. P = 821/0-3-8 Strongbacks to be attached to walls at their outer ends 1 = 827/0-3-8 or restrained by other means. 8) CAUTION, Do not erect truss backwards. FORCES (lb) 9) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 10) NOTE: The seal on this drawing indicates P-Q = -44/0 A-Q = -43/0 acceptance of professinal engineering responsibility H-1 = -48/0 A-B = -2/0 solely for the truss componenent design shown. B-C =-1429/0 C-D =-2170/0 D-E =—2374/0 E-F =-2170/0 LOAD CASE(S) F-G =-1430/0 G-H = 0/0 Standard BOTCHORD O-P = 0/875 N-O = 0/1954 M-N = 0/2374 L-M = 0/2374 = 0/2374 J-K = 0/1954 -� I-J = 0/875 C WE WEBS G-I =-1165/0 B-P =-1161/0 G-J = 01771 B-O = 01772 F-J = -730/0 C-O = -730/0 Igbal H.AGagan, P.E. F-K = 0/349 C-N = 0/349 Florida P.E. No. 25389 E-K = -393/0 D-N = -393/0 8850 Trussway Boulevard D-M =-128/145 E-L =-129/145 Orlando, FL 32824 NOTES (9-10) 1) Unbalanced floor live loads have been considered for this design. March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss ype LE3161 F F15 B B B Trussway, Orlando, FI DO NOT TURN TRUSS END FOR END H 11--I —I 1.5x3 11 3x3 = 1.54 11 1.5x3 11 3x4 = 3x3 11 A B C D E F Qty Ply LE3161- Lennar Orlando- 7 1 Job Reference (optional 6.200 s Jul 13 2005 MiTek Ind �1Z8 4x4 = 3x6 FP= 3x3 = 3x3 = 3x3 = G H I J K 3x3 = L H40333 07:25:03 2006 Page 1 0d� 8 S le = 1:37.1 3x4 = 1.54 11 M N AB to 34 = 3x3 = 3x4 = 3x7 = 4x4 = 3x6 FP= 1.5x3 11 1.5x3 II 3x3 = 3x4 = 3x5 = 3x3 = 7-0-0 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2004/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2ND BOT CHORD 4 X 2 SYP No.2ND WEBS 4 X 2 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) Z = 240/0-1-8 W = 1510/0-3-8 0 = 766/0-3-8 Max Uplift Z = -18(load case 3) Max Grav Z = 340(load case 2) W = 1510(load case 1) 0 = 776(load case 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD Z-AA = -53/0 A -AA = -53/0 O-AB = -45/0 N-AB = -45/0 A-B = -3/0 B-C =-388/242 C-D =-388/242 D-E =-388/242 E-F = 0/1001 F-G = 0/1001 G-H = -823/0 H-1 = -823/0 I-J =-1758/0 J-K =-2102/0 K-L =-1982/0 L-M =-1334/0 M-N = -2/0 BOTCHORD Y-Z =-53/308 X-Y =-242/388 W-X =-575185 V-W =-42/169 U-V = 0/1440 T-U = 0/1440 S-T = 0/2102 14-4-0 CSI DEFL in (loc) I/ TIC0.55 Vert(LL) -0.10 R > BC 0.78 Vert(TL) -0.17 Q-R > WB 0.37 Horz(TL) 0.04 0 (Matrix) BOTCHORD R-S = 0/2102 Q-R = 0/2102 P-Q = 0/1819 O-P = 0/823 WEBS F-W = -163/0 B-Z =-407171 B-Y =-256/109 C-Y =-81/125 E-W = -736/0 E-X = 0/644 D-X = -337/0 G-W =-1308/0 G-V = 0/932 I-V = -884/0 I-T = 0/471 J-T = -553/0 J-S =-56/192 M-0 =-1092/0 M-P = 0l112 L-P = -674/0 L-Q = 0/274 K-Q =-293/58 K-R =-170178 NOTES (10-11) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) Z. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint Z. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) 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. 9) CAUTION, Do not erect truss backwards. defl L/d PLATES GRIP 999 360 MT20 244/190 999 240 n/a n/a Weight: 113 lb LOAD CASE(S) Standard Standard Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MM7473 BEFORE USE. Engineenng Department . Design valid for use only with M1ek connectors. This design 9411 Alcorn St based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qlzzmop fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. LOAD CASE(S) Standard Standard Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MM7473 BEFORE USE. Engineenng Department . Design valid for use only with M1ek connectors. This design 9411 Alcorn St based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qlzzmop fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job fuss rus! LE3161 F F16 B B B Trussway, Orlando, FI DO NOT TURN TRUSS END FOR END H 1 1-3-0 ( ii -4-8 1.5x3 11 3x3 = 1.5x3 11 1.5x3 11 3x4 = 3x3 11 A B C D E F Z Y X 3x5 = 3x3 = 3x4 = 700 Plate Offsets (X Y): [0:0-2-0 Edge] [X:0-1-8 Edge] [ I LOADING(psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2004ITP12002 LUMBER TOP CHORD 4 X 2 SYP No.21ND BOTCHORD 4 X 2 SYP No.2ND WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 0 = 757/0-3-8 W = 1536/0-3-8 Z = 223/0-3-8 Max Uplift Z =-34(load case 3) Max Grav 0 = 767(load case 4) W = 1536(load case 1) Z = 333(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD Z-AA = -52/0 A -AA = -52/0 O-AB = -45/0 N-AB = -45/0 A-B = -3/0 B-C =-411/320 C-D =-411/320 D-E =-411/320 E-F = 0/1210 F-G = 0/1210 G-H = -820/0 H-1 = -820/0 I-J =-1883/0 J-K =-2282/0 K-L =-2165/0 L-M =-1465/0 M-N = -3/0 BOTCHORD Y-Z =-80/335 X-Y =-320/411 W-X =-723/59 V-W =-107/80 U-V = 0/1518 T-U = 0/1518 S-T = 0/2282 1 1 Job 6.200 s 1-2-8 H403341 °6 1S le = 1:37.1 4x5 = 3x6 FP= 3x3 = 3x3 = 3x3 = 3x3 = 3x4 = 1.5x3 11 G H I J K L M N r M aq Ad1&b1%-0.M6 WAA. AB I' W V U T S R O P O 3x7 = 4x5 = 3x6 FP= 1.5x3 11 1.5x3 II 3x3 = 3x4 = 3x5 = 3x3 = 14-4-0 CSI DEFL in (loc) 1/d TC 0.60 Vert(LL) -0.11 R >9 BC 0.83 Vert(TL) -0.20 Q-R >8 WB 0.40 Horz(TL) 0.04 O (Matrix) BOTCHORD R-S = 0/2282 Q-R = 0/2282 P-Q = 0/1995 O-P = 0/905 WEBS F-W = -16810 B-Z =-422/102 B-Y =-311/98 C-Y =-73/143 E-W = -811/0 E-X = Of728 D-X = -356/0 G-W = 1405/0 G-V = 0/999 I-V = -948/0 I-T = 0/511 J-T = -604/0 J-S =-51/199 M-O =-1149/0 M-P = 0/741 L-P = -702/0 L-Q = 0/281 K-Q =-298/78 K-R =-177f72 NOTES (9-10) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-1 Old nails applied to flat face. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint Z. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professinal engineering responsibility solely for the truss componenent design shown. efl L/d PLATES GRIP 99 360 MT20 244/190 55 240 n/a n/a Weight: 110 lb LOAD CASE(S) Standard Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED JUTER REFERENCE PAGE MZI-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40335 o ru LE3161F F17 BT t 1 IJob Reference 6.200 s Jul 13 2005 A 1.5x3 = B 3x3 = 1-6-8 i 0-4-0 _ , N LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2004/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2ND BOT CHORD 4 X 2 SYP No.2ND WEBS 4 X 2 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) B = 100/0-3-8 D = 100/0-3-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-D = -92/0 B-C = 0/8 A-B = 0/0 BOT CHORD C-D = 0/0 WEBS B-D = 0/0 NOTES (7-8) 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. CSI DEFL in (loc) I/deft TC 0.20 Vert(LL) 0.00 D "" BC 0.02 Vert(TL) -0.00 C-D >999 WB 0.00 Horz(TL) 0.00 n/a more information. 8) NOTE: The seal on this drawing indicates acceptance of professinal engineering responsibility solely for the truss componenent design shown. LOAD CASE(S) Standard Scale: 1.5"=1' 4 4 Ud PLATES GRIP 360 MT20 244/190 240 n/a Weight: 12 Ib ,-j A�4_� Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - 9erffy design parameters and READ NOTES ON THIS AND INCLUDED MPTEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department .Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. (713) Houston, 7093 7 TX Applicability of design paramenfers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown on, X 7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 691Tru690 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, s 0ay Blvd. vd. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 24 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job ru55 fu55 ype ty y LE3161-Lennar Orlando -CAYENNE H40336 LE3161F FR01 FLAT GIR 1 Job Reference optional Trussway, Orlando, FI 6,200 s Jul 13 2005 MiTek Industries, Inc. Fri -Mar 10 07:25:04 2006 Page 1 1-11-4 3-8-12 5-8-0 1-11-4 1-9-8 1-11-4 Scale = 1:9.8 A 5x8 = B 3x4 = C 5x7 = D 2x4 11 T1 W1 W vvi W 77 W1 W W1 B1 5x7 = 3x4 = G F 2x4 11 5x8 = 1-11-4 3-8-12 5-8-0 1-11-4 1-9-8 1-11-4 Plate Offsets X,Y : E:0-3-4,0-2-8 LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.04 F-G >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.07 F-G >866 240 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.02 E n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 54 lb LUMBER 2) All loads are co lied to all plies, except if noted as front (F) or back (B) face in the LOAD TOP CHORD 2 X 4 SYP No.2ND CASE(S) section. Ply to ply connections have been BOT CHORD 2 X 4 SYP No.2ND provided to distribute only loads noted as (F) or (B), WEBS 2 X 4 SYP No.3 *Except* unless otherwise indicated. W2 2 X 4 SYP No.2ND 3) This truss requires plate inspection per the Tooth W2 2 X 4 SYP No.2ND Count Method when this truss is chosen for quality W2 2 X 4 SYP No.2ND assurance inspection. 4) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 5) Design assumes 4x2 (flat orientation) pudins at oc 2-0-0 oc pudins (4-5-9 max.): A-D, except end verticals. spacing indicated, fastened to truss TC w/ 2-10d nails. BOT CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Rigid ceiling directly applied or 10-0-0 oc bracing. 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends REACTIONS (lb/size) or restrained by other means. H = 3273/0-3-8 7) NOTE: Refer to yellow bracing and/or T-1 sheet for E = 3273/0-3-8 more information. 8) NOTE: The seal on this drawing indicates FORCES (lb) acceptance of professinal engineering responsibility Maximum Compression/Maximum Tension solely for the truss componenent design shown. TOP CHORD A-H =-3171/0 A-B =-4977/0 LOAD CASE(S) B-C =-4983/0 C-D = 0/0 Standard D-E = -966/0 Floor: Lumber Increase=1.00, Plate Increase=1.00 BOT CHORD 1) Uniform Loads (plf) G-H = -0/0 F-G = 0/4977 Vert: E-H=-5, A-D=-1213(F=-1158) , E-F = 0/4983 WEBS 'Q B-G =-2285/0 C-F = -98/0 A-G = 0/5441 B-F = 0/7 C-E =-5448/0 NOTES (7-8) Igbal KAGagan, P.E. 1) 2-ply truss to be connected together with 0.131"x3" Florida P.E. No. 25389 Nails as follows: 8850 Trussway Boulevard Tap chords connected as follows: 2 X 4 - 2 rows at 0-4-0 oc. Orlando, FL 32824 Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. March 10,2006 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Lngineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. �f LE3161 F FR02 FLAT GIR 1 2 .lob Reference (optional) H40337 1-6-2 2-10-9 4-2-15 5-7-6 7-1-8 1-6-2 1-4-6 1.4-6 1-4-6 1-6-2 A 5x5 = M B 3x4 = Scale = 1:12.2 1 C 2x3 11 D 3x4 = E 4x6 = F 2x6 11 2x6 11 5x5 = LOADING(psf) SPACING 1-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): A-F, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) L = 3034/0-3-8 G = 2285/0-3-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-L =-2774/0 A-M =-3397/0 B-M =-3397/0 B-C =-4723/0 C-D =-4723/0 D-E =-3031/0 E-F = -423/0 F-G = -571/0 BOTCHORD K-L = 0/675 J-K = 0/3397 1-J = 0/4723 H-1 = O/4723 G-H = 0/3031 WEBS B-K =-1843/0 C-J = -770/0 D-1 = -11/56 E-H = 01765 A-K = 0/3145 B-J = 0/1533 D-H =-1955/0 E-G =-3014/0 NOTES (9-10) 1) 2-ply truss to be connected together with 0.131"xY Nails as follows: Top chords connected as follows: 2 X 4 - 2 rows at 0-5-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. CSI DEFL in (loc) I/defl Ud TC 0.84 Vert(LL) -0.04 J >999 360. BC 0.56 Vert(TL) -0.07 W >999 240 WB 0.63 Horz(TL) 0.02 G n/a n/a (Matrix) except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professinal engineering responsibility solely for the truss componenent design shown. LOAD CASE(S) Standard Floor: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (plf) Vert: G-L=-5, A-F=-644(F=-589) Concentrated Loads (lb) Vert: M=-884(F) PLATES GRIP MT20 244/190 Weight: 65 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 REPMMNMW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPlt Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. o rOSS Russ ype ty y LE3161-Lennar Orlando - CAYENNE H40338 LE3161F FR05 FLAT TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:04 2006 Page 1 10-0-0 10-0-0 Scale = 1:17.3 2x3 11 2x3 11 2x3 11 2x3 11 - 3x4 = 2x3 11 2x3 11 2x3 11 A B C D E F G H 12x3 II T1 W1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 W1 B1Ll Lj Li Li MEMEMEMMmi;�g:x:�; ��� �� M�� M5 2x3 11 2x3 11 2x3 11 3x4 = 2x3 11 2x3 I I 2x3 11 2x3 11 2x3 11 10-0-0 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 N n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 42 lb LUMBER 1) This truss requires plate inspection per the Tooth TOP CHORD 2 X 4 SYP No.3 Count Method when this truss is chosen for quality BOT CHORD 2 X 4 SYP No.3 assurance inspection. WEBS 2 X 4 SYP No.3 2) Gable requires continuous bottom chord bearing. OTHERS 2 X 4 SYP No.3 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). BRACING 4) Gable studs spaced at 1-4-0 oc. TOP CHORD 5) "Fix heels only" Member end fixity model was used in 2-0-0 oc purlins: A-1, except end verticals. the analysis and design of this truss. BOT CHORD 6) Design assumes 4x2 (flat orientation) purins at oc Rigid ceiling directly applied or 10-0-0 oc bracing. spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Recommend 2x6 strongbacks, on edge, spaced at REACTIONS (lb/size) 10-0-0 oc and fastened to each truss with 3-16d nails. R = 56/10-0-0 Strongbacks to be attached to walls at their outer ends J = 10/10-0-0 or restrained by other means. Q = 168/10-0-0 8) NOTE: Refer to yellow bracing and/or T-1 sheet for P = 159/10-0-0 more information. O = 160/10-0-0 9) NOTE: The seal on this drawing indicates N = 160/10-0-0 acceptance of professinal engineering responsibility M = 158/10-0-0 solely for the truss componenent design shown. L = 167/10-0-0 K = 127/10-0-0 LOAD CASE(S) Standard FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-R = -51/0 A-B = 0/0 p B-C = 0/0 C-D = 0/0 D-E = 0/0 E-F = 0/0 n F-G = 0/0 G-H = 0/0 H-1 = 0/0 1-1 = -9/0 BOTCHORD Q-R = 0/0 P-Q = 0/0 O-P = 0/0 N-O = -0/0 Igbal KAGagan, P.E. M-N = -0/0 L-M = -0/0 Florida P.E. No. 25389 K-L = -0/0 J-K = 0/0 WEBS 8850 Trussway Boulevard B-Q = -154/0 c-P = -146/0 Orlando, FL 32824 D-O = -147/0 E-N = -147/0 F-M = -145/0 G-L = -153/0 H-K = -116/0 E-O = 0/0 March 10,2006 WARNING - VerUy design parameters and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Y is for lateral support of individual web members only. Additional temporary bracing fo insure stability during construction is the responsibillity of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply IE3161-Lennar Orlando -CAYENNE H40339 LE3161F FR06 FLAT TRUSS 1 1 Job Reference (optional)____ Trussway, Orlando, FI - 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:05 2006 Page 1 11-7-0 11-7-0 Scale = 1:20.1 2x4 11 2x3 11 2x3 II 2x3 11 2x3 11 3x4 = 2x3 11 2x3 11 2x4 11 A B C D E F G H 12x3 II J T1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 B1 Li Li Li U um 2x4 11 2x3 11 2x3 II 2x3 11 3x4 = 2x3 11 2x3 2x4 II 11 2x3 11 - 2x6 11 11-7-0 11-7-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.74 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 P n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 48 lb LUMBER TOP CHORD LOAD CASE(S) TOP CHORD 2 X 4 SYP No.2ND I-J = 0/0 J-K = -325/0 Standard BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Floor: Lumber Increase=1.00, Plate Increase=1.00 WEBS 2 X 4 SYP No.3 S-T = 0/0 R-S = 0/0 1) Uniform Loads (plf) OTHERS 2 X 4 SYP No.3 Q-R = 0/0 P-Q = 0/0 Vert: K-T=-10, A-J=-110 O-P = -0/0 N-O = -0/0 Concentrated Loads (lb) BRACING M-N = -0/0 L-M = 0/0 Vert: J=-600(F) TOP CHORD K-L = 0/0 2-0-0 oc purlins (10-0-0 max.): A-J, except end verticals. WEBS Standard BOT CHORD B-S = -154/0 C-R = -146/0 Floor: Lumber Increase=1.00, Plate Increase=1.00 Rigid ceiling directly applied or 10-0-0 oc bracing. D-Q = -147/0 E-P = -149/0 1) Uniform Loads (plf) F-O = -143/0 G-N = -207/0 Vert: K-T=-10, A-J=-110 REACTIONS (lb/size) H-M =-68/232 I-L = -651/0 Concentrated Loads (lb) T = 56/10-7-0 F-P = 0/0 Vert: J=-600(F) S = 168/10-7-0 R = 160/10-7-0 NOTES (12-13) Q = 158/10-7-0 1) Unbalanced floor live loads have been considered for P = 168/10-7-0 this design. O = 126/10-7-0 2) This truss requires plate inspection per the Tooth N = 300/10-7-0 Count Method when this truss is chosen for quality M = -403/10-7-0 assurance inspection. L = 1223/10-7-0 3) Truss to be fully sheathed from one face or securely Max Uplift braced against lateral movement (i.e. diagonal web). M = -523(load case 3) 4) Gable studs spaced at 1-4-0 oc. Max Grav 5) Provide mechanical connection (by others) of truss to T = 56(load case 1) bearing plate capable of withstanding 523 Ito uplift at S = 168(load case 2) joint M. R = 160(load case 1) 6) Non Standard bearing condition. Review required. Q = 160(load case 2) 7) "Fix heels only" Member end fixity model was used in �+ P = 168(load case 1) the analysis and design of this truss. O = 149(load case 2) 8) Design assumes 4x2 (flat orientation) purlins at oc N = 300(load case 1) spacing indicated, fastened to truss TC w/ 2-10d nails. L = 1223(load case 1) 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. lgbal KAGagan, P.E. FORCES (lb) Strongbacks to be attached to walls at their outer ends Florida P.E. No. 25389 Maximum Compression/Maximum Tension or restrained by other means. TOP CHORD 10) Hanger(s) or other connection device(s) shall be 8850 Trussway Boulevard A-T = -51/0 A-B = 0/0 provided sufficient to support concentrated load(s) 600 Orlando, FL 32824 B-C = 0/0 C-D = 0/0 lb down at 11-5-4 on top chord. The design/selection of D-E = 0/0 E-F = 0/0 such connection device(s) is the responsibility of others. F-G = 0/0 G-H = 0/0 11) In the LOAD CASE(S) section, loads applied to the H-1 = 0/0 face of the truss are noted as front (F) or back (B). March 10,2006 WARNING - Ver(fy design parameters and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6177-7473 BEFORE USE. Engineering Department 1 Design valid for use only with MTek connectors. This design is based only upon parameters show941 Alcorn St. n, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. TRtISWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss ty y LE3161-Lennar Odando-CAYENNEH40340 LE3161F FR07 7russypeS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:05 2006 Page 1 9-9-0 9-9-0 Scale = 1:16.8 2x3 11 2x3 11 2x3 11 2x3 II 3x4 = 2x3 11 2x3 11 2x3 11 A B C D E F G H T1 W1 F7 ST1 ST1 F-1 ST1 :�Z ST1 F ST1 ST1 W1 F7 Lj 81 2x3 11 2x3 11 2x3 11 3x4 = 2x3 11 2x3 11 2x3 11 2x3 11 9-9-0 990 LOADING (psf SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 M n/a n/a , BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 40 lb LUMBER 1) This truss requires plate inspection per the Tooth TOP CHORD 2 X 4 SYP No.3 Count Method when this truss is chosen for quality BOT CHORD 2 X 4 SYP No.3 assurance inspection. WEBS 2 X 4 SYP No.3 2) Gable requires continuous bottom chord bearing. OTHERS 2 X 4 SYP No.3 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). BRACING 4) Gable studs spaced at 1-4-0 oc. TOP CHORD 5) "Fix heels only' Member end fixity model was used in 2-0-0 oc purlins: A-H, except end verticals. the analysis and design of this truss. BOT CHORD 6) Design assumes 4x2 (flat orientation) purlins at oc Rigid ceiling directly applied or 10-0-0 oc bracing. spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Recommend 2x6 strongbacks, on edge, spaced at REACTIONS (lb/size) 10-0-0 oc and fastened to each truss with 3-16d nails. P = 56/9-9-0 Strongbacks to be attached to walls at their outer ends 1 = 78/9-9-0 or restrained by other means. O = 168/9-9-0 8) NOTE: Refer to yellow bracing and/or T-1 sheet for N = 159/9-9-0 more information. M = 160/9-9-0 9) NOTE: The seal on this drawing indicates L = 163/9-9-0 acceptance of professinal engineering responsibility K = 148/9-9-0 solely for the truss componenent design shown. J = 204/9-9-0 LOAD CASE(S) FORCES (lb) Standard Maximum Compression/Maximum Tension TOP CHORD A-P = -51/0 A-B = 0/0 B-C = 0/0 D-E = 0/0 C-D = 0/0 E-F = 0/0 F-G = 0/0 G-H = 0/0 H-1 = -72/0 ' BOTCHORD O-P = 0/0 N-O = 0/0 M-N = 0/0 L-M = 0/0 K-L = -0/0 J-K = -0/0 Igbal KAGagan, P.E. I-J = 0/0 Florida P.E. No. 25389 WEBS B-O = -154/0 C-N = -146/0 8850 Trussway Boulevard D-M = -146/0 E-L = -149/0 Orlando, FL 32824 F-K = -135/0 G-J = -187/0 E-M = 0/0 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED DIITEK REFERENCE PAGE MU-7473 BEFORE USE. Engineenng Department 9411 Alcom St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. o russ pe ty y LE3761-LennarOrlando -CAYENNE H40341 LE3161F FR08 70,ulss 1 1 Job Reference (optional) Trussway, Orlando, FI 6,200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:65 2006 Page 1 5-8-8 5-8-8 Scale = 1:11.0 A 2x3 II B 2x3 II C 2x3 II D 2x3 II E 2x3 II T1 W1 - ST1 ST1 ST1 W1 Bt 2x3 11 2x3 11 2x3 11 2x3 11 2x3 11 5-8-8 5-8-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 F n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 23 lb LUMBER spacing indicated, fastened to truss TC w/ 2-10d nails. TOP CHORD 2 X 4 SYP No.3 7) Recommend 2x6 strongbacks, on edge, spaced at BOT CHORD 2 X 4 SYP No.3 10-0-0 oc and fastened to each truss with 3-16d nails. WEBS 2 X 4 SYP No.3 Strongbacks to be attached to walls at their outer ends OTHERS 2 X 4 SYP No.3 or restrained by other means. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for BRACING more information. TOP CHORD 9) NOTE: The seal on this drawing indicates 2-0-0 oc purlins: A-E, except end verticals. acceptance of professinal engineering responsibility BOT CHORD solely for the truss componenent design shown. Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard J = 69/5-8-8 F = 87/5-8-8 1 = 152/5-8-8 H = 156/5-8-8 G = 186/5-8-8 FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-J = -60/0 A-B = -13/0 B-C = -13/0 C-D = -13/0 D-E = -13/0 E-F = -80/0 BOT CHORD I-J = 0/13 H-I = 0/13 n WEBS , B-I = -143/0 C-H = -142/0 D-G = -171/0 NOTES (8-9) 1) This truss requires plate inspection per the Tooth Count lqbal KAGagan, P.E. Method when this truss is chosen for quality assurance Florida P.E. No. 25389 inspection. 2) Gable requires continuous bottom chord bearing. 8850 Trussway Boulevard 3) Truss to be fully sheathed from one face or securely Orlando, FL 32824 braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. March 10,2006 A WARNING - Ver{jy design parameters and READ NOTES ON THIS AND INCLUDED AffTEK REFERENCE PAGE bM.7473 BEFORE USE. Engineering Department Design valid for use on with MiTek connectors. This design is based on upon parameters shown, and is for an individual building component. 9411 Alcorn St. g �' g only P P g P Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Uty Ply LE3161-Lennar Orlando - CAYENNE H40342 LE3161F FR09 301 1 1 Job Reference (optional) Trussway, Odando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:05 2006 Page 1 14-4-0 14-4-0 Scale = 1:24.9 2x3 11 2x4 11 2x3 11 2x3 11 2x3 11 2x3 11 2x3 11 3x4 = 3x5 = 2x3 11 2x3 11 2x3 11 2x4 11 A B C D E F G H I J K L M Mi■'1■1.'1■_1.'1■1.'1■1-17-1.1.'1■1mi.'i. SAM — ♦`♦`♦`---- ♦ J- ♦4'� - ♦- - ♦-- ♦ J ♦ P� J� JJO� ♦ ♦S O♦'♦ J♦D• 4 ♦`♦`♦`♦`♦`♦D•♦`♦`J♦`♦`♦`♦`♦`♦`♦`♦`♦`♦ • V ♦'♦ ♦`i�� J♦.•J♦'♦9'♦•♦D•♦'J♦`♦`♦`♦`♦'♦`♦`♦D`♦•. 4 • :O.O♦i0•J•i4i000i0•.00i00i00•JA : i•0.:::•O.••:O•A000i000:000•ii00•ii0'ii•000i•Oi•OJi•J•O::•O : i�: i••:� i•.i00040•A.000 A•♦04•0•i0:•i ♦O i ii0♦ 4•O 0�4•00�0•POJOJ�00•�•••�O•OOOOJ�:0�4��i000•�•OJ�O•�O:♦•♦•••♦:♦•♦•♦•♦:•:♦:♦:♦i•♦•i❖♦♦♦•ii•:♦iii i ii0 �•iii❖i❖ii♦i:•i ii❖i0•i♦:♦i•••i♦:'i•••♦•: i i i.•i ii i i i iiiiiiiiiiiiiiiiiiii • ♦ • ♦ ♦ ♦ ♦ ♦O•i •O i♦ ♦ . ♦ :, i♦i •� ♦ ♦ ..♦ 40• _ ♦ i i ii0•♦ ♦ ♦ •. � ��� ♦ ♦ ♦ ♦ ♦ i �":.. O❖�O♦ S•�♦ OHO �� ♦ ♦ O❖� i•O• ii000060•�ai000•�OiO•i io•OHO•ii•OOii0•io'OOiiiii0•P0�4♦Oii40iO�i ii 2x4 11 20 11 2x3 11 3x5 = 2x3 11 3x4 = 2x3 11 2x3 11 2x3 11 2x3 11 2x3 I I 2x4 11 2x3 11 14-4-0 Plate Offsets X,Y : 1:0-2-0,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 T n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 58 lb LUMBER BOTCHORD TOP CHORD 2 X 4 SYP No.3 T-U = -0/0 S-T = 0/0 BOT CHORD 2 X 4 SYP No.3 R-S = -0/0 Q-R = 0/0 WEBS 2 X 4 SYP No.3 P-Q = -0/0 O-P = 0/0 OTHERS 2 X 4 SYP No.3 N-O = 0/0 WEBS BRACING B-Y = -154/0 C-X = -146/0 TOP CHORD D-W = -147/0 E-U = -147/0 2-0-0 oc purlins (10-0-0 max.): A-M, except end verticals. F-T = -147/0 G-S = -147/0 BOT CHORD H-R = -147/0 J-Q = -146/0 Rigid ceiling directly applied or 10-0-0 oc bracing. K-P = -151/0 L-O = -132/0 G-T = -0/0 REACTIONS (lb/size) N = 35/14-4-0 NOTES (8-9) Z = 56/14-4-0 1) This truss requires plate inspection per the Tooth Y = 168/14-4-0 Count Method when this truss is chosen for quality X = 159/14-4-0 assurance inspection. W = 160/14-4-0 2) Gable requires continuous bottom chord bearing. U = 160/14-4-0 3) Truss to be fully sheathed from one face or securely T = 160/14-4-0 braced against lateral movement (i.e. diagonal web). S = 160/14-4-0 4) Gable studs spaced at 1-4-0 oc. R = 160/14-4-0 5) "Fix heels only" Member end fixity model was used in Q = 159/14-4-0 the analysis and design of this truss. P = 164/14-4-0 6) Design assumes 4x2 (Flat orientation) purlins at oc O = 144/14-4-0 spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Recommend 2x6 strongbacks, on edge, spaced at FORCES (lb) 10-0-0 oc and fastened to each truss with 3-16d nails. Maximum Compression/Maximum Tension Strongbacks to be attached to walls at their outer ends _ r TOP CHORD or restrained by other means. A-Z = -51/0 A-B = 0/0 8) NOTE: Refer to yellow bracing and/or T-1 sheet for B-C = 0/0 C-D = 0/0 more information. D-E = 0/0 E-F = 0/0 9) NOTE: The seal on this drawing indicates F-G = 0/0 G-H = 0/0 acceptance of professinal engineering responsibility Igbal KAGagan, P.E. H-1 = 0/0 1-1 = 0/0 solely for the truss componenent design shown. Florida P.E. No. 25389 J-K = 0/0 K-L = 0/0 8850 Trussway Boulevard L-M = 0/0 M-N = -32/0 LOAD CASE(S) BOT CHORD Standard Orlando, FL 32824 Y-Z = -0/0 X-Y = -0/0 W-X = -0/0 V-W = -0/0 U-V = -0/0 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design aramenters and proper incorporation of com oneni is responsibility of building designer not truss designer. Bracing shown Houston, 69TX 77093 PP tY 9 P P P P P P tY 9 9 9 9 8850 Trussway 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss I fuss Type Uty -Lerner Orlando-CAYENNEH40343 LE3161F FR10 301 1 7—TL-E36' ob Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:05 2006 Page 1 6-11-0 6-11-0 ' Scale = 1:11.8 A 2x3 11 B 2x3 II C 2x3 11 D 2x3 11 E 2x3 II IF 2x3 11 T1 W1 ST1 ST1 W1 W1 W1 B1 EMENEEMEMENEEM 2x3 II 2x3 II 2x3 II - 2x3 II 2x3 II 2x3 II 6-11-0 6-11-0 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 G n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) "Fix Weight: 27 Ib LUMBER 5) heels only" ode! vas used in the analysis and design of this truss. TOP CHORD 2 X 4 SYP No.3 6) Design assumes 4x2 (Flat orientation) puffins at oc BOT CHORD 2 X 4 SYP No.3 spacing indicated, fastened to truss TIC w/ 2-10d nails. WEBS 2 X 4 SYP No.3 7) Recommend 2x6 strongbacks, on edge, spaced at OTHERS 2 X 4 SYP No.3 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends BRACING or restrained by other means. TOP CHORD 8) NOTE: Refer to yellow bracing and/or T-1 sheet for 2-0-0 oc purlins (6-0-0 max.): A-F, except end verticals. more information. BOT CHORD 9) NOTE: The seal on this drawing indicates Rigid ceiling directly applied or 10-0-0 oc bracing. acceptance of professinal engineering responsibility solely for the truss componenent design shown. REACTIONS (lb/size) L = 67/6-11-0 LOAD CASE(S) G = 79/6-11-0 Standard K = 153/6-11-0 J = 163/6-11-0 I = 156/6-11-0 H = 176/6-11-0 FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-L = -60/0 A-B = -11/0 B-C = -11/0 C-D = -11/0 D-E = -11/0 E-F = -11/0 F-G= -72/0 BO BOT CHORD n K-L = 0/11. J-K = 0/11 -� 1-J = 0/11 H-1 = 0/11 G-H = 0/11 WEBS B-K = -143/0 C-J = -149/0 D-I = -143/0 E-H = -162/0 lgbal KAGagan, P.E. NOTES (8-9) Florida P.E. No. 25389 1) This truss requires plate inspection per the Tooth Count 8850 Trussway Boulevard Method when this truss is chosen for quality assurance Orlando, FL 32824 inspection. 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). March 10,2006 4) Gable studs spaced at 1-4-0 oc. A WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, TX 77093 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the (713) b91 6900 78850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BC511 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. I LE3161F FR11 1301 11 1 1 H40344I 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07 A 2x3 II B 2x3 II C 24 II D 20 II 4-0-0 4-0-0 .,.$ ,.;{:•;}�;�„�,�v;�;9;�;: yi�v,6,.n:�'�{4•.}v •3'��A ��:;\:;: a;:%�?:>.;y1xS•>.,,,.,.,`.:i•`.:`.`;:a�:$;L•;�;;..�.�.,,.y'.�+�v;}:;�:f''r,:v:k•,;x.>..::iy�?i �����,�TiZ�#}:�v:nfi����.'Y�Ya�i%jr,.3G:Ku' �,^•,;:R:�:{4.MI^•.:�•.�:�.•�::1$:•.ti'v:{+.:I•;:Y.:XF 3�: �:$CSti ir,\¢ L<•::� :¢Yi i,-?•,•,•,•v<4Y `<`>.2'r,�b'•a ':{�:�E"iLvfvu�"��:, :•::: i:Xi\:.+:�:�<::� 9:�:<:�: r: •, %. ::'fir::.<::� �Y�$}'�Y7+.�Y?,}'.v,'1:�.•. �:�i ��: i�.v:<•:::2:Y.v '�• Q �. \.; 4 : �'�. SC.'�i',yyi% LOADING (psf) SPACING 2-0-0 TILL 40.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOTCHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP II OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD 2-0-0 oc purlins: A-D, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) H = 65/4-0-0 E = 65/4-0-0 G = 158/4-0-0 F = 158/4-0-0 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-H = -58/0 A-B = -9/0 B-C = -9/0 C-D = -9/0 D-E = -58/0 BOTCHORD G-H = 0/9 F-G = 0/9 E-F = 0/9 WEBS B-G = -146/0 C-F = -146/0 NOTES (8-9) 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Old nails. CSI DEFL in (loc) I/deft TC 0.05 Vert(LL) n/a n/a BC 0.01 Vert(TL) n/a n/a WB 0.03 Horz(TL) 0.00 E n/a (Matrix) 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professinal engineering responsibility solely for the truss componenent design shown. LOAD CASE(S) Standard Ud PLATES GRIP 999 MT20 244/190 999 n/a Weight: 16 lb WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTES REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Scale: 1.5"=V 1 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcorn St. Houston, TX 77093 AeNh (713) 691 6900 8850 Trussway Blvd. TRLOSYW Orlando, FL 32824 (407) 857 2777 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. 6-4-8 dimensions shown in ft-in-sixteenths Injury u or DamagePersonal In Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely seat. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never 2 3 TOP CHORDS C1-2 C2-3 stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and o WEBS all other interested parties. �' For 4 x 2 orientation, locate Oz U �'1 p ACS-6 4. Cut members to bear tightly against each other. plates 0-'i,d' from outside U n_edge O a5. Place plates on each face of truss at each of truss. C7-8 C6-7 O joint and embed fully. Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPII. 'This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII. `Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the 4 x 4 perpendicular to slots. Second responsibility of truss fabricator. General practice is to dimension is the length parallel camber for dead load deflection. to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95 43, 96-20 1, 96 67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but reaction section indicates joint 14. Connections not shown are the responsibility of others. ��a number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: ® MiTek® 16. Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. R BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 p 2004 MiTek® r FLOOR HANGER SCHEDULE MARK DESCRIP77ON SIMPSON USP FHl LUS44 ✓US44 fH2 HU46 HD46 FH3 HGUS46 TVDH46 FH4 7HA41Y MSH413 fH5 7HA222-2 USH222-2 FH6 THA422 MSH422 FH7 7HA413 1 MSH413 ROOF HANGER SCHEDULE MARK DESCR/PRON USP RH1 ✓US24 RH2✓US26 RH3THD26 RH4MSH29 MHUS26 RH52 USH222-2 RH6SKH26L RH7SKH26R BTND210 9HGUS26-2TNDH26-2 r 1 HJC26 fN8 HUS210-2 HUS210-2 fH9 SUL410 SKH410L fH10 SUR410 SKH410R ALL MARKS MAY NOT BE USED. ALL MARKS A14Y NOT BE USED. N y N 04 QO, O O O O TYPICAL NIP SET NAILING I OPEN FACE 7RlJSS1NAY. LTD_ 8860 TY+isawaq Blvd Orlando, FL 32824 (407) 857-2777 (407) 857-7856 FA% FER TO SHT."T-t FOR IMPORTANT INFORMATION! TE 1107103 ?AWN BY: ✓T BECK BY: 1B N0: : LE3161 VISIONS :. 1123104 ✓T OBBO=DROP BEAM BY OTHERS T-2 BY 07HERS FBBO=FLUSH BEAM BY OTHERS I - R12 X 3' WOOD SCREW a EACH END OF ALL TREADS RISER a_RISERS - NOT REQUIRED VMERE STRI4GER IS SECURED TD vALL TREAD 1 MORTISE S V2', TYPICAL T 4 I/c , TYPICAL 9' MIN" TREAD 2 x 12 OYQMI+Au�+� MRQlgM 2 REQUIRED I x RISER 3/4' ACTUAL 1 7-3/4' MAXIMUM iik Q� T SECTION VIEW - TREAD & RISERS —j f— 3' TYPICAL 1 27' AVERAGE / STANDARD i T` "-ROUTE AS INDICATED HERE TO ACCEPT TREADS, RISERS a WEDGES WOODEN WEDGES - GLUE IN ROUTED MORTISE TO SECURE TREAD(S) a RISER(S) NOTE, SEE DRAWINGS a OF STAIR RAIL SYSTEM 36' STANDARD - 48' MAX" —1 I/2' THICK 'FIRE STOP', —RISER (SEE ALSO OTHER SECTIONS a NOTES) GYPSUM BOARD (OR AS REQUIRED BY APPLICABLE CODES) NOTE, SEE DRAWINGS a CERTIFICAT 13F STAIR RAIL SYSTEM BY OTHERS NOTE, SEE DRAWINGS a CERTIFICA' OF STAIR RAIL SYSTEM BY B. a R L 2- 1/2' X 3 1/2' L CARRIAGE BOLTS 2. 16 - 08 X 3' SCREWS W/ 3/4' PLYWOOD RISER 3. 1.34". 08 SCREWS REQUIRED PER 12' VERTICAL HEIGHT ! RISER .1 LANDING CONNECTION 4. 6 - 1/4'x4' SLOTTED HEX HEAD 'TAPCON' z Z Li LAJ z LJ �- -'wWT SAG' MODEL Na S - 86 L'i STEEL STRAP OR EQUAL W/ 8 - l0d -i COMMON NAILS - SEE NOTE No. 7 _I Nt \ SEE NOTE M" > y 21-0 MAX" W N ABOVE FINISH FLW R sF N Z V2 CARRIAGE BOLTS SEE SECTION 'C' 3 WOOD FRAME LANDING N SEE ADDITIONAL DRAWINGS BY OTHERS cu tS l J Ij �/to lf) cU OD N v P X GENERAL NOTES, ¢ IQ-c 3 • NSQ\ SECTION VIEW - TREAD & RISE D ! L THIS STAIR DESIGN TO BE USED IN LIEU OF 'NOTCHED STRINGER' STAIRS FUR FREE ST 0. THE TOTAL RISE EXCEEDS 16 ADJACENT XCEEDS V) NY o WHERE THE WIDTH EG 3'-0TIONS O (L40 N SEE NOTE M" FDR FLOOR REACTION �,.. 2 ALL WOOD TD BE 'No. I DENSE' OR GREATER, SOUTHERN YELLOW PINE PER (Q li: 6 N.F.P.A. STD. Q -STAIR ST�RR� --f�SIHQ.ltiAl lieMINIMUM 1/2' + I SPECIFICATIONS DETAILED ON THIS SHEET COMPLY WITH THE O ¢ y In CLOSUREGYP'I "' THICK FIRE STD / RI t DOT. , TYPICAL REQUIREMENTS N8. THE FIORIDA BUILDING CODE -REVISED 2003 Z H "" n —i VLW THRCN(K 'FIRE STOP'/ s7W;- �T-'fYP. r-S�ER t BOT., T ..,r'..� 4. "' •.+�. FINISH FLOOR THE RISE AND TREAD DIMENSIONS MUST NOT EXCEED THE PRESCRIBED LIMITS OF THE APPLICABLE OODE(S). THE MAXIMA VARIATION MUST >E LESS THAN 3/16'.RISER cF-7N = w y e8 !\ X W H... Q+ Q Q3rj Q.' GA• t\JvS. GALV. STEEL TIE PLATE EACH SIDE, TYPICAL THIS STAIRVAY SYSTEM IS DESIGNED FOR A 100 P.W. LIVE LOAD AND TON]M14A0 REACT A `I P.L.F. STAIR RAIL LIVE LOAD AS APPLIED ! TOP RAIL. R6' 04/19/04 OR V X le X 16 GA. (MINIMIR�O GALV. STEEL W/ 4 - 16d COMMON MAILS TO STRINGER a 4 TIE PLATE EACH SIDE, T 6, - 10 GA CONCRETE NAILS TO SLAB 0.7. CAUTION STnlRWAY LANDING MUST BE ADEQWITE TO PROVIDE -A MINIMUM OF 2.13 kps L9;TERAL a L60 Ups VERTICAL REACTION. AiLx= tm. 03541 PLAN VIEW @ LANDING �i P��{/I�A/eD /�oD� STEEL TOP STPAP a TIE PLATE MAY BE -]DELETED. AND THE REACTIOMS t LANDING/FLOORREDUCED WHEN STAIR STRDMR IS ATTACHED OR OTHERWISE TF's2ti711GF10UT IT'S LENGTH BY AILAAD WARM PARTITION OR Mau Nw �O^ �OM��' ' WALL. OF ❑F t:AFKI ENGINEERING COMP��`NCE _ �E�VED.FOR CODE RE . �R�'R� ENGINEERING ' Mori a MkMW mdej AN Intff tfrxk� . RGE - July 18, 2002 Alan Plante, Chief Plans Examiner Nvrrn Smith, Deputy Building Official CENT L RAL FIL-JORID A- - Orange County Building Division Administration Building, 1st Floor MANTUFACTURER NAME: 201 South Rosalind Avenue 10 /'iC'� E f�✓� ✓S P.O. Box 2867 Orlando; FL-32-802-2687 MASTER F]EL (4.Q7) 336-5760 RE: Florida Extruders Fenestration MasterfiHe Update Alternate Nailing schedule for Fin Frame Windows Messieurs Plante and Smith, This letter updates Florida Extruder Fin Window installation drawings contained in the Orange County Fenestration Masterflle .for an Alternate Nailing Schedule and Installation Instructions. These Alternate Nailing Schedule and Instructions can be used in lieu of the No_ 8 Wood Screw required by the installation drawings. Attachment No, 1 includes a table listing all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Attachment No. 2 includes the specific Alternate Nailing Schedule. and Installation Instructions. Attachment No. 3 includes the analysis methodology used in the development of the Alternate Nailing Schedule and Installation Instructions as well as a sample calculation. Any questions should be addressed to the undersigned_ Thank you. 7540Jewett Lane, Santord, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 I c.d W❑2a' :a zeaz 6a .3as btr53�d LO: 'CH XUd �uaun le�aQ Gulp[jr, 7 n F. AMW Ede Anr fab Regards,. PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 61GIS-23.002, F-A.C. A charcoal pencil was applied tor . the impression seal to facilitate reproduction_ LIENTRAa " FLORIDA B. O. A- Tr - mANuFACTU ER NAM E ---- _ JUL 3 0 2002 F1c: 2D02-LTR-R1A-014 "-- - 2540 3ewcLt Lane, Sanfard, FL 32771-1600 - (407) 323-330D • Fax (407) 322-3507 2 Ttjaurn-ledad 6u t p P r,g : W083 cd WdZO:Te 7-007- 60 das 2bL-�9�8 L01 OH M33 -jamoasn-) Danlen d6S=ZD ZD l;D da, l `Alternate; Nailing Schedule and Installation Instructions — Analysls Methodology and Sample Calculation. Load Distribution based'on.AAMA 103.3-93 Procedural Guide and centroid location based on common shape geometric formulas. .r• r M H.7phUWidM . Nlw < 1.0 McigWMdM - KW s 1.0 AAMA 103.3. Cta1 3 LOAU Distribukion AAMA 103.3. C. 1 L�.d Dbvtbu[l.n Florida Extruders Drawing No. FLEX0026, FLEX0029 and FLEX0030 Eyebrow Arch - Fixed Lite y Half Girclo - Fixed Lite Florida Extruders Drawin No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = Vli (b)(h) where: b = iamb Height (H) or Head/Slil Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = 1/2 (h)(a + b) h = H/2 or W/2 2540 3ewett lane, Sanford, FL 32771-1600 (407) 323-3300.• Fax (407) 322-3507 5 9d Wcj2a: 10 hoop 60 'daS c6-� S926 Lob : 'ON Xtj.3 Zu—'3-iedaQ 6u tp I t na : W083 •-•••^-^^-�-•-�--��. .Jcr ran �n cn daC UNTRA AM F766da FLORIDA B. O- A. F_ - AM MANUIP AcTR NAME wit jut MASTER yffi Non-Rectangular Configurations Load Dlstrlbution: Loading to the head, sill and/or jamb were based on the centroid of the configuration. For the half -circle shown:_ where: Al = 1/2(b)(h) b = Sill Width . Atotal = 3.1416(R2)/2 H = centroid of 4R%3(3.1416) A2 = Atotal - Al R = Radius Fastener Calculation: Paslode Nail Allowable = 38 lbs./in per NER-272 Nail length is 2.375", sheathing thickness is 1/ " and frame thickness Is 0.50" Embedment. is 2.375 - .5 - .050 = 1.825" Nail Allowable at full embedment = 1.825(38) = 69.35 lbs., use 69 lbs. Number of Fasteners = [Load Area (psf) x Design Pressure (psf)] / 69 Number of Fasteners is -rounded up to the next highest full number. Load Area is as shown above. Design Pressure was based on 45 and 70 psf. Fastener Spacing: Based on: One nail is required a maximum 6" from each corner of head, sill or • jambs. • The number of fasteners required for each head, sill or jamb based on the [Loading Area x. D.P.]/69 For each head, sill or jamb, the spacing of the required fasteners between the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is. done for each of the configurations and a worst case spacing developed for all series window sizes at 4S psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 25, Width 36", Height = 62" H/W is equal to 62,/36 = 1.72 therefore, therefore, loading diagram for Case 1 is shown on the next page. Al = Vi(W/2)((H-W)+H)) - Vi(36/2)((62-36)+62))/144 = 5.5 SF A2 = 'h (W/2)(W)/144 = Yz(36/2)(36)/144 = 2.25 SF 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 - Faz (407) 322-3507 6 Ld W&70:To c06Z 60 'e;�S a6t75923 Lev : "CH XUJ 6ulpline WOdd Pn daS J _ e AW 5j 06da AW 1�Ttq-�dr�Cy� fd�Lj7 Load on Jamb = 70(5.5) = 385 lbs. Load on Head/Sill = 70(2.25) _ _ 157.5 lbs. Number of Fasteners Jamb, (N) = 385/69 = 5:58 = 6. Number of Fasteners Head/Sill ;(N) = 157.5/69 = 2.28 = 3 - Fastener Spacing Jambs = (H - 2(Edge'Distance))/((N - 2) + 1) _ (62 - 2(6))/((6-2)+1) = 10" Fastener Spacing Head/Silt. = (W - 2(Edge Distance))/((N 2) + 1) _ (36 - 2(6))/((3-2)+1) = 12" o A similar calcu!ation was performed for the 45 psf D.P_ In turn, this calculation was duplicated for all applicable window sizes. The enveloped spacing was developed, based on enveloping similar results from all of window sizes grouped by the different series windows to arrive at the recommendation of Attachment No. 2. Spreadsheets were developed to mechanize .the repetitive calculations.' 001 FY.E RMA B_ Q_A- t+_arsnvrcm 171 ` v R1L 1tt�.LY E: H �:ghvvx►ern, = rsnnr > 1.0 FIG>�i c�4 �'x �v� AJVMA 1U3.3. C zmw 1 Load DlctrAxibon r r : MASTER FR& # ,4./dL/M2 2540 3ewett Lane, Sanford, FL 32771-16DO • (407) 323-3300 - Fax (407) 322-3507 7 8d WdV@ : TO Ueez 60 -daS 'U1 >1d:1 1e�"aQ 6u ? P i ? ^8 L13c13 i Sep.09 02 02:59p Valued Customer .1407). 834-9029 p_6. F766da MEOW ATTACHMENT NO. 2 Alternate Nailing Schedu)e and Installation instructions - Fin Frame Window - Required Nail Paslode Catalog #650111, 2.375" Long, 0.113" Diameter, Ring Shank Nail per NER-272. Nail Installation • Nall shall be installed to its full depth In the side grain of framing members. • Required embedment has considered window frame thickness and a sheathing thickness of_'/z'_ Sheathing thickness greater that 1/2" will require reduction in spacing based on the Manufacturer,: Florida Extruder Internationa►'s recommendation. Spacing From Corner Minimum of one nail required in Head, Sill and Jambs 6" maximum from each corner of Rectangular Windows. Minimum of one nail required 6" maximum from each corner on Fans, Eyebrows, Quarter Circles, Half Circles and s Octagons. Spacing Between Corner Nails of Rectangular Windows and along arched & straight perimeters of Fans, Eyebrows, Quarter Circles, Halt Circles, full. Circles, -Ovals and Octagons. 45 PSF Design Pressure: Maximum of 8" on centerline. 70 PSF Design Pressure: Maximum of 5'_on centerline. CEN T HAL FLO_ZIDA B.O.A.F_ AIAN ACTURER NAME F/o � � E.r�vdrrs MASTER FILE 2540 Jewett Lane, Santoro, FL 32771-1600 - (407) 323-3300 Fax (407) 322-3507 4 Sd Wd:0:10 2:002: 60 'das EG17=8 Lob : 'ON Xt1j ZuamlledaQ 6ucpl-E : ►.ice ATTACHMENT NO. 1 Orange. County Fenestration Masterfile List Alternate Nailing Schedule. Drawing Applicability. --_ Fin Trame.Window. Mat�Prfi1P - No. Dw . No. Descri tion 1 FLEX0029 Horizontal Sliding Window XDX - Fin 3 FLEX0026 Single Hung Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window —Fin Half -Circle and Eyebrow shown_ Applicable to other configurations note 9 on FLEX0037) FuLCAUDA B.O.A.- MANUFACTURER NAME: EI-0 u� / y.. MASTER FILE 3 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 hd WCCO : L0 MOM 60 'da5 26PS5za L0C 'ON Xti3 }uaWj-Iedz'p 6u c p 1 t ng WCYd3 July 25, 2002 Florida County, City and. Local. Governments Community Development and Building Departments RE: FLORIDA EXTRUDER MILESTONE SINGLE .HUNG WINDOWS TESTED TO ANSI/AAMA/NWWDA 101/I.S.2. — 97 Building Officials, Inspectors and Plan Examiners, The question dealt with in this letter is the applicability of approved testing results for a single hung window with a straight head -versus extending those test results to a single hung window with a half radius or full radius head. The Florida Building Code requires testing and labeling of Exterior windows and Glass Doors as follows. §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and.glass doors shall -be. tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder's approved testing reports for Milestone Single Hung Windows used , a straight head extrusion in the tests. These tests where. performed to the ANSI/AAMA/NWWDA 101/I.S.2 - 97 specification with structural testing to ASTM E330 as required by the AAMA 101 specification. ANSI/AAMA/NWWDA 101/I.S.2 - 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway _Performance Requirements as defined in Table 2.1. When extending test results to windows of other configurations or to windows of smaller sizes, the following must be considered. 1. For other configurations, that the difference does not affect the test results. 2. For smaller window sizes, that a methodology grounded in sound engineering practice is used to extrapolate test results to smaller windows. 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 Aff Fbf f We AM bib9m5offij,L jC 3.For both considerations, that extrusion section. properties remain.the same, corner connections do not differ and that the glass thickness and style do not vary. .Florida Extruder Milestone Window test reports are based on the largest size window with comparative analysis (performed to the methods promulgated by AAMA 103.3) used to determine the rating of window sizes smaller then those tested. By use of AAMA 103.3 procedures, sound engineering practice is used as mandated by the building code. When extending- the -test results of a single hung window with a straight head to windows with half radius head (2" per 1' slope) or full r.adius-head (1" per 1'-slope), the corner connection., extrusion section and glass thickness are the critical factors in determining applicability. In all cases for Florida Extruder Milestone Single Hung Windows with either a straight head or a radius head, the extrusion section, corner connection, and the glass thickness and style are the.same for the straight head as ; well as the radius head. _ Further, SBCCI PST_& ESI Evaluation Guide 115, Doors and Windows states: "All sizes -of doors and windows are not required to be tested. If samples selected for testing represent the critical parameters of the range of window sizes covered by the proposed Evaluation Report. The samples tested shall be randomly selected from regular production units and installed on the test apparatus in a manner representative of the manufacturer's published installation instructions." The independent testing laboratory.will test that configuration enveloping those critical parameters, as is the case with 'Florida Extruder Milestone Window testing. Therefore, based on the above references, reviews, and discussions, it is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius head single head windows. Any additional questions can be addressed to the undersigned. Thank you. 2540 3ewett Lane, Sanford, FL 3.2771-1600 • (407) 323-3300 • Fax (407) 322-3507 2 File: 2002-LTR-RJA-019 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407). 322-3507 3 Ann Fkxida Aw . .r&�I AW facto July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy Building Official Orange County Building Division �' ` - A' A B Administration Building, 1st Floor MANTUFACTUR R NA_�f 201 South Rosalind Avenue - � f�JcrC . P.O. Box 2867 YS - - ��D r LCr� Orlando, FL 32802-2687���. (407) 836-5760�l� f'iyH RE: Florida E)ctruders Fenestration Masterfile Update_ Alternate Nailing Schedule For Fin Frame Windows - Messieurs Plante and -Smith. - This letter updates Florida Extruder Fin Window installation drawings contained in the Orange County Fenestration Masterfiie for an Alternate Nailing Schedule and Installation Instructions. These Alternate Nailing Schedule and Instructions can be used in lieu of the No_ 8 Wood Screw required by the installation drawings. Attachment No. 1 includes a table Fisting all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Attachment No. 2. includes the specific Alternate Nailing Schedule and Installation Instructions. Attachment No. 3 includes the analysis methodology used In the development of the Alternate .Nailing Schedule and Installation Instructions as well as- a sample calculation. Any questions should be addressed to the undersigned. Thank you. - - --- --- -.._.—, .., / � � /-a-i.ovv - t4v/ j :i13-3300 • Fax (407) 322-35D7 1 2.d WdZS : Ie zaw 60 ' das c6t•S323 Ler : 'CN XU3 6u r p l i -a : W063 a C-Dr C,_Lco r i n 4 _jDW0zsr1n panTeA d6S:20 ZD 60 deg CENT Z -L FLORIDA. B..O.A-Tr- 11' ANIJFACTURER NAME: MASTER ]E`H_E File: 2D02-CM-PLIA-01t - 540 3ewctt Lane, Sanford, FL 32771-1600 • (407) 323-33DD • Fax (407) 322-3507 2 2 zd WdZ0:i6 700Z 60 s -da ZbL-s9�8 L0tr -ON iCtj3 zuaw'3-ledaQ 6uipting t.3D2id A nc-4.c-cr r i n-6t Jamo-asn7 pans en d6s :ZO ZO 60 .das � Alternate Nailing Schedule and Installation Instructions - Analysis Methodology and Sample Calculation Load Distribution based on AAMA 103.3-93 Procedural Guide and centroid location. based on common shape geometric formulas. c.nrol0 H.1ghU 1dth . H/W < 1.0 HciahtJVYidth - Ff11N * 1.D . ALMA 101.3. CD- 3 Labc Din Mb.ki— AAMA 103.3, Ca 1 L..-.d DL-v;6otlon Florida Extruders Drawing No. FLEX0026, FLEX0029 and FLEX0030 .a Eyebrow Arch - Fixed Liita 5, Half Cirdv - Fixed Lite Florida Extruders Drawinq .No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A ='A (b)(h) where: b = Jamb Height (H) or Head/Sill Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = 'h (h)(a + b) h = H/2 or W/2 2540 Jewett Lane, Sanford, FL 32771-1600 - (4.07) 323-3300 - Fax (407) 322-3507 . 5 9d WdCa: Ta E@OZ 60 'da5 Z6: 59E6 Lob 'Dh{ Xtij Zuajtq xed�a 6u t p (l % : WC)83 -jaatoasnn cansen dRq:20 ?_D 6D das Z AM F74id? CENTRAL Fr LOPJDA B. O: A. F. ,m jam, MANLTI ACTURER NAME AM lytqwfiqp� MASTER FME # Non -Rectangular Configurations Load Dlstr t)utlon: Loading to the head, sill and/or jamb were based on the centroid of the. configuration. For the half -circle shown: where: Al = 1/2(b)(h) b = Sill Width' Atotal = 3.1416(R2)/2 H = centroid of 4R/3(3.1416) A2 = Atotal — Al R = Radius Fastener Calculation: Paslode Nail Allowable = 38 lbs./in per NER-272 -Nail length is 2.375", sheathing thickness is 1/2- and frame thickness Is 0:50" Embedment is 2-375 - .5 - .050 = 1,825" Nail Allowable at full embedment = 1.825(38) = 69.35 lbs., use 69 lbs. Number of Fasteners = [Load Area (psf) x Design Pressure (psf)) / 69 Number of Fasteners is rounded up to the next highest full number. Load Area .is as shown above - Design Pressure was based on 45. and 70 psf. Fastener Spacing: Based on: One nail. is required a maximum 6" from each corner of head, sill or jambs. The number of fasteners required for each head, sill or jamb based on the [Loading Area x D.P.]/69 For each head, sill or jamb, the spacing of the required fasteners between the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is done for each of the configurations and a worst case sparing developed for all series window sizes at 45 psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 25, Width 36", Height = 62" H/W is equal to 62/36 = 1.72 therefore, therefore, loading diagram for Case 1 is shown on the next page. Al = Vi(W/2)((H-W)+H)) — Vz(36/2)((62-36)+62))/144 = 5-5 SF A2 = 'h (W/2)(W)/144 = Vz(36/2)(36)/144 = 2.25 SF 2540 3.ewett Lane, SanfDrd, FL 32771-1600 • (407) 323-3300 - Fax (407) 37-2-3507 6 Id Wd�0:Z0 i'a0Z 60 'dZS i'_6b5 e 40tr : -a�I XU3 iu aeda� 6utpltng l.lCkld -,a rini,i .jawo-asn7 panjeA d6S:20 ZO 60 daS - J F-- ld Load on )a.mb = 70(5.5) = 385 lbs. Load on Head/Sill 70(2.25) = 157.5 lbs, Number of Fasteners Jamb (N) = 385/69 5.55 = 6 Number of Fasteners Head/Sill (N) = 157.5/69 = 2.28 = 3 Fastener Spacing Jambs = (H 2(Edge Distance))/((N - 2) -+- 1) =.(62 - 2(6))/((6-2)+1) = I& Fastener Sparing* Head/Sill = (W - 2(Edge Distance))/((N - 2) + 1) _ (36 - 2(6))/((3-2)+1) = 1.2" A similar calculation was .performed for the 45 psf O.P. In turn, this calculation was duplicated for allapplicable window sizes. The enveloped spacing was developed based on enveloping similar results from all of window sizes grouped by the different series windows to arrive at the recommendation of Attachment No. 2. Spreadsheets were developed to mechanize the -repetitive calculations: Lb -RIDA B. 0. A- AAMA 10.3_3, GcQ I Load d DlsttavDon MASTER ]FR& 2540 3ewett Lane, Sanford, FL 32771-16Q0 • (407) 323-3300 - Fax (407) 322-3507 7 8d Wdd� : TH ZOaZ 60 'daS z6ti S9LA Lob 'ON 6u i p 1 1 re } y3 iu 1edaQ yLJSuad A c_iro r,ni1 .lawoasn-1 oanTeA aRq:pn ?_O RD daS Required Nail . Paslode Catalog 0650111, 2.375" Long, 0.113" Diameter, Ring Shank Nail per NER-272. Nail Installation _ • Nail shall be installed to its -full depth in the side grain of framing members. Required embedment has considered window frame thickness and a sheathing thickness of.'h". Sheathing thickness greater that '/a" will require reduction in spacing based on the Manufacturer, Florida Extruder International's recommendation. Spacing From Corner Minimum of one nail required in. Head, Sill and Jambs 6" maximum from each corner of Rectangular Windows. Minimum of one nail required 6" maximum From each corner on Fans, Eyebrows, Quarter Circles, .Half Circles and Octagons. Spacing Between Corner- Nails of Rectangular Windows and along arched & straight_ perimeters of Fans, Eyebrows; Quarter Circles, Half Circles, Full- Circles,_Ovals and Octagons, 45 PSF Design Pressure: Maximum. of 8" on centerline. 70 PSF Design Pressure: Maximum of 5" on centerline. CENTHAL F LOIZIDA ]B.0.A.K MANUFACTURER NAM E F�o r,� Ex�/UdrrS MASTER FILE # 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-330o • Fax (407) 322-3507 4 Sd WCE:0:10 E60Z 60 'das z6vS928 L0U Xti3 ;LraWz_tedza GUTP1 !T.E No. Dw . No. Description 1 FLEX0029 Horizontal Sliding Window )COX - Fin 3 FLEX0026 Single Hung Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window - Fin Half -Circle and Eyebrow shown. Applicable to other confi urations Inote 9 on'FLEX0037 i�A B.-O.A.... _ MAI UFACTUP-ER NAME: 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-35D7 3 bd WCED:L0 moz 60 'da5 zs: sS928 LOP 'CN >Cd3 }uaurl-Ipd�Q 6utp1 trT ; wod3 .J Fjoiid � July 25, 2002 Florida County, City and Local Governments Community Development and Building. Departments RE: FLORIDA EXTRUDER MILESTONE SINGLE HUNG WINDOWS TESTED TO ANSI/AAMA/NWWDA 101/I.S.2 97 Building Officials, Inspectors and Plan Examiners, The question dealt with in this letter is the applicability of approved testing results for a single hung window with a straight head versus extending those test results to a single hung window with a half radius or full radius head. The Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows_ §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and _bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 ' Florida Extruder'";`"approved testing reports for Milestone Single Hung Windows used a straight head extrusion in the tests. -These tests where performed to the ' ANSI/AAMA/NWWDA 101/I.S.2 - 97 specification with structural testing to ASTM E330 as required by the AAMA 101 specification. ANSI/AAMA/NWWDA 101/I.S.2 - 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway Performance Requirements as defined in Table 2.1. When extending test results to windo.ws of other configurations or to windows of smaller sizes, the following must be considered. 1. For other configurations, that the difference does not affect the test results. 2. For smaller window sizes, that a methodology grounded in sound engineering practice is used to extrapolate test results to smaller windows. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 UFr ida MET 3. For both considerations, that extrusion section properties remain the same, corner connections do not differ and that the glass thickness and style do not vary. Florida Extruder Milestone Window test reports are based on the largest' size window with comparative analysis (performed to the methods promulgated by AAMA 103.3) used to determine the rating of window sizes smaller then those tested. By use of AAMA 103.3 procedures, sound engineering practice is used as mandated by the building code. When extending the test results of a single hung window with a straight head to windows with half radius head (2" per.1' slope) or full radius -head (1" per 1' slope), ; the corner connection,. extrusion section and glass thickness are the critical: factors in determining applicability. In all cases for Florida Extruder Milestone Single Hung i Windows with either a straight head or a radius head, the extrusion section, corner connection., and the glass thickness and style are the same for the straight head as well as the radius head. Further, SBCCI PST & ESI Evaluation Guide 115, Doors and Windows states: "All sizes of doors and windows are not required to.be tested. If samples selected for testing represent the critical parameters of the range of window sizes covered by the proposed Evaluation Report. The samples tested shall be randomly selected from regular production units and installed on the test apparatus in a manner representative of the manufacturer's published installation instructions." The independent testing laboratory will test that configuration enveloping those critical parameters, as is the case with Florida Extruder Milestone Window testing. Therefore, based on the above references, reviews, and discussions, it is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius head single head windows. Any additional questions can be addressed to the undersigned. Thank you. 2540 Jewett Lane, Sanford, FL 32771-1600 * (407) 323-3300 • Fax (407) 322-3507 2 File: 2002-LTR-R)A-019 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 • Fax (407) 322-3507 3 R CAULK BETWEEN Disclaimer: The purpose off this installation drawing is to present the monufact„rer-srecommendations for IMPORTANT INFORMATION & GENERAL NOTES ONE BY WOOD CONCRETE O anchorage (i.e:, concrete screws. wood screws, roils and Vulkem structural adhesive) to achieve the design MASONRY -OPENING WOOD BUCK $ pressure specified on the fenestration product as required byFlorido BuJdin g Code. Section 1707 4-4 These- notes are provided to ensureproperinstallation of Florida Extruders Milestone BUCK BY OTHERS (NOTE 6 & 7> BY OTHERS MAS'Y. OPENING Anchorage Methods. Recommendationsregardingflashing.sealing, sealants or other joint sealant practices products and must be followed fully. BY OTHERS ZL does not constitute a worranfy either expressed or implied. CAULK BETWEEN (BUC K WIDTH) I-Ii4' MIN - WINDOW FLANGE EMBEDMENT GENERAL INSTALLATION INSTRUCTIONS K INSTALLATION ANCHOR & WOOD BUC 1-1/4 MIN. ONE BY WOOD o ° a EMBEDMENT BUCK BY OTHERS 3/16` DIA. TAPPER 1) SHIM AS REQ D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. I (NOTE 6 & 7) (NOTE 12) p ALLOWABLE SHIM STACK TO BE 1/4". INSTALLATION ANCHOR SHIM AS REQ'D. Anchor 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD & JAMBS. _ 3/16' D1A: TAPPER (NOTE 12) 1/4'"MAX. LoAEcntior, SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR RIGID VINYL (SEE NOTES) Above APPROVED EQUAL. APPLICATION OF VULKEM 116 ADHESIVE CAULK OR APPROVED STUCCO SHIM AS RELIT. GLAZING BEAD Meeting 1BY OTHERS (TYP-> - �� Raa. A EQUAL AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTURER'S PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD (TYP.) W.H. (WINDOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL J/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS a I/4 MAX. (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B.H. (BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL i � s((ItIt�ll 1PRECAST SILL Q BY OTHERS SECTION A —A WW A VIEWED FROM A g C EXTERIOR D E J B K B W.H. F G HTT --ad ELEVATION RECOMMENDATIONS. - _- _ -_ -_ - -_ 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE AND TO SEAL HEADS OF INSTALLATION FASTENERS. GLASS (TYP.4) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO )(SEE NOTES) ___ APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE HUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. FLANGE TYPE Anchor ' WINDOW FRAME Location JAMB CAULK BETWEEN Below ANCHOR INSTALLATION INSTRUCTIONS WINDOW FLANGE Meeting & WOOD BUCK PERIMETER Rail. CAULK GENERAL: W W BY OTHERS o RAL ONE BY BUCK IS 4" FROM EACH CORNER CONCRETE OR MASONRY OPENING BY OTHERS v (WINDOW WIDTH) 6) NAIL ATTACHMENT OF NON-STRUCTU STUCCO BY OTHERS CAULK BETWEEN AND 8" ON CENTER. USE A HARDENED "T-NAIL" WITH A 0.097" DIAMETER AND 1 3/8" WOOD BUCK & LENGTH (5/8" EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0.148" DIAMETER SECTION B — B MAS'Y. OPENING AND 1 1/2" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. FOR ALTERNATE SECTION U. BY OTHERS A-A/B-B, USE A 0.113" DIAMETER COMMON WIRE NAIL WITH A 3/4" EMBEDMENT OR CONCRETE OR EQUIVALENT FOR NAILING NON-STRUCTURAL ONE BY BUCK INTO A TWO BY MASONRY OPENING STRUCTURAL BUCK. BY OTHERS X4, 2X6, 2X8 WOOD BUCK Y OTHERS (SEE NOTE 16 & 23) INE BY WOOD BUCK BY OTHERS OPTIONAL) (NOTE 6, 7 and 16A) TALLATION ANCHOR WOOD -SCREW (NOTE 16 and 16A) SECTION A —A For installation with or w/o one (ALTERNATE) With two by by wood bucks_ REV 7) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2 THICKNESS. NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GREATER THAN 1" NOMIMAL (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE 6. 8) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR THE ENVIRONMENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECOMMENDATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 9) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER. 10) WOOD SCREWS SHALL MEET ANSI B18.6.1''DIMENSIONAL REQUIREMENTS. 11) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE & # 10 WOOD SCREW - 9/64" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION). (SEE SHEET 2 FOR CONTINUATION OF NOTES] DESCRIPTION DATE INI FLORIDA EXTRUDERS'2540NJEWETT LANE REVISED ANCHOR LOCATION CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD, FLORIDA IN JAMB OF SIZE 37. NO 4723�04 RJA CHANGE IN OUANTITY- 1 6 2�04 E ADDED DISCLAIMER AND CLARIFIED LOCATION OF JAMB ANCHORS. TITLE:INSTALLATION DETAIL 7/29/04 R J(�' SGL. HUNG FLANGE WINDOWS - SERIES 1000, DRAWN BY: B B APPROVED BY:R JA DATE:7/29/04 ISCALE: NTS DWG.: FLEX0016, SHT I _0_/ 1500 & 2000 8650010 PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD (TYP.) W.H. (WINDOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL J/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS a I/4 MAX. (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B.H. (BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL i � s((ItIt�ll 1PRECAST SILL Q BY OTHERS SECTION A —A WW A VIEWED FROM A g C EXTERIOR D E J B K B W.H. F G HTT --ad ELEVATION RECOMMENDATIONS. - _- _ -_ -_ - -_ 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE AND TO SEAL HEADS OF INSTALLATION FASTENERS. GLASS (TYP.4) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO )(SEE NOTES) ___ APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE HUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. FLANGE TYPE Anchor ' WINDOW FRAME Location JAMB CAULK BETWEEN Below ANCHOR INSTALLATION INSTRUCTIONS WINDOW FLANGE Meeting & WOOD BUCK PERIMETER Rail. CAULK GENERAL: W W BY OTHERS o RAL ONE BY BUCK IS 4" FROM EACH CORNER CONCRETE OR MASONRY OPENING BY OTHERS v (WINDOW WIDTH) 6) NAIL ATTACHMENT OF NON-STRUCTU STUCCO BY OTHERS CAULK BETWEEN AND 8" ON CENTER. USE A HARDENED "T-NAIL" WITH A 0.097" DIAMETER AND 1 3/8" WOOD BUCK & LENGTH (5/8" EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0.148" DIAMETER SECTION B — B MAS'Y. OPENING AND 1 1/2" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. FOR ALTERNATE SECTION U. BY OTHERS A-A/B-B, USE A 0.113" DIAMETER COMMON WIRE NAIL WITH A 3/4" EMBEDMENT OR CONCRETE OR EQUIVALENT FOR NAILING NON-STRUCTURAL ONE BY BUCK INTO A TWO BY MASONRY OPENING STRUCTURAL BUCK. BY OTHERS X4, 2X6, 2X8 WOOD BUCK Y OTHERS (SEE NOTE 16 & 23) INE BY WOOD BUCK BY OTHERS OPTIONAL) (NOTE 6, 7 and 16A) TALLATION ANCHOR WOOD -SCREW (NOTE 16 and 16A) SECTION A —A For installation with or w/o one (ALTERNATE) With two by by wood bucks_ REV 7) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2 THICKNESS. NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GREATER THAN 1" NOMIMAL (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE 6. 8) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR THE ENVIRONMENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECOMMENDATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 9) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER. 10) WOOD SCREWS SHALL MEET ANSI B18.6.1''DIMENSIONAL REQUIREMENTS. 11) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE & # 10 WOOD SCREW - 9/64" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION). (SEE SHEET 2 FOR CONTINUATION OF NOTES] DESCRIPTION DATE INI FLORIDA EXTRUDERS'2540NJEWETT LANE REVISED ANCHOR LOCATION CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD, FLORIDA IN JAMB OF SIZE 37. NO 4723�04 RJA CHANGE IN OUANTITY- 1 6 2�04 E ADDED DISCLAIMER AND CLARIFIED LOCATION OF JAMB ANCHORS. TITLE:INSTALLATION DETAIL 7/29/04 R J(�' SGL. HUNG FLANGE WINDOWS - SERIES 1000, DRAWN BY: B B APPROVED BY:R JA DATE:7/29/04 ISCALE: NTS DWG.: FLEX0016, SHT I _0_/ 1500 & 2000 8650010 TAPPER LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PsF TO 40PV 41 Psr TO 70PSF 30Psr TO 40PSF 41 PSF TO 70PSF SIZE SIZE 12 18 1/8 X 25 B B F.G F,G F.G F.G 13 18 1/8 X 37 3/8 B B B B F,G F.G 14 145 18 1/8 X 49 5/8 18 1/8 X 55 1/4 B B F.G F,G 15 18 1/8 x 62 B B B F,G F,G F,G F,G.H,I 16 18 1/8 X 71 B B B F,G F,G,J,K 17 18 1/8 X 83 8 B F.G F,G 1 H2 1 H3 25 1/2 X 25 25 112 X 37 3/8 B B F.G F,G 1 H4 25 112 X 49 5/8 8 B F.G F.G F,G,H.1 F,G,H,1 1H45 25 1/2 X 55 1/4 B 8 B F.G F.G,H.1 1H5 IH6 25 1/2 X 62 25 1/2 X 71 B B B F,G F,G,H.1 1H7 25 1/2 X 83 B B F,G,J,K F.G.J,K 30 1/2 X 26 29 1/2 X 25 B B F.G F.G F.G F,G 30 1/2 X 38 3/8 29 112 X 37 3/8 B B B F,G F,G,H.1 30 1/2 X 50 5/8 29 1/2 X 49 5/8 B B F.G F,G.H,1 30 1/2 X 56 1/4 29 1/2 X 55 1/4 B B F,G F,G,H.1 30 1/2 X 63 29 1/2 X 62 B B B F.G.H,1 F,G,H,l 30 1/2 X 72 30 112 X 84 29 112 X 71 29 1 2 X 83 B B F,G,J,K F,G,J,K 22 36 x 25 B B F,G F,G 23 36 x 37 3/8 B B F.G F.G F.G F.G•H,I 24 245 36 x 49 5/8 36 x 55 1/4 B B B B F,G F,G,H.1 25 36 x 62 B B F,G,H,1 F.G,H.I 26 36 x 71 B B F,G,H.1 D,E,F,G.H,1 27 36 x 83 B B F G J K F ,G.H.I,J,K 42 x 26 41 x 25--13 B B F,G F.G F,G F,G,H.1 42 x 38 3/8 41 x 37 3/8 41 49 5/8 8 B B F,G F.G,H;I 42 x 50 5/8 42 x 56 1/4 x 41 x 55 1/4 B B F,G,H,1 F,G,H.1 42 x 63 41 x 62 B B F.G.H;I D,E,F,G,H,I 42 x 72 41 x 71 B B F.G.H.I D,E,F.G.H,I 42 x 84 41 x 83 B B F G J K F,G,H,I.J,K 48 x 26 47 x 25 B A.0 F,G F.G F.G F,G,H,I 48 x 38 3/8 47 x 37 3/8 B B A,C A.0 F,G F,G,H.1 48 x 50 5/8 48 x 56 1/4 47 x 49 5/8 47 x 55 1/4 B A,C F,G.H.1 F.G,H.1 48 x 63 47 x 62 B A.0 F.G.H.1 D,E.F.G.H.1 48 x 72 47 x 71 B A,C F.G.H,1 D.E,F,G.H,1 48 x 84 47 x 83 B A.C. F,G.J,K D,E.F,G.H,I,J.K 32 33 52 1/8 X 25 52 .1/8 X 37 3/8 B B A,C A,C F,G F.G F,G,H,1 34 52 1/8 X 49 5/8 B A.0 F.G.H,1 F,G.H.1 345 52 1/8 X 55 1/4 B A,C F,G.H,I D.E.F,G.H,1 35 52 1/8 x 62 B A,C F.G.H•1 D.E•F•G.H,I 36 52 1/8 X 71 B A,C F,G,H.1 D.E,F,G.H,I . 37 52 1/8 X 83 B A,C F,G,J,K D,E.F.G.H,I,J,K ' 37 SIZE N01 AVAILA13LL IN I UUU UK I JVU Jt�CIt J. IMPORTANT INFORMATION & GENERAL NOTES (cont.) ANCHOR INSTALLATION INSTRUCTIONS (coq 3/16" DIA. TAPPER CONCRETE SCREW (WITH NON-STRUCTURAL ONE BY WOOD BUCK): 12) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A NON-STRUCTURAL ONE BY WOOD BUCK (NOTE 7), USE A 3/16" DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 13) SEE THIS SHEET FOR TAPPER INSTALLATION ANCHOR LOCATION CHART. LETTER DESIGNATIONS ON THE TAPPER LOCATION CHART INDICATE WHERE TAPPER CONCRETE SCREWS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY. 14) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TAPCON (by ELCO TEXTRON INC-)-OR TTTEN (by SIMPSON STRONG -TIE) CAN BE SUBSTITUTED. WITH THE FOLLOWING LIMITATIONS FOR THE SINGLE HUNG WINDOW SIZES (1) 18 1/8 x 62 AND (2) 30 1/2 x 84: a) LIMIT TO 65 PSF, OR b) INSTALL ONE ADDITIONAL FASTENER IN EACH JAMB OVER CHART REQUIREMENTS AT LOCATIONS H AND I_ 15) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHOULD BE FILLED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN. EMBEDMENT INTO WOOD BUCK. VIEWED FROM EXTERIOR (ANCHOR LOCATIONS) W.W. FA B C D J W.H. E H ELEVATION E K #10 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK AND OPTIONAL ONE BY WOOD BUCK - SECTION A -A ALTERNATE ILLUSTRATES THIS OPTION, SIMILAR FOR SECTION B-B): 16) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 WOOD SCREWS (ANSI B18.6.1) OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN.. EMBEDMENT INTO THE TWO BY WOOD BUCK. 16A) IF A TWO BY & ONE BY WOOD BUCK ARE USED (SEE SECTION A -A ALTERNATE, SIMILAR FOR SECTION B-B), THEN #10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK WILL BE USED AND THE ONE BY WOOD BUCK WILL BE SECURED TO THE TWO BY WOOD BUCK AS REQUIRED IN NOTE 6 & 7. 17) #10 WOOD SCREWS SHALL BE INSTALLED AT ALL FACTORY APPLIED INSTALLATION FASTENER HOLE LOCATIONS. 18) WOOD SCREWS SHALL NOT BE USED TO FASTEN ASSEMBLY INTO THE END GRAIN OF WOOD. Ci DESIGN PRESSURE RATING & FBC REQUIREMENTS N RAL 19) IF EXACT WINDOW SIZE IS NOT LISTED IN TAPPER ANCHOR CHART FOR NON-STRUCTU BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 20) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE WINDOW SIZES SHOWN IN THE CHART. DESIGN PRESSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE. 21) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 22) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. 23) TWO BY WOOD BUCK AND/OR FRAMING AT THE HEAD AND JAMBS TO BE SECURELY FASTENED TO TRANSFER THE LOAD TO THE MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE PER FBC, SECTION 1707.4.4.2 AND THE ENGINEER OF RECORD'S DETAILS. RE v FLORIDA EXTRUDERS INTERNATIONAL, LANE INC B CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA C D TITLE: INSTALLATION DETAIL E SGL- HUNG FLANGE WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY: RJA APPROVED BY:RJA 11 DATE:7/29/04 SCALE. NT S DWG-:FLEX0016, SHT 2 OF 2 SHEATHING INSTALLATION ANCHOR #8 WOOD SCREW SHOWN STUCCO BY OTHERS WINDOW HEIGHT GLAZII (SEI PERIMETE CAUL BY OTHEI INSTALLATION ANCHOR #8 WOOD SCREW SHOWN STUCCO BY OTHERS �— WINDOW WIDTH 1 /4' MAX. Disclaimer: The purpose of This installation drawing is to present the manufacturer's recommendations for SHIM.SPACE- anchorage (i.e_. wood screws and nails) to achieve the design pressure specified on the fenestration product TWO BY WOODAD as required by Florida Building Code. Section 1707-4.4. Anchorage Methods. Recommendations regarding SHIM AS REQ'D. BY OTHERS flashing. sealing. sealants or other joint sealant practices does not constitute a warranty either expressed or (SEE NOTES) implied. SHIM AS REQ'D. IMPORTANT INFORMATION & GENERAL NOTES (SEE NOTES) These notes are provided to ensure proper installation of Florida Extruders Milestone 1" MIN �L GLAZING (TYPJ (SEE NOTES) 1/4' MAX. SHIM SPACE FIN TYPE FIN TYPE WINDOW FRAME WINDOW FRAME —/ HEADER JAMB PERIMETER GLAZING (TYP.) CAULK (SEE NOTES) BY OTHERS ANCHOR SPACING (SEE BELOW) WINDOW HEIGHT N TYPE INDOW FRAME LL MARBLE SILL ANCHOR SPACING (SEE BELOW) FWINDOW WIDTH A—i EMBEDMENT (WOOD SCREW) SHEATHING BY OTHERS X/INSTALLATIDN CAULK BETWEEN WINDOW FIN & SHEATHING ANCHOR 08 WOOD SCREW SHOWN STUCCO BY OTHERS SECTION B-B EQUALLY SPACE ANCHORS (TYP.) A 6" MAX. (TYP.) 6" MAX. (TYP.) ELEVATION STOOL BY OTHERS VIEWED FROM EXTERIOR HEAD SILL & JAMB ANCHOR SPACING (TO 70 PSF D.P.) CAULK BETWEEN , WINDOW FIN SHEATHING & SHEATHING BY OTHERS 1 MIN. SECTION A —A (WOODBEDMENT SCREW) WOOD SCREW: 24' O.C. MAX. (TYP.) TWO BY WOOD _______________ BY OTHERS NAIL: 7" D.C. MAX. FOR JAMBS AND 10" O.C. MAX. FOR HEAD & SILL N W� REV DESCRIPTION o C REVISED NOTE 6_ o REVISED NOTE 7 AND z TITLE TO REFLECT NAIL ALTERNATE. J ,DEC 1 6 2004 D ADDED DISCLAIMER. �W Wa og products and must be followed fully. GENERAL INSTALLATION INSTRUCTIONS 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4". APPLY A BEAD OF VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL AT THE FASTENER LOCATION PRIOR TO INSERTING THE SHIM TO ADHERE THE SHIM TO THE SUBSTRATE AND/OR WINDOW FRAME. FULL BEARING BETWEEN THE SHIM, SUBSTRATE AND WINDOW FRAME ARE REQUIRED. 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD, SILL & JAMBS. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME. 4) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE HUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. ANCHOR INSTALLATION INSTRUCTIONS GENERAL: 6) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR THE ENVIRONMENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECOMMENDATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 7) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE: a) 3/16" IN DIAMETER FOR #8 WOOD SCREWS, AND b) THE SHANK DIAMETER OF THE NAIL ROUNDED UP TO THE NEXT STANDARD DESIGNATION DRILL BIT SIZE. 8) WOOD SCREWS SHALL MEET ANSI B18.6.1 DIMENSIONAL REQUIREMENTS. 9) NAILS SHALL MEET ASTM F 1667, "STANDARD SPECIFICATION FOR DRIVEN FASTENERS: NAILS, SPIKES, AND STAPLES." 10) IF WOOD TENDS TO SPLIT, PRE -BORE HOLE AS FOLLOWS (PER NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION REQUIREMENTS): a) #8 WOOD SCREWS - 1/8" DIA. PILOT HOLE. b) 0.113" DIA. NAILS - #44 DRILL SIZE PILOT HOLE. c) OTHER NAIL DIAMETER PILOT HOLES NOT EXCEEDING 75% OF THE NAIL'S DIAMETER AS REQUIRED. 11) WOOD SCREW AND NAIL WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS ARE BASED ON SOUTHERN PINE WITH A SPECIFIC GRAVITY OF 0.55. 12) WOOD SCREWS AND NAILS SHALL NOT BE MIXED TO FASTEN THE SAME ASSEMBLY. 13) WOOD SCREW$;.AND.NAILS SHALL -NOT BE,USED TO FASTEN ASSEMBLY INTO THE END GRAIN OF WOOD. [SEE SHEET 2 FORCONTINUATION OF'NOTES] DATE INI ANAL, INC. FLORIDA EXTRUDERS 12540NJEw TT LANE I2/I0/03 R J A CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: I NSTALLAT ION DETAIL W/#8 SCREWS DR NAILS 7/29/04 R J A SINGLE HUNG FIN WINDOW - SERIES 1000, 1500, & 2000 DRAWN BY -BB APPROVED BY: RJA DATE:7/29/04 SCALE: N. T. S. DWG.:FLEX0026 SHT I OF 2' '14' #8 WOOD SCREW INSTALLATION ANCHOR CHART ---'.#.8 WOOD SCREW INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN QUANTITY IN QUANTITY IN CALL WINDOW HEAD & SILL EACH JAMB CALL WINDOW HEAD & SILL EACH JAMB SIZE SIZE SIZE SIZE UP TO 70 PSF UP TO 70 PsF UP TO 70 PSF UP TO 70 PsF 2024 23 1/2 X 27 1/2 2 2 12 18 1/8,X 25 2 2 2030 23 1/2 X 35 1/2 2 2 13 18 1/8 x 37 3/8 2 3 2038 23 1/2 X 43 1/2 2 3 14 18 1/8 X 49.5/8 2 3 2040 23 1/2 X 47 1/2 2 3 145 18 1/8 X 55 1/4 2 3 2044 23 1/2 X 51 1/2 2 3 15 18 1/8 X 62 2 4 2050 23 1/2 x 59 1/2 2 3 16 18 1/8 X 71 2 4 2060 23 1/2 X 71 1/2 2 4 17 18 1/8 X 83 2 �4 4 2070 23 1/2 X 83 1/2 2 4 11-12 1H3 25 1/2 X 25 25 1/2 X 37 3/8 2 2 2 3 2424 27 1/2 X 27 1/2 2 2 2430 27 1/2 X 35 1/2 2 2 1114 25 1/2 X 49 5/8 2 3 2438 27 1/2 X 43 1/2 2 3 11-145 25 1/2 X 55 1/4 2 3 2440 27 1/2 X 47 1/2 2 3 11-15 25 1/2 X 62 2 4 2444 27 1/2 X 51 1/2 2 3 11-16 25 1/2 X 71 2 4 2450 27 1/2 X 59 1/2 2 3 1H7 25 1/2 X 83 2 4 2460 27 1/2 X 71 1/2 2 4 30 1/2 x 26 29 1/2 X 25 2 2 2470 27 1 2 X 83 112 2 4 30 1/2 x 38 3/8 30 1/2 x 50 5/8 29 1/2 X 37 3/8 29 112 X 49 5/8 2 2 3 3 2824 31 1/2 X 27 1/2 2 2 2830 31 1/2 X 35 1/2 2 2 30 1/2 x 56 1/4 29 1/2 X 55 1/4 2 3 2838 31 1/2 X 43 1/2 2 3 30 1/2 x 63 29 1/2 X 62 2 4 2840 31 1/2 X 47 1/2 2 3 30 1/2 x 72 29 112 X 71 2 4 2844 31 112 X 51 1/2 2 3 30 112 x 84 29 1/2 X 83 2 4 2850 31 1/2.x 59 1/2 2 3 22 36 X 25 2 2860 31 1/2 X 71 1/2 2 4 23 36 X 37 3/8 2 3 2870 31 1/2 X 83 1/2 2 4 24 245 36 x 49 5/8 36 X 55 1/4 2 2 3 3 3024 35 1/2 X 27. 112 2 2 3030 35 1/2 X 35 1/2 2 2 25 36 X 62 2 4 3038 35 1/2 X 43 1/2 2 3 26 36 X 71 2 4 3040 35 1/2`X 47 1/2 2 3 27 36 X 83 2 4 3044 35 1/2 X 51 1/2 2 3 42 x 26 41 X 25 3 2 3050 35 1/2 X 59 1/2 2 3 42 x 38 3/8 41 X 37 3/8 3 3 3060 35 1/2 X 71 1/2 2 4 42 x 50 5/8 41 X 49 5/8 3 3 3070 35 1/2 X 83 1/2 2 4 42 x 56 1/4 42 x 63 41 X 55 1/4 41 X 62 3 3 3 4 3424 39 1/2 X 27 1/2 3 2 3430 39 1/2 X 35 1/2 3 2 42 x 72 41 X 71 3 4 3438 39 1/2 X 43 1/2 3 3 42 x 84 41 x 83 3 4 3440 39 1/2 X 47 1/2 3 3 48 x 26 47 X 25 3 2 3444 39 1/2 X 51 1/2 3 3 48 x 38 3/8 47 x 37 3/8 3 3 3450 39 1/2 x 59 1/2 3 3 48 x 50 5/8 47 X 49 5/8 3 3 3460 39 1/2 X 71 1/2 3 4 48 x 56 1/4 47 X 55 1/4 3 3 3470 39 1/2 X 83 1/2 3 4 48 x 63 48 x 72 47 X 62 47 X 71 3 3 4 4 3824 43 1/2 X 27 1/2 3 2 3830 43 1/2 X 35 1/2 3 2 48 x 84 47 X 83 3 4 3838 43 1/2 X 43 1/2 3 3 32 52 1/8.X 25 3 2 3840 43 1/2 X 47 1/2 3 3 33 52 1/8 X 37 3/8 3 3 3844 43 1/2 X 51 1/2 3 3 34 52 1/8 X 49 5/8 3 3 3850 43 1/2 x 59 1/2 3 3 345 52 1/8 X 55 1/4 3 3 3860 43 1/2 X 71 1/2 3 4 35 52 1/8 X 62 3 4 3870 43 1/2 x 83 1/2 3 4 36 . 37 52 1/8 X 71 52 1/8 X 83 3 3 4 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 ' 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES 4040 47 1/2 X.47 1/2 3 3 4044 47 1/2 X 51 1/2 3 3 4050 47 1/2 X 59 1/2 3 3 4060 47 1/2 X 71 1/2 3 4 4070 47 1/2 X 83 1/2 3 4 IMPORTANT INFORMATION & GENERAL NOTES (cont) ANCHOR INSTALLATIONINSTRUCTIONS (conL) #8 WOOD SCREWS: 14) SEE THIS SHEET FOR #8 WOOD SCREW INSTALLATION ANCHOR CHART. 15) #8 WOOD SCREW MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MINIMUM EMBEDMENT OF 1" INTO THE TWO BY WOOD FRAMING. 16) SPACING OF WOOD SCREWS SHALL BE: a) 6" FROM EACH CORNER OF THE HEAD, SILL AND JAMBS, AND b) EVENLY SPACED BETWEEN CORNER ANCHORS BUT NOT EXCEEDING 24" O.C. SPACING IN HEAD, SILL AND JAMBS. NAILS: 17) NAILS SHALL MEET THE FOLLOWING REQUIREMENTS: a) 0.113" DIAMETER OR GREATER, b) SUFFICIENT LENGTH TO ACHIEVE MINIMUM EMBEDMENT OF 1 7/8" INTO THE TWO BY WOOD FRAMING (GENERALLY, NAIL 2 3/8" LENGTH OR GREATER SHALL MEET THIS REQUIREMENT), c) HELICAL (SCREW) OR ANNULAR (RING) SHANK STYLE ONLY, AND d) MANUFACTURER SHALL BE LISTED IN NATIONAL EVALUATION SERVICES, INC.'S NATIONAL EVALUATION REPORT, NER-272. 18) MANUFACTURER'S NAILS MEETING THESE REQUIREMENTS ARE (BUT NOT LIMITED TO) THE FOLLOWING: a) PASLODE DEFORMED SHANK NAIL, NO. 404947, 404537, 650111 AND 650148. b) 'DURO-FAST DEFORMED SHANK NAIL NO. 325. 19) SPACING OF NAILS SHALL BE: a) 6" FROM EACH CORNER OF THE HEAD, SILL AND JAMBS, AND b) EVENLY SPACED BETWEEN CORNER ANCHORS AND NOT EXCEEDING 7" O.C. SPACING FOR THE JAMBS AND 10" O.C. SPACING FOR THE HEAD AND SILL. DESIGN PRESSURE RATING & FBC REOUIREMENTS 20) IF EXACT WINDOW SIZE IS NOT LISTED IN WOOD SCREW ANCHOR CHART, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE. 21) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR WINDOW SIZES SHOWN IN CHART WITH SPACINGS SHOWN. DESIGN PRESSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE. 22) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 23) COMPLIES WITH CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1,2002 RE FLORIDA EXTRUDERS INTERNATIONAL, JEW TT LANE B CERTIFICATE OF AUTHORIZATION N0. 9235 SANFORD FLORIDA C TITLE: INSTALLATION DETAIL W/#8 SCREWS OR NAILS D SINGLE HUNG FIN WINDOW — SERIES 1000,1500, & 2000 DRAWN BY: BB APPROVED BY: RJA DATE.-7/29/04 SCALE: NTS DWG.: FLEX0026 SHT 2 OF 2 SHEATHING BY OTHERS STUCCO.-1 OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS SHIM AS RE'Q'D _ (SEE NOTES) -CAULK BETWEEN DOOR FLANGE & SHEATHING CAULKING AT FASTENER HOLES REQUIRED (SEE NOTE 2). SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE a Q INSTALLATION ANCHOR #8 WOOD SCREW W/PLASTIC ANCHOR (TYP. WHERE TAPPERS ARE NOT REQ'D. SEE NOTE 20) LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED OF CONCRETE (SEE NOTE 2). SHIM AS REQUIRED (SEE NOTE I). INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) TWO BY WOOD BY OTHERS (NOTE 6) 1-1/8' MIN. EMBEDMENT SLIDING GLAS DOOR FRAME HEAD TEMPERED GLASS (TYP.) CAULKING REQUIRED — (SEE NOTE 2). 1/2,6 —DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB 1/4' MAX. SHIM SPACE DOOR HEIGHT ° 1EMBEDMENT 1-1/4' MIN. ° D 1 INSTALLATION ANCHOR W 3/16' DIA. TAPPER a a (NOTE 15) o � w CONCRETE OR :2 W MASONRY OPENING J BY OTHERS W � a SECTION A -A TEMPERED GLASS (TYP.) PERIMETER CAULK BY OTHERS SECTION B-B 1/4' MAX. SHIM SPACE 1-1/8 MIN_ EMBEDMENT TWO BY WOOD BY OTHERS (NOTE 6) SHIM AS REQ'D. (SEE NOTES) TWO BY WOOD BY OTHERS (NOTE 6) INSTALLATION ANCHOR 08 WOOD SCREW (TYP.) (NOTE 21) (ANCHORS SHOWN IN SAME PLANE FOR CLARITY ONLY. HOOK STRIP ANCHOR HOLES SPACED 2' APART ON OPPOSITE FLANGES.) SLIDING GLASS DOOR HOOK STRIP INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) STUCCO OR SIDING BY OTHERS EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) CAULK BETWEEN DOOR FLANGE & SHEATHING SHEATHING BY OTHERS TEMPERED — GLASS (TYP.) CAULK BETWEEN HOOK STRIP & WOOD BUCK 1" MIN. E�IB/EB DMENT (TYP.) 1 3/4' MAX. SHEATHING BY OTHERS SLIDING GLASS DOOR INTERLOCK HEOK STRIP DETAIL Disclaimer: The purpose of this installation drawing is to present the manufacturer's recommendations for anchorage (i.e.. concrete screws and wood screws( to achieve the design pressure specified on the C fenestration product as required by Florida Building Code, Section 1707.4.4. Anchorage Methods. Recommendations regarding flashing, sealing, sealants or other joint sealant practices does not constitute a warranty either expressed or implied. IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be followed fully. GENERAL INSTALLATION INSTRUCTIONS 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4". LOAD BEARING SHIM AT SILL MUST BE PRESSURE TREATED WOOD OR PLASTIC AND MUST BE COMPLETELY ENCAPSULATED IN CAULKING OR SET INTO WET CONCRETE. 2) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS. LIBERALLY APPLY SILICONIZED ACRYLIC CAULKING UNDER SILL OR SET SILL IN 'BED OF WET CONCRETE. CAULK BETWEEN BACK CORNER OF SILL RISER AND CONCRETE. CAULK ALL FASTENER HOLES PRIOR TO INSTALLING FASTENER AND AROUND HEAD AFTER INSTALLATION. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR AND BETWEEN HOOK STRIP & BUCK FOR POCKET DOORS. 4) JAMB AND SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. S) DOOR FRAME MATERIAL: ALUMINUM ALLOY 6063. 6) TWO BY WOOD BUCK AND/OR FRAMING AT THE HEAD, JAMB AND HOOKSTRIP TO BE SECURELY FASTENED TO TRANSFER THE LOAD TO THE WOOD OR APPROVED FRAMING MEMBERS PER FBC, SECTION 1707.4.4.3 AND THE ENGINEER OF RECORD'S DETAILS. [SEE SHEET 2 FOR CONTINUATION OF NOTES] J/ / REV DESCRIPTION REHSEO ROTES ,. 2. 3, 6. it. 20. 30 ADDED AND/OR RE REVISED RELATED REFERERCES AND/OR ILLUSTRATPONS. ADDED NOTE 20 AND RELATED ILLUSTRATIONS_ DEC 1 6 2 REND NOTES O. TO 10 71 29 AND 70 29 AND REVISED REFERENCES TO THESE NOTES. REVFSED TAPPERS FOR 9OXX 3-PANEL DOORS. C ADDED DISCtNMER. DATE INI INTERNATIONAL, INC: FLORIDA EXTRUDERS 2540 JEWETT LANE 12/18/03 R J A CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: SLIDING GLASS DOOR 500, 1000 & 2000 FRAME INSTALLATION WITH #8 SCREWS 7/29/04 RJA DRAWN BY: BB APPROVED BY: RJA ME SC ATE: 7/29/04 ALE: NTS DWG #: FLEX0027 SHT I OF 2--A ANCHOR INSTALLATION CHART Nominal Door Size and Configuration Door Size REQUIRED QUANTITIES OF ANCHORS HEAD (#8 WS) SILL (TAPPER) JAMBS (#8 WS) HOOK STRIP (#8 WS) TO 45 PSF 46 PSF TO 60 PSF 6.1 PSF TO 70 PSF TO 45 PSF 46 PSF TO 60 PSF 61 PSF TO 70 PSF TO 70 PSF TO 70 PSF 4068 XX, OX, XO 48 x 80 6 6 6 3 3 3 8 8 5068 XX, OX. XO 60 x 80 6 6 6 3 3 3 8 8 6068 XX, OX, XO 72 x 80 8 8 8 4 4 4 8 8 8068 XX, OX, XO 96 x 80 10 10 10 5 5 5 8 8 1.0068 XX OX XO 120 x 80 12 12 12 6 6 7 (D1) 8 8 5080 XX, OX, XO 60 x 96 6 6 6 3 3 3 10 10 6080 XX, OX, XO 72 x 96 8 8 8 4 4 4 10 10 8080 XX, OX, XO 96 x 96 10 10 10 5 5 5 10 10 10080 XX OX XO 120 x 96 12 12 12 6 6 7 (D1) 10 10 50100 XX, OX, XO 60 x 120 6 6 6 3 3 3 12 12 60100 XX, OX, XO 72 x 120 8 8 8 4 4 4 12 12 80100 XX OX XO 96 x 120 10 10 10 5 5 6 12 12 9068 OXO 109 1/8 x 80 12 12 12 6 6 6 8 8 12068 OXO 145 1/8 x 80 14 14 14 7 7 9 132 8 8 15068 OXO 181 1/8 x 80 16 16 16 8 10 (D2) 11 (D3) 8 8 9080 OXO 109 1/8 x 96 12 12 12 6 6 6 10 1 10 12080 OXO 145 1/8 x 96 14 14 14 7 8 D1 9 132 10 10 15080 OXO 181 1/8 x 96 16 16 18 8 11 13 10 10 90100 OXO 109 1/8 x 120 12 12 12 6 6 6 12 12 120100 OXO 145 1/8 x 120 14 14 14 7 9 (D2) 10 (D3) 12 12 9068 XXX 106 5/8 x 80 12 12 12 6 6 6 8 8 12068 XXX 142 5/8 x 80 14 14 14 7 7 8 D 1) 8 8 15068 XXX 178 5/8 x 80 16 16 16 8 10 (D2) 11 (D3) 8 8 9080 XXX 106 5/8 x 96 12 12 12 6 6 6 10 10 12080 XXX 142 5/8 x 96 14 14 14 7 8 D1) . 9 D2 10 10 15080 XXX 178 5/8 x 96 16 16 17 8 11 (133) 13 10 10 90100 XXX 106 5/8 x 120 12 12 12 6 6 6 12 12 120100 XXX 142 5/8 x 120 14 14 14 7 9 (D2) 10 (D3) 12 12 10068 OXXO 119 5/8 x 80 12 12 12 6 6 7 D1 8 8 12068 OXXO 143 5/8 x 80 14 14 14 7 7 8 D1 8 8 16068 OXXO 191 5/8 x 80 18 .18 18 9 10 (D1) 12 (D3) 8 8 10080 OXXO 119 518 x 96 12 12 12 6 6 7 (DI) 10 10 12080 OXXO 143 518 x 96 14 14 14 7 8 D1 9 (D2) 10 10 16080 OXXO 191 518 x 96 18 18 19 9 12 (D3) 14 (D5) 10 10 100100 OXXO 119 5/8 x 120 12 12 12 6 6 7 (D1) 12 12 120100 OXXO 143 5/8 x 120 14 14 14 7 9 (D2) 10 D3 12 12 160100 OXXO 191 5/8 x 120 18 19 22 10 (D1) 13 (D4) 16 (D7) 12 12 10068 XXXX 117 114 x 80 12 12 12 6 6 6 8 8 12068 XXXX 141 114 x 80 14 14 14 1 7 7 8 D1 8 8 16068 XXXX 189 1/4 x 80 16 16 16 9 (D1) 10 (D2) 12 (134) 8 8 10080 XXXX 117 1/4 x 96 12 12 12 6 6 7 D1 10 10 12080 XXXX 141 1/4 x 96 14 14 14 7 8 D1 9 D2 10 10 16080 XXXX 189 1/4 x 96 16 16 19 9 (D1) 12 (D4) 13 (135) 10 10 100100 XXXX 117 1/4 x 120 12 12 12 6 6 7 D1 12 12 120100 XXXX 141 114 x 120 14 14 14 7 1 8 D1 10 D3 12 12 160100 XXXX 189 1/4 x 120 16 18 1 21 1 10 (D2) I 13 (DS) 15 (D7) 12 12 ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ'D. IN BOTH FACTORY APPLIED INSTALLATION HOLES: "D1" THROUGH "D7" DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REQ'D. 2) "131" MEANS, INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) "132" MEANS, INSTALL TWO TAPPERS 1N TWO SETS OF INSTALLATION HOLES. 4) "D3" MEANS, INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 5) "D4" MEANS, INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 6) "D5" MEANS; INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES. 7) "136" MEANS, INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. 8) "D7" MEANS, INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 9) LOCATION OF ADDITIONAL TAPPERS IN SILL SHOULD BE PRIORITIZED AS FOLLOWS_ A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN SILL- 8: SECONDLY, AT EACH END OF SILL NEAR JAMB CORNER, IF NEEDED. C: LOCATIONS IN SILL OTHER THAN AS LISTED IN A & B. IMPORTANT INFORMATION & GENERAL NOTES (cont.) GENERAL INSTALLATION INSTRUCTIONS (cont) 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 500 AND 2000 SLIDING GLASS DOORS. 8) WHERE "X" REPRESENTS MOVING PANEL AND "0" REPRESENTS FIXED PANEL, APPROVED CONFIGURATIONS ARE AS LISTED ON THE ANCHOR INSTALLATION CHART. 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHOR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS"A-A", "B-B" & HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS. 10) FOR POCKET DOOR SIZES, USE CLOSEST BYPASS DOOR SIZE AND CONFIGURATION TO FINISHED OPENING. ANCHOR INSTALLATION INSTRUCTIONS GENERAL: 11) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR THE ENVIRONMENT AND/OR FRAMING MATERIAL WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECOMMENDATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 12) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER. 13) WOOD SCREWS SHALL MEET ANSI 618.6.1 DIMENSIONAL REQUIREMENTS. 14) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE & #10 WOOD SCREW - 9/64" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION). 3/16" DIA. TAPPER CONCRETE SCREW (SILL): 15) WHERE DOOR IS INSTALLED ON A MASONRY OR CONCRETE SILL, USE A 3/16" DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH. TO ACHIEVE MIN_ EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 16) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR TAPPER REQUIREMENTS. 17) INSTALL ONE TAPPER IN EACH PAIR OF FACTORY APPLIED INSTALLATION HOLES UNLESS NOTED OTHERWISE ON ANCHOR INSTALLATION CHART. 18) ALTERNATE TAPPER INSTALLATION ANCHORS FRONT TO BACK IN SILL FRAME MEMBERS. 19) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TITEN (by SIMPSON STRONG -TIE) CAN BE SUBSTITUTED. 20) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATIONSHALL BE ANCHORED WITH "BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACTURED BY POWERS FASTENING, INC_ (OR EQUIVALENT) AND #8 WOOD SCREWS OF SUFFICIENT LTH: TO PROVIDE MIN_ 7/8 IN. EMBEDMENT INTO THE CONCRETE OR MASONRY. #8 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK FOR HEAD, JAMBS AND POCKET DOOR HOOK STRIP): 21) WHERE HEAD, JAMBS AND POCKET DOOR HOOK STRIP IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #8 WOOD SCREWS (ANSI B18.6.1) OF SUFFICIENT LENGTH TO ACHIEVE 1-1/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK RECEIVING THE POINT. 22) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD SCREW REQUIREMENTS IN HEAD, JAMBS AND HOOK STRIP. 23) WOOD SCREWS SHALL NOT BE USED TO FASTEN HEAD, JAMBS OR HOOK STRIP INTO THE END GRAIN OF WOOD. 24) WOOD SCREW WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS FOR THE POCKET DOOR HOOK STRIP ONLY ARE BASED ON A SPECIFIC GRAVITY OF 0.55 FOR SOUTHERN PINE. 25) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES NOT USED FOR #8 WOOD SCREW (1 1/8" MIN. EMB.) INSTALLATION SHALL BE ANCHORED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN. EMBEDMENT INTO WOOD BUCK. DESIGN PRESSURE RATING & FBC REQUIREMENTS 26) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 2NG7) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE DOOR SIZES SHOWN IN THE CHART. DESIGN PRESSURES (D-P.) SHOWN ARE POSITIVE AND NEGATIVE. 28) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS: 29) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 30) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. Ev FLORIDA EXTRUDERS INTERNATIONAL,2540 A JEW TT LANE CERTIFICATE OF AUTHORIZATION No. 9235 SANFORD FLORIDA B TITLE: SLIDING GLASS DOOR 500, 1000 & 2000 C FRAME INSTALLATION WITH #8 SCREWS DRAWN BY: BB APPROVED BY: RJA DATE: 7/29/04 SCALE: NTS DWG #: FLEX0027 SHEET 2 Of 2 T�t ANKH -OR INSTALLATION ANCHOR INSTALLATION. ` -- - CAULK_ BETWEEN 3/16" DIA. .T-APPER. q8 WOOD SCREW- (TYP. WHERE WOOD BUCK & (NOTE 17) TAPPERS ARE NOT MAS"Y. OPENING CONCRETE OR ONE BY WOOD REQ'D- - NOTE 22) BY OTHERS MASONRY OPENING BUCK BY OTHERS BY OTHERS (NOTE It & 12> CAULK BETWEEN DOOR FLANGE — & WOOD BUCK PERIMETER -CAULK BY` OTHERS STUCCO — BY OTHERS SHIM AS REQ'D (SEE NOTES> q EM EMI INSTALLATION ANCHOR N8 SCRE4/ WOOD (TYP. - WHERE TAPPERS ARE NOT REQ'D. - NOTE 22) SECTION A -A CAULKING AT FASTENER HOLES REQUIRED (SEE NOTE 2)- SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE u r, I INSTALLATION ANCHOR a8 WOOD SCREW ✓/PLASTIC ANCHOR (TYP. VHERE TAPPERS ARE NOT REQ'D. SEE NOTE 22) LIBERALLY APPLY — CAULKING UNDER SILL OR SET SILL IN BED OF CONCRETE (SEE NOTE 2). SHIM AS REQUIRED, (SEE._NOTE 1). SLIDING GLASS DOOR FRAME — JAMB /4' MIN., I/4' MAX_ D - SHIM SPACE SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT CAULK INi REQUIRE (SEE NO H ° o °v o EMBEDMENT 1-1/4' MIN. INSTALLATION ANCHOR 3/16" DIA. TAPPER (NOTE 17) CONCRETE OR MASONRY OPENING BY OTHERS r� _... N RE T E OR _ C c ,_..... MASONRY OPENING `.SHIM -SPACE 1 1/4- MIN. _21 E S 2X4 X6, OR :2x8 WOOD o BY OTHERS EMBEDMENT - - BY OTHERS '(NOTE 6) o ONE BY WOOD BUCK BY OTHERS Q (NOTE 11 & 12) INSTALLATION ANCHOR IT8 WOOD SCREW (TYP.) CAULK BETWEEN (NOTE 23) HOOK STRIP & CAULK BETWEEN (ANCHORS, SHOWN IN SAME a WOOD BUCK PLANE FOR CLARITY ONLY. Q WOOD BUCK & HOOK STRIP ANCHOR HOLES MAS'Y. OPENING SPACED 2- APART ON 1 1/6' MIN BY OTHERS ORPOSITE .FLANGES.) EMBEDMENT SHIM AS REQ'D. <TYP.> a (SEE NOTES) SLIDING GLASS DOOR Q a HOOK STRIP a INSTALLATION ANCHOR;��3/4" MAX. 3/16' DIA. TAPPER (NOTE 17) CAULK BETWEEN t TEMPERED GLASS DOOR FLANGE (TYP.) & WOOD BUCK TEMPERED GLASS (TYP.) PERIMETER a STUCCO CAULK BY CONCRETE OR HD0K BY OTHERS OTHERS MASONRY OPENING BY OTHERS STRIP D E T A I SLIDING GLASS` DOOR -�— S.G.D. WIDTH STUCCO INTERLOCK drowing is to present the manufacturer's recommendations for BY OTHERS Disclaimer: The purpose of this installation anchorage (i.e.. concrete screws. wood screws and nails) to achieve the design pressure specified on the fenestration product as required 6y Florida Building Code_ Section 1707-4.4. Anchorage Methods. SECTIONB — B C Recommendations regarding flashing. sealing. sealants or other joint sealant practices does not constilvte o warranty either expressed or implied. IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be followed fully. A GENERAL[NSTALLAT[ON INSTRUCTIONS 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX_ ALLOWABLE SHIM STACK TO BE 1/4'- LOAD BEARING SHIM AT SILL MUST BE PRESSURE TREATED WOOD OR PLASTIC AND MUST BE COMPLETELY ENCAPSULATED IN CAULKING OR SET INTO WET CONCRETE_ 2) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS. LIBERALLY APPLY SILICON [ZED ACRYLIC CAULKING UNDER SILL OR SET SILL IN BED OF WET CONCRETE. CAULK BETWEEN BACK CORNER OF SILL RISER AND / CONCRETE. CAULK ALL FASTENER HOLES PRIOR TO INSTALLING FASTENER AND AROUND HEAD AFTER INSTALLATION. / 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR AND BETWEEN HOOK STRIP & / B B BUCK FOR POCKET DOORS. 4) JAMB AND SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER_ 5) DOOR FRAME MATERIAL: ALUMINUM ALLOY 6063. 6) TWO BY WOOD BUCK OD CIR STRUCTURAL SUBSTRANG AT THE KTE PER FBCSTRIP TO ESECURELY SECTION1707.4.4 2 AND THE ENGINEER OORECORD'SE A MASONRY, CONCRETE EXTERIOR ELEVATION DETAILS. 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT AL 2 PANEL DOOR SHOWN SO APPLIES TO THE FLORIDA & EXTRUDERS 500 AND 2000 SERIES SLIDING GLASS DOORS - RATIONS ARE AS 8) WHERE "X" REPRESENTS MOVING PANEL AND "0" REPRESENTS FIXED PANEL, APPROVED CONFIGU (SEE NOTES 8 , 9 I LISTED ON THE ANCHOR INSTALLATION CHAR T Y [S ECONTINUATION=OF NOTES W a RE DESCRIPTION DATE INI o R'.".NOTCS I.2.1.6. 11. O T2. 12/t8/03R J, B N 11, 16. 22. 21 k 31 AND •OOE —O/OR RCISCO RCLATCO 0 W RCF(R(NC(S /ENO/OR 4(OSTRATIONS N R(NVuO(RCO Nof(S 6 TO 10 ENO Q JRCv,SCO RCFCRCNcCs t0 tHCSC U / NOI(S RMS(0 TW6 RS FOR 9OX- 1 G 2004 1-P-CL DOORS 03 a g / ---- ADDED 01SCLAMER 7/29/04 R J 0C [N RT1OPi"A( INC I l�T E�_ 2�40 �tJEH1f T'( CERTIFICATE F THo i A N No.- 923s SA N F O R D ,_ I' 1R I0 C) A TITLE: I DING GLASS DOOR 500, 1000 & 2000 MASONRY INSTALLATION W I l li NON-S I RUC f UI AL BUCK AND TAPPERS DRAWN 13Y: QQ APPROvI 1) 13Y: DATE:7/29/04 SCALE:NTS DWG # FLLX0021 ANCHOR INSTALLATION CHART REQUIRED QUANTITIES OF ANCHORS -. HEAD & SILL (TAPPER) EACH JAMB (TAPPER) HOOK STRIP (#8 WS) TO 46 PSF 61 PSF TO 61 PSF TO TO 70 PSF Nominal Door Size Door Size and Configuration TO TO 60 PSF 70 PSF 45 PSF 60 PSF . 70 PSF 4068 XX. OX. XO 48x80 3 3 3 3 4 q 4 4 8 8 5068 XX, OX. XO 60 x 80 3 3 4 4 4 8 X 6068 XX, OX, O 72x80 4 q 5 4 q 8 8068 XX, OX. XO x 80 5 6 5 6 7 (1) 4 4 8 10068 XX OX XO t 2 z 3 3 5 5 10 5080 XX, OX XO 6 0 96 x 60 3 3 5 5 . .. 10 6080 XX, OX, XO 72 x 96 4 4 4 5 5 - 10 8080 XX, OX, XO 96 x 96 5 6 5 6 5 7 (DI) 5 5 10 10080XX OX XO 120 x 96 6 6 t2 50100 XX, OX, XO 60 x 120 3 . 3 3 6 6 12 60100 XX, OX XO 72 x 120 4 4 4 6 6 7 (DI) 12 8010O XX OX XO 96 x 120 5 5 4 4 8 9068 OXO 109 i /8 x 80 6 6 6 q 4 8 12068 OXO 145 1/8 x 80 7 7 9 D2 4 8 15068 OXO 181 1/8 x 80 8 10 (D2) 11 (03) 4 5 10 90800X0 109 1 /8 x 96 6 6 6 5 5 5 70 12080 OXO 145 1/8 x 96 7 8 D1 9 D2 5 5 10 15080 OXO 181 1/8 x 96 8 11 13 6 7 D1 12 90100 OXO 109 1/8 x 120 6 7 6 9 (D2) 6 10 (D3) 6 7 (D1) 12 120100 OXO 145 1/8 x 120 q 4 8 9068 XXX 106 5/8 x 80 6 6 6 4 8 12068 XXX 142 518 x W 7 7 8 01 4 4 8 15068 XXX 178 5/8 x 80 8 10 (D2) 11 (D3) 4 5 10 9080 XXX 106 518 x 96 6 6 6 5 5 5 10 12080 XXX 142 tole x 96 7 8 D1 9 O2 5 5 10 15080 XXX 178 518 x 96 8 11 (133) 13 7 12 90100 XXX 106 518 x 120 6 6 6 6 6 7 12010O XXX 142 518 x 120 7 9 (D2) 10 (D3) 4 8 8 10068 OXXO 119 5/8 x 80 6 6 7 (DI) 4 4 8 12068 OXXO 143 518 x 80 7 7 8 D1 4 4 8 16068 OXXO 191 518 x 80 119 518 z 96 9 6 10 (D 1) 6 12 (D3) 7 01 4 . 5 5 5 10. 10 10080 OXXO f 12080 OXXO 143 5/8 x 96 7 8 D1 9 1132 5 5 5 10 t t))) 16080OXXO 191 518 x 96 9 12 (D3) . 14 (D5) 7 12 100100 OXXO 119 518 x 120 6 6 7 D 1 6 6 (DI) 7 D1 12 120100 OXXO 143 518 x 120 7 9 D2 10 D3) 6 7 (01.) 12 160100 OXXO 191 5/8 x 120 10 (D 1) 13 (D4) 16 (D7) 8 10068 XXXX 117 114 x 80 6 6 6 4 4 4 8 12068 XXXX 141 1/4 x 80 7 7 8 (Dij 4 4 8 16068 XXKX 189 114 x 80 9 (01) 10 (D2) 12 (D4) 4 10 10080 XXXX 117 114 x 96 6 6 7 (DI) 5 5 5 10 12080 XXXX 141 114 x 96 7 8 D1 9 D2 5 5 10 16080 XXXX 189 1/4 x 96 9 (D1) 12 (D4) 13 (D5) 5 7 O1 12 100100 XXXX 117 1/4 x 120 6 6 7 01 6 7 D1 12 12010 _XXXX 141 1 44 x 120 7 8 D1 10 D3 6 6 7 (D1) 12 160100 XXXX 189 1/4 x 120 1 10 (D2) 1 13 (05) 15 (D7) ANCHOR INSTALLATION CHART NOTES: TAPPERS ARE REQ'D. IN BOTH FACTORY APPLIED INSTALLATION HOLES. 1) IN SOME CASES "07" IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE -D1' THROUGH DESIGNATES REO'R -01" MEANS. INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES_ 2) -D2" INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 3) MEANS, -D3- INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 4) MEANS. -D4" INSTALL TWO TAPPERS IN. FOUR SETS OF INSTALLATION HOLES. 5) MEANS. -D5- MEANS. INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATIOWHOLES. 6) 7) -06" MEANS. INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. -07- MEANS. INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 8) 9) LOCATION OF ADDITIONAL TAPPERS IN HEAD 8, SILL SHOULD BE PRIORITIZED AS FOLLOWS: A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN HEAD & SILL. B. SECONDLY- AT EACH ENO OF HEAD & SILL NEAR JAMB CORNER, IF NEEDED - C LOCATIONS IN HEAD & SILL OTHER THAN AS LISTED IN A & B. 10) LOCATION OF ADDITIONAL TAPPERS IN JAMBS SHOULD BE PRIORITIZED AS FOLLOWS: 'A FIRST, ADJACENT TO LOCKS IN JAMBS. B. SECONDLY. AT EACH ENO OF JAMBS NEAR HEAD & SILL CORNERS. C: LOCATIONS IN JAMBS OTHER THAN AS LISTED IN A & B. IMPORTANT INFORMATION & GENERAL NOTES (coat.) GENERAL INSTALLATION INSTRUCTIONS (cone:) 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHOR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS -A-A", -13-68, I tCA )r: ', I RIP I )i: I ."II APi'L INSTALLATION OF ALL APPROVED CONFIGURATIONS. 10) FOR POCKET DOOR SIZES., USE CLOSEST BYPASS DOOR SIZE AND CONFIGURATION TO FINISHED OPENING. ANCHOR INSTALLATION INSTRUCTIONS GENERAL: 11) NAIL ATTACHMENT OF NON-STRUCTURAL ONE BY BUCK IS 4" FROM EACH CORNER AND 8" ON CENTER. USE A HARDENED 'T-NAIL" WITH A 0.097" DlANr _TER AN( ) 1 3/8-' LENGTH (5/8" EMBEDMENT), A HARDENED -MASONRY NAIL" WITH A 0.148" DIAMETER AND I Ih- LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. 12) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2" THICKNESS. NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCK; (;TtEnTr.;; t: r i:a t NI�rtlrtnl. (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE 1 I 13) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR I I It: NVIRONNENT AND/OR FRAMING MATERIAL WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RE:CUrI, FN(.)ATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 14) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER. 15) WOOD SCREWS SHALL MEET ANSI 618.6.1 DIMENSIONAL REQUIREMENTS_ 16) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR W000 (im:., I Iu,I- I I•.X-4) 3/16- DIA. TAPPER CONCRETE SCREW (SILL AND NON-STRUCTURAL ONE BY WOOD BUCK ON HEAD AND IAMBS)- 17) WHERE DOOR IS INSTALLED IN MASONRY OPENING WCTH A NON-STRUCTURAL ONE BY WOOD BUCK (NOTE t 1) FOR THE HEAD AND JAMBS AND A MASONRY OR CO)•`_RFTE SILL. USE A 3/16" DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH: TO ACHIEVE MIN. EMBEDMENT OF 1- 114" INTO MASONRY OR CONCRETE. , 18) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR TAPPER REQUIREMENTS. 19) INSTALL ONE TAPPER IN EACH PAIR OF FACTORY APPLIED INSTALLATION HOLES UNLESS NOTED OTHERWISE ON ANCHOR INSTALLATION CHART. 20) ALTERNATE TAPPER INSTALLATION AN FRONT TO BACK IN ALL FRAME MEMBERS. 21) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TITEN (by S[MPSON STRONG TIE) CAN E,E SUBSTITUTED �'✓Il r l TI I` FOLLOWING LIMITATIONS FOR THE 120" HEIGHT SLIDING GLASS DOORS: a) INSTALL ONE ADDCIIONAL FASTENER IN EACH )AMB OVER CHART REQUIREMENTS. 22) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE HEAD AND JAMB NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SI iALL BE : r:r HO1tED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN, 5/8 IN, EMBEDMENT INTO WOOD BUCK. ALL REMAINING FACTORY APPLIED INSTALLATION F.kSTFr1ER HOLES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE ANCHORED WITH "BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACTURED B'r PCI%N .f<S rASTENING, INC. (OR EQUIVALENT) AND #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 7/8 IN. EMBEDMENT INTO THE CONCRETE OR MASONRY. #8 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK FOR POCKET DOOR HOOK STRIP): 23) WHERE POCKET DOOR HOOK STRIP IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #8 WOOD SCREWS (ANSI B 18 t;.1) c )! S!_1Fi ICIENT LENGTH TO ACHIEVE 1-1/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK RECEIVING THE POINT- NEW24) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD SCREQUIREMENTS IN HOOK STRIP. 25) WOOD SCREWS SHALL NOT BE USED TO FASTEN HOOK STRIP INTO THE END GRAIN OF WOOD_ , 26) WOOD SCREW WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS FOR THE POCKET DOOR HOOK STRIP ONLY ARE BASED ON A SPECIFIC: GRAV) I Y OF 0.55 FOR SOUTHERN PINE. DESIGN PRESSURE RATING & FBC REQUIREMENTS 27) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NE.r l t ARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'0. 28) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE DOOR SIZES SHOWN IN THE CHART- DESIGN PRESSURES (U.P. ) SHOWN ARE POSITIVE AND NEGATIVE. 29) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED_OR INSULATING GLASS. 30) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 31) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707-4-1-1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL Su[I`_; I IU1r�S nN0 1707-4.4-3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002- R FLORIDA EXTRUDERS INTE:RNAvATIONAI_,, INC 2540 JI_'WI:TT LANE CERTIFICATE OF AUTHORIZATION TITLE: SLIDING NO 9235 SANEOUD F1,0RIDA GLASS DOOR 500, 1000 & P000 B C MASONRY INSTALLATION WITH NI►f! --- BUCK AND TAPPERS DRAWN 13Y: BB DATE: 7 /29/04 SCALE: N T S APPROVED HY I,' ill DWG #TLEX00L1 SI-10- 1 L L t - - __ -_ �..�.-.;�.•.�.,�.=..��.�vx��<.�:�.._w_��-tip _ _ _ __ . . . .. e.. _�.„—i33E.:.n.SMZ-"'6'�.«...._:u:,SL`3. �..✓XSi.��'�... �y—w"F< _ r—LI e�� s� i�-��_+— �AeaG:3danA.w.� - 1 X 2 X 1/8 I X 2 X 3/8 ONE BY WOOD DETAIL C 1000 S.H. 1000 S.H. TUBE MULLION JAMB (TYP.) TUBE MULLION l BUCK BY OTHERS JAMB (TYP-) I I CONCRETE OR MASONRY BY OTHERS 1 1/4' MIN. - Q #8 X 1/2 SELF #8 X 1/2 SELF EMBEDMENT Q TAPPING SMS TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (1) 1 X 2 7/16 X 1/8 TUBE MULLION 1000 S.H. 1000 S.H. JAMB (TYP.) JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (3) I X 4 X 1/8 TUBE MULLION JAMB O(TYP.) ( I I I I JAMB OOT P. #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (5� \\I_ SEALANT BETWEEN WINDOW FLANGES & MULLION 2 X 4 X 3/8 #8 X 1-1/2 SELF TUBE MULLION TAPPING SMS SECTION A —A (2) 1 X 2 7/16 X 3/8 1000 S.H. TUBE MULLION JAMB (TYP.) #8 X 112 SELF TAPPING SMS \ r SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (4) 1 .X 4 X 3/8 / TUBE MULLION 148 x 1-1/2. SELF TAPPING SMS #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 x 1-1/2 SELF TAPPING SMS SECTION A -A (6) �\— INSTALLATION ANCHOR 3/16" DIA. TAPPER SCREW ANCHOR (TYP.) EXTERNAL MULLION INSTALLATION CLIP TYPICAL MULLION TO CONCRETE @ HEAD MULLION (APPLIES TO HEAD & SILL WHERE 1" X 4" m1h & 2" X 4" TUBE MULLIONS ARE USED) #8 x 1/2 SELF TAPPING SMS For alternate sill DETAIL B profiles where "Sill Clip" is not suitable. it is acceptable to use "Installation Clip as shown in Detail C (with or w/o bucking). INSTALLATION ANCHOR 3/16- DIA. TAPPER SCREW ANCHOR (TYP.) x SILL CLIP — I 1 1/4' MIN. EMBEDMENT . Q PRECAST SILL BY OTHER AUXILIARY PLATE (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) 0 O — O #8 SELF TAPPING -,Z \/ MULLION SMS (TYP.) `— DETAIL B 0 SEALANT BETWEEN WINDOW FLANGES & MULLION SECTION A -A (7) DETAIL C ELEVATION VIEWED FROM EXTERIOR w co L Ln U 3 O 3 J Z m = 1 co(n v, Q - C C co O a) C U r i� i• >,Ln FLORIDA EXTRUDERS-INTER NNAL, INC JEw TT LANE SANFORD, FLORIDA TITLE: SER. 1000/ 1500 FLANGE SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: MSH APPROVED BY: WA B DATE:6 / 1 7/0 4 SCALE: N T S DWG.: 1 V M F L G SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES IN PSF CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACLTY WINDOW WINDOW 1 X2X 1 /8 1 X2X 1 /8 1 X2X3/8 1 X2X3/8 i X2 7/16X 1/8 1 X2 7/16X 1 /8 1 X2 7/16X3/8 1 X2 7/16X3/8 1 X4X 1 /8 1 X4X 1 /8 1 X4X3/8 1 X4X3/8 2X4X3/8 CALL TIP -TO -TIP TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL SIZE SIZE 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 4 ANCHORS 6 ANCHORS 4 ANCHORS 6 ANCHORS 6 ANCHORS SECT. A-A(!SECT. A-A(IL SECT. A -A 2 SECT. A -A 2 SECT_ A -A 3 SECT. A-A(3) SECT. A -A 4 SECT. A -A 4 SECT. A -A 5 SECT. A-A(5) . SECT. A-A(6) SECT. A-A(6) SECT. A-A(7) 12 13 19 1/8 X 26 336.52 732.42 336.52 692.83 336.52 732.42 456.46 193.92 336.52 732.42 791.81 1 187.72 791 _81 1187.72 1 187.72 209.72 152.75 456.46 271.83 493.47 359.41 740.20 539.12 493.47 359.41 740.20 539.12 740.20 539.12 19 1/8 X 38 3/8 19 1/8 X 50 5/8 209.72 131.23 317.66 F131.23 209.72 152.75 429.55 1 77.46 209.72 152.75 14 1 39.09 97.48 1 35.81 119.85 194.97 136.64 319.55 282.02 460.17 423.03 31 9.55 282.02 479.33 423.03 479.33 423.03 145 15 19 1/8 X 56 1/ 19 1/8 X 63 94.1 3 65.97 1 3 65.97 1 27.29 89.21 1 27.29 89.21 135.81 97.48 16 19 1/8 X 72 43.49 43.49 58.81 58.81 64.27 64.27 90.09 90.09 212.62 212.62 296.98 296.98 365.75 t7 19 1/8 X 84 26 1 /2 X 26 26 1 /2 X 38 3/8 26.96 262.87 157.93 97.25 26.96 572.13 239.21 97.25 36.45 36.45 39.83 39.83 55.84 55.84 131.79 131.79 184.08 184.08 294.03 1 H2 262.87 157.93 113.20 541.20 323.48 131.51 262.87 157.93 113.20 572.13 343.74 143.71 262.87 157.93 113.20 572.13 343.74 201.45 618.52 371.61 266.35 927.78 557.41 399.53 618.52 371.61 266.35 927.78 557.41 399.53 927.78 557.41 399.53 1 H3 1 H4 6 1 /2 X 50 5/, 2 X 56 1 / - 6?61 69.43 69.43 48.44 93.89 93.89 100.17 102.59 100.17 143.81 235.70 339.42 235.70 353.55 353.55 65.51 65.51 71 _58 71.58 88.01 100.34 207.10 236.83 207.10 310.65 310.65 ElH45 1 H5 /2 X 63 48.44 1 H6 26 1 /2 X 72 31.79 31.79 42.99 42.99 46.98 46.98 65.86 65.86 155.44 155.44 217.11 217.11 267.38 1 H7 26 1 /2 X 84 37 X 26 19.62 216.75 19.62 471.75 26.53 216.75 26.53 471.75 28.99 216.75 28.99 471.75 40.64 216.75 40.64 471.75 95.93 510 95.93 765 133.99 510 133.99 765 214.02 765 22 7 X 38 3/8 37 X 50 5/8 37 X 56 1 /4 122.22 73.34 51.97 36.01 185.12 73.34 51.97 36.01 122.22 85.36 70.28 48.70 250.32 99.17 70.28 48.70 122.22 85.36 74.98 53.21 266.00 108.37 76.79 53.21 122.22 85.36 74.98 65.43 266.00 151.91 107.65 74.59 287.57 200.86 176.43 153.96 431.36 301.29 254.07 176.06 287.57 200.86 176.43 153.96 431.36 301.29 264.64 230.94 431.36 301.29 264.64 230.94 23 24 245 25 37 X 63 37 X 72 23.47 23.47 31.74 31.74 34.69 34.69 48.62 48.62 114.76 114.76 131.61 160.30 197.41 26 37 X 84 14.39 14.39 19.46 19.46 21.26 21.26 29.81 29.81 70.36 70.36 98.27 98.27 156.97 27 53 1/8 X 26 53 1/8 X 38 3/8 3 1 /8 X 50 5/ 191.61 98.38 56.23 417.04 149.02 56.23 191.61 98.38 65.45 394.49 201.51 76.04 191.61 98.38 65.45 417.04 214.14 83.09 191.61 98.38 65.45 417.04 214.14 1 16.47 450.85 231.50 154.00 676.28 347.25 231 .O 1 450.85 231.50 154.00 676.28 347.25 231 .O 1 676.28 347.25 231.01 32 33 34 345 53 1/8 X 56 1/4 53 1/8 X 63 39.32 26.92 39.32 26.92 53.17 36.40 53.17 36.40 56.73 39.78 58.10 39.78 56.73 48.91 81.44 55.76 133.48 115.08 192.22 131.60 133.48 115.08 200.23 172.63 200.23 172.63 35 36 53 1/8 X 72 17.34 17.34 23.45 23.45 25_62 25.62 35.92 35.92 84.77 84.77 97.21 118.41 145.82 37 53 1/8 X 84 10.51 10.51 1 4.21 114.21 15.53 15.53 21.77 21.77 51.39 51.39 71.78 71.78 120.81 -NOTES: A) NUMBER OF ANCHORS NOTED .ARE FOR TAPPER FASTENERS INTO MASONRY REQUIRED AT EACH END USING 1 1/4" EMBEDMENT. $) PRESSURES GIVEN IN PSF ARE FOR 2/3 OF ULTIMATE MULLION DESIGN LOAD WHERE THIS ULTIMATE LOAD IS BASED ON 1.5 X DESIGN PRESSURE PER 1707.4.5.4. USE THE OPENINGS DESIGN PRESSURE WITHOUT INCREASE FOR COMPARISION TO THIS CHART. : _ C) THE MULLED WINDOW ASSEMBLY'S OVERALL DESIGN PRESSURE RATING IS THE LOWER OF EACH INDIVIDUAL WINDOW'S LABEL RATING. ASTM E 1300 GLASS LOAD RESISTANCE OR THE LOAD RATING OF THE MULLION PER THIS DRAWING. WHEN CHOSING A MULLION, EXCEED THE WINDOW/GLASS DESIGN PRESSURE THEREBY CAUSING THE WINDOW/GLASS DESIGN PRESSURE TO GOVERN. INTERNATIONAL, INC. FLORIDA EXTRUDERS 2540 JEWETT LANE SANFORD FLORIDA TITLE: DES I G N PRESSURE CAPACITIES FLANGE VERTICAL M U L L I '0 N S - S E R. 10 00 1500 DRAWN BY: JBH APPROVED BY. WAB DATE: 6/ 1 7/ 0 4 1 SCALE: FULL DWG.: I V M F L G P G 2 No 0 1 f REVIEWED FOR CODE COMPLIANCE 4 3 CAPRI ENGINEERING 2 oPnoN.LL 559 CLASS OR I/EE e' SEc OACRttIC LH B-DEB)S AVAIABIE (S *AM1, ,III157 o I I I I , , C REVISIONS ��TE-- (5) INTERMEGIATE STILLS FOR "' WIDE DOOR E DESCRIPTION / 1 ATTACHED W/ roc-L-LOG (TOP & BDT REV. N0. ZONE: GATE: ECN NO. APPVD: / I AND UaETIWNE IDHESTK (ALONG CENT ) I I 82 1 II/00 MWW OTY ()) WAS (2) FOR TRACK BOLT ®u�ro��a�n�an�n®um� `LOCATION OF L._--T►- A I ` OPTIONAL OUTSIDE KEYED LOCK POSMON OP110NAL VEH1S ' MAX. DOOR WIDTH -IS'-O' NOTE 1 UP TO 7'- CONSIST30F 1) SECTIONS TSHOWNI. (( INc1OF ffNATKTN. FRONT inIAE WITH U.V.12.3 LAC SCREWS ON 19 CENTERS. 1 D.O. MIN. UNTERSU WASHE REOUIREO. W: 9CREW9'AMY BE COUNTERSUNK QUIRE SCREWS DOORS P" LJ O DOORS OVER ]'-0 HIG CONSIST OF (5) SECTIONS (OT SH WN). COATING ON OUTSIDE SURFACE (BUT NOT REQUIRED) TO A RUSH MOUNTING 2" THICK 1 SSO GIJSS OR DPTIDN•L 1/0' ACRTUC IIE WINDOW SURFACE HORIZONTAL JWBS 00 NOT TRANSFER LOAD. 10 SCREW 111E HORIZONTAL TRACK SUPPORT BY 20 GA MIN. ENO STILES ATTACHED TO DOOR DOOR INSTALLER (TO SUN) SKIN WITH PATENTED TOG-L-LOC SYSTEM (TOP, BOTTOM k CENTER). D —WU' •B• IJ 4A CALV.STEM STEEL TUG BRACKET. ((3) FASTENED a' WOOD JAMB WITH (3) S/18'.1-5/e' WOOD LAG SCREWS. LISTED NOTF. DOUBLEDO IS TRACK LOW HEADROOM IS AVAILABLE AS M DPIION DOOR „� .C. HFJCK 1' -e 70 2" GJLV. STEEL TRACK, _ 41N. TRACK TWCKNESS:.060• -LOCK POSITION Q - np. 2-1/2".IZ GA DALY. STEEL TRICK BRACKET. (BOTH SIDES) (4) TRACK BRACKETS PER SIDE. TWO POINT LOCKING ry UIN TOP fBtKXET REPORT#9606CK "°RIZ0"T" C 3" . 20 GA U-BARS. / U-BARS IN A 2-1-2-1 IOIY u+N�RODII OPTKKI PATTERN Q.E. TWO U-B.RS ON BOTTOM SECTION. ONE U-BAPS ON NEXT SECTION• ETC.)- j14.e/8• SHEET METAL SCREWS ELF p / O TAPPWO SCREWS. It C END MNGES Te GA RITE k(DVTE HINGE STOP MOULDING BY DOOR MSrILLER (TO SLID) 20 G WIN. GALV, STEEL ENO STILE 2.6 YE110N PWE JAMB 20 GA GALV. STEEL OTTER. STILL - B s MOLDED INSIDE SECTION B-B mffiWn_ - UTE RETAINER BTH ONE /46'.1m TO W000 SCREW ZS G IN. SIEF4. SPANCR MEAD SCREW WITH ONE 5/161ER TRACK LAG SCREW SKIN COATED WI 40 W. (l0 SCREWS PER LITE) J B a1 SIEE'E NICHWLS ON 21 CENIENS (C-90 PER TRACK BRACKET, GALVANIZING, BMED- _ BLOCK) OR 24• CENERS (2,000 PSI MIN. CONCRETE) OR 7/18' I.O. ROUND WS7W T AND A BAKE. -ON P R - SNAP UTCN EFIGAGES 1/4'.4' TAPCON SCREWS ON I7-1/2' CENTERS (Z,000 FASTENFA (ONE PFA ROl1ER) 18 G GALV.-STEEL CENTER MACE TOP COAT APPLIED TO BOTH PSI MIN. CONCRETE). WASHES INCLUDED WITH FASTFII TO INTER. STILES W/(4) SIDES Df STEEL SKIN. 12 G. GALV. STEEL TOP ONTO VFATIC11 TRACK. SIEEVE ANCHORS, I" 0.0. MIN. W.ISHFA REWIRED 2• OALV. STEEL TAALK FASTENED TO Ia GA. G4EV. STEEL ROLLEA MINE$ SCOW.) ROLLER BRACKET. EACH ONE SNAP CATCH ON WONTAPC0115. ANCHORS MAY BE CWNIERSUNN 12 Olt GALV. STEEL TRACK BRACKETS. fASTENEO TO ENO STNES EACM W/(4) �14`5 8• SHEET METAL SCR BRACKET ATTACHED W/(4) INTER SINE EACH SIDE OF DOOR. (BUT NOT REQUIRED) TO PRO`ADE A FLUSH TRACK ATTACHED TO EACH BRACKET II.S//e•-SMFIET METAL SCREWS AND /1.4.5/B' SHEET METAL MOUNTING SURFACE, HORIZONTAL JAMBS DO NOT WITH ONE 1/4•.5/8• BOIi 3 NUf �4) 1/! Ira/1 SELF 7APPWG SCREWS PER END HLNGE SHIP LAP JOINTS. SCREWS. TRANSFER LOAD. OR TWO 1/4" Ol1 RhEfS. OUTSIDE KEYED MMIXE 1 END 2" ON SHORTSIE11, 10 BALL STEEL POl1FA. 14 GA CALV. STEEL END STILE MARK WESTERFIELD. P.E. END MNGE. EACH AR GDHFN:IIRATION FLORIDA P.E. 10495 FASTENED TO ENO - INTER. PRE AAATTON OF' J•JIBS By OTHERS. cFLTON [ L STIES W/(4) j14.5/8' INSIDE HANDLE STILE - NORM LMDUNA P.E L•2]BJ2 SHEET. METAL SCREWS 3" TALL U-BAR h (4) 1/4".J/4" SELF OLTgIOF KEYED LOCK LOCK IN DESIGN LOADS: +24.0 PSF &' -24.5 PSF - 20 GA. GALV. STEEL TAPPING SCREWS. AT H LOCK OPTION TRACK ON NOTE_2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELOACKS MIN. YEILD STRENGTH; 50 KSI OUTSIDE EACH SIDE SHALL BE ME RESPONSIBILITY OF THE PROFESSIONAL OF TEST LOADS: +36.0 PSF & -37.0 PSF HANDLE OF DOOR. RECORD FOR THE BUILDING OR STRUCTURE AND W ACCORDANCE 3' TALL . 20 GA GALV. STEEL U-BARS ENO SLIDE DOLT WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON gRaN.l MAW91ge AK 51GFIfD N aLC W A 2-I-2-1 PATTERN (I.E. TWO U-BMS SnLE LOCK. ENGAGES THIS DRAWING. W 1xM A RAMBO MIX PART NO.: - 1-7/e" ON BOTTDM SECTION, ONE U-BAR ON NEXT TKO VERTI;AL -r SECTION. ETC.). EACH U-DM ATTACHED TRACK. ONE NOiICD Unl.aA SlRl.d OlhtrWiat 312 Wgfn01 5L 51ri1F I600 WITH 1/4'.3 4' SELF TAPPING SCREWS LOCK ON D.nn°m6.1/Pr.PH•bry wlermeuon IDEAL Clnclnnali ON 4$202 PER STILE1/4LOCATION. FI.LH SIDE .r CLOPAY BUwNG mc=CTS Co. TOLERANCES art rd. xo. i-W-381-4800 OF DOOR. 1. Centel— —.In — ne, not GLUM pm cowuL F9. No. i-513-762-3519 a 11.0... °....°. d.Pu.m.J. .0 +.03 INCInF d mF BOLT mm. mo4.141 w °Hl wm.a .00 a 3.015 SECTIOH A -A TSIDF Mal I OCK opnoH .IIh.W It. PH., ..n..nt. F— L. DESCRIPTION: MODEL 6RST W4 16-0 x B-0: 24 -24.5 DESIGN LOAD .b— W. n.G.. m.,• r..dl In �.000 � f.005 13 CA CALV. STEEL BORON BRACKET. // - I—RY I.r .�, °.m.q.. °^° .00.0 - +.Do1 DRAWN BY: BMM DATE: a/18/oo SCALE: N75 DWG. ! ATTACHED WITH (2) (f14.5/8' SHEET METAL SCREWS. 'l M.... n.MWq N•r.lrem. R 1��✓ Degree9 tl/2' CHECKED BY: MWW DATE: 4/I8/00 SHEET 1 OF i SIZE 1J ALUMINUM EXTRUSION / d: ViNri WUTHESTRIP. / /,hA�/' J0 Third ti- + _ DIMENSIONS ONS Ot IN INC ✓✓/ / Projection DIMENSIONS ME WINCHES. DWG. NO.: 102138 REV. N0. t .4 3 MODEL' 6RST (25 GA STEEL SKIN) MODEL: 4RST (24 GA. STEEL SKIN) LISTED OPTIONAL DSB GLASS OR 1 //8" ACRYLIC LITES AVAILABLE ($EE SECTION B-B) (1) INTERMEDIATE STILE 20 GA. MIN. END STILES ATTACHED TO DOOR ATTACHED W/ TOG-L-LOC (TOO do BOT) SKIN WITH PATENTED TOG-L-LOC SYSTEM AND URETHANE ADHESIVE (ALONG CENTER) r, y.A TOP, BOTTOM & CENTER). Is cc ��o o REPORT#9606C f°I 25 GA. MIN. GALV.) . LOCK Po517loN STEEL SKIN COATED (BOTH SIDES) WITH A BAKED -ON PRIMER, I TWO POINT LOCKING AND A BAKED -ON POLYESTER TOP COATTO BOTH SIDES OFI STEEL SKIN. ONE 3" TALL x _ 20 GA. U-BAR (50 KSI) PER DOOR SECTION. END SLIDE BOLT =fn STILE LOCK ENGAGES INTO VERTICAL TRACK. ONE - LOCATION OF OPTIONAL VENTS A LOCK ON EACH SIDE C" CK POSI OPTIONAL OUTSIDE KEYED LOTION OF DOOR. MAX. DOOR WIDTH 9'0" N INSIDE LOCK OPTION ID BOLT ODOORS k 14x5/8" SHEET METAL SCREWS TO 7'-0' HIGH CONSIST OF (4) SECTIONS (SHOWN)). o DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SHOWN). z i 1 REVISIONS NO ZONE DATE• ECN NO APPVD: DESCRIPTION I I Aa 1 11/00 - MWW I QTY (1) WAS (2) FOR TRACK BOLT 2' THICK 3" TALL U-BAR 20 GA. GALV. STEEL I. 3" 16 GA, GALY. STEEL TOP I ROLLER BRACKET. EACH BRACKET ATTACHED METAL SHEET PETAL SCREW SCREWS. . • -SHIP UP JOINTS. O. _ E4 CA. CAM STEEL NO HINGE. EACH 0 0 FASTENED TO END W/(4) IT4.5/B' It SHEET METAL SCREWS 6, (4) 1/4'.3/4" SELF TAPPING SCREWS, U3 HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT)'�II D 13 GA. GALV. STEEL FLAG BRACKET, EACH FASTENED TO WOOD JAMB WITH (3) 5/16".1-5/8" WOOD LAG SCREWS. NOTE: DOUBLE TRACK TRACK CONFIGURATION LOW HEADROOM IS AVAILABLE AS AN OPTION DOOR HEIGHT "L" 6 -6 70 2" GALV. STEEL TRACK, 7 -0 76 MIN, TRACK THICKNESS: .060. 7 - B -0 88 O �•TYP. GA. GALV. STEEL TRACK BRACKET. LLJ' TALL . 20 GA. GALV. z (4) TRACKRACK BRAG BRACKLTS'PER SIDE. STEEL SECTION. ONE U-BM Z PER SECTION. EACH BAR ATTACHED E WITH TWO I/4".3/4' SELF TAPPING 0 LHR TOP 13RACKET SCREWS PER STILE LOCATION. DOUBLE HORIZONTAL TRACK FRONT FRAME WITH U.V. COATING ON OUTSIDE SURFACE DOUBLE TRACK IOW HEADROOM OPTION 13 GA GALV. STEEL BOTTOM 00 O - VERTICAL IAMB ATTACHMENT (WOOD FRAME BUILDINGS)' BRACKET. ATTACHED WITH TWO A 1/2"x3" LAG SCREWS ON 24° CENTERS. I. O.D. MIN. j114.5/B SHEET METAL SCREWS. n - n 1/4"x3/4" SELF- SSB GLASS OR OPTIONAL 10 SCREW O WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK ALUMINUM EXTRUSION WINDOW LITE TAPPING SCREWS. 1/B" ACRYLIC LITE 14 GA END HINGES 18 GA INTERMEDIATE HINGE (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING dx VINYL WEATHERSTRIP. SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. ( IDE VIEW) VIEW "El' VIEW C r STOP MOULDING BY DOOR INSTALLER (TO SUIT) 2x6 YELLOW PINE JAMB -� / /- 20 GA. MIN. GALV. STEEL END STILE 20 GA. GALV. STEEL INTER. 12 GA. GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB WITH ONE 5/16"xl-5/8" LAG SCREW PER TRACK BRACKET. SECTION A -A S #8x3(10 PAN HEAD SCREW ENO VERTICAL JAMB ATTACHMENT (C-QO BLQS�i9$ (10 SCREWS PER LITE) 3/8") Px 51 MIN CONCRETE COLUMN): MOLLITDED INSIDE STILE 3/8"x4 SLEEVE ANCHORS ON 24 CENTERS (BOTH INTER ,� TAINER C-90 BLOCK OR 2 000 PSI MIN CONCRETE) OR SNAP LATCH ENGAGES STILE y. tl ' 1/4%4" TAPCON SCREWS ON 24' CENTERS (2,000 ONTO VERTICAL TRACK. PSI MIN. CONCRETE). WASHERS INCLUDED WITH ONE SNAP LATCH ON SLEEVE ANCHORS, I" O.D. MIN. WASHERS REQUIRED - EACH SIDE OF DOOR. WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK INTER. STILE (BUT NOT REQUIRED) TO PROVIDE A FLUSH OUTSIDE MOUNTING SURFACE, HORIZONTAL JAMBS DO NOT HANDLE TRANSFER LOAD. OUTSIDE KEYED HANDLE L END 18 GA GALV STEEL CENTER HINGE FASTENED TO INTER. STILES W/(4) - I / STILE LUTSIDF KEYED LOOK #14x5/8" SHEET METAL SCREWS. i IOCK BAR LOCKING 2" GALV. STEEL TRACK FASTENED TO L-14 GA. GALV. STEEL ROLLER HINGES 12 GA. GALV. STEEL TRACK BRACKETS. FASTENED TO END STILES EACH W/(4) - TRACK ATTACHED TO EACH BRACKET 4x5/8" SHEET METAL SCREWS AND N1 WITH ONE 1/4"x5/8" BOLT & NUT 4) 1/4"x3/4 SELF TAPPING SCREWS PER ENO HINGE. OR TWO 1/4" DIA. RIVETS. " PREPARATION OF JAMBS BY OTHERS 2" DIA. SHORT STEM, 10 BALL STEEL ROLLER. JAMB CONFIGURATION SECTION C-C NOTE 2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE MARK WESTERFIELD, P.E. WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON FLORIDA P.E. #48495 THIS DRAWING. NORTH CAROLINA P.E. #23832 a LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. INSIDE HANDLE DESIGN LOADS: +25.0 P.S.F. & -32.0 P.S.F. OUTSIDE KEYED LOCK TEST LOADS: +37.5 P.S.F. &-48.0'P.S.F. SNAP LATCH LOCK OPTION e .ARC xxxxn w .wc ..m A IPART NO.: - NOTKC Cennd•n4e1/Propd.tory Nfa.mouen unl... Stated Oth.nl.. JI2 Wolnul SL Sml. 16M IDEAL Cincinnati DH 45202 ol'CLOPAY BUILD— PROGUCIS CO. TOLERANCES are id Na. 1-W-381-48W IL . k,Ir.d h.r.m and m nm e. .,.a, aymma, .0 a f.03 ��a=Capes" Fax No. t-513-782-3519 � od. mon•M•, o, a,ulwl.a � .00 a t .015 DESCRIPTION: MODEL 6RST W4 9-0 x 8-0: +25/-32 DESIGN LOAD .IU,oul a, Pd« <on.•m. FmM.. Lo ofi..r.. w, eeu•• mw r.,wt m noMrty m. en a.moy....4 .Ooo a t.GOS ,0000 tool DRAWN BY; BMM DATE: 4/18/00 SCALE: NTS DWG. R Z Degrees t 1/2' CHECKED BY: MWW DATE: 4/18/G0 SHEET T OF 1 SIZE lJ Third Angle Projection LIM... Stated Oth-6. DIMENSIONS ME IN INCHES. DWG. NO.: 102137 REV. NO. 1 �ruce3aeV%0Be %.4:916Vgwlt u Wr,.WA16&/UIj4f4J L6-/J7 C n -ROM':SOLAR-TITE FAX NO. :4�0773341919 / v `i J C;�' iT J May. 12 2003 03:39AM P1 ,7 s NATIDNAL CERTIFIED TESTING LABORATORIES 1464 GEMINI BOULEVARD - oFILANDO; FLORIDA 32037 PHONE (407) 240-1356 - FAX (407) 240-8882 ` STR[fG'I'URAL PFRFORMAE TE_.ST REF>QRT REPORT NO.: VCTL-210-2089-1 TEST DATE: 09-24.9a I REPORT DAT.I�.: 09-24-98 !✓X111RATION DATE: Alld J PARENT R IPDRTNO.:; 10-1662.1 LABORATORY !2hR_T_ I E1CA'I-101Y NO.: 98-0430.01 1 A►�1( CLIENT: Florida Extruders International Inc. C D[ COMpL"C' 2540 Jewett Sanford FLL277I-1600 ane REVIEWED FOR C� G O ' CRRI ENGINEERIN TEST SPEQ!MYN: Florida ]extruders International Inc.'s Series "Milestone 1000" Aluminum Sliding (]lass Door_ (Type XXO) (SGI)-C30) TEST SPECIFiCATI01j: AAMA/NWWDA 101R.S. 2-97, "Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors:' , TEST SPECTMF N D CKIE I WIN GENERAL: The sample tcstaci was a three panel type `=0" aluminum sliding glass door'riteasuring lg'0" wide by 8'0=3/4" high oyerall.'.J* )Iaft°t ctive and right panel measuring 5'0-1/2"..wide by•7;11=1/47 high; the center active panel measured 5'0-lIZ' e: i by 7' 11-1/4" high; the right fixed panel was secured to the jamb with three 2" long alumiaLm rotalnm aach fastened to the jsrnb stilt with a single screw. Oat plunger -type security lock was fast=cd to the left acTivclot Ic'stila with tiro keeper fastened to the leftjamb- One adjust8ljla metal single roller assembly was used to the'left active lock stile with the keeper fastened to tho leftjamb. Ono adjustable metal single ro acr assembly ♦vas used at each end of the active bottom rails. The frame was of double screw coped corner constriction. Panel top rail/stile corners were of double screw overlapping coped corner construction. Panel bottom ruil/stile comers were of single screw overlapping coped corner construction. INSTALLATLThe 1tatne was mounted to the test buck using fifty-two (52) (tt 8 x I") flat head scrows. CLAZTNG; All panels were channel glazed using 3 116" thick tempered clear &,lass with a flexible vinyl glazing bead. WSTP: Double strips of polypile weatherstrip (0,190" high) were located at each interlock stile_ Double strips of polypile weatherstrip (0.360" high) were located at cacti jamb. A single strip of flexible flap vinyl weatherstrip was located at the bottom rail. Double Strips of polypile weatherstrip (0.190" high) were located at each panel top rail, A polypile dust plug measuring 1-1/2' x 1" x 250" high was located at the sill under each interlock stile. PROFESSIONALS IN THE SCIENCE OF TESTING -ROM :SOLAR -TITS FAX NO. :4076341818 May. 12 2003 08:39RM P2 Florida Extruders International 111,c. -2- JVCTL-210-2346.1 Screen; An insect screen measurint, 49-518" wide bx 31" high with a square Cut screen frame and ca. square cui plastic corner keys. to the Installation Fasteners: The specimen was fastenedwere used t the opsof jamb at head ten�nd two (L) �# flat 1") head s^sews; two (2) in the head, (# •3 x 1'�, two were used below the fixed rail; two (2) in each jamb. 26.112" down from head in jambs; Jaur (4) ( ) TEST RES ULTS 7'itest e ure tLlla Yzed 2.2.1.1;,1 Operating Force 15 lbs. Max. 30 lbs. m.ax. Active Sash 21 2 Air Infutration - AS97M 9283 0.79 cfm./fts 0.30" cfm/ft, 1.57p-If (25 mph) 2. i. & *Water Pa-utrati.on - .1S2 of E3311547 5. 0 gph! f t: WTP-- 2.86 psf ,No Leakage No T..ealeage Uniform Load Structural - AST111 E330 .0.024" 0. 904" 22.5 psf Exterior 0.027" 0.204" 22.5 psf .Interior 2.2.1.6.2 Deglazing Test. Active Sash 70 lbs.) Meeting: Rail ( 'Rail 0.105" (2.1 %) 0118„ (3,8%) < 100% < 100% Bottom(70 lbs.) ,Z,eft Hand Stile (50 lbs.) o 0.046" (0 94a) 0.046 (0.9 /Q) < 100% < 100% Right Hand Stile (50 lbs.) TEST COMPLETED 04121/00 The tested specimen insets (o exc Zip t the re ud were ance used by using n thein �des grated testtmetth dDand 10I i'I.S;2-97 for air infiltrat in& -,ate compliGnce with the performance requirements of the reference specification paragraphs for the (D,T.R30) (5,7.1/8" x 72').product designation. Dei«iled drawings were available for Laboratory records and comparison to the test specimen at t1w time of this report. A copy of this repo?-t a!ortg tuith representative sections of the test apecim.en will be retained by NC;f'L or a period of four (�) yearir. The re obtained apply only to the specimen tested. No conclusions �` or inaele o the -9 apecim.en may be drawn from this of any hind regarding the adequacy qt�4' test. This report does not constitute certification of t uct which m y only be granted by a certification program u,:zlidator. :NAVONAL C RTIF1-9D TESTING LABORATORIES %9LANE �1 " / ision onager ROM :SOLAR,-TITE FRX NO. :4078341813 May. 12 2003 08:40AM P3 FASTENER LOCATIONS �II X Head & Sill same 5 Ja:r�bs same 31 7 / 8" 7" Z 4" 6 1/ 4" ,�-- -y-j 6 1/ 4" ,2'4 U-C�l 4. 11 C, TYR TYP, The te:st specimen was flange mounted to the test buck using forty-eight (48) #8 X 1" FH screws at locations shown. - DENOTES '>CREW NATIONAL CERTIFIED TESTING LABORATORIES ,SOB NU i NCTL_21Q-U897j,2,a COMPANY 1 FLORJD4 EXTRUDERS ��LDATE 9-24-98 i -ROM :SOLAR -TITS FAX NO. :4079341313 May. 12 2003 08:40AM PS TM Q Al-ITY Wltloows BY FLORIDA EXTRUDFBS SLIDING GLASS DOOR FEATURES & SPECIFICATIONS • COMMERCIAL PRODUCT RATING OF C30 WITH APPROVED FOR ENTRY; C40 AND C60 OPTIONAL • 4 3/4" FRAME DEPTH ON 2 TRACK DOORS 6 5/1 6" FRAME DEPTH FOR .3 TRACK DOORS • UNIQUE 1 /2" FRONT FLANGE FRAME DESIGN WITH SNAP -OFF FLANGE FEATURE FOR IMPROVED INSTALLATION IN BOTH MASONRY AND FRAME CONSTRUCTION • AVAILABLE IN 2 AND 3 TRACKS AS WELL AS POCKET UNITS * PANELS HAVE UNIQUE DEEP DOUBLE INTERLOCKS FOR STRENGTH ANp REVERSIBILITY; DESIGN REQUIRES NO NOTCHING • A HIGH GRADE BOX SCREEN WITH STEEL ROLLERS AND DIE CAST RECESSED LOCKSET IS A STANDARD FEATURE • DEEPER GLASS POCKETS FOR IMPROVED ADHESION OF RAILS TO THE GLASS • 1 1/2" EXTERIOR SILL Ir STANDARD; OPTIONS ARE INTERIOR FLUSH SILL, 2 5/8" AND 4 5/8" "ADD ON" RISERS • RECESSED DIE CAST LOCKING HARDWARE • OPTIONAL WOOD PULL FOR EASE OF OPERATION * 3/16" TEMPERED GLASS STANDARD; OPTIONS ARE 5/8" INSULATED, TINTED, AND LOW-E • INSULATED DOORS AVAILABLE WITH INTERNAL CONTOURED MUNTINS • AVAILABLE TO 8E MANUFACTURED IN CUSTOM SIZES AND COUNTER TOP UNITS • AVAILABLE WITH ,TANDEM ROLLERS • AVAILABLE WITH A STAINLESS STEEL OPTION • DURABLE WHITE AND BRONZE POWDER COATED FINISH �.,� t e learly mzsvy S�Q=,fu eSt r:.. '- :m:�•� 0q. 09. 95 _q I : d C , FIA Pnn _ 09. 05 95 01 4C PM FO.I „^w F+OOM :SOLAR —TITS FAX NO. :4078341819 May. 12 2003 03:40AM P4 do A1_LA TION ANCHOR DOOR. WIDTH ,4' MAX. SHIM SPACE SHIM AS RC'O'D iNIN$7AI-LA ATHING (SFE N(JTES). I-1/G MIN - OTHERS E'MBEDMENT CAULK BETWEEN (. DOOR FLANGE TVO nY WORD SLIDING GLASS F. SHEATHING E3Y )1+tERS DOOR FRAME - JAMB \ TWO BY VDOD BY OTHERS SLIDING C)LA:S I IOOY STRIP `s SHIM AS REO'O. /Y\ /a MAX.naX. �� (SEE NOTES) �I INSTALLAi10Y ANCHOR. f u -�� J j lle.l: n4 SCRC- J� I-I/E3'NUCC❑iEMPEREP GLASS SIDING j OTHERS I ERIMETER, CAULK BY OTHERS # 5. LIDING' GLASS DnOR FRAME —� SILL I SLIDING GLAS: DOOR FFc�,c HEAD TEMPERED GL-_- (rY. I DOOP HE I GHT i a ^ n LI LIBERRLLT APPLY ! CAULi�ING L)NDEP SILL OR SET SILL IN BEQ L— INSTALLAT;ON ANC'HOr Of 'CENCPETE 3/16' DIA. TAPCON L SECTION r)-A F (TYP.) PLRiME'I EfR CAULK BY OTHERS 1 2002 SECTION B-B f-AULK BETWEEN DOOR FLANGE I; SHEATHING `- SHEATHINCS BY OTHERS TFMF'ERED C STUCCO (T YP.) DR SIDING 3Y 11THE''RS INTF-PLOCr INSTALLATION ANCHOR n8 SCREW 71Jn ray VOOD. 1 1 1 U 11'I DY OTHERS .HOOK STRIP DETAIL ;ULK BETwEEra 30K STRIP 8 -1EATHING NOT[S 1) DOER MATERIAL: ALU41NtM AT : QT sow. 2) 74 1NS.TALLATION SCREVS HLc,T SE Cf S(X%ICIENT LENGTH Tq ACHIEVE MIN. EMBEDMENT Or 1-1/H' INTO VOUD. TAPCO`I TTF'C INSTALLATION ANCHORS AT SILL MUST RE Or SU"riCIENT .LENGTH TO ACHi_VE P1,1U. CMKD"-cNT .Or 1-1/4' INTO MASONRY OR CONCRETE. 3) INSTALLATION ANC4CP- CM41�T O)r ?ACs OF THIS SHEET. 43 USE SILICONIZCD ACRYLIC CA rt sE";Nil DaR rLAP?W AT HEAD 1: JAMBS. S) USI SILICDNIZED ACP.TI Ir" (-r r•:r? =fP.;r•-TER SEAL AROUND EXTERIOR OF DOOR. 6) IF EXACT DOOR SIZE IS sT77, iIr CD IN ANCHC CHART. USE ANCHOk.OUANTITY LISTED VTTH Nr_xT. LA?CCP SIZC., FOP- IK APP!-n IAT; DESIGN T'RLSSURE RE0'0. %) r(Ii POCYET COOP SI?C; uC' L[_^,fE R7c•=SS DMP SIZE & CONFIGURATIMi TO rINTSHED O'EvINC. ICE fNSTs�: nTIJN Apir-._)•'. r L= H-ngr STbIP AS S"CVN. $) V' S$ THT:'N_SS nAt C- �yr._rTS Or ^S7t1 C1300 GLASS CMAR7S. 93 DO(IC. UNIT !$ n?P2Ov=C US1>?fS iZ •=_?=D GI -ASS IN SINGLE GU,_,'ED OR INSULATING Gt-ASS 10) JAMB / S!LL CORNERS n NERPr -m ?)r ;"�;�il 1)7" A CMAr_L JGINT SEAH SEALER. 11) S"hl AS REO-D AT EA Sri `r Tr=S=AI_LaT1Q" ANCHQRS MAX. ALLOVAHLE SHIM S- NCK, TO BE 1/4' 1r) AI,)_ INST-1LATID`) :•'rf :._o; 'L C CO lQrSi lr. R:SIS ANT MAICRIAL_ 13) 1---)IRE -3' Ri.1Rr;rv? rJ ~�N;[ - er_PrTENTS r.lx_D f'ANCL AF=' -1 {Z;N-16(IRATICINS ARC S Li,":D =+ -:••_.^CIS �nAL7 LNv BACK Or THIS -SHEET. I-) NC:T ALL EC)-rICAJRA71,Nt" L:<'_ _�:]�. AF= S'OVN ON 7M!S I)PA.VING, Mf1vCv_2 INSTALLATION -a-A- -d -- - __ „ot� TZ ?sST%L.LATiIDN of ALL :.=cp:jVED )`L'N 'GoP-.IONS Iv : LL7;DA LITRVUI?: :ccc -. �_:DI •:� G_-9S DCCR IS SmOVN THIS PPINT ALSO APPLIES TO 20•!C SERIES A`+0 �'�0 F-: DESCRIPTION ! CATE F 11PIDAINT. f_ Tf TiDE J NC._ SA•I7.:-._ I'ITI:`= - ;_ I 71i INj CLASS DOOR T=L,_:1TiON WITH �S SCPEw�; D".-I AWy FY: �c' _ APFFpVEU BY: ATE: 1/01 `SCALE: Ni S �UY.'C , LEzuoz7 s;l I � MIAMI-OADE tv WNII-DADE COUNTY, FLORIDA OFFICE. METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 NOTICE OF ACCEPTANCE (NOA) Therma-Tru Corporation 103 Mutzfeld Road LOR C�DE Butler, IiY 46721 REVEWE� ` GrN�ERING SCOPE: CP�'RI EN This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (A.HJ). This NOA shall -not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in. the accepted manner, the'manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control .Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has,been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Inswing W/E Glazed Insulated Steel Door w/Sidelites APPROVAL DOCUMENT: Drawing No. B020 t, titled " 6/0 z 6/8 Steel Inswing Moderate Climate Patio", sheets I through 4, prepared by manufacturer,.datcd 8/10/98 with revision on 6/7/99, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami - Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city; state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAi, of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building. code negatively affecting the performance of this product. TERA-IINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall.automatically terminate this NOA_ Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. ff any portion of the NOA is'displayed, then it shall be done in its entirety. - I NSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 99-0311-02 and, consists of this page I as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 02-0805.06 Expiration Date: September 30, 2007 Approval Date: September 5, 2002 Page I 61 FAX 12, QC. VAX 63 1/E' —` 1 MA.Xcri ! A . i 0- 1 82 1/32 4' I . 14 MAX — l3 . F 0-98 11 2 SEIIRITT S+RDI PiAli 16 ] I, 11' 1}EIi ,nu 6m -mr Ri S SE(ll Y/1 11a T f1m Q 1fP cES[AND Vim M o 6 / ' 15 2 KL KS S1 91 M31 n SLOE BILI V/ I/Y RROY I{ I mm VA SERIES m HIT 13 1 rao 403 SERIES LOU SO 12 1 CDO:a Pk(I KS+CIO Awry it 1 5 I3AV I 1 PT DGVK SRI 11 1 W IIRKTER ACM IYIR SV 7 9 REBD MAN-TRU WA WKSSIOC YEADUSPIP a 1 2 13 9116' M KLLB 1 3 1 -5AV 11-1/1' I VV Yma JkQS 6. 1 13/a I I' PIASIIC LITE IRA (DERMA-IRU WAN MDE In . PRiP41L m QASs4ua RETOiFwin YIDI a6 X I SIB CYFE Al I'm"PNUIPS Sam AT 12 314, DC ALM PERI)m 5 2 1' DVOULI M AIU CLASS WI , CKISI OF Ha' IIN'EREa CLASS. N0 3/4, AIR SPAM 1 4 In Ruts 3 1 1 1/4' 11 11/16' PDC SINES 2 ks Kqa ftLYgwx IN CCRC, 22 pu milt C4lSY P101602/PIa38U1 ' 1 1 SML CEU EIEO, 21(A W?1W,10X TQD SIIEWTH fy--M kdC, SIiomv EN 0 SKIS OF DEB, .. IRX RTY DESCRIPTION BILL Of FABIAL THERMA OTRU' CORPORATION 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO W.YR lmloI4 Nti' 2, M1 OMl n NONE B02 1 C Of - C APPROY(D is cWLDIfIG DE ter saurn mRra auR'oulc coot I5 DESIGN•PRESSURE RATING PRODUCT RENEWED '"� re SEE MItiLIEW SILL - .,--00-t-HY tA. Florid, PA Oc/vw+cy _ ASSEMBLY (PAGE 3 Of 0 POSITIVE + 4av PST Buei.Rcod. BY. RYc MIAMI-DADS APPROVED SHUTTERS ARE �w.K.Nc 1-0 Sd36 PR09U E C MIRo, DIVISION REOUIRED FOR THE INSTALLATION OF NEGATIVE 64.0 psf E do.aK o�1co7 ewi . cnoE COAIPI AdCE 01f101 THIS UNIT. CONfIGtcA110N1 OX o .o,d.Pr<dw,cooi� uElrr+rEtnn.�Jg_o9//•Oy I i!4' Ill' YJ�X I/I' KIN X SBEDH[Nt k — 36 5/32' 29 (1) PER SIDE SPACED 22, OL 23 x MULLION HEAD ASSEMBLY l� EXTERIOR SECTION A —A O / 1 1/1' KIN O EkBEDHEHI 1 o . o 1/8' TEI+PERED CLASS o ° O o IIfICKIliESS O�. 0 O n o ° L� �I o . O 25 2a THERMAOTRU' CORPORATION A16 X 1-5/8' TYPE Al PHP mw 6/0 X 6/B STEEL INSVING NODERATE CLIHAIE PATIU AT 12-3/1' DL SPACING RAY. m „R,� . �, ,� `, �, RF. 9, io- 8 NONE R0201 C 2 TF 4 GLAZING DETAIL \\� 1/8' OPTION SNOYN APPROVED AS C041Flnnl WITH THE V - PRODUCTRENEWED SOUTH FLORIDA IUI DING OM -- q u a.rR1Yl•/ ■IUt IL. Flc.fdl DC . .Wi.l Cads . Asepl.asN 2� S ,E! b of zz- . tW ��1 PRAOU f:IROl01YlSIOH �• .'UI'v t:i CON ComptlAACF OFfICE .. adC DI;u` Ftioaa■g4r.Q1LZ M. F rCl MO. O CORNER ASSEMBLY r S 9/16' CONCRETE 9 0. EXTERIOR INTERIOR 79-9/32' as 8' ZO - 1 1/4' (NFL SECTION C-C o. C) EXTERIOR INTERIM . SECTION B-B REVISED PER KCO Z6 19 20 CORNER ASSEMBLY MULLION SILL ASSEMBLY THERMAOTRU' CORPORATION rn� 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO puw m art, ¢AD auvoc �a um RF. 8 10-98 NO 10204 C 3 If 4 &moYm As comma O mnI TN[ :R000CTRENEWEO. _ SOUTH ROMA/BU�ISDINO 000E�' t coaPl)i-` w116 A. Florida Rublog Cod, Acctptoats t Inooa ltrh Ilgtl A1N:U;. •:RINOt. OIV!SION m; cocl pcou%:ulcl Ofl:cl M� Ptodncl aol lc[(PIADct N0: /.7_.?Z z�fl oal iaa to 0 F/I� 9:4 J!n not ® ® ECUAL / THAT SIZE IN ILSI, 1UK All. OPENINGSS TCSI Si SIZC(6/0 VIDE X 6/8 HILH). 1 40.67 PSF 61.0 PSf 2. FOR SIhGIE IN-SYIN6 DEDRr . MAX. PANEL SIZE IS T-0' VIDE X 6'-B' HIGH I FER OX CONFIGURATION, MAX, OVERALL UNIT upo go� on� SR[ IS 71-3/16' VIDE X 82-I/32' HIGHI� ®® coo goo goo ® goo goo goy ®® EM ® o� go71 1-1 NOT GRILLS AND K)NIINS SHOW ARE FALSE AND FOR DECORATIVE PURPOSES KY THERMAOTRU' CORPORATION 6/0 X 6/0 STEEL INSVING MODERATE CLIMATE PAI10 cv�. n• art. RF. 8-10 8 NONE YRc �a ¢Y• u 0204 C 4mOF 4 . APPRoYCD AS . cowramo wml na sown KGRIDA 66RDING CAD( . PRODERENEWED u romA -g wll► lb' Fur(d. DuMInA Cod. p{(r O "iw iZ --{� r 9 J 91 _ AKspbnK No OZ -O .DS'.Ob"' rs01nIC n(ROL D;Y$ ON }001 u. n.KO Coo[ CO,\S+ ANC( o((16( - i .. Mla Dnd. Piodu ,, Coobnl Dir . :t11,�1I'.1.-.1):xt) 'CO.LNTY,'F,i.ORID:h NNE. FLNGLER._DL'tLDtNG 140 NV ST UkC1.ER STREET, S.UITE 1:603 NHAXII, FLORIDA 33I30-1563 (:toi11751.2901 FA_N (305)3.75_290t, NOTICE OF ACCEPTANCE (.N,7'0A) Therma-Tru Carporatio:n - 108 1lutzfeld .Roa.d Butler, IN 4672:11 SCOPE This'1QA is. being issued under the applicable. rules and>regul.attons governing the - use o.f cunstructi:on materials The ducurndritation sub.rgtttcd::h- beer tev ew��ct by,NliamE-Daci'C:Co.pnty t'rotiuct Con. trot Qi�iscon arid:acccp.tcd bythe Board o:f Rules.and Appcafs (13.ORA) .to-:bc uscd in Miami Dade County -and other areas whrrc allowed by the Authority Laving Jurisdiction (AN-l). This NOA shall not be valid after the expiration date stated below. The M'iami;D.ad'e County Product. Control .Division In M.iarni Dadc County) and/or theART (.in areas oilier than Miami Dada County) ccsctirc. Elie .right to have this prodiict.,or material tested for quality assurance purposes. I"f. this product or material fails to pertorrn in the.accepted manner, the manufacturer will incur the etpcnsc of such trsttng and the AHJ. may immediately revoke.; mod:i_fy; or suspen.d. the use of such product or material within their jurisdiction. BORA reserves. Elie right . to revoke this acceptance, if it is determined by Miami=Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has .been dcsi.gried to comply with the High VC10ci y. H.urricanc . Zone of the Florida Building CodC. DESCRIPTION: -Fiber Classic:"/"Smooth Star".'8" Inswing Opagae Insulated Fiberglass Door %Y/Sidei'ttes APPROVAL DOC.UNIE..NT:.Drawing No: S-2151,.daicd 01/31/02.; with rcvision l dated 0l/3'i/0`2; titled "Fiber. class ic"P'Smoo th Star." up to 1 OS" x 6-8 w & w(o I4":SL, lnswinb; shcets 1 through 8, prepared by R. W. Building. Consultants, Inc., bearing the Miami -Dade County Product Control Approval stamp with the Noticc of Acceptance number and approval date by the Miami-DadeCounty Product Control Division. NIISSILE IMPACT RATING: None LABELING: Each unit shall bear a pe maricntlabcl with the manufacturer's name .or logo. city_.. state and :following statement: "Miami -Dade County Product Control Approved%: unless I en C noted hcrc:in. REirFWAI, of this NOA.shall be considered after a.rcnewal.applicat"ion has been filed and there has been no change in the applicable building code negativelyaffecting the perfocmance of this product. TER.NIINATION of this NOA will occur after the expiration date or.if:therc has been a revision or change. in the materials, use, and/or manufacture of thc.p.roductor process. Misuse of this NOA as an endorsement. of any product.. forsalcs, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any.sccti.on of this NOA shall be cause for term ination.and. removal.of NOA. ADVERTISEMEI'i :The NOA number preceded by the words:.Miaml=Dade County: Florida, and. roll wed by the expiration date. maybe displayed in advertising. literature: If any portion of the NOA is,displayed; then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manu.racturcror its distributors and shall be available for inspection at the' b:sitc at the request of the Building. Official. This NOA consists of this page l as well:as approval document mentioned. above. The submitted documentation was reviewed. by Manuel Perez, P.E. LNOA No 0.1-1127.02 Expiration Date: June 6„2001 Approval Date: June 6,.2001 Page 1 THERMA oTRUS 'FIBER CLASSJC r53J0OTH STAR' INSWING the SINGLE AND OOUBLE W6 WAOtIf SIOELlTE.Y MULATEO FIBERGLASS DOOR WITH'WOOO FRAMES. GFt4 RAL NOTES 1, THIS PRODUCT IS DESIGNED TO COMPLY WITH FLORIDA BUILDING CODE. 2, WOOD BUCKS BY OTHERS, MUST BE ANCHORED PRCPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PACE 1. 5. THIS PRODUCT DOE5 NOT MEET THE WATER REQUIREMENTS FOR 'HIGH VELOCITY HURRICANE ZONES'. 6. WHEN THIS PRODUCT IS USED IN AREA REQUIRING WINDBORN DEBRIS PROTEnCN, F ORIDA BUILDING CODE APPROVED IhIPACT RESISTANT SHUTTERS ARE REQUIRED. 7. SIOELITES ARE. AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. (common to on rrcme conmuons) Door & Sidellle Leaf Construction: Face sheets: Fiberglass avg. min. yield, strength Fy(min.)-6,000 psi SmoothStor — 0070' minimum skin thickness FiberClossic — 0.110' minimum skin thickness Core desian Polyurethone foam core, withl.9 lbs. density by BASF. The ppa el akin is constructed from a 0.0.70' th, ee molding ca,p d (SW . The interior cavity is filled with 1.9 Its. density BISF p*vthane foam. The panel face sheets are glued .to the wood'silles and Ivh ThS LA latch stile s reinforced'. with a Wood lock block mroavriny 2 375 x 14;0 lonq at the stake and deodbaft location. The,hinge stile a ringer Jointed Pine and the top and bottom, roil are of a woad c=pasrte mCterki. In the double door.adppficotion the lnoctive door rifted nlh on extruded atum6Lum asiragal (Wi Jomber It) of 606346 alloy. 11e frame is constructed from Ongpr jointed pTins. iris eo or id)ane o the bide amba with (J) Riga. '1] crown x 2' long staP6 oi epch sides the mullions are secured together in a sidelile oppikeicn using /8 x 2' long PFR Wood Scrrn (6) screws per each mullion. The units use on Inswing Saddle threshold measuring 5.75' x 1.54E'. pt'j tjt!_l�hp'�a; the Welite panels are sandwich glazed us in 9 two puce Lp I rome ey roe dry glazed an the exterior with an 1�8 thk cellular ilaz ng tape (SW 1 Tape) a caulked with silicone. The lite frames are held ogdMr wi a JB + I I12 long Plascrew. TABLE OF CONTENTS SHEET / DESCRIPTION 1 TYPICAL ELEVATIONS do GENERAL NOTES 2 VERTICAL CROSS SECTIONS HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSS SECTIONS k NOTES 5 ANCHORING LOCATIONS k DETAILS 6 ANCHORING LOCATIONS k GLAZING D AILS 71 UNIT COMPONENTS B I BILL OF MATERIALS k UNIT COMPONENTS 37.5' MAX. 105.5' MAX OVERALL FRAME WIDTH OVERALL WIDTH 36.625' MAX, J6' MD >AX. PANEL WIDTH 15.1' MAX. PANEL WIDTH W/ASTRAGAL FRAME WIDTH ! ® ® I1> 1 J. WIDTH MAX. WIDTH t 7.125' MAX. D.L.O. WIDTH 2 U Lo 2 ! ! w C O O >i < O M 3.Ica, 0 Q) h . c r. • xx t;° SINCLF INSWING UNR DOjftF WIStD I ITFS INSWIN . UNIT Q^ Is W F„ W 74.5' MAX. OVERALL FRAME WIDTH All V0 MAX. OVERALL WIDTH®J6.625' MAX. ARE WFY 361 MAX. 15,5' MAX.PANEL WIDT}I —t fHOM INiERtOA 'F66.5- r PANEL WIDTH FRAME WIDTH o� W ASTRAGAL I 1 gI ;: 1 J. WIDTHMAX. WI 5Ffl Dfl Nfl® 7.125' MAX, 2 D.L.. WIDTH Q w z d / 0 o � 6 wro 0 0 e ! Iw- LL�OUIIDINa _ CONSULFAN73; IMC DOUBLE INSWINC UNIT SINGLE W/c10 ItrFc IHt'N)NG IN? 8.1J.ae4.3EJ1 DESIGN PRESSURE RATING m--ALL. noAr CZ M4.1OW, P.4.1Lv wrourwcra.i ur OATS do/ 1t7 01 UNIT TYPE LTRAT10N OT NEEDED N,T.S. sac er: 7JH SINGLE + 67.0 PSF — 67.0 PSF nun a,: RW DOUBLE + 55.0 PSF —. 5.5.0 PSF S72151 I t ac T + 55.0 PSF — 55..0 PSF aaT 1 arm i z —ir_ ► SCd < am L. �. • ' - a. � h W .► ' ►: .. 18 16 cq 00 13 17 C] W QLl i7 17 Q 2 Q gL� 20 :TWO, Ld ��. L 29 3� Ni •.,:;'r: - z Y q-' ,'pO 4Z W w 4. x c� v JJ 43 7 0:..d. o• 38 -- O:a p e ;?O. o ti J4 O r. O • p••• po SEE NOTE 5 SHT. 4 m 0,0 a � O', Q ', 6 41 SE .NOTE 1 SHf. 4 d `max �a�> to 9 c = .r r w ;0.. ••QO W J .5' MIN. 0.o^LU O • CLASS 7HK. z jO EXTERIOR INTFRICR a o =RIOR jCiIE$(QQ ;•o 1.68* MIN. p '•; o : oNi N x N PANEL THK, o, t, FOAM GASKET k Co a. a w SILICONE CAP BEAD O O 6 �! O. o vi t,68, MIN. 1 PANEL THY- o CA w e 5 40 �, Q.•O. `� 1.9 14 19 14 1 SEE NOTE n m 5 SHT. 4 Nw Nw3 l 29 z a ... wrc 08 10 01 /•. _ ..a' •� . • Ap.*Vcd.n no 1>SLl ►hi Vag w1t'112� _. 1.•. RY.wa Y❑WI9i n7 on.���G1�L�Z dro, rr TJH Q VERTICAL CROSS SECTION A MOd our m RW - 2 DOOR PANEL �- 2 SIOUJM PANE ai gal u,d. r.dm c` 1 . aur. o wo. Ur 5-2151 of 24 F RIOR SEE NOTE 2 a i zo LJ SNT. 4 27 Q 03 6 tn0�. INACTNE ACTNE Qp Q:z t\ �W� LU u z ASTRAGAL RETAINER 31 1 a BOLT 8.0' LG, TOP aoc� do BOTTOM (2) BOLTS 1NTFRfOB �z z Ar TOP & (2) AT BOTTOM � Is SEE NOTE 6 1HogiznNTAj CROS5 5FCiION SHT, 4 FOAM GASKET do oh r c~i J O ASTRAGAL 43 SILICONE CAP BEAD in y SEE NOTE 5 SHr. 4 34 1 S t� 3 7 �. � o t 25 1.15' MIN. 10 EMB. EiSZE�QB . 3 j—.25' MAX. SHIM — • -'., - �'b' o Q '''0 �' I FOAM CASKET C--SINK SIUCONE CAP BEADLn o — ::o• ti ?� "O'q'' �: - Y • - r. ° EE NOTE J4 2 z 43 5 S 7 4 JJ INTERIOR 4 25 x cr h 26 is W 8 Cad 9 10 29 0 S NOTE 1 � 13 w J7 ^4 SM. 4 a.. a SEE NOTE _c ;. 7 SHT. 4 o . R ° 2 _HORIZONTAL CROSS SECTION O HINGE JAMB TO SIOEUTE ^ z 33 � t:ONSULTAIl17; IIq 36 5t 6 n aiJ.ab4 ]e]1 29 w 41 n a • 17 ° auE 09 h0 01 SE NOTE I J5 _a SHT: 4 Appr•.ar+nmpy;•�rkld• rxc1/2' a 1' IRIOR t s cwdaa °u,.i c TJH J R NrALCROSS SECTION nutM urL It+ RW. �Iwal D•Je 14wI.ttG 3 p�,�O S(OELfiE TO BUCK •yp W. pt,• u; S-2151 OFJL 1.15' MIN. I.' MIN. a'•' EMBED. EMBED. 15.' MIN. .95' MIN. 13 C-SINK O j { n r ` C-SINK N 17 Q �00.3 8� ' 1 7 .,Lo 7 4 W •. 17 J Q W J0 • 4 TO .' •, rz O:�O EXTFRIOR 3 S a ,P 16 J i ? 4 I0 SEE NOTE o 1n In W 21 J1 1 - inw 6 26 9 7 SHT. 4 ,v�i, •z o ^ 4 SHIM SPA E 18 I a HINGE JAMB 70 BUCK, SHIM S25* PACE ~w o^? 21 rJ a> .N F I HORIZONTALCROSS SECTION SEE NOTE mjo ow 4 LATCH JAMB TO BUCK, FOAM GASKET k J5 33 SILICONE GIP BEAD 4J " la: NO Fb7E@1QB 3 . SPACING FOR ITEM NO. 41 (UTE FRAME SCREWS) IS AS 34 SEE NOTE FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5.5, 5 SHT. 4 B 27,5', 38.375. 49.375' B 60.375'. HORIZONTAL 25 JJ 4J h THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' 7 IN FROM EACH CORNER. 6 z 2• SPACING FOR ITEM NO. 27 (18 x I' PANHEAD SCREW) ATTACHING THE A.STRAC;1L TO THE tNACTIVE' DOOR IS AS ••0 A` FOLLOWS: FROM THE TOP DOWN 1, J', 5, 18.25', �' .� .. `• �, V Z 40,5', 59.25", 74.25', 76125' do 78.25. o p. o •..o •; ° a ,''i �° ° 3. THE HEAD JAMB IS ATTACHED TO THE SIDE .IAMBS WITH D•.' •. , , •-r °,; (3) 16GA. x 1/2' CROWN x 2' STAPLES AT BOTH SIDE, 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH (2) 16Ck x 1/2' CROWN x 2.5' STAPLES AT BOTH SIDE. zY 36 -o 5. THE SIDEUTE IS DIRECT SET INTO THE JAMB WITH (12) ITEM h 3 - Y NO. 43 (/8 x 2' PFH. WOOD SCREW). THERE ARE (4) AT u 41 �+ 29 1 J EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.5', 1p Z 50 31', 48.5' 66'. THERE ARE (2) AT THE HEADER AT 4' IN FROM THE OUTSIDE CORNERS OF THE FRAME. THERE ARE SEE NOTE 1 a SHT. 4 3 1 e w 4 �euaon+o 31 _ (2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. INTERftlR. cow{u�T�ns, we 6. SPACING FOR ITEM 80. 43 (r8 x 2' SCREW) SECURING HORIZONTAL CROSS SECTION 1Q e13:ea4.:3aa1 THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER < D STRIKE JAMB TO SIDEUTE ANCHORING SCREWS, 6' DOWN FROM THE TOP AND UP nMe 08 !0 0.1 FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' Q.C. APp-4 M114 A, awr. rr TJH 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK Fl..:1. Ywi.8C d. USE ITEM NO. 12 (/ 10 x 2' SCREW).; WHEN. ATTACHING 11a1s n0L - o°c rn RW'. THE HINGE TO THE JAMB AND THE SIDEUTE AT THE MULLION USE ITEM NO_ 37 .(110 x 1' 3/4" SCREW). Tliatal GYdY Rudaa MAWRD M0: - gy 5-2151 4 of8 SEE NOTE J SHT. 4 J' J' J' .i3 1 J" I II II II I 13 1 II i 13 - TYP. SEE DETATYP' IL - SEE NOTE ^. 'F' SHT. 5 - b SHT. 4 SEE DETAIL SEE NOTE - IJ 'C' SHT. 5 5 SHT. 4 - TYP. s SEE DETAIL 'H' SHT, 5 'D' TYP. - _ TYP. II I Y --i J' J' �-i 3• 6" aor DETAIL 'E' �q=1 z p � ppQ J. - 1 L I g' g• o SEE NOTE 3 SHT. 4 c Z o •I I 3Q� ^. 4 SEE DETAIL SHT. 5 0 n w o v 13 c a m�E TYP. 7YP. _61 - v Y c� SET NOTE 4 SH in vi -D' SEE DETAIL £' SHT. 5 N o p r �a W 14 SEE OaAIL ° 'G' SHT. 5 .0. ��� M' -I I4 TYP, I TYP. IFa3 < 10 SEE NOTE 0 4 SHT. . 4 a c DO AI F DOOR W150171 fTE SINGLE DOOR N DRILL THRU FOR .- z A t,J57' BOLT DEEP 13 ENOUGH FOR A 2' BOLT THROWaunoe+a IT.WR, INa o iJ 81].6A4.]dJl 0 0 13 Darr, 08 10 O 1 Appror.d a.rwapl)i�a wilt iN YGiL N.T.S.. _Q 11,•W� WlapC e o'r6.QG TJH DETAIL °F' nnasl as an RW ATTACH ASTRAGAL THROW BOLT emdua4rtroCua aiurwcra_ STRIKE PLA TO FRAME ASTRACALL TH.ROWO BOLTS 77�� S-2151 AS SHOWN. DFTAII 'G' AT THE THRESHOLD uy 4,5E3 1.063' 1- TT— r, �I N o1 0 20 21 WOOD FRAME 526' 22 J FINGER JOINTED PONDEROSA PINE 1,2J2' J3 '� PL91L�11P i /iF FRauF 2.141 EXTRUDED BTS `---- • 28 O1 INSWLNG DOOR BOTTOM F FP INSWiN . SIOEI ✓F15 FC. TOP RAIL FXTRLIDED VI/Y 080 BOTTOM B00T WOOD COMPOSITE YIALI_ MAX. .0_l5 WA'I MIN, 0.09' EXTRUDED VINYL WALL Ll -1F—.097' Og 4 x 4 STEEL DOOR HIN . is C�1�L LJ� SIDFIITF TOP A, BOTTOM RAlf FINGER JOINTED PONDEROSA PINE 9, 1.264' a N ►7 --LATCH SID _,Qj! �('OMPOSITF R 77 n FC. WOQQ-EWGF SIQF SnI F N , FC. BOTTOM RAIL WOOD COMPOSITE.a SFl F ADJUSMNG SADDLE THR SHOt D L r-1.531'� n f 1 rn 0I 0SS. BOTTOM WOOD COMPOSITE h ALUMINUMM 045• WALL MUM 19 M- THK WAl L VINYI TYP 2.J75' --{ v1 � h � 0 ApprwcJawnpllIq wIW 16e . � Il. n.la uMllry Cal• w�• D hUA• 30 ; !•mil ua1. r.a.u. W000 1 0 -K A O .K u' FINGER. JOINTED, PONDEROSA PINE ut O> � N g�oco eQ zoo U O LQ �c UJ co 2 to . 4 h w ,�vv a III 7Pi LTHfn, a 1 3.oa4ae3 1 111 N.T,S TJH o* RW nc ww S-2151 7.vJL drm Malarial I M SKIN .070 WM4UM K. -FU095M FIBERCIASSIC DOCK SK)N J 10* MN. THX FlBERGlASS BY THEIDA-TRU anti lit4d. Arength F min. -6,000 psi FIBERGLASS 2 FC. TOP RAJL 1.531' x .94' THERW-TRU W=000 COMPOSITE ifC00 COMRaw FG LATCH STILE -TRU, WOOD CON .t 15)I f 1.209 xCKO ccocSTE 4 FL f1w 5ttE -rRU PONVERW PWE 1.531 x 1.209 WOOD 5 IFC B01TOM PA I5J1 x 1?5 THERW-iRU %CCO. COMPOSITE '*OX WiIPOSITE 6 POLYURETRANE FOA S 1.9l6s. DENSITY FOAM 7 SHORT REACH COMPRESSION WEATHOISTRIP E,RMA-TRU FOAM 8 LONG REACH COWRESS5Ou WEATHERSTRIP ERNA-TRU FOAM 9 4 x 4 HINGE .097 THK. ERMA-TRU STEEL 10 10 . 3 4 PFH W000 SCREW Hine to Frame S cEL 1 i SS XTTTAI PA 1.01 r 94 iFiRY4-IRU IOW XWMD11000 gYp05lIl 12 10 x 2 LC. PFH WOOD SCREW ST E IJ 8 x 1 1 2- LG. PFH WOOD SCREW,, STEEL 14 J 16' TAPCON ANCHOR ELCO 2.0" MIN. LG. STE L 15 SIOELRE BOTTOM BOOT ,090 EXTRUDED VINYL VINYL 15 2x INNER WOOD BUCK WCOO 17 MAX. I 4 SNIM . MATERL4L WOOD 18 KWIKSET TRAM 700 SERIES PASSAGE LOCK - 19 SELF Aa&mhC P604 SCOLE T99BHOU ALUM. W000 20 4, r 1. MA- U, WOOD 27 r I WOOD 22 4, r 1. JA1/ w- 23 KWIKSEi TTTAN 700. SERIES DEokDBOLT 24 ASTRAGAL WINDJAMBER II WR687 .052 WALL ALUM, 628 -T6 25 GLAZING I 2 INSULATED TEMPERED GLASS GLASS 26 SS -M poic m PINE I,f r I I WODO. 27 J8 x 1 LG. PANHEAD SHEET METAL SCREW STEEL 28 INSAING DOOR BOTTOM SWEEP VINYL 29--,WOOD J0 MOOD E<DCK 2-375 x 1.515 PONDOM PINE WOOO J1 SS LA rmi wowCOMPOSRE I.IU i I:SII A= Cu 32 1 8 .THK. CELL" GLAZING TAPE STIK-II TAPE J3 ERAAT B 141-TRU BTS 34. PLAVr LIP I ITFMA-TRU M 35 4 r 1.25iROC E"B FRuA=TRU PONDOM 00 36 Scaff SGE SOLE -TRU .1531 r .65b posuOS4 00 37 110 x 1 J 4 LG. PFH WOOD SCREW. STEEL 38 u TO' OL 13JI r 94 Df]W-TRV'Xn C0HR74IE MADxupogrE 39 NOT USED 4-0 SILICONE G" SILICONE 41 8-10 x 1 1 2 PLASCREW FOR ITEM. J4 STEEL 42 MEW rap fI emar w -Thv, tsfl r .Gi6 P0IDOM WOOD 43 8 x 2 lC. PFH WOOD SCREW STEEL 1.531' T. L J8 �n SS. TOP RAIL i WOOD COMPOSITE 592• W '. --1 .579' I.SJ1. .. F cp O �Q� ro m rn I 2O^ .179' ( O COMPRESSION WEATHERSTRIP S LONG REACH COMPRFSc10N WEATHERSTRIP BY THERMA-TRU - W co co a FOAM CELL CORE w/V1NYl JACKET FOAM CELL CORE w/VINYL JACKET' SS, WOOD HINC SIQ sn1 F o ez 0 3' 1. C3 ' C o � a .� COS ASTRAGAL HAS gIm p N (2) 8.0' a � ri13 H ,BOLTS O BOTTOM (2) &0". z ® I BOLTS O JOP 1 0 a DRILL TRU FOR 1.767' --{ -g .J67' OIA. ASTRAGAL, �i N ORILJ- TRU FOR A 18 RETAINER BOLTS W PFH WOOD SCREW 2PLC5 24 WINWAMB R ,jJ_ WR68T WINWAMRFR. 11 WR68T STRIKE PLATE ASTRAGAL (ALUMINUM 057' WALL TYP ) 0 no 0 z �- coksLir�+rrs. INc 08 10 01 ASTRAGAL RETAINER' BO! T �'. ApProral n togM>ta{ w W e!� SCxL N.T.S. MATERIAL: C/R ROD ZINC F14 N.yCuda ai° m• TJH J1 da YELLOW CHROMATE' Hof-)P oer; RW LSJ1'� r - All, m1,Uide 1'teducl.: � at 1 orcura rC: SS I ATCH SID SnLF GDMPO';ITF OT I 5-2151 P.D. Box Z30 •Jr,irico,1L 33594 Plv= 813.659.9197 Facsimik 813.659-4858 . Tt a—ma-Tra Corp. 109 hf=W d Rwdd $aUw, IN. 467 Pkv—q, 260. .5811 p:acdwile 2c?i1.868. 190 ll�s117 UlfATI Dn%vvjdaa.- Fiba Cia sic/ Sax0h Sr, Serim Fib-crglas3 Door (Glazed) with or, without Side-lites ?klaujw= Oven" Xemi"j Ske: apt V s U22M Iu—rlslg CORISPrwons: X, OXO, XO, Ox, XX a OILW it-€ zrad DaCXjp6= TM 1 20 jitirtt ar. wood wmvning 4.5" x 1.23" with an exrnded aiuniismm tlzmt&Wsl: The &or ids and &klito puds ass 1.68" Ibkk a-4 conag c f two AMC skins with a thidmess of 0.063" for the Firxr Classic Saries of the smwLh Sit Series with a skirt thickness of 0.070".. Slcas are glued to wood Wks and rails wsth a uMhan-.. core. The glazed m&&= = to4W to rective ]!r te_ nvemd or W" irrst:lated tempered lip lice igrts or integral Rush &led liter rmaufwtlteod by 71bew?--'1'ru C S ai7l �-�elsl�a t.xrs a •s r_. _ �+._ w --- - 1^'`il"1 1 it &A.11- TAn , A&iw"nWis+el - - Tip zoq T�3no Brie No. t`eetSt+ Fear tuibim Swic NCTV- 0-TIM60 hby 30, t997 110-1940.1234 Duty Porax-py, # 16219 Ak T arc M - LRc4dwda,.NY Jams 2 2001 FTC-01--741-11008,0 JwO DWm P.E.:Y• rho N-C ri-Oduldo May 30.1997 . 210.1940-t214 nwTy Pmizu"." # 16-253 ?A8 :`D2 F ora Eadry FTC-8,-4wzO r NY A w2l =01 EPLQ1741-11008.0 joscrit 5?aWM P.i.V42M ° W4, NC- .- W.ado M" 30, 1997 710-19404234 nor' Ply, 01625; Aff M E311 .. ey FM - 8. 2 NY imm A 2001 ETC-01 741-11008.0 ��"•s• '�2� NI'-O D -"30,t997 210-19404234 %. "pormny,#1625s8 ii"iAAc233 t g TA,47A1/lA3 i Aida sew 71€�eiEo ETC - nNY �. Ju= = 2001 NA MrA l 741-11008.0 . MA ' . P.E..042921) NIA � � ° 3 are Wnatlavda lVMd 7 moil UWJ 151/b 04 rO=rM LJftr 1 MMMO Wahl mnuaaon 0MUM "Tbbpsodta>P=beplwk dtomeet wmeba= 60h gr+-i. 'h- rMMM Coaf1 }ration Iviaximum Size Design Pressure Rahings G azcd Sb& X t, To 3'0 x 6'8 + 47.00 - 47.00 GAV.-A .. with Sid X0 -1, i3:1;L3 1.' To S'4 x 6'8 + 47*00 - 47.00 Alum AW30 Alum AoragW tab cd Doubk- xx Up To 6'0 x 6'8 + 40.00 - 40.00 + 47.00 - 4 oo GLMW Dottft with Siclr9itrs OxxC To 8' 4 x 6' 8 + 40.00 - 40.00 + 47.00 - 47.W !,MgO1jm Pad Anctor= Sm reverse side. this PW 1. Hva111*u4 for 6—., in laclrow adim ing to the Florida Building Code and where passim requirements as dettmtinod l*j A., 7 Aj;w'saera+aia Le=b far NoWbip and Other Stratiarss do not exceed the dcwp pry ratitsgs list/ . Far Ibsw ly inst dllatioas wyxre the sub elc is � Blatt 1-1/2 indtes (FBC setficoa 1767.4.4 AnclicTra Methods .d 1701.4.4.1 mud 1707.4.4-2) same dianxter Tap= type concrete anchois must be sabsntutcd and i.'-.e let.gth Mug be notch dim a miram= 1-1/4" eppgmma of ft Tapswt iwo the masonry waD is obtained F?orie�a 1'rO e,,si°3rwl Enpn= - 5=4 No- 43409 May 22, 2002 Lync'w P. Schmid 19506 French Lace Drive Lam, FL 33558 lDS/30/ld2 11140am P. ��ZB Thum- T ru o FiberClassic / Sit Star In -sprang Flb�rglfpss Door B.06,0' 3.0" 3.13' 1. 3A 3A r is ii t ie _� SEE vi %» C. \ rd so When attaching Sidelite .the above anchoring applies_ S££' SEE NOTE. ' OETAJL . "B' U Ito x 2" Lr" — PFH WS j10 x 314' LG. 110 x I" LG. Ftr1 i s PFH Ws SEE NOTE t 110 x 3/4' LG. s1' Note. ;o PF;i DT5 MIL When attach g the a"e & deodt>olt plates to tips strike SEE NOTE AN perimeter ecru►, are buck use I/10 x 2" Lg. PFH WS. £' When' attaching the lir a & it3 x 2-1/2' PFH WS. deadbolt plates is R)s antragtal use /8 x 2 1/2" Lg. PFH WS. 5. When attaching the rtrAe jamb & :tdefita jamb use J 10 x 1 314' ID 6 s" Cm(2) j8 X 2 1P122' � Lg. PFH W5. ti (2)18 K 2 1%2" LG. WS 1., lei t, sa o�T�rL CCA_;TAL W� DETjVL C� ALUM1Nt1M ASTRAGAL ALUMINUM- ASTR4GA. tTETA1l 'E' 'l = ATTACH ASTRAGAL THROW SU'LT i STRIKE ASATE TO FRAME a 8 w In t)RdLL THRU FOR DRILL THRU F. R •~ A .357'0 BOLT DEEP A .337 S SOLi` DEEP J' A. ENOUGH FORA 1" ENOUGH F0,4 A 2" 9OLT THROW T THROW 1 ALUMINUM ASTRACa9L . CC ems AL ALUMNUM A ,G;'d DETAIL "F' 7yF—?SciF ' cFE DLTa.�c r ASTRAGAL THROW BOLTS AT THE THRESHOLD 06/20/02 11140am P. M �$W Bu.*,,'iinq Consultants Inc. cloomwag and Engineering Services fbr the Building Jndusiiy P.O. Ben 230 Varnco, FL 33594 Ftane 813.659.9197 F=imile.813.659.4358 -UMMMRilq a°3 �"-i' OF N VIW-TTU Corp. 10S.Mufx dRoad 1�1 e 2 .135$.3811 l~acsimde 260.868.51 0 OVIMMM-ON 017 UN AT iIRSJhId Dmig wo= Fiber Clzsmd5lJ^S➢liSi 8 Ma`. Scries i'ib gzZ!as�i. DwW (Opaque) with Or withwal Si de4ites - i� Ll,-n W 16 Cem igarationm: XOXOXOOXXA-&OXXO., dmwsl cilptlm: The hmd uxljiz—� am weed rmamning U,,.x 1.25" with an extended aluminum ibnahold Tire car P&M1s MW SUMIL6 P flek 2M 1.68" t arc! MOSWi Of two SMC. ddns'with a thicimess of 0.110" for the Fibre irk wk &-! ies ` or fix.-smeolh Pbrr &nics with a &Ida this of 0.076r Sbw a" ghied to wood stiles and rails with a m>r hmiy core_ TU wed sus use maul a0 Mo i3ne 197 tad or 112" insal&!Okteiapered lip lite inserts or ultegml flush ed lites worm by `mcrlaa Tru. e. 27 (1707-4.3 l3 r Ekmw A.,R llalsevr 1707_4-5 NbIlitlns Dery Ass rltilieh) 1r8 %t L CAk" Dtgtc<" R No. n UikiRrm &,-Aic h sa 7 2¢01 01-741-10703.0 werr4eB1'l ACY, P.1 E. YS4153 A�7 Al 1!3311 ETC - Xodmvcw, NY MW 19, 2001 01-741-10701.0 wea" Mary, P. E. $54 15 9 Air Pie 19 2001 01-741-10593.0 Mmi Pwwro, P.E. #537.?6 Mmy 17, 2001 01--743.10703.0 Wemd8l kimmy, P. r.. 054112 TAS 2lYl Por=d Erury ET-- - R,4hmer, NY May 14, 2001 01-741-10701.0 w..wi llamey, P. a 04158 19,00 21 01 741-10593.0 Marto Pmwsn, P.E, 953 7% disy17,2w1 01-741-10703.0 wceckiJ$1mei,p.E BSgiSa AAi74E331 F.Tt'-Rt.dmux,;4Y May in,2001 01-741-10'ML0 WOWW1P=cy,Y.1? 354,55 i� Oaaba00 19 21 01-741-105910 MWIL1'as,4rno,P.r 753-7m �w M 17, 2001 01-741-10703.0 wamml aza , p. E.13415ri Ac"v'1ULr2 1 Air ',at<:�; ETC - 31 z i;r, NY May 18, 200 t 01 741-10701.0 wersOali lWay, P. E. 0541.59 Floc 19 2001 01-741-10593.0 AixtcL�uar3 P" rt3i7 ? 'CA3011`03 ,at�A�Sassa i•1/A N/A N/A PJiA - zw?*== mucemmem a %V00 W ma M= 1 S%h eA Y'.lFEXM Lyanm r r=mm %?= AImam crlt s. "'riii rr.,:* l .. R be wed to me , Vindbomo deb it Q Aa a. rTt• Conficu ition 1ti3Fi)yimm Size Design Pressum Rat111gs SR fiimea uO To 3'0 x 8'0 + 67M = 67.00 OiNKue Si wi1,11 SidditesO.OX, 03t0 i3 To 5'4 x WO + 47.00 -47.00 Alum Astragal Coastal Mini AstrALMA K.X 1 1'e 5'0 x 8'0 + 40.00 - 40.00 + 47.00 - 47.00 Vith S1 1sces OXX0 13~1 i Q 8' I x 8'6 + 40.00 -40.00 + 47.00 = 4100 -Sm1rTmeside Ob 1 LIM I. EVoluatod 10 us~ in kcfiam adbefing °.A Cc Florida B1lildixig Code and whore pressure requirenmts as ded nnin t Ivy ASCE 7 M64mm Dakn Unda for.ftUdbtp sad Oat' cr gtsrart tlrrn do not exceed the deaign prewme ratings li2med zbm. I FeF Mammy imtallltlaecm wkrr Ills mb--buck islm Zhm 1-1f2 inches 03C section 1707.4.4 Ancharp Mc ft& and sAH=Ti= 11, 077.4.4.1 and 17707.4.4.21 so= '.ap-con type concrede ancbass must be substits"and the kugL% rx:,t €aa mch that 0 mizurnam 1-1/4- eugapmwt cf It :'&mat �rdo the masonry wall is obtained Cart Feria ?M"CSSWA E3917MU - Sepj NO, 4MW May 22, 2002 Ln&m Fschme, 19%6 FTepxh lace Drive Lutz. R- 33559 05/30/02 07:49pm P. 003 'mama=-T,, O Fi l sic smooth r In -s�arir�g Fiberglass x Size Up To8'4xB'0 A _ 6.0" .� I ! 6.0" 6.0" 3.0- 3.0- 3.0 SEE DETAIL f t I 1 I t I I f 0ix 0 b 'A When ettcching Sidelite the cbove anchoring aPp:ii . SEE NOTE 110x2-LC. 1 i PF 4 W-C I SEE OEML #10 x 3/4LG. tax 1' LG. PF*H WS I�FH ;S "B SEE NOTE i'!' 110 x 3/4" LG PR INS " DETAIL G" Note: I --- ; When attaching the 9Vke a� 6" a" -•i Fes- : deodbolt plates to the sires A ;o NOTE: All perimeter screws are buck use �'1O x 2" Lg. PFH �+5 x " 2•-1 2PFH WS. '" ottoctring the strike Ste' / dso&olt pWaa to the astrugW MAI V use 184 x 2 1/2" Lg. PFH WS. - When attaching the 9t6ke iamb. a- w an eldetite jmieb U" .10 x 1 314" Lq. PFM WS i ' (2) a x z 1/ PFH (2)J8 x 2 1/2- LC. " PFH W5 SEE_ � an SEE } DET.VL — ALUNiNUW ASTRAGAL CC,s?STr'L ZflEfA:L 'C' qi ALUMMi ek9 r�^'iRA T DETAIL xN ATTACH ASTRAGAL THROW B-OLT I h . STRWE PLATE TO FRA14E AS SITY3tM DRILL THRU FOR D LL THRV MR A .357'0 BOLT DEEP A .357'0 SOLT CUP '' ENOUGH FORA 1 ENtMFtR A 2" '—� d BOLT THROW T THROW i 4 �- I la �- iT � j a "s ALUMINUM ASTRAGAL . S' A A DETAIL "F" S£E i ?.1IL ASTRAGAL THROW BOLTS AT THE THRESH=