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217 Bella Rosa Cir 07-589 SFR
PERMIT ADDRESS CONTRACTOR J--f-Y)A0ir- ADDRESS S PHONE NUMBER _ yb % _ Lfl 6 Z- % 2 1G PROPERTY OWNER ADDRESS ciZ l SUBDIVISION FX04 PERMIT # 0 2 — :57 q DATE PERMIT DESCRIPTION s PERMIT VALUATION SQUARE FOOTAGE 3 S S 0 A i PHONE NUMBER G k ELECTRICAL CONTRACTOR �- MECHANICAL CONTRACTO PLUMBING CONTRACTOR n MISCELLANEOUS CONTRACTOR O C7 PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE e CITY OF SANFORD P.O. BOX 17t 8 SANFORD FL./327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 6/19/07 Parcel Number . . . . . 29.19.31.501-0000-0160 Property Address . . . 217 BELLA ROSA CIR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . SINGLE FAMILY Owner . . . . . . . . . Lennar Homes Contractor . . . . . . LENNAR HOMES, LLC 407 475-6549 Application number 07-00000589 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . . . . . M10 lding Official VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for 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. r r BP210U01 CITY OF %ANFORD 6/19/07 Application Miscellaneous Information Maintenance 10:15:42 Application number . . . . . 07 00000589 Parcel Number . . . . . . . 29.19.31.501-0000-0160 Address . . . . . . . . . . 217 BELLA ROSA Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information _ HISB 12/14/06 Y noc on file exp 12/15/07 HISB 12/14/06 Y 2 story/3bath _ HISB 6/07/07 Y final f/s on file _ HISB 6/11/07 Y co sign off: HISB 6/11/07 Y P&Z: MR 06.12.07 HISB 6/11/07 Y PW: MW 06.12.07 HISB 6/11/07 Y Util: RB 06.14.07 Bottom F3=Exit F6=Add F12=Cancel CERTIFICATION OF ELEVATION MAY25, 2007 ADDRESS OF JOB: 217 BELLA ROSA CIRCLE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 16, 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 16 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. #4801 STATE OF FLORIDA U.S. DE$ARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency EXDIreS 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. Company NAIC Number 217 BELLA ROSA DRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 16, 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' 09.1" Long. W 81 ° 14' 07.9" 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 62. County Name B3. State UNINCORPORATED AREAS 120289 SEMINOLE FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel Effective/Revised Date B8. Flood Zone(s) B9. Base Flood Elevation(s) (Zone 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 B9. ❑ FIS Profile ❑ FIRM ® Community Determined ❑ Other (Describe) B11 . Indicate elevation datum used for BFE in Item 69: ® 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, Vl-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 Check the measurement used. 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) 0 Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) 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) 16.2 ® feet ❑ meters (Puerto Rico only) 16.6 ® feet ❑ meters (Puerto Rico only) 17.0 ® 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. l certify that the information on this Certificate represents my best efforts to interpret the data available. (�� 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name JAMES W. SCOTT License Number 4801 Title LAND SURVEYOR Company Name GRUSENMEYER-SCOTT & ASSOCIATES, INC. Address 5400 E. COLONIAL DRIVE City ORLANDO State FL ZIP Code 32807 SignaVre p ( If-- Date 5/25/07 Telephone 407-277-3232 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company Use: ' Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 217 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 BUILDING IS TOP OF A/C PAD THE LOT IS IN ZONE "X" `J ❑ 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 El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. 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 DESCRIP"TION AS FURNISHED: Lot 16, CELERY ESTATES NORTH, as recorded in Plot Book 71. Pages 38 through 45, of the Public Records of Seminole County, Florida. I 'YOU,'VDAI-eyll-ORICI:�-RTIFII!-D TO: Lennor Hornes, Inc NOT PLATTED N 00006' 18" W EAST LINE OF REC. GOVERNMENT� LOT 2 60. 00' REC. 5/8" 1.R. .1.7.1 43 \ 7143 3 7.75' i 0 00� LOT 16 37.71' 10.0, - - ------------------- ........... . �1 CONC 10.00' 40,0' Vj o Q3 - LOT 17 0) r TWO S7ORY RESIDENCE 13'Z F.F.=17.49' C Uj 3' Q 10.100, 0. 0 0, COVD 16.9, 14.8, CONC. vi 1 8.2' CONC. DRIVE 2 6. 5 Y 25.20' 25.20' 10' UTILITY o EASEMENT go, 5. SET . N&D SET#4N&D J4 g 6 4 ' CONC. WALK (B-H,)S 00"09'50" E "" - 596 60. 00' PROPOSED - FINISHED SPOT GRADE ELEVATIONPER DRAINAGE PLANS PROPOSED DRAINAGE FLOW L07 GRAOIN G TYPE "A" PRI"1,Pr EEI,' F,F. PER PLANS - 16,80' -r?O,SA CIRC LE (150' RIW) TRACT T" (PRIVATE INGRESS AND EGRESS) SQUARE FOOTAGE CALCULATIONS itSOD (SOD TO CURB): 4,514± SQUARE FEET DRIVE & LEAD WALKWAY: 541:t SQUARE FEET SIDEWALK/APPROACH: 414± SQUARE FEET ......... . . . . . . ............................ . . .. .......... . .................... . ............. ...................... __ ........... .............. . .. TOTAL LOT SQUARE FOOTAGE., 6,616± SQUARE FEET LOT .15 149.98' (P i;) P .Eu11.2N 5EIRKn: FRONT= 25' REAR= 20' SIDE= 7.5' STREET SIDE= 15' D ..Le L 70 (17? 1 _IF_1--S( TT ASSOC., I AITC -- LA ND S [I Rvz,-r LEGEND PLAT P.D.J., = POP,- ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 TYPICAL NOTES: FAX (407)-658-14,36 _R N 11PF P.R.C.POINT OF REVER CURVATURE iRnN F.CZ PDINT W COMPOUNED CURVATURE 1. 7HE UNDERSIGNED DOES HEREBY CERWY THAT 7141S SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BYi �DNCR[ CM -'TE GNUMENI RAI] RADIAL THE FLORIDA BOARD OF PROiiiSSi6,VAL LAND SURVEYORS IN CFIAPTER 6IG1,7-6 FLORIDA ADAvmSTRAnvE CODE PURSUANT 112"R, w/4,-B N.R. NON -RADIAL SECTION 4711-027 FLORIDA STATUTES. RrL Rrcov�Rr,,. w R WI'. P01141 ��JN'jNci 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORWriow,, PuRp EONLY. F'6TN- '0F D_ CALC CALCULATED 05 S POINT OF COMMENCEMENT P.R.M. = PERMANENT REFERENCE MONUMENT 3. THIS SURVEY WAS PREPARED FROM TTrLE INFORMATION FURNISHED TO THE SURVEYOR. T71ERE MAY aE OTHER . FINISHED FLUOR ELEVATION OR &ISEMENIS THAT AFFECT THIS PROPERTY.R F STRIcTIoNs NLD Nr,TL a BTSx B.S.L. = BUILDING SETBACK 4, NO UNDERGROUND IUPRKE?,(EN7S HAVE BEEN LOCATED UNLESS OTHERWISE SHC-WN. P/w RIGH01`-�,,AYB.M.gFI-4MARK IA�FWENT B.D. BASE BEARING 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERDFIF.D TO AND SHOULD NOT HE RELIED UPON BY ANY OTHER ENTITY. 6, DIMENSION'S SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY ONES. 7, BEARINGS, ARE BASE) ASSL14f CL., C CHIIN I -INK r ZNCi_ _D DATUM AND ON "HE LINE SHOWN AS BASE REARING (ET9.) WOOD FENCE 8. ELEVATIONS, IF Si?OIVN, ARE BASED ON N477ONAL GEODETIC VERTICAL DATUM OF 1.929, UNLESS OTHERWISE NOI—ED. -I) CRETE ZdAICK !T CERDFOCATIF OF.407HORIZATION N.. 4596, I", PUN! [IF CURVATURE SCALE I" = 20' ORAVIVN By. p POINT DF TANGENCY CERTIFIED BY: DATE RAMUS . . ....... ORDER N.. I = A,,C LENGTH PLOT PLAN 11-07-06 1 TA 10737-06 IF L C III RD CONC. FOUNDAUONIFLEVS. 04-10-07 3096-07 cB = CHORD BEARING FINALIELEVS. 05- 24-07 208807 NOPTH 71,flS BUILDlNG/PROPFRTY DOES.NOT LIE WITHIN 'I IL -1-LF 00 YUR FLOOD PLA. NE AS PER "FIRM' T EST � IS � T - IA8L i X. GRUS5N, EYER, R... 4714 ZONE "Y" PANET. # 120289 0055 F, (0417-9) J AVI..-S W. SCOTT. R.LS # 4801 VERNON H. BERRY JR., RL.S. # 6262 CITY OF SANFORD PERMIT APPLICATION Application #.: 0 � — J'� � Submittal Date: c/ Job Address: 4 5 S Value of Work: $ iS . CID Parcel >D: Zoning: Historic District: I Description of Worki S e- (_ c,? f l f-;� tr r,.� Square Footage: ........................i................... ...... .............................. P Permit Type: Building 0 Electrical .93 Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Silm ❑ I Electrical: New Service — # of AMPS Addition/Aiteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential 0 , Replacement ❑ New 1A (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial:# of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential ❑ Commercial ❑ i Occupancy Type: Residential ❑ Commercial ❑. Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units Flood Zone: (FEMA forrrr required) ....................... •......................................................................................... .. Property Owner: �4 ✓i n %, r— I40r L r Contractor: S{ L ;•ice f t i Address: 1 S '� -'t �. G .(� L.,, n t Address . L� d 7 S'. ci �o / ✓ Phone: E-mail: Phone: 67-' -ybl S— State License Number: �r` aZ O be3 t?33, Bonding Company: - — v Mortgage Lender: Address: E Address: Architect/Engineer- Address: Plan Review Contact Person: Phone: Fax: Phone: Fax: F-maik ' Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent V Date Signature of Contractor/Agent T— Date (mil c •:� is`t` c�i►•�y0 C. (� IkArC l w c i (J`l�a o I Print Owner/Agent's Name V Print Contractor/Agent's Name Signature of Notary -State of Florida Date Signature of gn Notary -State of Florida Date . Owner/Agent is _ Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Produced ID APPROVALS: ZONING: UTIL: FD: ENG: BLDG: Special Conditions: Rev 02/2007 Date: I hereby name and appoint V` l 1`'� lz'1 �'l ✓''� ( `v of J t U &Z A e C r 1 to be my lawful attorney in fact to act for .me and apply to the 0 /1 Fo 1- Building Department for a a I✓ V L) '/ C-N permit for work to be performed at a location described as: Section Township Range Lot �_._._ Block O Subdivision (-t_ [ t.r 4 ( S - � f -.,,A (Address of Job) to Gi r 4y rA c—S (Owner of Property and Address) and to sign my name and do all things necessary to this appointment. Type or Print of Certified Contr, Sil`nature and 'kP , I The foregoing instrument was acknowledged before me this by who i�-personally known to me/who produced C— as identification and who did not take oath. Number _ day of 20 DI State of Florida FE JAMES SHEPPARD County of r r cv L Notary Public - State of Florida My Comm�ion E May 19, 2008 Commission 0 DD 100212 Bonded By National Notary Assn... �/tary Public,'Orange County, Florida G G CITY OF SANFORD PERMIT APPLICATION �7 APPSb t�`� lication #: 7 — Submittal Date: Job Address: � 4� 0, Value of Work: $ 1000 Parcel ID: Zoning: Historic District: t Description of Work: Square Footage: ........... ........... ................................... ....................... .......................... 0...... Permit Type: Building ❑ Electrical ❑ Mechanical 0 Plumbing p/ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential 0'':' - Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of water & Sewer Lines ' # of Gas Lines 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: ENW K If £S Contractor: J&c �� ml VLtL Address: Address: c27,30 Cmii�q ej'd P—to CeANg A-- _ ,�� y10 U�-126733 Phone: E-mail: Phone: $"/State License Number Bonding Company:.. w.. . . ,._. Mortgage Lender: Address: Arch itect/Engineer: Address: Plan Review Contact Person: 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. 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 uirements of Florida aw FS 713. r —v -7 Signature of Owner/Agent Date Signature of Contract Ag nt Date Print Owner/Agent's Name . r Pn-K pqctojfAge0t's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 UTIL: FD: Date Vd b!Y COMMISSION # DD629096 �� WIRM: February 25, 2011 -NQTA" FI. Notuy Discount Asm Co. Contractor/Agent is _ Personally Known to Me or Produced ID ENG: BLDG: Permit # :� Job Address: 2 Description of Work: ' r NC)Lk) K-U�A lJYil Historic District: ND Zoning: CITY OF SANFORD PERN7rr A1'PL1C 'r1ON IINI►L IotalSquare footage Value o0Vorli: S 1 1 ,L400 W T /6 Permit Type: [wilding {lectrical `t/ Mechanical Plumbing __ Lire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Wate losets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) / / Owners Name & Address: , I !a t i VIA i I 1 _ , i , - - - ��J / �' - , 1 � I . .-y o r. i ;,! Yam"'%—� )--" 4- i�.1�� �� - .� (1 Phone:c'I"�J Contractor Name -&7Address: 171l(AV1.I'1,1�1)(r�1J(} Ekc6r inL z;: U!j�>• L-0,U,4rCA r�Vf% c7(iLruI )1-a 1.3� Z�J �-W'.�Lp . _ Number: �OC�b_2 Phone & State License ce Fax Contact Person:1�Phone%V�_�/� • L Bonding Company: Address: Mortt;at,c Lender. Address: Architect/Engineer: Phone Address: Fax Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for EI,EC RICAL 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 wort: will he done in compliance with all applicahle laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE l 0 RECORD A NOIICF 017 COMMI3N'CLMF„NT MAY RI:St IL.'I IN Y01 IR I' � 1'INCi� TWICE FOR IMPROVEMENTS TO YOUR PROPER l'Y. IF YOU INTLND TO OBTAIN FINANCING, CONSULT WI I It YOUR LENDLR OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements ofthis permit, there may be additional restrictions appli 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 suA a wat r management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requiremcl�t;V( �brida Lien Law, FS 713. 1 Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is_ Personally Known to Me or _ Produced ID APPROVALS: ZONING: UTIL: Special Conditions: Rev 03/2006 FD. re l'Coi ractor/Agent Date Print CR1'rtractV?A-P'1 11\s Naive MENAM Of Florida Da I c Cheryll Smith �p� My Commission DD243250 Contractor/Agent is y Personally Known to Me opF ExPiresAugust 20,2007 _ Produced ID ENG BLDG I IN III 11111 oil 11111 i111 11111111111111111111111111111111111111111111 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06520 Pg 1573; (lpg) CLERK" S # 200F,197741 RECORDED 1E/15/E006 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 informatio is stated in this NOTICE OF COMMENCEMENT. Legal description of property (include Street Address, if available) LOT # r`, Celery Avenue Estates, PHASE 1 ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK # 71 PAGES 038-45 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, A�/ :� ��'�C�%� C' SANFORD FL 32771 General Description Of Improvements: SINGLE FAMILY DETACHED Owner LENNAR HOMES, INC, 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 Any person making a loan for the construction of the improvements. Name N/A Address Amount of bond $ Person within the State of Florida designated by owner upon whom notices or other documents maybe served: Name LENNAR HOMES, INC. Address 101 SOUTHHALL 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 CE" MARYAi`��lr- CLERK OE :I20tlz, SEMIN NIT`, ROryt`• , �Y c1l 20061 William Graham - Division President Lennar Homes, Inc. SwomAto and subscribed before me this � day Of )0Z5=z,_ Personal Knowledge Notary Public �tipRY P�e� EDWARD L. DEAN, JR. # * MY COMMISSION t DD 5007 EXPIRES: May 10, 2010 1f re" f�Oe Bonded Thru Budget Notary Serybes COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-751.85 DATE: BUILDING PERMI`�.,,,NUMB `1 R: ." ' �- (CITY,) COUNTY NUMBER: UNIT ADDRESS: _'....._=� TRAFFIC ZONE: JURISDICTION: 006 CITY OF SANFORD SEC: T NG`�• ._,.T'- 'TiLAT PARCEL: .� SUBDIVISION S TR C... PLAT BOOK: i BOOK PAGE:.��"�� BLOCK: LOT: �I OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE �. BENEFIT RATE FEE UNIT RATE PER „. -i & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ..ROADS........�........_........�.�._ _._. ...� -ARTERIALS CO -GLIDE 0 dial unit 5 705.00 1 t 705.00 ROADS -COLLECTORS NORTH 0 dwl unit 3 000.00 1 $ 000.00 LIBRARY CO -WIRE 0 dwl units 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 9 1,384..00 AMOUNT DUE �, 2,143.00 STATEMENT {y. Y 1 °'7� RECEIVED BY: 1 C :: -, SIGNATURE: �.M. ��. _ ...._ _. (PLEASE PRINT, M `DAZE`. / NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-COUNTY 3--CITY 2-APPLICANT 4-QfiNTy **ROTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENT'S OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. } j PAYMENT SHOULD BE MADE TO : CITY OF SANFORD"' BUILDING DEPARTMENT �W 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION r ' _ ` °' ���i aVlr� Permit# : Date / f' c Job Address ((� rJ 2006 Description of Work. -New Single Family Residence u Historic District: Zoning: Value of Work. S 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 Plumb ,Ogw Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy .Type: Residential X Commercial Industrial Total Square Footage-- si J ConstruStio,u Type: { # of Stories: 2=� # of Dwelling Units: Flood Zone: (FEMA Corm required for other than 7i) Parcel #`: �V (Attach Proofof Ownership & Legal Description) Owners Name & Ad ess: Len ar Homes 101 Southhali Lane Ste 450 Maitland, FL 32751 Phone- 407.682.7266 Contractor Name & Address: Michael J. O'Neill 101 Southhall Lane Ste 450 Maitland, FL 32751 State License Number- CRC05 7820 Phonee&..Fa{ .497.682.7266/407.682.6349 Contact Person:. Phone: Boadiug Cooapany: N/A Address: Mortgage Lender: N/A Address: Architeenngineer--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 pennit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. [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 per(nit is ve ' Fhtio at I will notify the ownn yf tyh oPerry of the requirements of Flori Lien Law, FS V). o R SignalTreofOwner/Agent Date Si of r/ t William Grahap Mi ael J. O'N ill np�r q z �z Print is N e Print C r/ ent's o o, x 55 �+ m Uj S2 vM w I- Date Si f Notarytate o •da Signature lacy State of rich o a . w Date } 112, Owner/Agent is _V Personally Known to Me or Contractor/Agent is ✓ Personally Known to Me or Produced ID ` r , — 9 _Produced ID vn • �` y l *APPLICATION APPROVED BY: Bldg•. Zoning: 2 N 21 a G utilities: FD (Initial Date) (Initial & D ) (Initial & Date) (Initial & Date) Special Conditions: F as• Z (Z 3� �► SZ �� r�Q '3'1 X. o } ti N . y Qo �o a Co xg m; U: u Cu5 w r V O_ w c „d Code Administration, Plan Review & Inspection Services CAPRI Private Provider Plan Compliance Affidavit Private Provider Firm: Code Administration, Plan Review & Inspection Services Private Provider: Gary H. Elzwei% PE Address: 1079 Shotgun Road, Sunrise, FL 33326 Phone: (954) 424-2520 Fax: (954) 424-2580 Email: I!elzweill(ii),capriengineerinp_.com I hereby certify that to the best of my knowledge and belief the plans submitted were reviewed for and are in compliance with the Florida Building Code and all local amendments to the Florida Building Code by the following affiant, who is duly authorized to perform plans review pursuant to Section 553.791, Florida Statute and holds the appropriate license or certificate: Name: Wayne A. Vater Project: Lennar Homes — Celery Estates — Cayenne - Lot # 16 Plan Sheets: Review for pages- AOOOR, A101R, A102R, A103R, A104R, A201R, A202R, A203R, A301, E101R, E102R, M101R, M102R, S101R, S201R, S202R, S301, S301-OPT, S302, S401, S402, S601, S602, and all information / engineering packets provided. Plumbing approved as noted: need to provide a cleanout at the base of washing machine stack- per FRC P3005.2.6 and provide a thermal expansion tank or valve at water heater location per FRC P2903.4. Florida License / Registration / Certification #(s) and description: Signature of Reviewer: Lam/ SWORN AND SUBSCRIBED before me by being personally known to me X or having produced as identification IF and who being fully sworn and cautioned, state that the foregoing is true and correct to the best of his/her knowledge or belief. gignature of N tary Print Name Notary Public: NOTARY STAMP BELOW Y°"4tLEILA YASMIN JONES MY COMMISSION # DDS05846 '1bFf\'o°� EXPIRES: Jan.10,2010 My commission expires: 1 11012010 (407) 398-0153 Florida Notary Service.com CAPRI Engineering LLC 6925 Lake Ellenor Drive Suite #200 ■ Orlando, FL 32809 ■ (407) 855-1860 ■ Fax: (407) 855-1868 www.capriengineering.com 4 Code Administration, Plan Review & Inspection Services CAPRI r N G I Nr r R I NC. 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 XX Inspections El 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. 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. Elzweig, PE Address: 6925 Lake Ellenor Drive. Ste. -200 Orlando FL 32809 Telephone: 407-855-1860 Fax: 407-855-1868 Email Address (Optional): eg, lzweig(i�capriengineering com 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 m Orlando, Florida 32809 3 (407) 855-1860 ® Fax: (407) 855-1868 www.capriengineering.com .4; t� "! COUNTY OF Orange STATE OF Florida Corporation Lennar Homes Print Corporation Name W By: William Graham Print Name 101 Southhall lane Ste 450 Maitland, FL 32751 Address 407 682.7266 Phone N Signature of Notary Edward L. Dean, Jr. Print Name /Je me this day of or V,a Z 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 2otP;': r�e�c EDWARD L DEAN, JR. MY COMMISSION t DID 550907 * * NATFOF EXPIRES: May 10, 2010 Bonded Thru Budget Notary Services City of Sanford Application for Engineering Permit I NETIrs I Eng-pm.pdf IsR^'0Ml CITY OF SANFORD ` P.O. BOX 2847 „.. SANFORD, FL 32772-2847 .xa (407)330-5640 FAX: (407) 328-7367 APPLICATION FOR WATER AND/OR SEWER AVAILABILITY 1. APPLICANT Lennar Homes Same NAME: -- - , (Applicant) (Owner) ADDRESS: 101 Southhall Lane Ste 450 Maitland FL TELEPHONE: 407682.7266 2. PROPERTY STREET ADDRES2 . f LEGAL DESCRIPTION: Has the site plan been approved by the Planning Board ? If yes, when? 3. PROPOSED DEVELOPMENT New Sin le Famil What is the property to be used for? 9_ y Residence, (Type of Use) If commercial use, please give information on water and sewer flow requirements: (FLOW/G.P.D.) 4. CERTIFICATION I certify that to the best of my knowledge that all informatiory?uupoti tiy{tFj�Ais/pplication is true. Michael J. O'Neill _ - � V r (Print Name) (ngiurel •. FOR CITY USE ONLY: AVAILABILITY: YES NO YES NO YES NO WATER RECLAIM SEWER COSTITEMS: YES NO YES NO YES NO WATER LINE TAP RECLAIM LINE TAP SEWER LINE TAP WATER LINE ROAD BORE RECLAIM LINE ROAD BORE SEWER LINE ROAD BORE STREET CUT STREET CUT STREET CUT WATER LINE DEPTH RECLAIM LINE DEPTH SEWER LINE DEPTH (UTILITIES OPERATIONS COORDINATOR) (DATE) ADDITIONAL INFORMATION: (UTILITY DIRECTOR) (DATE) . 1' o E LNNAR. - .Q�ealitY-4alrce. DuegrilY- .....��': 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 - k i 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=of 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.lennar.com .1 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_ WITNE Signature. Alice Hardway Printed/Typed Name Alyce Rittenhouse Printed/Typed Name STATE OF FLORIDA ) COUNTY OF SEMINOL:E ) (OWNER) Sign e William Graham Printed/Typed Name Division President Title The foregoing instrument was acknowledged before me this 3rd day of June 2006 William Graham - , DivisionPresident byfor Lennar Homes who is personally known to me or o who produced their Florida Driver's License as identification. FASH A_EN G\Dept_forms\Est oppel I etter_doc Notary Public, State of Florid Print Name: l�14j/,*V C. 6c- My Commission Expires: 20`'!!Y PDev, EDWARD L. DEAN, JL * * MY COMMISSION i DD 55W EXPIRES: May 10, 2010 a'+,F.OF FlBonded TAN Budget NOtffiy Sefv e as � _ r W k� p L,ERN !A; RA +Qualiry.✓alue.`lnregriry:"�:�;� +.:_;- �;} 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; Micha "1 VJeill s SWORN TO AND SUBSCRIBED before me thjrt— day of� 2004 at Altamonte Springs, FL This person known to me by Personal Knowledge_ EDWARD L DEAN, JR. * * MY COMMISSION # DD 550907 EXPIRES: May 10, 2016 ""I OF IV Bonded Thru Budget Notary Services Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax. 4077682-4396 • CGC# 057320 • www Iannarmm r. x � �. � a � � - ;: 1 5 £ '.. �=.xn -" .. �.,. II1� - , awss u w "'• k ' � _ n _ _ , _ Vol ` A PRODUCT OF NISUS CORPORATION For the Prevention and Control of: TERMITES, CARPENTER ANTS, WOOD DESTROYING BEETLES, and DECAY FUNGI FOR BOTH INTERIOR AND EXTERIOR USE 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 surfaces in o Edible Inspection roduct Areas of official Establishments Operating under the Meat, Poultry, Shell Egg Grading and Egg (1�1 ACTIVE INGREDIENT: Disodium Octaborate Tetrahydrate (Na,BBO„ • 4HZ0):........ 40.0% INERT INGREDIENTS: ............................................. __........60.0 Density: 11.51 pounds per gallon EPA Reg. No. 64405-1 EPA Est. 64405-TN-1 v U.S_ Patent Nos. 5,104,664 5,229 KEEP OUT OF REACH OF CHILDREN CAUTION .t�o�� PRECAUTIONARY STATEMENTS Hazards To Humans& Domestic Animals CAUTION: Harmful if absorbed through skin. Avoid_contact with skin, eyes or clothing. Wash thoroughly with soap and water after handling. Statement of Practical Treatment If Inhaled: Remove victim to fresh air. Apply artificial respiration if indicated. Contact a physician if warranted. if In Eyes: Flush with plenty of water_ Get medical attention if irritation persists. If On Skin: Wash with plenty of soap and water. Get medical attention. IN CASE OF A MEDICAL EMERGENCY involving. this product call (800) 424-9300 or your local Poison Control Center. Foods should be r vor ��Arduring treatment_ All food processing surf- 0 , covered during treatment or thoroughly cleaned efore u g. After treatment in food processing plants, thoroughly wash all equipment, benches, shelving, etc. where exposed food will be handled, with an effective cleaning compound and rinse with potable water. When spraying overhead interior areas of -homes, apartment buildings, etc., cover or protect all surfaces below the area being sprayed with plastic sheeting or other materiE W' ich can be disposed of if contamination from dripping occurs. Do not apply in food serving areas while food is exposed BORA-CARE- is -NOT a soil termrticide and should not be :used directly to treat the soil :STORAGE AND DISPOSAL - Do not contaminate water, food or feed by storage or disposal. Environmental Hazards I {' BORA-CARE° solutions carelessly spilled or applied to cropland or _PESTICIDE -STORAGE Store in. a_ dry place. Do hot store where growing plants including trees and shrubs may kill,or seriously retard child n'or.anrmals may gain access. Do not freeze: plant growth. Cover plants and nearby soil with plastic to avoid when contamination. Do not apply directly to water: Do., not contaminate PESTICIDEint wD hwate sL Wastes resulting from the.,: Do not contaminate useof disposing product water when disposing of equipment washwaters _ '.may be disposed of on site or at an approved waste disposal facility. a; CONTAINER DISPOSAL: DIRECTIONS FOR USE Triple rinse (or equivalent). Then offer for It is a violation of Federal law to use this product in a manner recycling or. recondon, or it or puncture and dispose of t a sanitary landfill, or incineration, or if allowed by state and local authorities; by inconsistent with its labeling. burning. If burned, stay out.of smoke. NOTICE CLEANUP: Use soap and water to clean up tools. b f usin Use only according Read and understand the enure label a ore g- 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-CA):1E® 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. 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 (MSHA/NIOSH 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-CARED Material Safety Data Sheet for additional health and safety information.) 100 Nisus Drive, Rockford, TN 37853 (800) 264-0870 www.nisuscorp corn Ozm, I. MIXING INSTRUCTIONS BORA-CARE° is a concentrate which must be diluted with clean water before use. The use of warm or hot water, if 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-CARP 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. 11. 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 ' 2:1usedrfori foaming may be ' Termites Drywood Termites 1:1 or 2-1 . nobiid and Lyctid A and 1:1 or 2:1 Use a 2.1 dilution ratio for treating hardwood floors. Pnobiid Beetles Logs require a 1:1 ratio. All other beetle species 1.1 Carpenter Ants 1:1 or 2:1 Decay Fungi 1:1 or 2:1 Use a 1:1 dilution ratio on wood members 2' thick or greater. Drywood Termites, 5.1 Two (2) applications required for surface spray Powderpost Beetles and For prevention only. Decay Fungi TABLE B. Dilution Ratios Application Water to BORA-CARE° Application Notes Logs, Large Beams and 1:1 All Insects and Decay Fungi. Dimensional Lumber Preventative Treatment of 2.1 Use on wood members Decking, Fences and 2- in thickness or less. Plywood Prevention of Powderpost 5.1 For prevention only. Beetles and Drywood Termites Logs, Large Beams and 5.1 Dip treatment only. Dimensional Lumber 111. 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-CARE° can be used on all cellulosic materials including wood, plywood, particle board, paper, oriented strand board (OSB), 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 Jrom subterratreal1 termites that may penetrate chemical gaps occurring in termiticide-treated soil. As a remedial treatment, BORA-CARE® 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. REMEDIAL TREATMENT FORTHECONTROLOF SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOSTAND OTHER WOOD BORING BEETLES AND WOOD DECAY FUNGI 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* solution to the point of wetness to'ali infested and susceptible wood, paying particular attention to infested areas. Two (2) coats of BORA- CARE° solution need only be applied to those wood members with only one (1) or two (2) exposed sides. For, quicker control, apply an additional coat onto heavily infested areas waiting at least 20 minutes between applications. 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 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. For treating infested wall voids, refer to Sections IV. E. and F. 2 0 B. Basements and crawl spaces may be treated by applying one (1) coat of diluted BORA-CARE® 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, utes apply two (2) coats of BORA-CARE® solution. Wait at least 20 minallon between applications. Apply at a rate of approximately one (1) 9 of BORA-CARE" 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-CARE° 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 18-24 inches along its length and inject at least 1/3 fluid ounce of BORA-CAREa solution per hole. Dill 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 a two (2) parts water to one (1) part BORA-CARE® (2:1) solution at a rate of approximately one (1).gallon ofsolution 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 between applications. Allow floor to completely dry (typically 48 to 72 hours). Moisture content must be 10 % or less before applying final finish. 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: It 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. Apply foamed BORA-CARES to void spaces at a 1:20 to 1.30 foam ratio (one [1] gallon 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. E. For treating voids, watt 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 driil64_ into walls and baseboard areas. Holes should be spaced no more than 2,V 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 distribution of the BORA-CARE solution. If necessary, remove or displace insulation prior to treatment. F. Foam applications: BORA-CARE® can be applied to bare wood surfaces and void areas as a foam by mixing two (2) parts water with one (1) part _BORA-CARE® (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. G. Foam insulation may be treated by injecting a two (2) parts water to one (1) part BORA-CARE® (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. y . PREVENTATIVE AND/OR PRETREATMENT FOR WHOLE HOUSE PROTECTION FROM SUBTERRANEAN, FORMOSA:N, 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 process when the 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. 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 root 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-CARED 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). 3 V1. PREVENTATIVE AND PRETREATMENTS FOR SUBTERRANEAN TERMITES (CRAWL SPACE, 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 they penetrate subfloors or plates, and all wood next to porches, garages, and fireplaces in order to provide a two (2) foot wide barrier of BORA-CARE 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 BOdRA--n A th' solution beginning with the sill area and extending up 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 baNtraps 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. V i l I . 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. VI1. PREVENTATIVE TREATMENT FOR DRYWOOD TERMITES AND POWDERPOST BEETLES Apply two (2) coats of a five (5) gallons water to one (1) gallon BORA-CAREm (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. For wood in contact with the ground or soil, see Section XI. 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 BOR any protective treated wood to completely dry (at least 48 hours) before applying y P ote topcoat. Coat a small section of treated wood with the isto 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 prior 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 alUntedor and exterior wood surfaces. Refer to. application chart for minimum amount of BORA-CARE® 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 6" x 1?' 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®treatve wood to completely dry (at least 48 hours) before applying any p o tectitopcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. f X. DIP TREATING LOGS AND LUMBER A dip treating solution may be prepared by mixing five (5) parts water to one (1) part BORA-CARE® (511) . This will result_in a 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. XL TREATMENT OF WOOD IN CONTACT WITH THE GROUND A BORA-CAREm 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 JECTA*. 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-CAREm and JECTA® are Registered Trademarks of NISUS Corporation. MADE IN THE U.S.A. X11. APPLICATION RATES TABLE B. Panels, Siding and Plywood TABLE A. Dimensional Lumber (1:1 or 2:1 dilution ratio) 1 Gallon of Diluted Minimum Amount of BORA=CARE®to 1 Gallon o f Diluted Lumber Size BORA-CARE® Will Treat Up To: Diluted Treat 1000 Lineal Feet Thickness BORA-CARE@ . Diluted BORA-CARE®to Treat 1000_Square Feet (inches) (indhes) Will Treat Up To: 1 x 4 1,200 Lineal Fee 0.8.Gallons 1/4 1,600 Square Feet 0.6 Gallons 1 x 12 400 2.6 3/8 1,067 1.0 ' 2 x 4 600 1.6 112 800 1.2 2 x 6 400 2.6 3/4 533 1.8 . 2 x 8 308 3.2 1 400 2.6 2 x 10 240 4•2 2 x 12 200 5.0 ' 4 x 4 300 3.4 TABLE C. Round Logs I 5.0 (1:1 dilution ratio only) 4 x 6 200 150 6.8 1 Gallon of Diluted Minimum Amount of 4 x 8 10.0 Diameter BORA-CAFIE® Diluted BORA-CARE®to Treat 1060 Lineal Feet 4 x 12 100 (inches) Will Treat Up To: 6 x 6 133 7'6 6. 167 Lineal Feet 6.0 Gallons 6 x 8 100 10.0 .,; 8 96 10.4 6 x 10 80 12.6 61 16.4 6x12 68 -, 15.0 10 23.4 12 43 e of one (1) gallon of $ORA-CARE" solution to 400 board feet of wood. NOTE: The numbers listed above are based on an application rat s>3 100 Nisus Drive Rockford, TN 37853 800-264-0870 www.nisuscorp-com 5 .y Issue Date. 8/24/89 Revised Daie:3/2B/97 MATERIAL SAFETY DATA SHEET BORA-CARC O Health Emergencies: CHEMTREC6 (800) 424-9300 SECTION 1 - 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.: NIA DOT Hazard Classification: Not Regulated 111 Slight hazard Hazard.Rating: NFPA Health Flammability 0 g Reactivity 0 SECTION Ii - HAZARDOUS INGREDIENTS Material or Component` Ethylene Glycol CAS No. 1.07-21-1 TLV 50.00 ppm ACGIH Type CEIL - SECTION III - PHYSICAL DATA Appearance: Clear viscous gel Specific Gravity: 1.38 g/ml % 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 IV - HEALTH HAZARD INFORMATION EYE CONTACT: This material may cause eye irritation. Directcontact 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 it swallowed. Ingestion ss followed of large amounts may cause nausea, mental sluggishne 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 have been identified as carcinogens or probable carcinogens by IARC or 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. S ra ue Dawley Acute oral LDso - greater than 5 gmbod/kg y weight 9 ( p 9 male and female rats). Acute dermal LDso - greater than 2 gm/kg body weigtlt (New Zealand Albino male and female rabbits). for 4 hours (Sprague Acute inhalation LCso - greater than 5 mg/L Dawley male and female rats). Intentional misuse by deliberately concentrating and inhaling this material may be harmful or fatal. SECTION V EMERGENCY AND FIRST AID PROCEDURES EYE CONTACT: Flush eyes. with clean water for 15 minutes.If irritation persists, seek medical attention. SKIN CONTACT: Remove contaminated clothing. Cleanse affected area thoroughly by washing with mild soap and water. If 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. If victim is not breathing, artificial respiration should be administered. If breathingalified difficulties p, oxygn immediate nmedicould al administered by q personnel. Seek attention. M SECTION V -EMERGENCY AND FIRST AID PROCEDURES 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 VI REACTIVITY DATA STABILITY: Stable CONDITIONS TO AVOID: Exposure to strong oxidizing agents. INCOMPATIBILITY (MATERIALS TO _AVOID):- This material is incompatible with strong oxidizing agents. TFfFpf6duct may corrode aluminum. HAZARDOUS POLYMERIZATION: Will not occur. HAZARDOUS DECOMPOSITION PRODUCTS: Ethylene oxide, carbon monoxide, carbon dioxide. SECTION VII - FIREAND EXPLOSION HAZARD DATA FLASH POINT:Above 220°F (Tag Closed Cup) FLAMMABLE LIMITS: Not known_ EXTINGUISHING MEDIA: COz, dry powder or universal type foam. 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 Vlll - 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 the 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 www_nisuscoro.com I - 912 X 3' WOOD SCREW @ EAC14 END (IF ALL TREADS RISER a -RISERS - NOT REQUIRED WHERE STRONGER IS SECIRED TO WALL TREAD 1 MI3RTM 3 !/2% TYPICAL T 4 v2', TYPICAL y, MINI" TREAD 2 X IN vOMWau MDOMftDI 2 REQUO2E0 I X RISER 3/4' ACTUAL 7-3/4' MAXIMUM WAL t vt SECTION VIEW - TREAD & RISER C —{ t — 3' TYPICAL 1 27' AVERAGE / STANDARD T OUTE AS INDICATED HERE 0 ACCEPT TREADS, RISERS WEDGES WEDGES - GLUE IN ROUTED TO SECURE TREAD(S) L RISER(S) NOTE- SEE DRAWINGS L 36' STANDARD - 48' MAXIMUM STAIR RAIL SYSTEM ,7-1 1/2' THICK 'FIRE STOP, LOCATE LOCAT@ MID -HEIGHT F RISER RED BY CODES Z-4tM (SEE ALSO OTHER SECTIONS L NOTES) 1/E' GYPSUM BOARD (OR AS REQUIRED BY APPLICABLE COIFS) SECTION VIEW - TREAD & RISE -, L ll SEE NOTE Nab FOR FLOOR NOTE- SEE DRAWINGS a OF STAIR PAIL SYSTEM NOTE, SEE DRAWINGS L CERTIFICA' OF STAIR RAIL SYSTEM BY B. L H. 1. 2- 1/2' X 3 I/2' L CARRIAGE BOLTS 2. 16 - 08 X 3' SCREWS V/ 3/4' PLYWOOD RISER 3. 1.34". 08 SCREWS REQUIRED PER 12' VERTICAL HEIGHT @ RISER / LANDING CONNECTION 4, 6 - 1/4'x4' SLOTTED HEX HEAD 'TAPCON' cl1-1 . it (� " wEleill widalgillillilm 1/2' STAIR STRINGER MINIMUM 1/2, Lim lebm CLOSIB E 1 1/2' THICK FIRE STOP /RISER @ DOT. , TYPICAL Yk. -THICK —i 1/2' THICK FIRE STOP'/ �•y�. FINISH fLW& SER T-mn— 'YP, @ MT, TYP. . X S V2' 16 GA. 0(D•OM0.)1) GALV, STEEL TIE PLATE EACH SIDE, TYPICAL OR V X 12' X 16 GA (MINIMUM) GALV. STEEL TIE PLATE EACH SIDE, T W/ 4 - 16d COMMONNAILSTO STRINGER L 4 - 10 GA CONCRETE NAILS TO SLAB PLAN VIEW @ LANDING n n —'KANT SAG' MODEL Na S - 86 STEEL STRAP OR EQUAL V/ 8 - 10d COMMON NAILS - SEE NOTE No. 7 \ SEE NOTE Nab 12'-0 MIAlIDA1M 3 ABOVE FINISH FLR. v2' CARRIAGE BOLTS SEE SECTION 'C' WOOD FRAME LANDING SEE ADDITIONAL DRAWINGS BY OTHERS GENERAL NOTESi L THIS STAIR DESIGN TTI BE USED IN LIEU OF -NOTCHED STRINGER' STAIRS FOR FREE STAN,`IING L ADJACENT APPLICATIONS WHERE THE TOTAL RISE EXCEEDS W-0 - OR WHERE THE WIDTH EXCEEDS 31-4 2 ALL WOOD TO BE 'No.1 DENSE' OR GREATER, SOUTHERN YELLOW PINE PER NF.PA STD, 3, THE DESIGN L SPECIFICATIONS DETAILED ON THIS SHEET COMPLY WITH THE REQUIREMENTS GF- THE FLORIDA BUILDING CODE - REVISED 2003 4. THE RISE AND TREAD DIMENSIONS MUST NOT EXCEED THE PRESCRIBED LIMITS OF THE APPLICABLE CODES). THE MAXIMUM VARIATION MUST BE LESS THAN 3n6. S. THIS STAIRVAY SYSTEM IS DESIGNED FOR A 100 P.S.F. LIVE LAUD AND TO REACT A 57 P.LF. STAIR RAIL LIVE LOAD AS APPLIED @ T13P RAIL. 6, CAUTION STnIRVAY LANDING MUST BE ADEQUATE TO PROVIDE -A MD(O" OF 2.13 HPs LATERAL L L60 Ips VERTICAL., REACTION 7. STEEL TOP STP.AP L TIE PLATE MAY BE DELETED AND THE REACTIONS @ LANDING/FLOOR REDUCED WHEN STAIR STRINGER IS ATTACHED OR OTHERWISE SUPPORTED TIYif U%MT IT'S LENGTH BY A -LOAD BEARING PARTITION OR WALL. ` In (U In 1n N CU CU OD N " f\ M X L6 3 as o�.� yw o0 Y 0 Q W 4A cu ❑�y� 1 Z W Vf 0 U in uj W .Q'SQ m oa. r` J.. rd 1 OF 1 DE' CHIPTIOIN' AS FUR-NUSHED: 1.Ot 16, CEII."RI E57ATE NORTH, os recorded In Plot Book 71, Pages 38'throu,qh 45, Of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: L..enn,-,r Homes, Inc. NOT PLATITE-D EAST LINE OF GOVERNMENT LOT 2 G N 00006'18" W 60. 00' 37.75' 10, 00 ... LOT 16 37.71' 10.0, ....... N-C-1 . 1 10. 00' 40. 0' IyI III I� LOT 17 PROPOSED RESIDENCE A/Cl MODEL: CAYENNE—C TWO —CAR GARAGE RIGHT y.El-IIZ 121 CO EEOEO AICI Cl I I FRONT 18.3' PORCH 6 10. 00' lF 8.2 DRIVE WALK fi 25.5s 25.20' 25.2 ! 0 10' ti UTILITY EASEMENT TRACT' ':E " (PRIVATE INGRESS AND EGRESS) N111 r4l LOT 15 NN_ 00 2 11 , 149 98' (PC) B.O.L.D.tNG SETBAC = SQUARE FOOTAGE CALCULATIONS FRONT2" 1 PROPOSI.0 = FINISHL",I) SPOT GRADE ELEVATION REAR= 20 PER ORAWVAGE PLANS SIDE= 7.5' SEID (SOD T�TCURB): 4,514± SQUARE FEET DRAUNAGE FLOW DRIVE & LEAD WALKWAY, 5411- SQUARE FEET T STREET SIDE--- 15' LOT GRAD!NG ;'YPE "A" SIDEWALK/APPROACH: 414± SQUARE FEET ;;ROPOSFD F�F, PER PLANS _ 16.80' ................................................................................ . ... . . ...... - ------ . ......... . .. *PLOT PLAN ONLY* TOTAL LOT SQUARE FOOTAGE: 6,616± SQUARE FEET (NOT A SURVEY) I 7Y i 'IS'A' -S(70 IT Ck ASSOC) I/V( . - LAND SURVI, ORS L� GEND 11 POINT ON LINE '`ELL ?YR TYP'-AL PIPE P RZ. = POINT OF REVERSE CURVATURE OR[ N Rol) E.C.C.POINT OF COMPOUND CURVATURE. M. )NI RE r" M UH-T RAT RADIAL -#LB 5�96 N.R. Not— ADIALGc�CTW.P.WITNESS POINT PUNT OF �>61NNN(, GNU- CALCULATED TED PE OF MEN� MENT FR ANENT MONUMENT IIN E IE:'E:RFNC C�NTFRL INF: 1 .M� FINISHED FLOOR EI-EVA1104 N&B B.S.L. BUILDING SETBACK LINE DISK RIGH—OF-IJAY B.M. = BENCHMARK ,I SMT, EASFMFN T B.S. PAS;- BLARING 1" A I N. RIINAGE U-11 I- Ci.5 CHAIN LINK 'INCY. C, 20L " ENC_ Cla CUNCREITE BLOCK NIINT Or CURVATURE 'CUNT 0 ANGENCY CR PTTO1 RADIO` L A C �LENGTH D DEL T C CHORD CHORD BEARING NORTH, ..ITS LiliF DING/PROPERTY DOES.NOT LIE WITHIN :'hit R I ESTAS-1,0-iED I CO YEAR FLOOD PLANE S PER "F,R ZONE "XI, PANEL 120289 0065, E (04- 17- 95) 5400 E. COLONIAL QR, ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 NOTES: THE UNDERSIGNED DOES HERESY CER77FY THAT THIS SURVEY MEE THE MINIMUM TECI-INICAL STANDARDS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G77-6 FLORIDA ADMINISTRATIVE CODE PURSUANT SECTION 472-027 FLORIDA STATUTES. 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. 31 'MIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR- THERE MAY BE OTHER RESTRICTIONS OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 5. THIS SURVEY IS PREPARED FOR THE SOLE. OENFRT OF THOSF CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENrIFY, 1 6. DIMENSION'S SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. 7. SWINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (8.8,) B. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE N 9. CERTIFICATE OF AUTHORIZATION N.. 4596. _-F 2 -i DRAWN BY CERTIFIED UY.- DATE - (ORDER No. PLOT PLAN 11-07-06 i 107,37-06 TOM X. GRI'SENMEYER, R.LS. # 4714 JAMEE W. SCOTT, R.L.-S // 4501 VERNON N. RFRRY JR., R.L.S. j 6262 FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Nam- rAVFNNF Builder: LENNAR ORLANDO Address: 217 Bella Rosa Circle Lot 16 Permitting Office: City, State: Sanford, FL 32771 Phase 1 Permit Number: GE, Owner: Lennar Jurisdiction Number: MQ�, Climate Zone: CentralIN'Co 1. New construction or existing New _ 12. Cooling systems G `` �0 2. Single family or multi -family Single family a. Central Unit �O`0� kBtu/hr `Q� _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 5 _ A11 F�� SEER: 13.00 _ b. Central Unit W G� `' Cap: 29.0 kBtu/hr 5. Is this a worst case? Yes _ SEER: 13.00 _ 6. Conditioned floor area (ft) 3037 ft2 _ c. N/A 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) _ a. U-factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a(Sngle Default)314.0 ft' _ a. Electric Heat Pump Cap: 13.0 kBtu/hr _ b. SHGC: HSPF: 8.30 _ (or Clear or Tint DEFAULT) 7b. (Clear)314.0 ft' _ b. Electric Heat Pump Cap: 13.0 kBtu/hr 8. Floor types HSPF: 8.30 _ a.. Slab -On -Grade Edge Insulation R=0.0, 209.5(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 384.0ft2 _ c. N/A _ 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 933.0 ftz EF: 0.90 _ b. Frame, Wood, Exterior R=11.0, 1245.0 ft' _ b. N/A _ c. Frame, Wood, Adjacent R=11.0, 345.0 ft' _ d N/A _ c. Conservation credits _ e. N/A _ (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1730.0 ft' 15. HVAC credits PT, b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A _ HF-Whole,house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0; 1.0 ft MZ-C-Multizone cooling, b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft _ MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 35299 PASS. Total base points: 42049 I hereby certify that the plans and specifications covered by this calculation are in comC� with the Florida Energy Code. PREPARED BY• DATE: Q I hereby certify that thi buildin ne sin compliance with the Flori OWNER/AGENT- Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. INILDING OFFICIAL: DATE; 11/28/06 I DATE: 1 Predor _ _. _ __.. „_ _ _. _ _. _ Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB A.0) 4�~0 4 TSH ST,g-�o� nnr a 0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS . Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .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 57.68 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 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 Total: 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 1.18 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: 39.0 126.4 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 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 1 As -Built Total: 593.5 -5991.8 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/F.IaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 3037.0 14.31 43459.5 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 DSM 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 Unit 29000 btuh ,SEER/EFF(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 62170.1 1.00 1.128 0.262 0.950 17477.9 EnergyGaugelm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 77 - FORM 60OA-2004 EnergyGauge® 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 = 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 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 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 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 WCM = Points Under Attic 1730.0 0.64 1107.2 Under Attic 30.0 1730.0 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 0.0 209.5(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 60OA-2004 EnergyGaugee 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 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 AHU) (sys 1: Electric Heat Pump 13000 btuh ,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), I nt(AH), R6.0 11778.3 0.500 (1.078 x 1.160 x 0.87) 0.411 0.950 2623.7 8140.4 0.6274 5107.3 11778.3 1.00 1.140 0.411 0.950 5247.3 EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:. , . PERMIT#: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 5 2460.00 12300.0 50.0 0.90 5 1.00 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 Cooling Points Points + Heating + Hot Water = Total Points Points Points 24642 5107 12300 42049 17478 5247 12573 35299 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/RaRES2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details I 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 .ft. 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 orjoint 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 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 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-sto 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 nTHFR PRFSCRIPTIVF MFASI IRFC (mncf ha mot nr oxroorlorl by all rocirlcnrnc 1 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 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se arate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugel'" DCA Form 60OA-2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 3' bath duct to roof Cop «/fen NUT❑NE MODEL # 695 P4 a J U E R C X Ali. 4' dryer du, to roof cap z,s TUN vnacv ezaov 1p 18.10 pkn p`adtrfarn by Must have a nhinun clearance of 4 Inches around the air handler per the State Energy code, All duct has an r-6 Insulatlon value, 4 Q Q z Q I ry 0 W (Y z Q z IT z LLJ z >- (U W ¢ (U U J (> r-: -) Rating z } w > z a m a J O Z) Q M fL J (n 0 0 3' bath duct to roof Cap r/fan •NUT❑NE MODEL # 695 8FF25 `�� �25 7Erlr. C) 1-----------� Ie---------nl x rcd 4• 110 12x6 locd I� ii 1 1 1 ! 11 1 3. both duct Cll 11 11 1 1 1 ``I i 11 1 to roof to of cap i iht� NUT❑NE 7- MODEL 2x12 0 � # 695 1 x14 rop 4R 2S 9 Bx4 IwC 9• 2• 8x18 rn x 4' 24x /may bd 9• 9• 7. 90t 12x6 SrcdM'a& 7' 6•� 12x6 lrcd 1125 0 6llrcd °m•° 051r�'/� W WO il 6a 6442. 2.5 TON V/IOKV 9240V IPN 18-10 pion U «� p`aW.- by ® G01- Rating Must hove a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has on r-6 Insulation value, N In z O N > Il.l w f- � a E Q Z Q J J a w 0�z zwCD z >- N W Q (U U J U or (,) m w > z o z � a 5 Lm J O =) Q mCLJ(n00 Duct System Summary 2 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Ism �r,-k - #k-r External Static pressure Pressure lasses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating Coolingg� 0.40 in 0.40 in H2O 0.06 in H2O 0.06 in H2O 0.34 in H2O 0.34 in H2O 0.17 / 0.17 n H2O 0.17 / 0.17 in H2O 1 A78 in/100ft 1.478 in/100ft 1000 cfm 1000 cfm 23 ft ''llIN SupplYBranchDetaila�lp' NM Design (Btuh) Htg (dm) Clg (drn) Design FIR Diam (in) Red Size (in) Dud Mad Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BDRM 2 h 2838 141 110 1.700 7 Ox0 VIFx 20.0 0.0 2 BDRM 3 C 3143 135 142 2.429 7 Ox0 VIFx 14.0 0.0 BDRM 4 C 2789 106 126 6.800 6 Ox0 VIFx 5.0 0.0 BDRM 5 C 5108 197 230 2267 8 Ox0 VIFx 15.0 0.0. LOFT h 2852 142 88 4250 7 Ox0 MR 8.0 0.0 MSTR W.I.0 h 518 25 21 2267 4 NO VIFx 15.0 0.0 1 MSTR BATH C 1141 51 51 1.478 4 Ox 0 MR 23.0 0.0 1 MSTR BDRM C 4461 150 201 2-615 8 Ox0 VIFx 13.0 0.0 1 BATH 3 h 1022 51 31 1.8891 4 Ox 0 VIFx 18.0 0.0 2 A,eygi uaply TrunkDetail Table a. _,v.IV .�� �. Trunk Htg Clg Design Veloc Diam Red Dud Dud Nam Type (dm) (din) FIR (fpm) (in) Size (in) Material Trunk 2 Peak AVF 192 141 1.700 551 8 0 x 0 VInIFtx 1 Peak AVF 227 273 1.478 619 9 0 x 0 VInIFIx wrjghjSC)ft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:58:36 /CACK E:\Files\Lennar0rlando2002\CAYENNE\CAYENNE.rsr Page 1 Duct System Summary 1 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.2204 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.40 in H2O 0.06 n H2O 0.34 in H2O 0.17/0.17 nH2O 1.000 in/100ft 1000 Cfm 34 ft Cooling 0.40 in 00 0.06 in H2O 0.34 in H2O 0.17/0.17 nH2O 1.000 in/100ft 1000 Cfm Harm Design (Btuh) Htg (dm) Clg (dm) Design FIR Diam (in) Red Sve (in) Duct Mad Actual Ln (ft) FIg.Egv Ln (ft) Trunk BATH 2 h 1312 58 17 1.789 4 NO MFx 19.0 0.0 BDRM 6 h 2737 120 43 4250 6 Ox 0 MFx 8.0 0.0 FAMILY RM C 6601 186 332 3.091 10 0x0 VIFx 11.0 0.0 1 LAUNDRY C 773 27 39 1.545 4 Ox0 VIFx 22.0 0.0 1 LIVING RM/FOYER h 8062 353 291 1.030 10 0x0 MFx 33.0 0.0 1 DINING RM h 2431 107 96 1.478 6 Ox0 MFx 23.0 0.0 1 KITCHEN C 1556 39 78 1.030 5 Ox 0 MFx 33.0 0.0 2 BRKFST h 2517 110 103 1.000 6 0x0 VFx 34.0 0.0 2 a • 3 ,. a - w S' pply-Trurik D`etall Table � ` Trunk Ht9 Clg Design Veloc Diarn . Red Dud Dud NErre Type (dm) Orn) FIR (fpm) (in) Size (n) Material Tank 1 Peak AVF 673 758 1.030 543 16 0 x 0 VinlFb( 2 PeakAVF 150 181 1.000 677 7 0 x 0 VinlFb( ,- wrightsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:58:36 ,40:;k E:\Files\LennarOrlando2002\CAYENNE\CAYENNE.rsr Page 2 Can't create "Duct Tree Diagram" report for Entire House wroghtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:58:36 ,4CXA E:\Files\Lennar0rlando20021CAYENNE\CAYENNE.rsr Page 1 DUCT TREE DIAGRAM 2 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 722.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 HE4* F'ng OOtiwing ExInmal Static ftssure: 0.40 in H2O 0.40 in H2O Pressure basses: 0.06 in H2O 0.06 in H2O Available Static pressure: 0.34 in H2O 0.34 in H2O SjO* Pabim available pressure 0.17 / 0.17 in H2O 0.17 / 0.17 in H2O AoWetion rate 1.478 in/100ft 1.478 in/100ft Actual air flow 1000 cfm 1000 cfm Total Eedele beg#t f l 4): 23 ft Attn: lines indicate branches and trunks, numbers indicate AVPs BEM 2 —110. 2 141. — BATH 3 —31. MSTR W.I.O 21. 1 273. — MSTR BATH —51. NU R BIDW —200. BDF; M 3 —141. < —ND TRM BDRM 4 —125. < —NO TF;LW BDFW 5 --229. 1 < —fV 1TUW LOFT —88. < —NO TR M ,y,+/�r, wrrghtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:58:36 Ba— E:1Files\Lennar0rlando20021CAYENNEICAYENNE.rsr Page 2 9 \_i 0 _'2rah Ong 00OWM9 Exbmxd Sbfic Pressure: 0.40 in H2O 0.40 in H2O Pressure b9sees: 0.06 in F120 0.06 in H2O AvaillatbSlaticpwsure: 0.34 in H2O 0.34 in H2O Paftm available pressure 0.17 / 0.17 in H2O 0.17 / 0.17 in H2O WmeWd5tion rate 1.000 in/100ft 1.000 in/100ft Actual air flow 1000 cfm 1000 cfm Total lRFerIii� e bagp *� 34 ft Attn: lines indicate branches and trunks, numbers indicate AVFs FAMLY RM —331. 1 758. — LAI DW 38. LNNG I M —291. DIVVG FM —96. KTC EN —78. 2 180. — BR TSr —102 BATH 2. —17. :D <—NDTF&W BDRM6 —43. < —NOT} M REfUNTR MMUSRMCFES „ wrjgtjtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:58:36 ,4C4C{\. E:\Files\Lennar0rlando2002\CAYENNE\CAYENNE.rsr Page RIGHT-J CALCULATION PROCEDURES A, E, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 72204 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 x283 cfm x 32 OF WnterTD = 9978 Btuh 3. wiinteririftaton HTM 9978 Btuh / 353 ft2 Total window = 28.3 Btuh/fF 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 Total = 162 cfm 2 Summer infiltration load 1.1 x 162 cfm x 18 OF S immerTD = 3207 Btuh 3. Summer h2 aw HTM 3207 Btuh / 353 ft2 Total window = 9.1' BtuhtF and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 162 cfm = 47T7 Bluh Procedure D - EauiDment Sizina Loads 1. Sensible stung load Sensible ventilation load 1.1 x 75 cfm vent x 18 OF SumnerTD = 0 Btuh Sensible load for structure (Line 19) + 42106 Btuh Sum of ventilation and structure bads = 42106 Btuh Rating and temperature sWnq multiplier x 0.98 Equipment sing bad - sensible = 41264 Btuh 2 Latent stung bad Latent ventilation load 0.68 x 75 cfm vent x 43 grAb moist.diff. = 0 Btuh. Internal bads = 230 Bluh x 8 people + 1840 Btuh Infiltration bad from Procedure C + 4777 Bbuh Equipment siting load- 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. wrightsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 ACCK E:%Files\LennarOrlando2002%CAYENNE\CAVENNE.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 MARY, 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 `Amy, 0TiiM RM.. 1.1 x 144 cfm x 32 °F WriterTD = 5059 Btuh 3. Winter infiltration FM 5059 Btuh / 179 ft2 Total window 28.3 BtuW and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.36 ach x 13834 ft3 x 0.0167 = 82 cfm 2 Summer infiltration load 1.1 x82 cfm x 18 °F SLTrnerTD = 1626 Btuh 3. Summer rMation HTM 1626 Btuh / 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 Procedure u - equipment Sizing Loads 1. Sensible stung bad Sensible ventilation bad 1.1 x 50 cfm vent x 18 °F SurmnerTD = 990 Btuh Sensible load for structure (Line 19) + 22210 Btuh Sum of ventilation and structure bads = 23200 Btuh Rating and temperature swing multiplier x 0.98 Equiprnent smrng load - Sensible = 22736 Bluh 2 Latent siting load Latent ventilation load 0.68 x 50 cfm vent x 43grAb moist.diff. = 1474 Btuh Internal bads = 230 Ruh x 1 people + 230 Btuh Infiltration bad from Procedure C + 2422 Bluh Egtfpment siting bad - latent = 4127 Bbih 'Construction Quality is: a No. of Fireplaces is: 0 Bold/italic values have been manually overridden Pff tout certified by ACCA to meet an requirements of Manual J 7th Ed. wregi rtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 ACCA E:\Files\LennarOrlando2002\CAYENNE\CAYENNE.rsr Page 2 RIGHT-J CALCULATION PROCEDURES A, B, C, D 1 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109 COMMERCE STREET, LAKE MARY, FL 32746.6206 Phone: (407) 631-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.80 ach x 10462 ft3 x 0.0167 = 140 cfm 2 Winter infiltration load 1.1 x140 cfm x 32 °F WnterTD = 4918 Btuh 3. Winter infiltration HTM 4918 Btuh / 174 ft2 Total window = 28.3 Btuh/1`12 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.46 ach x 10462 ft3 x 0.0167 = 80 Cfm 2 Summer nfilUabon load 1.1 x80 cfm x 18 °F SummerTD = 1581 Btuh 3. Summer irihltrtation HTM 1581 Bluh / 174 ft2 Total window = 9.1 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 gr/b moist.diff. x - 80 cfm = 2354 Btuh Procedure D - Equipment Sizinq Loads 1. Sensible sing bad Sensible ventilation bad 1.1 x 25 cfm vent x 18 °F &xTrrerTD = 495 Btuh Sensble bad for structure (Line 19) + 19895 Btuh Sum of ventilation and structure bads = 20390 Btuh x 0.98 Equipment � 9�multiplier 19983 Btuh 2 Latent stung load Latent ventilation load 0.68 x 25 cfm vent x 43 gr/b moist.diff. = 737 Btuh Internal bads = 230 Binh x 7 people + 1610 Btuh Infiltration bad from Procedure C + 2354 Btuh Equipment stung load - latent = 4702 Btuh *Construction Quality is: a No. of Fireplaces is: 0 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr ightsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 ACkA E:\Files\LennarOrlando2002\CAYENNE\CAYENNE.rsr Page 3 PROJECT SUMMARY 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 For. LJ340R OR A DO =►1 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 Design TD 32 OF Design TD 18 OF Relative humidity 50 % Moisture difference 43 grAb Heating Summary Sensible Cooling Equipment Load Sizing Buildn0 heat loss 42882 Bhuh Structure 42106 Bhrh Ventilation air 0 cfm Ventilation 0 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 OF Design heat bad 42882 Btuh Use mfg_ data n Raiatwing multiprier 0.98 Infiltration Total sens. equip. bad 41264 Bhih Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 1840 Bhuh . Ventilation 0 Bluh Heat�in�gg� Coo�lin�gg Infiltration 4777 Btuh 6617 Btuh Area (ft2) 30.31 3037 Total latent equip. bad Volume (fta) 24296 24296 Air chanceshour 0.70 0.40 Total equipment load 0.80 47880 Btuh 4.3 Equiv. AVF (dm) 283 162 Req. total capacity at SHR ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a Coil n/a Efficiency n/a Efficiency n/a Heating input Sensible coding 0 BUh Heating output 0 Btuh latent cooling 0 Btuh Temperature rise 0 °F Total Coding 0 Btuh Actual airflow 0 Cfm Actual airflow 0 cfm Air flow factor 0.000 dm/Btuh Air flow factor 0.000 dm/Btuh Static pressure 0.00 in H2O Static pressure 0.00 in H2O Spaoe.therrnoslat n/a Load sensible heat ratio 0 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. 1. wraghtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 ACCK E:\Files\Lennar0riando20b2\CAYENNE\CAYENNE.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 (Votes: m }, rDesi nelnfolrmatiorik ,z - r Weather: Orlando AP, FL, US Winter Design Conditions • a.•-•• •I• Heating Summary Summer Design Conditions 38 OF Outside db 70 OF Inside db 32 OF Design TD R�elativerangehumidity Moisture difference Building heat loss 20074 Btuh Ventilation aV 0 Cfm Ventilation air loss 0 Btuh Design heat bad 2W74 Btuh Infiltration Method Simplified CConstruclion quality Average Firieplaces Area ft z Hea17g Co fling m* Volume (W) 13834 13834 Air char our Equiv. A (dm) 0.62 144 0.36 82 Heating Equipment Summary Make CAWM Trade Model Efficiency Heating input HeatingouN Temperatlure rise Actual airflow Air flow factor State pressure Space thermostat FA .a 0 Btuh @ 47-F 0 OF 1000 Cfm 0.050 dnvBtuh 0.40 in H2O 93 OF 75 OF 18 OF M 50 % 43 grAb Sensible Cooling Equipment Load Sizing Structure 22210 Btuh Ventilation 990 Btuh t d e ire swing 3.0 OF rT UseRateiswing multiplier 0.98 Total lens. equip. bad 22736 Bbuh Latent Cooling Equipment Load Sizing Internal gains 230 Btuh Ventilation 1474 Btuh Infiltration 2422 Btuh Total latent equip. bad 4127 Bhuh Total equipment load 268M Bh1h Req. tofal capacity at 0.80 SHR 2.4 ton Cooling Equipment Summary Make Get Trade Cad Coil ai 3EER Se bler�0006 23200 Btuhh Latent Cooling 5800 Btuh Total coding 29000 Bbuh Actual air flow 1000 Cfm Air flow factor 0.045 dnvBtuh Static pressure 0.40 h H2O Load Sensible heat ratio 85 % Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wraghrtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 �� E:1Files\Lennar0rlando2002\CAYENNE\CAYENNE.rsr Page 2 PROJECT SUMMARY 1 DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.2ZO4 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Weather: Orlando AP, R , US Winter Design Conditions Summer Design Conditions Outside db 38 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 32 OF Design TD 118 OF Daily rangeRelative humidity 50 % Moisture d'rfferenoe 43 gdlb Heating Summary Building heat loss 22808 Btuh Ventilation air 0 Cfm Ventilation air Btuh heat �2280 8D Infiltration Method SimplMed Construction quality Average Fireplaces 0 Area ft Heating Co 11i_ng Volume {fta) 10462 10462 Air ch r 0.80 0.46 Equivdlm) 140 80 Heating Equipment Summary Make CAWER Trade Model Efficiency Heating input Heatirg Temperature rise Actual airflow Air flow factor Static it IWAC- 0 Btuh @ 47-F 0 OF 1000 Cfm 0.044 dmBtuh 0.40 n H2O Sensible Cooling Equipment Load Sizing Structure 19895 Btuh Ventilation 495 Btuh. Design temperature swing 3.0 OF Use ht. data n Rate %*V multiplier 0.98 Total sens. equip. bad 19983 Btuh Latent Cooling Equipment Load Sizing Internal gains 1610 Btuh Ventilation 737 Btuh Infiltration 2354 Btuh Total latent equip. bad 4702 Btuh 2 2�.1 Req. total capaalyyaat 0.80 SHR ton Cooling Equipment Summary Make CAfRt Trade Cond Coil psi �9 uSenile 23200 Btuh Latent coding 5800 Btuh TOW cooling 29000 Btuh Actual airflow 1000 Cfm Air flow factor 0.050 dmlBhah Static pressure 0.40 in H2O Load sensible heat ratio 81 % Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Avvr-li4ghtSC) t Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 E:\Files\LennarOrlando2002\CAYENNE\CAYENNE.rsr Page 3 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.2204 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 87.4 23.0 0.0 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 87A 23.0 0.0 a n w b c n 0 n 1 1 90 1.0 1.0 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 87A 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 87.4 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 29A 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 20.4 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 wroghtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 AC:;k E:1Files\Lennar0rlando2002tCAYENNEICAYENNE.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 87A 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 87.4 16.0 0.0 ,t, wrjghtsoft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 ACCK E:\Files\LennarOrlando2Q02\CAYENNE\CAYENNE.rsr Page RIGHWORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY; FL 32746-6206 Phone: (407) 831-2665 Job: CAYENNE 7.22.04 r tin t6 Namecfroorn Entire House 2 1 TNWIWNL LerxPofaposed%&d 3695 ft 178.0 ft 1815 ft Pcondmenaxs Cer3lgs Card&Option 8.0 ft hesibod d 8.0 ft d o 8.0 ft d o TYPE CF CST Fnm Area Load (Btiih) Arm Load (Btr li) Area Load (Bhlr) Area SL E)FCRE NOT Htg Clg (fF) Ht9 CLJ OF) HLg I CI9 OF) Ht9 I Ckl HEJ Cy 5 Gross a 14B 4.6 2.1 103B - - 0 - - 10BB - - Bposed b 12C 29 1.9 1424 - - 1424 - - 0 - - wells and c 13C 32 1.2 364 - - 0 `""` - 364 "" - parfitiors d 0.0 0.0 0 - - o H.. "~ () e 0.0 0.0 0 - - 0 0 f 0.0 0.0 0 - "" 0 "" 0 6 ftdmsard a 1C 37.0 " 273 1009D "" 179 6616 - 94 3474 - glass doors b 8C 37.0 - 41 1515 0 0 41 1515 - (iaafi,g c 9C 36.7 " 0 0 . 0 0- d 31C 232 " 0 0 ""' 0 0- 0 0 - e 0.0 - 0 0""' 0 0- 0 0- f 0.0 " 0 0"" 01 0- 0 0- 7 Vftb sacl North 26.6 51 ""` 139D - 1034 16 - 325 - Mass doors NEW 0.0 0 `"" 0 0 - 0 0 - 0 c oot5 EW 87.4 Zj6 "" 2 MB 1 12236 96 - 839D ,�,. SEWV 0.0 0 "" 0 0 "" 0 0 "" 0 - South 46.4 27 "" 1245 4 "" 178 23 "" 1057 - Horz OD 0 "" 0 0 "" 0 0 "" 0 8 Otherdoas a 11A 189 127 19 311 242 0 0 0 19 359 242 b 11A 189 1 127 21 255 0 0 0 2) 378 c 10D 14.7 9.9 0 1 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 933 4299 1921 0 0 0 933 4299 1921 eposed b 12C 29 19 1245 3586 242D 1245 3585 242) 0 0 0 walsand c 13C 32 12 345 1097 404 0 0 0 345 1097 404 paf6ons d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1A 1729 im 2397 1729 1826 2397 0 0 0 b 16C 2.8 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 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 11 Floors a 22A 252 0.0 210 5M 0 28 72i 0 162 4701 0 (Note: room b 19G 1.1 0.0 384 0 384 0 0 0 0 peinelar c 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 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 12 tnfiMation a 283 9.1 353 9978 3207 179 5099 162i 174 4918 1581 13 SubbUlosr-".+11+12 ""' 3M - "" 18249 - "" 2 735 - - Less adarnal heating "" 0 "' "" 0 - - 0 - - L.esstarsfer •,•• 0 ,••• •••• - - 0 - - •••• Healing redistrixilion ... .. , 0 . ,. ... 0 «.. ... .... 14 Duct loss 10°/ 3898 "`" 1(W 1825 "" 10° m 15 Total loss =13+14 "' 42882 "" "" W4 "" "" Am 16 InL gains: People @ 30D 8 - 2400 1 - 30D 7 "" 2100 Appl. @ 1X0 2 - 180D 0 `"" 0 2 "' 1800 17 Subbt RSH g3it=7+8..+12+16 "" "" 38M "" "" 29191 "" "" 18097 lessaderrdmoiig •••• ,••• 0 •••• •••• 0 «» •»• 0 Less transfer .... ..,. 0 - - 0 - Cooling redstrbution "" ••• 0 `""" - 0 - ,••• 0 •••• •••• 18 Duct gain 10% - 382B 10'/ `""' 2T19 100 - 1809 0y, 19 Total RSHgar:q17+18)'PLF 1.00 - 42106 1.00 - 22210 1A0 - 19895 2) Avrecluired (dm) 2M m - 1000 1000 "" 100D 1000 Pfrrltout certified by ACCA to meet all requirements of Manual J 7th Ed. wrrrgl i,tsoTt Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 '��A E:\Files\LennarOrlando2002\CAYENNE\CAYENNE_rsr Page 1 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 /1n La Namedroom 2 BDRM 2 BDR1fA.,3. BDRM 4 1NWJVIWLJ Le 178.0 ft 28A ft L75` ft ' 7.5 ftIZ�andrrersiors %Oposedwal 125 x 16.0 ft 16.0 x 115 ft 11.0 x 16.0 ft 4Ceilngs Condit. Option 8.0 it d n 8.0 ft heatbod 8.0 It heaUcod 8.0 ft hid TYPEOf: CST H m Area Load w) Any Load (Bluh) Am Lad (Bel,) Area Lad W) EGIOSJRE Na Htg I Clg (fil) Htg Clg (tom Htg I Clg (W) Htg Clg OF) lit9 Clg 5 Cross a 14B 4.6 21 0 - - 0 "" ""' 0 - - Ex(xsed b 12C 29 1.9 -1,124 - - "' '"" 2m - -61 walsand c 13C 32 12 0 - - 0 '"" ""' 0 partr3ons d 0.0 0.0 0 0 0 e 0.0 0.0 0 "' "' 0 `. 0 f0.0 0.0 0 "" "" 0 ""' " " D ""' 6 ftdD sand a 1C 3711 - 179 6616 ~ 16 591 - 23 am - 850 glass doors b 8C 37D " 0 0 - 0 0- 0 0 - 0 FleBfjlg 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 0 0- 0 0 "" 0 0 "" 0 7 ftb3Asard North 29.4 35 "" 1034 0 `" 0 0 0 c"" 0 glass doors NEW 0.0 0 0 0 0 0 "" 0 0 Coclirg FJ✓V 87.4 140 12236 1 .. 1398 23 "" 2010 Z.2010 SESW 0.0 0 "" 0 0 0 0 "" 0 c"" 0 South 46.4 4 178 0 "" 0 0 "" 0 "" 0 Horz OD 0 "" 0 0 "" 0 0 0 1 0 8 Otherdoors a 11A 182 127 0 0 0 0 0 0 0 0 0 0 0 b 11A 189 127 0 0 0 0 0 0 0 0 0 0 0 c 10D 14.7 99 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 agxsed b 12C 29 1.9 1245 3586 2420 404 197 557 107 72 v✓als and c 13C 32 12 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 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 10 Ceilings a 16G 1.1 1.4 1729 1823 2397 211 211 271 1114 191 251 1W 111 244 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 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 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 28 725 0 23 121 11 0 0 0 1 0 0 (Nob: room b 19G 1.1 0.0 384 0 0 0 0 184 209 0 1 145 0 pernieler c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 fbas) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 283 9.1 179 5059 1626 16 492 145 23 65D 209 650 209 13 Subt"loss--"_+11+12 "" 18249 "" "' m "" "" 2471 "" "" 1933E Less etmalha5rg •••• 0 •••• • •, 0 «••• •••• 0 •••• ••• 0 •••• Less transfer .... ,.» ,«. 0 .... ..» 0 ..» ... 0 .... Heating redstrbution ""' 0 "" "" 0 ""' "" 0 "" "" 0 14 Dud loss 10°/ 1825 ~ 10°/ 10 2,9 "" 10° 194 15 Total loss =13+14 21174 - '"" 283E "" "" 2718 "" - 2132 16 Int. Wins: Pacpte @ 300 1 - 300 0 "" 0 0 "" 0 c"" 0 Appl. @ 1200 0 ~ 0 0 "' 0 0 '"" 0 "" 0 17 Stbtot RSH gaW7+8-+12+16 "" - 20191 ,•,• •••• 2225 ••,• ••.• 2%7 ~ «.. 2535 Less exlomalcooing "" 0 "' "" 0 "" "" 0 "" "" 0 Less transfer "' "" 0 "' "" 0 "« "" 0 "" "" 0 Cooling rec5strbution ""' "' 0 ` * "" 0 "" "" 0 "" "" 0 18 Dud gain 10°/ - 2049 10,1 - 223 10° "" 296 10° "" ?54 19 Total RSH ga i=(17+18W 1.00 - 22210 1.00 ~ 2448 1.00 1 "" 31Q 1.00 "" 2189 20 Air required (fin)10001 1000 "" 141 110 "" 135 142 - 106 125 PrQlW certified by ACCA m meet all regtdrwutis Of Manual J -M Ed. IftwroJ"it--Vt Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 E:\Files\Lennar0riando20D2\CAYENNE\CAYENNE.rsr Page 2 RIGHT-J WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job: CAYENNE 7.22.04 NWMALJ. An La 1 Narne of roam BDRM 5 LOFT MS1R WIC MSTR BATH 2 Le><j 395 ft 16.0 ft 13D ft 18.0 ft 3 %opcsedwal Room d nat�ors 13.0 x 19.0 ft 155 x 14.0 ft 13.0 x 125 ft 125 x 5.5 ft 4 Ceings CmrB.Option. 8D ft I heaftol 8.0 ft hea000l 8.0 It heaticod 8.0 ftl hood TYFECF CSi HTM Area Load(Bah) Area Load(Bah) Area Load(13ah) Arm LoadW) EXPOSURE NO. Htg Clg (ft) Htg CIg 011) Htg I Cig (ft2) Ft9 CIg (W) Hlg I Clg 5 G(oss a 14B 4.6 2.1 0 - - 0 "" 0 EVOSEd b 12C 29 19 31 - - 128 104 %vallsand c 13C 32 12 0 "" "" 0 "" "" 0 pat5ons d 0.0 0.0 0 "" 0 "`" 0 . e 0.0 0.0 0 "` "" 0 "" .... 0 .�... . f 0.0 0.0 0 "" '"" 0 """ 0 "" ""' "" Z 6 Wrdansad a 1C 37.0 " 39 191 "^ 1183 "" 0 0 "" 259 glass doors b 8C 37.0 " 0 "" "" 0 0 0 Heating c 9C 38.7 " 0 " "' 0""0 0""()d 3C 232 "0 1000 ""'0 0 0e 0.0 0 ""0""0 0 "" 0f 00 " 0 0- 0 0 0 "" 0 7 Wrdmsand Nodh 29.4 0 "" 0 '" 828 0 "" 0 "" 0 glass doors NENW 0.0 0 """ 0 0 "' 0 0 "" 0 0 cooling ENV 87.4 39 """ 3409 0 "' 0 0 "" 0 612 SE/SW 0.0 0 "" 0 0 "" 0 0 "' 0 0 South 46.4 0 "" 0 4 "" 178 0 "" 0 "" 0 Horz 0.0 0 "" 0 0 "" 0 0 "" 0 c"" 0 8 01-doors a 11A 182 127 0 0 0 0 0 0 0 0 0 0 b 11A 18D 1 127 0 0 0 0 0 0 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 21 0 0 0 0 0 0 0 0 0 0 0 eposed b 12C 29 12 277 798 538 96 276 187 104 300 202 11 395 286 walls and c 13C 32 12 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 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 0 10 Ceilings a 16G 1.1 1A 247 251 342 217 229 301 163 172 225 73 95 b 16C 28 3.5 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 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 11 Floors a 22A 25.9 OD 0 0 0 0 0 0 0 0 c 0 0 (Nod: roan b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 pe Blar c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 isdspl. d 0.0 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 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 12 Infilaation a 283 9.1 39 1102 3541 32 9D4 291 0 0 0 7 196 64 13 Subtotal loss= i .+11+12 "" 3802 "" "`" 2596 "" "" 471 Less erdernalheating "" 0 "" "" 0 "" "" 0 "` "" 0 Less transfer •••• 0 •••• «•• •••• «•• 0 ,••• •••• 0 •••• Heating redstrhution 0••» •••• 0 «•• •••• 0 ,«• •••• 0 +»• 14 Duct loss 101/1 w- 101/ Ml 10° 47 "" 10pi. 92 15 Total loss =13+14 "" 3963 - "" 785E ""' `""" 518 "" 1016 16 Int gains: People @ 30D 0 ""` 0 0 "" 0 0 0 `" 0 Appl. @ 120D 0 "' 0 0 0 0 "' 0 "" 0 17 SubtatRSHgax-F7+8_+12+16 "" `"' 4644 "" "" 1784 ' "" "" 1037 Less exlornalcooang •••• «•• 0 ,••• •«• 0 »•• •»• 0 «» •»• 0 Lesstrarsfer 0 ""' "" 0 "" "' 0 "" "" 0 Cooing redstrbution « •• •• • 0 •••• •••• 0 ,••• 0 • • 0 18 Duct gain 101/ - 464 101/ "" 178 100A 43 101 - 104 19 Total RSHgain{17+18)'PLF 1A0 ""' 5108 1.00 "" 1963 DO "" 470 1A0 "" 1141 ZO Air required (dm) 197 230 '"'" 1 86 "" 26 j 21 "" 51 51 Printout certified by ACCA to meet as requimmeflis of Manual J 7th Ed. wrogF itsOft Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 . E:\Files\LennarOrlando2002\CAYENNE\CAYENNE.rsr Page 3 RIGHT-J WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 J. tin m Namednxm MSMBDRM BATH3 jIVWIVUPL Lern, 17.0 ft 11.5 ft %opos�edwal Roan dirlereas 24.0 x 14.0 ft 115 x 120 ft Cekgs Gon& Option 8.0 ft i h)Wbod 8.0 ft heatbool TYFEOF CST H7M Area Loadtt3luh) Area LcadtBLtr) Area Area E)Q�SIAE NQ Htg Clg (W) Htg CIg Htg; I Clg Htg Clg Htg C19 5 Grow a 146 4.6 21 0 - - 0 EVosed - b 12C 29 19 136 "" - walsand c 13C 32 12 0 - - 0 partitions d 0.0 0.0 0 "" "" 0 "" "" '•" "" "" "" f 0.0 0.0 0 "" 0 6 Wrdoru " a 1C 37.0 " 32 1183 7 259 - glass dons b 8C 37.0 " 0 0"" 0 0 u Haafrxj c 9C 38.7 - 0 0 "" 0 0 . d 3C 232 " 0 0"" 0 0 e 0.0 0 0"" 0 0 f 0.0 0 "" 0 7 Wrcbnsard North 29.4 0 '"" 0 7 glass doors NEM OD 0 "" 0 0 "" 0 FS/V 87.4 32 '*` 2797 0 "" 0 .. SBSW 0.0 0 "" 0 0 `"" 0 SOW, 46.4 0 "' 0 0 "" 0 Horz 0.0 0 "" 0 0 "" 0 8 Otherdoas a 11A 18.9 127 0 0 0 0 0 0 b 11A 189 127 0 0 0 0 c 10D 14.7 9.9 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 0 0 0 0 0 eposed b 12C 2-9 1.9 104 300 202 85 245 165 walsand c 13C 32 12 0 0 0 0 0 0 parhbas d 0.0 0.0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 336 355 466 138 1 191 b 16C 2-8 35 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 e 0.0 0.0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 11 Floors a 224 259 0.0 0 0 0 0 0 0 (Not: roan b 19G 1.1 0.0 0 0 0 72 82 0 penrreler c 0.0 0.0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 lloas) If 0.0 0.0 0 0 0 0 0 0 12 Infiltration a 283 9.1 32 904 291 7 198 64 13 Sut W bss=6+8 +11+12 "" 2742 '""' ""` 929 Less etnalheating «» «« ..« L.esstransfer •••• •»• «.. .... .... «.. .... Heabng redislrUution ,.,« .... .... ,... 14 l00/ 274 "" 10°/ 93""' n .... o +... 15 Total loss =13+14 "" W16 "" 1022 16 Int gains: People @ 30D 1 "" 300 0 "" 0 P,ppl. @ 120D 0 0 0 """ 0 17 Sit RSH WF7+8..+12+16 ""' 4055 "" 625 Less a(ban booing "" "" 0 '"" 0 Lesstrardff ""' '" 0 "" ""' 0 Cooing redshlbrfion •••• •••• 0 •••• ••» 0 ••» •,• • •• •••• 18 Dud gab 100/ - 405 100/ - 63 0 +++. o .... 19 Total RSH gab=(17+18) RF 1.OD - 4461 11)0 - 698 20 Air required (cln) "" 150 21 - 51 31 PrinW ceftified by ACCA to meet all tmgtrirn..ments of Manual J 7th Ed. w1r-1<:J"1tsofrt Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 '� E:\Files\Lennar0rland02OO2\CAYENNE\CAYENNE.rsr Page 4 RIGHT-J WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 NVV%JALJ:7th Ed. Narredroan 1 BATH2 BDRM6 FAMURM Tc-hgs LerglhdW-dvral 1815 ft 19.0 ft 265 ft 23.0 ft Roanrf6.5 x 125 ft 135 x 14.0 ft 16.0 x 185 ft Corxla Option 8.0 ftd n 8.0 ft heabbool 8.0 ft heaVooal 8.0 ft hatbool TYPE CF CST HTM Area Load W) Area Lad W) Area Load Pluh) Area Load W)EXPOSLFE NO. Htg Clg OF). Htg Clg (ft2) Htg Clg (f) mg I Cig W) H4 I Clg 5 Gross a 14B 4.6 21 1088 - "" 152 "" `"" 112 "" '"" 12E_ b 12C 2.9 1.9 0 ' ` "" 0 0 ' "` vva�and c 13C 3.2 12 364 - " ` 0 "` "*" 100 "" ""'5E parlifions d OD 0.0 0 0 0 e 0.0 0.0 0 0 "" 0 f 0.0 00 0 "'" 0 "" 0 6 VVrdons fd a 1C 37.0 " 94 3474 "" 0 16 591 "" 0 glass doors b 8C 37.0 41 1515 0 "" 0 0 " ` 41 1515 Heating 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 0 0 0 0 0 "`" 0 7 VurdDmard North 20.4 16 3B 0 0 16 0 glass doors NE M/ OA 0 0 0 0 0 0 ""' 0 Cod�xJ EW 87.4 96 "" 839D 0 0 0 0 41 "" 3583 SESW 0.0 0 "" 0 0 0 0' "' 0 0 South 46.4 23 "" 1(67 0 * " 0 0 `""' 0 "" 0 Horz 0.0 0 `"" 0 0 0 0 "" 0 0 8 Other doors a 11A 189 127 19 351 242 0 0D 0 0 0 0 0 b 11A 189 1 127 20 378 255 0 0 0 0 0 0 0 0 c OD 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 933 4299 192t 152 700 313 96 442 1 401 179 ap sed b 12C 29 12 0 0 0 0 0 0 0 0 0 c 0 0 walsa)d c 13C 32 12 345 1097 404 0 0 0 100 315 117 5E 176 66 parttiors 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 1113 1.1 1A 0 0 0 0 0 0 0 0 0 1 0 0 b 16C 28 35 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 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 c 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 182 47D4 0 19 492 0 27 687 0 596 0 (Note: roam b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 p 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 0 0 0 0 0 for slab 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 Infiltration a 283 9.1 174 4918 1581 0 0 0 16 4M 145 41 1159 372 13 SulbWlosi +11+12 "" 20735 "" "" 11933 ""' """ 2486 "" "'" 3848 Lesse trrd hag "" 0 "" '*" •«• 0 •»• »» 0 •••• Less transfer •••• 0 •••, •••• •••• ••• 0 •••• •«• 0 Heating tedstrlxAon ..,. 0 ,... ... 0 «.. 0 0 .... 14 Duct loss 10'/ Ml - 119/ 119 """ 101 249 """ 10° 385 15 Total loss =13+14 22F306 - *'" 1312 2737 "" " ' 4232 16 Int. garrrs: People @ 30D 7 - 2100 0 - 0 0 - 0 E - 180D 1200 2- 18M 0 0 0 0 0 17 SublotRSHgair=7+8 +12+16 "" ""' 180137 "" 313 "" '""786"" 601 Less eternal cooling " "' "" 0 ""` 0 "' 0 "" 0 Lesstrarsfer 0 '"" 0 "" "" 0 "" "•` 0 Cooing redistri1xrlion •••• •«• 0 «• •••• 0 •••• 0 ••« «•• 0 18 Dud gain 101/ `""" 1809 100/1 - 31 100y, - 79 10" "" B00 19 Tod RSH gan=(17+18)-PLF 1.00 - 19EB5 1A0 "`" 344 1.00 " * 1 C0 "" Z 2D Air required (cin) "" 1000 1000 "" 58 17 "" 120 43 _! 186 332 PmW certified by ACCA to meet all requirements of Manual J 7th Ed. 149& wrigC-tSoR Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 E:\Files\Lennar0rlando2002\CAYENNE\CAYENNE.rsr Pages RIGHT-J WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R Job: CAYENNE 7.22.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 NWIVI.I%LJ. !Ql C11 LAUNCRY UVIC tWFOYER DININGRM WCHEN T4ceilngs Latgtitofe�edwal 11.0 ft 55.0 ft 13.0 ft 13.0 ftRaan drrtatsors 6.0 x 8.0 ft 20S x 13.0 ft 125 x 14.0 ft 12D x 120 ft Condit. Option 8.0 It tteaYood 8.0 ftj heaVood 8.0 ft i hedkod 8.0 ftl healfood TYPE OF CST HTM Area Load Area Load (Ht/n) Area Load (Bltt) Area Load (Bltt) DPOSURE NO. Hig CIg (ft) Htg Clg (ft2) Htg CIg (ft) Ht9 Clg (ft'') Htg Clg 5 Gross a 14B 4.6 2.1 0 - - "" "'" 104 - - TO ipnsed b 12C 2.9 1.9 0 - - 0 "" "" 0 - - Ovals and c 13C 3.2 12 88 - - 120 "" "" 0 - - Partitions d 0.0 0.0 0 - - 0 "" "" 0 " ' e 0.0 0.0 0 - - 0 "" 0 - - IF 0.0 OD O "' - 0 0 - - 6 VVrxlowsand a 1C 37.0 » 0 0 - 311441 "" 23 lm - 0 "' g4ss doss b 8C 37.0 0 0 - 0 0 0 "" 0 �xJ c 9C 38.7 " 0 0 0 0-c 0 d 3C 232 - 0 0- 0 "" 0 0- 0 e 0.0 " 0 0 - 0 "" 0 0 ""c 0 f 0.0 " 0 0"" 0 0 "" 0 0- 0 7 VVrdomand North 20.4 0- 0 0 "" 0 0- 0 c"" 0 glass doors NEM 0.0 0- 0 0 0 0- 0 0 Cooing ENV 87.4 0- 0 3409 0- 0 c 0 SEBW 0.0 0- 0 0 0 0- 0 c"" 0 South 46.4 0- 0 0 "" 0 m- 10F "" 0 Horz 0.0 .0 - 0 0 "" 0 0- 0 "" 0 8 Olherdoas a 11A 18.9 127 0 0 1 242 0 0 0 0 0 b 11A 18.9 127 0 0 20 2r£ 0 Q 0 0 0 c tOD 14.7 99 0 0 0 0 0 0 0 0 0 0 9 Net - a 143 4.6 2.1 0 0 0 251 1203 537 81 373 167 1 479 21 e Posed b 12C 29 19 00 0 0 0 0 0 0 0 c 0 0 vvdl;and c 13C 32 12 88 277 103 101 318 118 0 0 0 c 0 0 Partitions 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 Q f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 0 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 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 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 11 235 0 55 1425 0 13 337 0 12 337 0 (Note: roan b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 P-St r c 0.01 0.0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 for slab 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 Infiltration j 28.3 9.1 0 0 0 78 2205 709 23 650 209 c 0 0 13 Subliotalbss=6+8-+11+12 ,,.,, ..» .... «» ..» W0 - - 816 - Less at naltteatFtg - 0 - - 0 - - 0 - - 0 - Less tarsier - 0 - "" - - 0 - - 0 - Heating redsttbution - 0 - - 0 - - 0 - - 0 - 14 Duct loss 10'/ - 10'/ - 100 221 - 10° 82 - 15 ToW loss =13+14 - 61 - - 8062 - - 2,0 - IN - 16 Int gains: people @ 300 0 '"' 0 0 - 0 1 - 30C "" 0 Appl. @ 12M 1 600 0 - 0 0 - 0 1 - 1200 17 Subtot RSH c ')art=7+8-+12+16 "" 703 ""` - 5270 "" - 1743 "" - 1414 Lessedernalodoing "" 0 "" ""' 0 "' "" 0 "" "" 0 Less transfer •••• ,••• 0 - - 0 •••• ,••• 0 •••• ,••• 0 Cooing redsttixrtion - »•• 0 - - 0 "•, ",• 0 "•• " •• 0 18 Duct gain 10'/ "' 70 10'/ "" 527 10' - 174 im. 141 19 Total RSH g4i=117+18)-P F 1.00 "" 773 1A0 "" sm 1.00 - 1917 1.00 " ' 15G6 2D Air required (cfrn) - 39 •"' 291 - 107 % - Prix W certified by ACCA to meet all regdmments of Manual J 7th Ed. wrrrghtsolFt Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 '��` E:\Files\Lennar0rland02002\CAYENNE\CAYENNE.rsr Page 6 r� RIGHT-J WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET. LAKE MARY. FL 39746-6206 Phone: (407) 831-2665 Job: CAYENNE 7.22.04 MWWPL ../fl to 1 droom BFWST 2 Lengthd posedwal 21.0 ft 3 Rxmdrnersirs 9.0 x 120 ft 4 Cedlgs Qxa Option 8.0 ft heaftd TYPEOF CSi 1-m Area Lcadw) Area Area Area DoOSLi3E NO Htg Clg (f>z) Htg Cig Htg Cig Ht9 Cig HI9 Cig 5 Gross a 14B 4.6 2.1 168 - - Bposed b 12C 29 1.9 0 - - walls and c 13C 32 12 0 "" - parlBions d 0.0 0.0 0 - e 0.0 0.0 0 IF 0.0 0.0 0 - „.. 6 VVndoYvsand a 1C 37D 16 991 - glass doors b 6C 37.0 0 0 - fieah,g c 9C 38.7 0 0 - d 3C 232 0 0 - e 0.0 0 0 - 7 V*xbAsarid North 20.4 0 0 - glass doors NETM/ 0.0 0 "^ 0 - c:o : ENV 87.4 16 '*" 1398 .... .... SEW 0.0 0 "" 0 - South 46.4 0 "" 0 - Hoe 0.0 0 '"" 0 - 8 Otherdoors a 11A 189 127 0 0 0 b 11A 182 127 0 0 0 c 10D 14.7 9.9 0 0 0 9 Net a 14B 4.6 2.1 152 700 313 ognead b 12C 29 1.9 0 0 0 wals and c 13C 32 12 0 0 0 partitions d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 0 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 0.0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 0 11 Floors a 22A 259 0.0 21 544 0 (Note: room b 19G 1.1 0.0 0 0 0 psi V- c 0.0 0.0 0 0 0 isdispl. d 0.0 0.0 0 0 0 forslab a 0.0 0.0 0 0 0 floors) f 0.0 0.0 0 0 0 12 Infiltration a 283 9.1 161 452 145 13 Sutlalloss*4+11+12 ,». m - - .«.. .... .,.. .... .... Lesse>daraltedng ,••• 0 ••« .... «.. ... «» ... ..» Heating •••• •••• ••» ,••• ,•• •••• 14 redstrbution Duct loss 10'/ 0,••• m 15 Total loss=13+14 `" 2517 16 Int gals: Pao* @ 300 0 - 0 • ,, «» «.. Appt @ txio 0 - 0 .., ..., ,. . 17 StblotRSH gairr=748 +12+16 "" - 1867 - - "" �" "•' Less eftnor moirg ••» - 0 - - »•• ,••• ••« .,.. Lawtrarslor .... - 0 ,,... - .«. ,... ».. ... Cooing redistrbution - 0 - .,. .... .... .... ..,, 18 Dud gain 101/1 - 186 19 Total RSH gain=(17+18)'PLF 1.00 - 2012 20 Air required (c5n) - 110 103 Printout certified by ACCA to meet a4 requiref rents of Manual J 7th Ed. I&wt-raghtsoif`t Right -Suite Residential 5.5.17 RSR31575 2006-May-23 10:56:49 K E:\Files\Lennar0rlando2002\CAYENNE\CAYENNE.rsr Page 7 ENERGY PERFORMANCE LEVEL. EPL,1 DISPLAY CARD - .. _ ... _fir. .. ESTIMATED ENERGY PERFORMANCE SCORE* = 86.5 The higher the score, the more efficient the home. 1. 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 type] and area: (Label regd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)314.0 f12 _ 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=I 1.0, 384.0ft2 c. N/A. 9. Wail types a. Concrete, Int Insul, Exterior R=4.1, 933.0 ft2 _ b. Frame, Wood, Exterior R=11.0, 1245.0 ft2 _ c. Frame, Wood, Adjacent R=11.0, 345.0 ft2 d. NIA e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 1730.0 ft2 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 energy sav' eatures which will be installed (or exceeded) in this home before final inspecti e se, new EPL Display Card will be completed based on installed Code e Builder Signature: ate: 11/28/06 Address of New Home: 217 Bella Rosa Circle Sanford, FI 32771 Cap: 29.0 kBtu/hr SEER:13.00 _ Cap: 29.0 kBtu/hr SEER:13.00 _ Cap: 13.0 kBtulhr _ 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"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 Department of Community Affairs at 8501487-1824. I Predominant glass type. For actual glass typeandareas, see Summer & Winter Glass output on ages 2&4. EnergyGauge® (Version: FLRCS�B v4.�) PT, _ - -ROM : SOLAR—T I TE FAX NO. : 407S341919 May. 12 2003 02: 39AM P1 NATIONAL CERTIFIED TESTING LABORATORIES JV&U 1464 GEMINI BOULEVARD • OFtLANDO, FLORJDA 321537 PHONE (407) 240-1356 • FAX (407) 240-8882 Al rLo IAN�E TEST REpO[tT kREPORT NO.: WCTL-210-2089 1 ICE TEST DATE09-24.99 REPORT DATE: 09-24-9 S EXPIP-ATION DATE: AJId FA -RENT RruPORT NO.: z10-1662.1 LABORATORY CFI$ IFTC*.'f101Y NO.: 98-0430.01 REVIEWED FOR CODE COMPLIANCE. CLIE T: Florida Extrvckrs international Inc. 2540 Jcwett Lane CAPRI ENGINEERING Sanford, FL S2771-1600 TEST SPECIljV-lit Florida Extruders International Inc.'s Series "Milestone 1000" Aluminum Sliding Glass Door- (Type XXO) (SGD-C30) TEST SPEC[FiC&Mi: AAMAlNWWDA 1011I.S.2-97, "Voluntary Specifications for Aluminum, Vitlyl (PVC) and Wood Windows and Glass Doors:' , TEST SPECTMENpu TrIL N I. GENERAL: The sample tested washttuee panel typo "XXO" alUminurn sliding glass door'' rreasurin$ l3'0" wide by 8'0-3/a" hlgtt av�rrall.:Tiic )aft active and right panel measuring S'0-i12".wide by 7'l1=[/a'� hl$li; the center activepanel measured 5'0-IIZ'rwide by 7'11-114" high; the right fixed panel was secured to tht jamb with three 2" long alumint.m retainers aach fastened to the jamb stile with a single screw. One plunger -type security lock was faStcned to the left acllvc7ock'stila wtth the keeper fastened to the left jamb_ One adjustable -metal single roller asst mbly wa s used to t3�e'teft active lock stile with the keeper fastened to tho loft jamb. Ono adjustable metal single M tier assembly was used at each end of the active bottom rails. The frame was of dou6la screw coped corner constt-ttction. Panel top rail/stile corners wue of double screw overlapping coped corner construction. Panel bottom rail/stile comcm were of single screw overlapping coped corner construction. INSTALLA'1'1(�t The 11rame was mounted to the test buck using fifty-two (52) (4 8 x I") flat head screws. C 4A ING: All panels were channel glazed using 3 /16" thick temperod clear glass with it flexible vinyl glazing bead. )YSTF,t 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 each jamb. A single strip of flexible flap vinyl weatherstrip was located .rt the bottom rail. Double strips of polypile weatherstrip (0.190" high) were located at cash panel top rail. A polypile dust plug measuring 1-1r2" x I" x -250" high was located at the slit under each interlock stile. pROFESSIONALS IN THE SCIENCE DF TESTING -ROM :SOLAR,-TITE FAX NO. :4078341318 May. 12 2003 0o:39AM P2 Floridc: Extruders International IrLc. -2- 1\lCTL-210-2346.1 Screen: An insect screen, Me=-Lring 49-51e' wide by 31" high with a square cut screen frame and a.square cut plastic corner keys - Installation Fasteners- 77ze specimen was fa 2) were ed wood thetop sof a using at ead tan (nd two (2) �# &a� 1") head strews; two (2) in the head, (# $ x 1'), two (2) 26,1/2" down from head in jambs; (bur (4) (# 8x 2") were used below the fixed rail; two (2) in each jamb. TEST RE, S LILTS Ti►le of Test & Method ea ure _ 2.2.1.G,I. Operating Force 15lbs. Max. Active SSLsh 2.1.2 Air Infiltration - ASTM 9283 0.29 c fm./ ftr 1.57psf (25 mph) 2,1.3 �" Water Iap"tration • ASaI E331 /547 5.0 gphlftz WTP--2.8Gpsf No Leakage Uniform Load Structural-AST11�E330 0.02411 22.5psf Exterior 0.027" 22.5 psf anterior 2.2.1. 6.2 Deglazing Test Active Sash Nfeeting:Rail (701bs-) 0.106" (2.1 %) 0.138" (3.8%) Bottom Rail (70 lbs.) Left Hand Stile (50 lbs.) 0.095" 0.9%) 0.046" (0.9%) Right ,Hand. Stjje (50 lbs.) TSST COMPLF,TF,,D 04121100 AlloWad 30 lbs. rn.= O:SO"cfm/ftp So Leakage 0.204" 0.204" < 100"id < 100% < 100% < 100% The tested specimen meets (or exceeds) �performance r �oz.Lrlti were secured by specifiedvels n thein ble 2. 1 of AAMAI dEsignQ:tedtest metDand IOZi'I.S.2-97 for air infiltration. indi-,ate cornpliance with the performance requirements of the referenced specification paragraphs for the e ign4ation (DX�••R3Q) (58•ZI8' x 7,2"),product � 1s records and comparison to the test specimen of tjLe time of Detcriled drawings were available for laboratory . be this report. A copy of this repo?-t a;on$ �Te�j�roblain�ed appsecly vnlyns fto� eest BPec men tested. No conclusions NC;f'L or a, period of four ()year The o t he g specimen may be drawn from this of any kind regarding the adequacy or inadequacy test. This report does not constitute certification of t uct which m y only be granted by a certification program veclidator. M�L/ld NA7-y0NAL C RTIFIED TESTING LABORA�i''01�L�S ision ROM :SOLAR -TITS 1 6 1 / 4" --�- ��4�, TYP, FAX NO. :4076341319 May. 12 2003 0S:40RM P3. FASTENER LOCATIONS 31 7/8" 24" 8 1/P" 6 1/4„ 24" OZ, TYP, I5'-0/1 The te:st specimen was flange mounted to the test b,,4ck using forty-eight (48) #8 X 1" FH screws at locations shown. �--�- - DENOTES :'.CREW M� NATIONAL CERTIFIED TESTING —LABORATORIES ,SOB NO, c NCTL_210_2D89-1,2,3 COMPANY s FLDRTDA_ EXTRUDERS I-F-S�L_DATE 9-24-98 -ROM :SOLAR -TITS V � 1 FAX NO. :4073341313 May. 12 2003 0-1:40AM PG TM t .gm. ALITY WINDOWS $T FLORIDA EXTRUDERS SLIDING GLASS DOOR FEATL),RES & SPECIFICATIONS COMMERCIAL PRODUCT RATING OF C30 WITH APPROVED FORCED ENTRY; C40 AND C60 OPTIONAL ® 4 3/.4" FRAME DEPTH ON 2 TRACK DOORS 0 6 5/16" 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 D17-EP DOUBLE INTERLOCKS FOR STRENGTH AND REVERSIBILITY; DESIGN REQUIRES NO NOTCHING A HIGH GRADE BOX SCRE-EN 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 IS STANDARD; OPTIONS ARE INTERIOR FLUSH SILL, 2 5/8" AND 4 5/8" "ADD ON" RISERS ® RECESSED DIE CAST LOCKING HARDWARE 0 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 BE MANUFACTURED IN CUSTOM SIZES AND COUNTER TOP UNITS 0 AVAILABLE WITH TANDEM ROLLERS ® AVAILABLE WITH A STAINLESS STEEL OPTION ® DURABLE WHITE AND BRONZE POWDER COATED FINISH learly .,� t e .prom m SGD-1 est e F:.. 7-:r.•- --_ 09. 0S. 9_5., O1:a6 Ftd Pn.;.__... .gym : r_::T*-_ . - -- — - —. _.._ 09, 06. 05 01 4G PM F01 r�-?DM :SOLAR -TITS FAX 1-40. 4073341818 May. 12 2003 08:40AM P4 AT;HING ❑THERS I I UCCO -/ SIDING CITHERS I ERIMETER � CAULK BY OTHERS UPC/S 1� !� # 57 -!DING GLASS DnOR FRAME — SILL ) G SHIM AS RE'(]'D INSTALLATION ANCHOR (SEE NUTS). 19 SC�'E�) CAULK BETWEEN DOOR FLANGE TvC P. SHEATHING 71 /- BY -01HERS MAX. I-t/6" MIN. EMBEDMc:N7 SLIDING (it_AS� DOOR �Fc..•� HEAD TEMPERED GL - -- (TYP. DOOR. HE I GF4 ig L LIBERALLY APPLY CAULKING UNDEr SILL OR SET SILL IN BEU INSTALLAT;ON ANCHOr Or CONCRETE 3/I61 DIA. TAPFDN SECTION A -A -� -- DOOR WIDTH SLIDING GLASS DOOR FRAME -� JAMB TCMPERED GLASS (TYP.) PLHiME'1ER CAULK BY OTHERS SECTION B-B 4:4" MAX. SHIM SPACE MIN. I f.'MBEDHENT TVO QY VOOD BY OTHERS SLIDING C)LAS S SHIM AS RCO' D. tIOOY STRIP (SEE NOTES) INSTALLATIO4 ANCHQP Tao SCREV CAULK BETWEEN DOOR FLANGE I, SHEATHING �— SHEATHIVCi BY OTHERS TEMPER!ZP I_ STUCCO (T YP.) I)R SIDING BY IITHF-'RS INTERLUEY, \ C T. U I") _ \ 1 I PANEL UCER S�.IOVN INSTALLATION ANCHOR 1!9 SCREW T„n nv WOOD :RS AUL1' BETWEEN DOK STRIP R -TATHING , —v� u um .>l)J)19V PY OTHERS .HOCK STRIP DETAIL NOTES: 1) DOCK NATCRIAL: ALUNIMIm 2) as INSTALLATION SCREVS.M•.1SI BE O'F SurfICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/13 INTO VO'DD. TAPCON TYPE INSTALLLATInN ANrMORS AT SILL MUST BE Or Su FTCTENT LENGTH TO ACHj V[ elt+. 043CDrENT Or 1-1/4' INTQ MASONRY OR CONCRETE. 3) INSTALLATION At+C4CF! C":.RT Ott F4C.K it T+iIS SHEET. 4) USE SILICONIZED ACRYLIC CAU:V� FE�;ND DC4R rLANGr AT HCAD P JAMBS. 3) USI SILICON17ED ACP.TLIL L=t L.: Erp aCP.1M�TCR SEAL AROUND L'XIFRIOR OF Dc!op. 51 1F EXACT DODR S17C. IS .rTT t_ISTED IN AWL?r CHART_ IJSE ANCHOR OUANTITI LISTED VITIt NrxT. LAtGEP SIZE. FOR_ K APP?_7=1AT_ Gf-SIGN PRLSSURC PCO'O. %) I'Jt' POCrET COC? SI?�: et= �!_..^..SE ?YP-;S DOOR SIZE 6 CONf1GURATIOIl TO r1NISHED Ct'CNING. ' �:E 1VSTaL• nl!JN eprr�.rtp� r=�`:: t' FIDIJ STRIP AS S�'CvN. �C..r N;S C•r ASTM C1300 GI_A'S CHARTS. 91 DO(IR UNIT IS A?P?OV_C USL'A_ TEM=ER D I ASS 1N SINGLE GL/•i'ED OR INSULA:iNG Gr.A$S 10) JAMB / S!LL CDRNFRi AF u.i l W!7r/ A CMAI_L JOINT SEAH SEALER. il) Smell) AS RCO-0 AT EA SEt rj INS=At _aTIO" ANCi`F S MAX. ALLOVATILE SHIM STACY. TO BE 1/4" Ir) ALI_ COPQC3Inr+ P.=S1ST.NNT MATCRIALi 111 v1I PE 'x' RC�R">•-v'. er ��rrE S I _L I'ANCC AF?2E _+l •_ON-Ifji_1RATIONIS 45:i L. r��-_.+,��., _t,O� ;rA=l :-tN SACK OF Ttt)S SHE-T. 14) h)Oi ALL COI-FICAJRL71Cr':' L:IT _=:��.r A.� S�JVN ❑N Tt!!S D?AVING• HnVCv'= INSTALL4TION l_ {!nr): -'A' _a-` .. _° e��- TL' iYSTALLA Ti0N OF AU .•=c?.7VrD !> "iGL1MA;lOmS - 1�> LLi71DA LXTRuaERS ;CC: �_'Dl`•G G'_=�. DCCR IS SHOwN THIS PP1NT +•tS0 APPLIES TO zo�!G SERIES a+D -V _- RFC. DESCRIPTION ! CATE - FL❑PI INT. c DA Iun� 5 T. INC. A. . -- �r,- . I'll TI..E 1 rI'N GLASS nOUP. T�L,_--,�T10N V/ITL; �9 SCREw�: AW7FoVEq BY: - - ATE: `SCALE: Ni S IT)wc :y LCX0027 MtAMIDADE N1IAM1-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BC O) - 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 T(305) 375-2901 FAX (305) 375-290S NOTICE OF ACCEPTANCE (NOA) Therma-Tru Corporation 103 Mutzfeld Road REVIEWED FOR CODE COMPLIANCE. Butler, IN 46721 CAPRI ENGINEERING SCOPE: 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 (AHJ). 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 3, titled " 6/0 z 6/8 Steel inswing Moderate Climate Patio", sheets 1 through 4, prepared by manufacturer, dated 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. RENEWAL 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_ TERA11NATION 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. 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 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 r4o 02-0805.06 Expiration Date: September 30, 2007 Approval Date: September 5, 2002 Page I REV DESCRIPTION DATE C jKVISU PER m 6-7-99 ?9 u III 12 I7 STM I 28 20 3n6' IAPO"N YA-UV Q DMCD01 (2 IM I 2S 29 III Yn-vl' )QX QWDGI (2 /0 SEE ILILLIEN HEAR 21 2 10 12 17 STRLYS ASSEMBLY PAGE 2 EF 4) 23 1 1111 1' mm 22 Fi z 1' I ' S RAI[ ' sTPitTIRA @f'D103 7 4 —1 / 16 ' 21 REOD KRDM U UIE p 20 REOD (, `y +' _ D - - C f-•- I. 19 2 WAM3 STA PADS I18 2 SEURTTT FJCYPG RATE 10 112' 25 28 i 29 1/4' A i I 16 \ I / FAX I - 12' D.C. YAX 63 1/8' —� I KAXor i A 0 f 82 1/32 . . _ 35 Ur' 4 1 14 HAX IT 2 4IUM STU HATE 16 3 1' I s DIN-Tiu wa STLI-LD" IOUs VORD M III I Q TIP - I aw MID KHTDo An i III1' mi 1s 2 HL Ks SINA(E XI30ED SNIDE KLI Y/ I/r, TIM II 1 MY! W uls (LAD ni I3 I IYIXSI 100 SrMS ID:X 0 R 1 TDFD WL iKSSI{1A'ANTIR II 1 5 M6' I 1 T/r D4YDG SU 11 1 DR 0.IQ3M AUK 0TR MO. 9 REOD DEAU-51.1 19TAYD 0}PSSSSIU( VEMERSTRIP 8 1 Y 13 9n6' M KLLD T 3 1 9n6' I I I/1' 13/Y no lv(6S ' 6, I I ale' I I' RAMC D1TE nNc ffKW-IRU Wa BAOC FZM PuTN1Y OASsiva MA[TIASIICI YTTH 16 I I s/P IYPE M I'M"PALUPS MIM AT 12 3/4' OC ALONG PERIIETER S 2 1' OVUXL MAIED (LASS U11 , TT}(SISI Or FYB' Ii0 a AK8 LP AN SP 1 001 RAILS 3 4 1 IM 11 11/16' PDE SIRES 2 W90 KLrATWY{ M DIRE, 22 PCF WHY (Mg PI01601/P1039 I 1 slm, 011 milo, N DA OSO2rm, IDX ICU SIRS M FrM U. (LICTUAVOU 01 IM SAES 6 SIM, ITO( OTT IESCRIPII[N BILL OF MATERIAL THERMAOTRU' CORPORATION, 6/0 X 6/A STEEL INSVING MODERATE CLIMATE PATIO DUW/F MID' R:lL WIWL ID, RfM FQi.. R1 0 9 M)NE B 4 C F B�c SourD ft As c QILOWG DE tRr sours toRlw euRoulc coot SEE KULLION SILL 15 DESIGN PRESSURE RATING PRODUCTRENEweD DA a"&U 4, _ 12 NOfC' ASSWLY (PAGE 3 OF 4) POSITIVE + 4aW psf a ein' '''►m.Fl,"°" er re HIAHI BADE APPROVED SHUTTERS ARE Act""" N. 2.0 i.Qb PROOU r C 81RO1 DIVISION REQUIRED FOR THE INSTALLATION OF NC6AlIVE 64.0 psf E u°•ah o�tcoI RUI10, cnoE COMPUTARCE OrrrCI THIS UNIT, CONFICILWION: OX M4s +CCEPr.r.CE nD.�/�_�?//•off ,a. Product C-1. m n - 36 29 (l) PER SIDE SPACED 22' O.C. .0 0 0, 20 MULLION HEAD ASSEMBLY CORNER ASSEMBLY REV RUIRIVI IUN VA IL C 111VISID PER KID 6 7 99 INTERIOR I 17 18 i I MCI[ o. o - EXTERIOR SECTION A —A 6 / I 1 1/4, KIN n � 7 EHBEDKEHT .° O I •. ° ° 1/8' TEHPERED CLASS 0 . O o ° IIliEKI;ESS O.. o o n . �.0 21 ° o 25 zD THERMAOTRU' CORPORATION. 16 X 1-5/8' TYPE All PHP 'IDi' 6/0 X 6/8 STCCL INSVING MODERATE CLIMIC PATIO / AT IM/4' O.C. SPACING WYK m aR. — oun a„ om RF. 8-10-98 NONE' D0201 C 2 OF 4 GLAZING DETAIL I18' OPTION SHOWAPPROM AS CDAiRY1NO WITH TNI - - PRODUCTRENEWED SOUTN RORID,IEUIIDINO CODE BMW PICa-d=lwlu Ws Fl°�.Tf lfclvc—tiv /• Ia r r 6Y daeD.a t�7 PR000 41A01 DIVISION Mlta Pmduq Cca M V M; COIN COIARIANU OITICI DID ccc.r •c MD.9Qr.Q9ll•OZ I IN MIN CNBEDNCNI 1/4' MX CONCREi[ I I/4' 00 ! o, •o 0 EXTERIOR INIERI[R 79-9/32' 0o 8' 20 " SECTION C-C REV - CESCRIPIION DATE C REVISED PER BCCO 6-7-91 '1 V IA I IMII p YV - 26 19 - o. •o 0 CORNER ASSEMBLY - zo (XTCRIOR INTERIOR MULLION SILL ASSEMBLY THERMAOTRU' CORPORATION rtnD 6/0 X 6/8 STEEL INSVING HGDERATE CLIMATE PAIIQ MAW P aRr ` a41'OG IN any RF. 8- 0-98 NDNE 8020/ ME4 APPaovm As CUTAPUwo mill THt PRODUCE RENEWED SOUTH FLORIDA BUILDIHO CODE '--mplYl-` -lib lb. Ml{y OA DiX.*6W. 1.0, . ipinilun Ds4 i2gCl PCm7U�. ;Ip9;, L11Cd 8.1d At V(SION gr - OUt Z I:G CUCI pP•OAIPLtAMCL OlhC1 - SECTION B—B , Alla Ploaecl aoi '•CE(PIA;lr.t NO, DIrU G BOB - - RCV - UCSCRIPIIUH. - DAIL - C IWVISED PER 8CCD 6-7-91 NOTE I. DESIGN PRESSURE FOR ALL DOOR SITL[S SHOW HERE IN COWIGURA[IONS SWE-SYM OR AS-IESF[D 'OX" [CURL ACHIEVED IN VIDE FOR All. / OPEhIhGS TEST SIZE VIDE t6/0 )< 6/8 HIGH) 1 iall PSF 64.0 PSF 2. FOR SINGLE IN-SYIN6 DOOR; . MAX I'ma SIZE IS 31-0' YIDS x 6'-8' HIGH 1 FOR OX CONFIGURA]ION, NAX. OVERALL UNIT Im ��� ��� ��� SIZE IS N-3/16' YIOE X 82-I/32' HIGH DPI , ®o® go@ � QQ2 Ogg 999 ®® goo ®�® goo BE goo goo009 MM 00 90 NOTE: GRILLS AND WINS SHDV4 ARE FALSE AND FOR D[[ORAIIVE PURPOSES ONLY THERMAOTERUSll HaCORPORATOCRATE CLIMATE IIION Out. nrlu OUYDL RI � um RF. 8-10 8 uD NONE B0204 C 1 GF 1 APPROY(D AS cok[KY1110 WMI nit . SDUIH R0911A NUING COD[ _ PRODUCT RENEWED u "P�1'I�( v110 lb, Florid.. Bo1diq Cod. 04(r AnrPr��n No 02'0 .(IS .Ub- r Ir�Uoo D�k rc0101c HIROL NV50N� - 7DOj Dr �. 1,14 Coo( Co�ta. 1,11,1 OI(IL[ Br all•l-ma No. ff_:-Q3//.L2- M4 Ddt Produ«Coolml. Dlr • l M I A M.kIIA(3E' ::�I1.�:::� t 1-.D.zt)E CO.L'NTY., :FLO.RIDA METRO-D:�DE FL,IGLER []lftLDfirO GCOE COMPLIANCE FICE(CCO)H STREET, SUITE Ji03BUILDItiF PRODUCT CONTROL DIVISION MIAMI. FLORIDA 33130-1563 FA:N (305) 375-290S . NOTICE OF ACCEPTANCE LN0A) Therma-Try C:orporifflan - 108 1lutzfcld Road Butter,. IN 4672.I\ SCOPE, : - This NQA is: being issued under the applicable rules and:regulations governing the use o.fcunstruction materials. The documentation subrnittcd. has been ro-tewed by,Minrri -[Qac C Coortty Product Cuntrol Division and: accepted by the Board.of Roles.and Appcats.(I30Rt) .ta::b� used in .Miami Dads County -and other areas where allowed by the Authority having Jurisdiction fANl.). This NOX shall not be valid after the expiration data stated below.. The Miami=Dade County Product. Control .Division (.In Miami Dade County) and/or the: AEIT (,in areas other tIi�n Miami Dade .County) :rescrue. the ribh.t to have this product-* r.. material tcsted.for quality assurance purpaks If. this product or material finis to PC form in theaccepted manner, the manufacturer will incur the expense of such t.matng and the AI:U may immediately revoke, modify; or suspen4 the asd of such product or rnarerial within their furisdiction. $OKA 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 mcet'thc requiremcnts of the applicable building code. This product is approved as dcscribed herein, and has been dcsi.lTed to comply: with the High `!.elocity Hurricane . Zone of the Florida Buildit gCode. DESCRIPTION: "Fiber Classi,67rSmooth Star-" 6'-8" Inswing Opaque Insulated Fiberglass Door -srlSidelites APPROVAL D.O.C.U`IENT:.Dra:wing No: S-2-1-5l,dated, 01131/02., with revision 1 dated 01/31%02, titled "Fiber Class" ic"/' Smooch Star" up to 1.05." x 6-8 w & w/o 14".SL, Inswing; shuts l through 8, prepared by R. W. Bull ding:ConsuItarits, Inc.. bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number.and approval date by the reared -Dade County Product Control Division. (MISSILE INIPACT RATING: (None LAB ELING:.Each unit .shall bear a permanent labcj 1with the manufacturer's name or logo, city --state and following statcrnent .''Miami-Dadc County Product Control. Approved%: unk-ss otherwise noted herein. RENEWAL of this NOA. hall be considered after a renewat.applieatie�n has been fled and there has been no change in the applicable building code negatively affecting the perfocmancc of this product. TER.til1NATIOV o.f this NOA wilt occur after the cxpi.tation dace or:if there has been a revision or changc 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 sccti.on of this NOA shall be cause for termi.n.at tion.and`removat_of NO& ADVERTI5&N1E1NT- The NOA number preceded by the words: Miami -Dade County, Florida, and followed by the expiration datc.may be displayed in advertising. literature: If any _portion of the NOA is:displaycd, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall b.c available for.inspcction at the j:ob:site at the request of the Building. - Official -This NOA consists of this page 1 as well as approval document mentioncd.above. The submitted documentation was reviewedby Manuel Perez, P.E. NOA No 0.1-1127.02 Expiration Date: J.une6„2001 Approval -Date: June 6,2002 Ike Page 1 THERMA oTRUS FIBER ClJS51CrS1►DOTH STAR' INSWING fkAi SINGLE AND DOUBLE W/d WIOUTSIDEUTEL MULATED FIBERGLASS DOOR WrTH'W000 FRAMES I. THIS. PRODUCT IS DESIGNED TO COMPLY WITH FLORIDA BUILDING CODE, 2. WOOD BUCKS BY OTHERS, MUST BE ANCHCREO PRCPERLY TO TRANSFER LOADS TO THE STRUCTURE, 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAfLS. ANCHOR EMBEDMENT TO BASE MATE,RI SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PACE 1. 5. THIS PRODUCT DOFS NOT MEET THE WATER REQUIREMENTS FOR 'HIGH VELOCITY HURRICANE ZONES'. 6. WHEN THIS PRODUCT IS USED IN AREA REQUIRING WINOBO DEBRIS PROTECTiCN, FLORIDA BUILDING CODE APPROVED IMPACT RESISTANT SHUTTERS ARE REQUIRED. 7. SIOEUTES ARE. AN OPTION AND CAN BE USED IN A SINGLE OR :DQUBLE CONFIGURATION, Fad sheets: Fiberglass avg. min. yield. strength Fy(min.)-6,000 psi Smo0th5tor — 0.070' minimum skin thickness FTberCiasaic — 0.110' minimum skin thickness Cara design Pofyurelhone foam core, withl.9 lbs. density by BASF. The pa el skin is constructed from a 0.0.70' thk. ee _ ng coggo�aid (SJlC�. The interior cavity is filled with 1.9 lbs. density BASF porurethane foam. The panel face sheets ore glued to the woad rlda and �s Thq LK latch stile s reinforced` with a wood lock block mewvriny 2315 r 14:0 long at the stnka and deadbott location. The,hinge ride s Finger Joirild Pisa and the top and bottom, roil are of a wood campaa to materi� h the double door, applicaUcn the inoctive door is fitted .tlh an extruded dvi%um artrogal (trod Jomber 11) of 6063-1`6 allay. fhe frame is constructed from finger joinled in►. The hiadof is )one o the side ambs with (3) 169o. I/ crown x 3 long staples at each side The mullions are secured together in o siddile opplkedcn using IS r �' lag PM Woof Scrr s (6) screws per each mullion. The units use an Inswing Saddle threshold measuring 5.75' x 1,548. Sdd >Irlg The 3kWils panels are sandwich glared usin p two puce rp r .11 They we dry glazed on the exterior with an 1, 8 thk cellular 99laz rig Lapp (5b —I Tape)) & caulked with silicone. The lite- (names are held !4%or with a J8 x 1 f/2 long Ploscrew. TABLE OF. CONTENTS. SHEET # DESCRIPTION 1 TYPICAL ELEVATIONS k GENERAL NOTES 2 .VERTICAL CROSS SECTIONS 3 HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSSSECTIONS. k NOTES 5 ANCHORING LOCA11ONS h DETAILS 6 ANCHORING LOCATIONS & GLAZING AILS 7 UNIT COMPONENTS B 1 BILL OF MATERIALS do UNIT COMPONENTS J /.7 MAX. --{I OVERALL WIDTH .36' MAX. PANEL WIDTH I i V Q 4 W W z c 6 O O � Q X N Ic n FRAME WIDTH I J, 75' MAX. WIDTH 7.125' MAX, .L.O. WIDTH 1 �1 8'.aYzi9:7t.•La=si: e e ► . . 1 i\ r� o ► or e � ► ' i► _ r ICI ICI ItiF1 F-1 Fil ICI r11 n F11 F11 i r e . � ► 0 1 oti►�a 105.5" MAX. OVERALL FRAME WiDTH 36.625" MAX. PANEL WIDTH IN FEW Fil F11 F11 DESIGN PRESSURE RATING UNIT TYPE HE WA .E N LTRA ON RE UIR NT IS NOT NEEDED SINGLE + 67.0 PSF — 67.0-PSF DOUBLE + 55.0 PSF —. 5.5.0 PSF SINGLE do DOLIS WITH i + 55.0 PSF — 55.0 PSF o;0H 2y i woh r' �< J��' W� U�5 V 81 . - APV I eT comp:)fee wlrk rk. '""s' rr, f.a,. C a. owe. e?. . TJH .. U.r. NOAe 2dd2 "'w e' ' RW Al�aml Ow. P!alaa Cyet� aMwNa 1q.i ,a uy °� I/// 5-2151 241XT 1 a i 3� z S� e.•. t LAJ „• ,. �• a. ,•a .• 1nw A a' . ' e; 1H N 1J 1J Ll ~ 17 17 C C) q In . 2 U ,]L w a � 39 3 a1 Q i � Js :. r: • N ^ ` :. 42 W 4 •.. w � vZ-i o' '9•p 2 � � �'�j O• o. �u O.�;d.o• ='v JJ OQ�a 4J 7 J8 J4 O •. O • SEE NOTE I O• .p 06 5 SHT. 4 a :oo,: Li SE .NOTE 2 4 0 6 = 1 SHT. 4 5• 4 � Y u w O.. •.PO �... o w J d MIN. CLASS THK. o o FXTERIQ'o: , 'p er .a o EXTERIOR INTiRM m' o a CN 'In N IN. • M PANEL N. p '•. n FOAM CASKET k z •' o SIUCONE CAP BEAD :Q o Oar MIN. z O.o PANEL THK 9 Q R d 42. w 6 5 40 �, q•,di. 1.9 1 1 15 0 14 2 19 I4 jJ SEE NOTE n Pi ni 5 SHT. 4 29I. .. .-z .. a>E 0e 10 01 rw.w. awl■e jj TJH - rAt - .. HOA1-jZLL4�LL. ouc m RW - 2 DOOR PANEL 2 SIOEIITE PANf MbW u.J. fnJ.0 C. I . D1 awns moa ur 5-2151 ��a 8 24 E)(rFJR14B SEE NOTE 2 8 7 SHT. 4 27 INACTW e ASTRAGAL RETAINER J1 a BOLT 8.0' L0, TOP da BOTTOM (2) BOLTS lIqTFRfQR AT TOP do (2) AT BOTTOM 1 O ASTRAGAL 1.15' MIN. EMB. EXTERIOR 25' MAX. SHIM r-rH 15' MIN. r_ciuv FOAM GASKET Ar SIUCONE CAP BEAD Quj B ACTNE ZO t\ Z LO �: ° °. _ — 1 00 to 1 .4 SEE NOTE h SHT. 4 FOAM CASKET dr v JiV1 43 SEE NOTE 5 SH:. 4 SIUCONE GAP BEAD 34 t�rn��� W �y i 1 7 8 41 33 ti 25 17 -,• ,• INTERIOR 2 Z - 4 �6� , h 26 8 10 29 S41 NOTE `i o e J7 y SHT. 4 . °p • o , Q '. SEE NOTE 2 1HORIZONTAL CROSS SECTION 0 HINGE JAMB TO SIOELITE — z Y 36 rx g Z � L/I n - - .. �OtnlA�trD ODMUlTMf17� Ih0 01J.064 3EJ1 29 w J5 41 u SE NOTE 1 SHT: 4 Appr°.Wr.mm�lyi°�rhldp arE ob I'0 01 sTja+1/2' 1' TJH JH RiZONTAL CROSS SECTION 3 o s!oeLrTE ro eucx ROO .li.ol Drl. f4uJuca E p;,• D, *K;m RW OiM.'NO MOs S-2151 1.15' MIN. EMBED. IV MIN rC—SINK .25" . SHIM SPMAXACE INTERIOR 1 HORIZOWAL 4 LATCH JAMB TO BUCK, NOTES: 1. SPACING FOR ITEM NO. 41 (UTE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5.5, 27,5', 38.J75', 49..375" & 60.375'. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' IN FROM EACH CORNER. 2. SPACING FOR ITEM NO. 27 (X8 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL To THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1 3', 5% 18,25 40.5', 59.25,. 74.25-, 76:25 d: 78.25-. J. THE HEAD JAMB 15 ATTACHED TO THE SIDE LAMBS WITH (3) 16GA. x 1/2' CROWN x 2' STAPLES AT BOTH SIDE. 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH (2) 16GA. x 1/2' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (18 x 2' PFH. WOOD SCREW). THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.5', 31', 48.5' 66', THERE ARE (2) AT THE HEADER AT 4' IN FROM THE OUTSIDE CORNERS OF THE FRAME. THERE ARE (2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. 5. SPACING FOR ITEM NO. 43 (J8 x 2' SCREW) SECURING THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER ANCHORING SCREWS, 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' D.C. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE ITEM NO, 12 (f 10 x 2' SCREW).; WHEN. ATTACHING THE HINGE TO THE JAMB AND THE SIDELITE AT, THE MULLION USE ITEM NO. 37 (110 x 1' 3/4' SCREW), MIN. EMBED. Z ► .15' MIN. 13 O C—SINK N. O�acoo I 7 °• 17 OLto Jr-. O p 50 EXTERIOR s00 a .:< Lu � f\ cc INTERIOR 12 4 i = 10 SEE NOTE C, tALA J 6 16 9 7 SHT. 4. V, "z s o \Y? u z i U 4. HINGE JAMB TO BUCK, .25' MAX.41 SHIM SPACE r 0-z cr uo_� � No 2 i SEE NOTE a �o o w SILIFOAM GASETCONE CAPKBEAO 1 J5 6 53HT. 4 1��.2 a 2vf 34 SEE NOTE 5 SHT, 4 25 3J 43 8 w 7 a 6 z CL'• •.Q ' L\ °.: .• .°; ,�.; is a W V) Gj. O• C' ��.•QO '•O �, :�� ,ram e' o..`•.� a_ or •,e 5 ,n 7i o '- z U 41 1G' 29 13 . to JD SEE NOTE i SHT. 4 a J I `o zw �e+xtclrlo 31 4 cora�u�TA.ris, we J HORIZONTAL CROSS SECTION I RIOR. 19 013:dB4.3E71 4 O STRIKE JAMB TO SIOEUTE auc 08 10 01 App—W to .,r ylbj K1111b W-.L. 1 a a. m TJH n..W. q.wi.l ced. NOA� 09L n, RW - - x Tll.ml p.do Pwdui omvY K 40: Di By 5-215 F sca 4 O SEE OEUIL 'F' SHE 5 O �' Q O Q3W J• 3• J• 0: 2 p j. g 3� 3� . J� o a �{ g• b• 1� a SEE NOTE L I I J SHT. 4 O 1_ 1 1 1 1 1 I I 13 F I I _I ' I o t J - TYP. ^. SEE N07E SEE DETAIL TYP. CO ; Z J SHT, s SEE NOTE `F' SHT. 9 N (L b SHT. 4 ' SEE DETAIL ai - - vi cl SHE 5 SEE DETAIL SEE NOTE _ 1YP. 9 4 7YP. . 1J 'G' SHT. 5 4 SHT.. 4 =v� _ - w) o e� SEE DETAIL O - - "H' SHT. S 13 SE` NOTE in _ SEE DETAIL. 'D' TYP. 4 SH�7. 4 dj O E' SHT. 9 o, W u q TYP, �^ 1{ B` b" r 14 o SEE DETAIL C. IN j z•Y 14 O 'G' SHT. 5 C. � i1P _ 124 _ TT'P. TYP. .8" J --{ 1-- J' J" �"� 3' i J' I -1 ice- 6 b• ^i h'- I . SEE NOTE J" 3• 3• ° e . 4 SHE, 4 b' g' g• N DOUBLE DOOR W/SIDEl TTFS SINGLE DOOR in zi DRILL THRU FOR. z A /.J57' BOLT DEEP 13 ENOUGH FORA Z•. . BOLT THROW yy aunoe+a 13 �rMrta. iNc 0 81�.6D4.38J1 0 0 1 J wm Og 10 01 App—dap—pl)l.`wpb4W Wit' N.T.S. ❑ _ 1U.W,a411.jc a o►o:n; - TJH ov. n�.0 _ we rn RW ATTACH ASTHROW BOLT niwdu.[.�roau� ayawc �q; STRIKE PLAST TO FRAME ASTRACAL�TNRO BOLTS L) 5-2151 AS SHOWN. DETAIL 'G' AT THE THRESHOLD 4.563' O 20 21 WOOD FRAME 52B' 22 J WOODFINGER JOINTED PONDEROSA PINE 1;TJ2' J3 � PI ASTI . t IP I RF FRa�f �,�T�DfD BTS f ----- 2.141 --�- 1.691 • I 1.264' n f�� E7(TF 15 FC TOP RA1L 2 INSWING DOOR BOTiOAf SWFFP SWI SID OfTRL1pED 060 BOTTOM 800T WOOD COMPOSITE F.. LATCH SID STT F fOMPOSITE WALL MAX. pt5_ W� IA i MIN. 0.09" EXTRUDED VINYL WALL ILL -1 F— .09 7' Og 4 x 4 STEEI DOOR RING io F— I .sJ 1 • --i . 42 ; . SIDFLITE TOP & BOTTOM RAIL FINGER JOINTED PONDEROSA PINE O� F----�— .526 Op j O 2,71.3' 3I co n TCIJ (TMFRMA—TR I's PO YPROP FNF) PLASTIC LIP TTF FRAME q W co . 4 GJ4 ERRUDED TCL1 .^ `^ 6 6V w Y L f F4 � I��� �3 FC. WOOD HIIJ . sIDF STII F d i T { OE--1.5J1•-1 � .,� FC, BOTTOM RAIL WOOD COMPOSITE rn SF, F ADJUSTIMG SAnp F THR sH01 D 1 T SS. BOTTOM RAIr_—' n WOOD COMPOSITE wi ALUMINUM/VINYL. 045' WALL AItjW 2.J75' 19 p 086' THK. WAI I VIN'rl TYP, z --{ � ca«sv�rvrn, a u.aa4.�e3, 08/ 1001 I ADVm.JuwNplrl.g LLh1bt N.T,S O.G. w: TJH nu�a oec or RW 30 . , Alia«)u«4rnJou. owuvnC NCa w000 LDCK gI D� ° S-2151 FINGER. JOINTED PONDEROSA PINE uT arm Material 1 U SKN.,070 WMMUMM_K__M0XWSd F60?ClASS7C DOOR SKIN ,110' MIN. THK FIBERCI.k&S BY rHUWA-TRU aVl lield slnn F min. =6,000 ' FIBERGLASS 2 FL. TOP RAC ISSN" s .94' THD7W-TRU W000 COMPOSITE WWO COVPCW ? FC UTCN 5RLE -TRU, WOW COWPOSIT,' 1.531 1 1.209 WUCD CCUFCSTE 4 st HIK,'E Siff -TRU PW+DERO..1 PWE I.S.IT r 1.209. WOOD 5 Fr_ BOTTOM PAC 1531 ■ 125' TH02W-TRU * 00. COUPOSf1E '4000 COUPOSITE 6 POLYURETHANE FOAM S .9lbs. OENSFTY FOAM 7 SHORT REICFf COMPRESSION WEATHERSTRIP ERMA-TRU FOAM 8 LONG REACH COWRES.SKkN WF.ITHERSTRIP ERMA-IRU FOAM 9 4 x 4 HINGE .097 INK. ERMA-TRU STEEL 10 10 x 3 4 PFTI WOOD SCREW Hine to Frame S t L 1 1 SS (IIT1iYF f:1i 191 t SI iFit%Li-fRU 'AOW NOOO COUP0.4rE 12 10 x T LC. PFH WOOD SCREW STEEL 1J 8 x 2 l 2' LC. PFH WOOD SCR . STEEL 14 J 16' TAPCON ANCHOR E CO. 2.0' MIN. LG. 15 1 SIOEL(TE BOTTOM BOOT .090 EXTRUOED VINYL -STEEL VINYL 15 2x INNER WOOD BUCK WOOD 17 MAX. I 4 SHIM MATERIAL WOOD 18 KWfKSET TTTAN 700 SERIES PASSAGE LOCK 19 MY AA,1JS K Peog S 1W DOM400 ALUM. WOOD 20 4. r 1. MA- U; WOOD z1 rl - 5,A me2 wo0 22 41r 1. AM Ml- WOOD 23 KWIKSET TITAN 700. SERIES DEAD13OLT 24 ASTRAGAL WINWAMBER 11 WR68T .052 WALL ALUM. 606 -T6 25 GLAZING I 2 INSULATED TEMPERED GLASS CLASS 2B SS wa STU mfw-W PCYNCEROSI PINE 1,1 x I M I W00D 27 B x 1 LG. PANHEAD SHEET METAL SCREW STEEL 28 INSWING DOOR BOTTOM SWEEP VINYL 29 WOOD 30 M I= BL= 2,75 s 1.515 "111RCK4 PINE WOOD 31 SS lA TR11 WWO COM1i25IfE I.Iflt r UuI 1i= CDM 32 1 B .THK• CELLIAAR GLAZING TAPE STIR-il WE - 33 P f&WE Lag-TRU BTS 34. UA-71TU M 35 4 r 1.25 a-MX Dam OD JB SAam SOE ml -TRU .15J1 r .6Sb PQRDEAOSI pfw, WOOD 37 10 x 1 J 4 LG. PFH WOOD ,SCREW STEEL 38 !1 TO° PAL 1JJI r.94 DJT&t-IRU'X= COK°C141F A000 CCUPOME 39 NOT USED _ 40 SILICONE CAULK SILICONE 41 8-f0 x 1 1 2 PLASCREW FOR 11E11. 34 ST EL 42 SCt71TE rtF 1 BTf1W Nat -Tail, ISSN r Am Puco 51 WD 43 x 2 LC. PFH WOOD SCREW STEEL 1.531' --{ L 38 �n SS. TOP RAIL WOOD COMPOSITE LJ .579' 592• -i 1.531' t\ I.J.6' — Ico 40o �O corn I c: 0 .. _ L ry 7 175' I—. l O�.a O -'1 co .179' COMPRESSION WEATHEamp Q cio S LONG REACH COMPRESSION WFATHFRSTRIP BY THERMA 7RU W co (L FOAM CELL CORE W/�1NYL JACKET FOAM CELL CORE : W/VINYL JACKET SS. W00o MNGF SIDSn,F C3 w 3. (A s o SS a �� Q e1 ASTRAGAL HAS n �• (2) B.0" 0: } �3 H - .. BOLTS O BOTTOM n ° ry I (21 B 0' _ N 1 BOLTS O.70P DRILL TRV FOR .J57' DU. ASTRAGAL DRILL TRU FOR A /a RETAINER BOLTS PFH WOOD SCREW 2PLCS WINDJAMBER II WR68T 24 WINDJAIAB R 11 WR68T STRIKE PLATF ASMAGAI (ALUMINUM 052' WAIL TYP ) CONeULTANi7. INC n =� art, OB 10 O1 _ 1 ASTRAGAL RETAIN R BOIi MATERIAL• CAR ROD ZINC APMgraanrnnrlrferwWt►e Rode uLrCoa. 30" N.T.S. ora, m': TJH k YELLOW CHROMATE' o'"�� 4 2 Sac er. RW mural I:SJ 1 . ■ . _ A:LmI U44e IYsducL . - 1 CAAUfq N0: �S AT H SIDE FO4r, 1' - 5-2151 sum cr e. 05/90/02 11.449am P. 007 W Building Consultants, Inc: Cr -a llg cud: &g neermg Services for the Building Itldus � F. Q. Box'23o ` ddoo. FL 33S94 Phlox 913.659.9197 Fwsimik 813.659.4858 . Then a-Tltt Corp. lot Mmzfeid Road BWv, IN 4fi7,'*.1 Phc?rsa 260,%3.5811 Facsimile 2r 1.868.5190 Mwid 2! FA= Clamict Sa-, l-'�ta, Senw Fly Door (Glazed) with or. with= Sirlr-liter Ovemn N' GLisa1 Sfiaw- up •tti 014 1678 Ullh la-w%g COMIgaradiaos: X. OXO, XO, OX. ME & OXXO Gas"DeKAPSM The 1tead 2r4 pareworwd lr=,ning 4.5" x 1.25" with an cxmWcd ahanimm t1ea�-Wl d. The char 1'3 3i7 litc s are 1.6r thick: a carte ct tRo StAC sides with a thidcrhess of 0.063" for the FTr r Classic Sari13 m the Sn= h1 Star caries with a skirl thicknm of 0.070". SUm are glued to wood stiles and rams with a urdhmle cnrc. The glalzd siiLr. rd to 3c�xtce 1!" .tersstad or irt" i�tselated xmpettd lip life meats or igrai flush g1'�d .ec *.� r�^mw by Tl -; UL (IW7 43 F-re "rwr A-r 1707 4.5 l�aOMMs DOW dies . Teel , +aq Tsel I uratim IMe RapoK No. Czrbf+ l is[t�at Ilkifilm ac N CT Crbw4i hby l0,1997 210-1940-1234 Bwvy k cMony, 91625.8 . . AR ?';c: FM _ NY JWW 2 2001 P.1'C-01.741-11008.0 Dowfim P.E. 44rx 9 Ncr1.-Odwoo May 30,1997 210-1940-1214 lEirryPnn}mxr;iti�v2ad TASM Pcx F=Y F'rC - E NY Am 22 2001 ETC-01 741-11008.0 Dctl+l rx. g42M ° WA" ��-'-O''�4 "30,1997 210-l"04234 13z►ri I*rrtaaay,t? +38 ASTbtE131 $. .1V5' A=A 2001 LTC-01 741-11008.0 i P E. R42929 1 N TIL - Odwkdo r.sap 30, 1997 2104 "04234- BnY mY ii 16258 fl." M B223 Apt 101*12fim LTC - R NY Sucre 21,2001 ETC-01-741-11008.0 Joetph die M— 0. 4m'J C g To.47tO1/2tL1 LAW Mmilo i�'l.. y WA N/A P11A " Sid�iitpa oro umalalar� d a w+odcres coil u�3 I3'Ri or Taaaive 1?esi� Prssawnvattt eSltratim cMafu. °�t�� psw'd� eaffi i� shuatasod m reset wiQs�effim aotwis �ittr6� m rMMM gag ConfhguratioaBOX!0�2 Maximum Sin Design iPtesshue Ratings GIzzred S' X x 6'8 + 47.00 - 47.00 Glrzed nii11 Sim ?i13 Ot, x 6'8 + 4X00 - 47.00 Alum Alum AongW Clnr D xx x 6'S +40.00 -40.00 + 47.00 - 47.00 L eft with Siciclitra 03Qf0 x 6'8 + 40.00 - 40.00 + 47.-V - 47.(A xqA Aa s*.srg Sm revem 1 thh pW 1. BvafirAe4 fir,: in JwWroala adhering to the Pori& Building Code and what pressure requirements as ddarrfi tdd ry P., t 7 AUMM" amp .i_ex& for god Other SStrmeciair ea do not exceed the dcsigu ate Saba p h=d 2. For Tvb= y 611ssallations wkrc Lbe stalk ig 1s than 1-1/2 inches (FBC section 1707.4.4 Anclmrap Methods MW 1707.4.4.1 and 1707-4.41) saner Tap= type concrete anchors must be substituted and tl<.e ieuglh mug be slxsh dim a minim= 1-1/4" eng2pnxmt afdte Tlw�wn iwo the masonry Wall is obtaine& it k F?es61'rrsi=Wnal Eam= - S No 43409 May 22, 2002 Lyndon F. Schm' 19506 F4+erlch Lace Drive Lutz, FL 33558 I a-J1 iruFiberClassic I Sit Star in -swing Fiberglass Door 13 a" S' S.0' _ 3.0" 3.0. ' 6.0' 3A 3.0" t T1. z 3.a 1 — SEE �` s w DETAIL- b ! 'i a �i o �- - ► f�hen attaching Sidelite the above anchoring applies. ! ' so SE£ OETA 110 x 2' LG. PFH WS SEE MOTE. " 110 x 3/4" I.C. 110 x 1 " LO. f PFH 11S PFH WS SEE NOTE t B" t— Ji O x a'/4' LG. 0' MD PF.H VS Note: When attaching the deodbott Mates to Ow str&* „G SEE NOM AN perimeter screws are Duck use 110 x 2" Lg. PFN WS. DETAIL £' When, ottach;ng tho sttika & J8 x 2-1/2' PFH WS. deodWR p/atax to the antraagai use 10 x 2 1/2" Lg. PFH WS. When attaching the .4r'ke b side6te jamb use #70 x 1 3/4' I PFH WS (2)18 X 2 1 f2" L0. --, • PFH WS n EE � ALlIAANtJM AS7RAQA1. ALtltdlAlsllrl ASTR4�Al. DETAIL. "E' ATTACH ASTRAGAL 1WROW SF3LT STRIKE PLATE TO F?,r' K AS SiiFiM. m h DMU THRU FOR DMLL I L Ru .cyR '~ A 3STe BOLT DEEP A .3ST 0 SOL; DEEP A' ENOUGH FOR A 1" ENOUGH FOR A 2' BOLT THROW T THROW T J3' 6" �6" ALLW#NUl/ ASTRAGAL. " AL ALUMiMM ASTRAQu— DETAIL 'F* 31 r —3 ajF uLTA�t ASTRAGAL THROW BOLTS AT THE TH E3i1W i l : 40twn P. `003 - — VV Building Consultants, Inc. 1 ont g and Enginvermg services for the 8milding Indllsiry P.0- No, 230 Vatrico, FL 33594 Phow 813.659.91917 Facsimile 813.659.4858 ti �I.s�V--n ox 0' r' F, 'x }.per -Tru CCCP. &Wer, JIN 46723 Plm= 26 58.5811 KAM Mwd i %=9a Fiber C:.53iclSll t ah Sir. Soiw fiWgia3s, D= (Opaque) with or without Sid-.1€ as ll, O >ri?1f 1�?a�asi t Sfrc: 8' x 'D 1=Me �g Ccadiguratiow: X, OXO, XO, OX, = OXXO lemwxi Descripthm. The head .xWj=ft mwcad meamning 4.5". x 1.25" with an extruded aluminum throshold. "j= d= pa"els a?d dddiw p-mis aim J AV Stick and cragl of two SMC sidm with a thidmess of 0.110" for the VAw 43=k S::�ic� or file sitsmb Sw Scricv with a Ada thickm's of 0.070" Wm aze glued to wood auks and rails with a urethan core_ 711a glwcd skW-xv vamed as mocht 1/0" tempered or Lt'2" insulated wnpered lip lite Inserts or inlegml flush g1wed litm Zly Tn. - T 077.4.31?V— 1r. :1 3i -• 1707.4.5; ionsDrAwAssdibliesl Tea TCUI LA.-W-Ca J)dc R No. C i 1 Maw �7 2f101 01-741-10703.0 VlaeuePl }leuv Y. T. 93.11i3 A37W E330 ETC - Trcl•m*cw, NY MaT Ilk 2001 01-741-10701.0 WemW] Haney P. E $34139 Air P-r%ft=eOdbba 19 2001 01-741-10593-0 Mat P-MXX% PE. 0537ft Wy l7, 2001 Ol-7A1-10703.0 Weade;lH%Wy, P. F- 054152 TAB 702 Forcad BrAry F--.- - Rod ie NY Miry 1;. 2001 01-741-10701.0 WaWW111=9 , P. E. #54158 0dobrz 19, 2001 01 741-10593.0 AAar1c Yam» F.£ Y5373S5 they 17,"1 01 741-10703.0 Wcnde J1mzy, P. E. N54158 Ate T 2A ? 1 F� P.TC - Rmine:ts; ; SY May is, 200t 01-741-10701.0 Welda1111=Cy,P. IL 154.58 i5cs W 19 2001 01-741-10393.0 J+3=-VPawwm, P.B. #5I' S May 17, 2W1 01-741-10703.0 -waedell iiwzy: P. E.134 13408 A37U LAM Air kRftzhm ETC - Rodwmz, NY May 18, 2001 01 741-10701.0 WMWI Hmay, P. E. 054:52 � oddrrx 19, 2w1 01-741-10593.0 Mxk PM=V% l°.E. ffM 'rh3r0ir�'03 °L1a°1Pa A1lA I---- N/A NI NA kw-wcvding - -- I . It - :7'OM=.ME MaMMM M W MMW MOM= 139 CA YtlB'R'M allM.ROW •x� :neri be dtffiQed Ic maci e�i[tdb9nw d�siu crA�ais. !.—EvWuawd o um in lv=ions adka.ring to f11e Flcvi& BW-IdLig Gore and whore pnwwre requirements as d z11=. 9 uy ASCZ 7 Mdwmm DafM Ueda for RrAddlpp and 0294a Sdrae¢ftm do riot exceed the design premise ratings J*W alp. .. 2. Fstr NkwoIry i-mURadem where t11s 5*-buck is !ems :1 zm 1-112 inches (FBC section 1707.4.4 Andhorap Wlho& and 5b-=ii=177.4:3.1 and 1ce7.4.41) sr..trt concrew anebors must be substituted =d the learg h mwit ba wn but a rclnimum 1-114- cagaV=w of t1w Tapcon �rlo gm masonry wall is obtained Cc `� F-'Mda r i .al Eagi err - Sew 1dt1. 4-1w May 22, 2002 Lyt l F. "terra` 19 Vifi ;mach Lace Drive Lutz. FL 33558 0s/30/02 01:48PM P. 00a 'fin Tr us FiberClassic I Smooth Star log -swing Fiberglass Door i xi.� Szi9Up To 8'4 x 8°0 so' so- 3.0" 3.0" ! t 8.0` 6.0" s 3.Q" 3.0' 3.0' r f MAiL L' r-Y When attaching Sidelite the above onchoring appli SEE NOTE _ 40 r. 2" I.G. FM W-C Se"'E DUML 110 : 3/4" LG. 10 1' LG. b' PFH WS FH ;S LG •d SEE NOTE �f PFM WS DETAIL C` Note: When attoc". the sVke d, --i {-- $" 8' --i t^- : deodbolt dates to the sElei9 1N NOTE: All Perimeter screws are buck use 310 x 2" Lg. s;.s WS x 2•-1/ 2" PFH w5. When ottachfng thoatriP- SEEdsodbott plates to .rhe usfrWd GiTi 'E" use j8 ' x 2 1/2' Lq. PF H W.S. w When attoching M6 strike jamb. do akWte jamb else tito x 7 319" PFH WS. (2)18 X 2 1/2- LG. PAi WS (2)J8 X 2 112" LS:. PFF! vs = c � PTqiN7�-� S LL3 uE BET.'a�L � ALUMINUM ASTRAGAL CO STAL L *'+C' c�a. JLUAillit;# ri^ frt3GAT: ATTACH ASTRAGAL 7'Hr?©iY i STRIKE PLATE TO F7dr�Atr AS SF:Y3tM DRILL THRU FOR DMLL TNRV FG� A 357"s BOLT DEEP A _357"L: ie' ENOUGH FORA 1 " ENOUGH t A 2" B _ Tk BOLT THROWOLT TT� a53.c ST,E XrNt *" f ALUMINUM ASTRAGAL CQ% 7AL ALlA.4tNMI A.i"i RAGI3 DETAIL E' ASTRAGAL THROB! BOLTS AT THE THRESHOLD )� r A 4 OPTIONAL 110 GLASS OR 9" ACRYLIC LNES AVAILABLE(SEE SECTION B-B) OWN - ki A (5) INTERMEDIATE STILES FOR 16- WIDE DOOR. ATTACHED W/ TOG-L-LOC (TOP 6 BOT) ANDURETHANE ADNES(vE (ALONG COW ) 2 REVISIONS DATE: ECN NO. APPVD: 1,/nn - I MWW I DTY (I 20 GA. MIN. END STILES ATTACHED TO DOOR SKIN WITH PATENTED TOG-L-LOC SYSTEM TOP BOTTOY 4[ CENTER . WAS (2) FOR TRACK BOLT 1 NORIZOWN_ TRACK SUPPORT DOOR INSTALLER (TO S If��Ill��ll 1s111-111�u��i •' � - -- -- -- - - --- _�i e� 1-1 rIt�l ICI ICI ICI ICI ° o PST8ESl YM ' �II N. ��I I��I ICI 1-1 ICI • �I_JIC�IC�IOICIIC� SECTION,: . -- C _ A LOGTION OF —I—A OPTIONALON VENTS NAL OPTIOOUTSIDE KEYED LOCK ITI POSON MAX. DOOR WIOM . I6.-0" - J4:pL3(/4' SELF SCREWS. o INc10 INATIDNS ��`� yy��`��`j_V 7 14 C END HINGES I6 fyi• IWERkAlnl•R HINGE MEW 1JOILL�- - FRONT FRAME WITH U.N.1 3.3 UG SCREWS ON 19 CENTERS. 1 0.0. MIN, DDOR5 UP TO 7'-0" HIGH CONSIST OF 1) SECTIONS SHOWN).WASHER flEWIREO. W: SCREWS MAY BE CWHI— . (( (( 0 ) 46�An"G ON OUTSIDE SUflFACE ) STOP MWLEKHG BY DOOR INSTALLER (TO SUIT) DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SH WN . (BUT NOT flEWWED TO PRONDE A FLUSH MOUNINGSURFACERIZOMAL JA1B5 W NOT 7RAISFER LOAD. 20GWN: GALV. STEEL ENO STRE 2.6 YELLOW PINE JAMB 2' MICA SSB GtA55 OROPTIOM 10 SCREW 20 GA GALV. STEEL INTER. STILE /W ACRTUC UTEMOLDED INSIDE J SECOON R-e 12 W CAM STEEL TRUCK / LITE RETAINER VFV B A7UCHNEM'fC-90 RI OCK OR BRACKETS FASTENED TO WOOD JWBJ - 25 GA MIN STEEL le.J/{" PAN HEAD SCREW P I NIN [ONCHE'TE COLUMNI WITH ONE 5/16".I-3/0" W SCREW SKIN COATED WIM'C-40 MIN. (10 SCREWS PER LITE) 3 6,4 SLEEI'E ANCHORS ON 21 CEME0.5 (C-90 PER TRACK BRACKET. CKVAlIZRIC, BAKED -ON PRIMER, BLOCK) OR 21' CENTERS (2.W0 PSI NIN. CONCRETE) OR 7/16 1.Ellir.1:4f, AND A BA(EO-ON POLYESTER SNAP UTCH ENGAGES 1/{"{"TAPO"2000 iASIENERONE PFA R1e Gl GALV. STEEL CENTER HINGE TOP CG1 APPLIED TO BOTH OMO VERTICAL TRACK. PL MIN. CONCRETE). WASHERS WCLUOEO WTIN FASTENEEDD TO INTER. SHIES W/14) SIDES OF STEEL SHIN. 12 G. GLV. 17EEL TOP ONE SNAP UTCH OII SLEEVE .WCNORS. 1" 0.0. MIN. WASHER REWIRED 1" CKV. STEEL TRACK LISTENED TO l4 GA GALV. STEEL ROVER HINGE 111.3/IV SHEET METAL SCREWS ROVER BRACKET. UCII WITH TAP[a15. ANCHORS WY eE COUNITASUNK 12 GA GALV. STEEL TRACK BRACKETS. FASTENEO TO END STILES EACH Wq4) BRACKET ATTACHED W/(4) - EACH SIDE Oi DOOR. (BUT N07 REOUIRED) TO PNMOE A FLUSH TRACK A7TKMED TO E1LN BN.CKEi jj14aS//e" SHF�Ef PETAL SCREWS AND /14.5/8' SHEET METAL INTER' STILE MOUNTING SURFACE HORIZONTAL JAMBS DO NOT WITH ONE 1/4%5/0" BOLT k NUT t1) 1/{13/1 SELF TAPPING SCREWS PER END HINGE. SHIP W JOINTS. SCREWS. DUNSTER LOAD. OR TWO 1/4" Olk RIVETS. OUTSIDE KEYED HANDLE ENO 2" DlA SHORT STEM. 10 BALL STEEL ROLLER. 14 GA GALV. STEEL / END STILE ENO HINGE. EACH / m� •"BCONFIGURATION pR10A5TERF148195E FASIEIIED TO ENO 111 INTER. PREPARATION OF iAM23 BY OTHFRS _FLTON C-C STILES W/(4) 114.5/11' INSIDE HANDLE SnIF NORTH CAR0111U P.E. I23e32 SHEET. IUAL SCREWS - 3" TALL U-BAR 4 (4) 1/4".3/4" SELF OUTSIOF KEYED LOCK LOCK BAR 20 G- IN GAUi STEEL TAPPING SCREWS. - TRACK NOW 2: LATCH LOCK OPTION ENGAGES IN THE DESIGN OF ME SUPPORTING STRUCTURAL ELEMENTS ON DESIGN LOADS: +24.0 PSF &' -24.5 PSF NIN. YEILO STRENGTH: 30 K51 OUTSIDE EACH SIDE SHALL BE ME RESPONSIBILITY OF THE PROFESSIONAL OF TEST LOADS: +36.0 PSF k -37.0 PSF RECORD FOR ME BUILDING OR STRUCTURE AND W ACCORDANCE 3' TALL . 20 G. GL . STEEL U-BNS END SLIDE 9OLT SOLE OF ODOR. WITH CURRENT BUILDING CODES FOR ME LOADS LISTED ON q.awL Mu— AK WxD N au[ I IN A 2-1-2-1 PATTERN (I.E. TWO U-BRAS SRIE LOCI ENGAGES THIS DRAWING. •K SIIN A IWMD 6E`L (1Meossl PART NO.: - A I-7/B" ON BOROM SECTION. ONE U-BAR ON NEXT INTO VERTICAL NOTICL Unl•.• Slol.d Oth—I.. 312 WOInLit SL SA. 1600 SECTION, ETC)) EACH U-BM ATTACHED TRACK. ONE IDEAL T WITH 1/ E*.3/4" SELF TAPPING SCREWS LOCK ON C.nmmu.1/Pr.pn.t.ry mf. '*" Cincinnati ON 45202 PER S,KE LOCATION. EACH SIDE .1 CLOPAY BUADING PRtIWCTS CO. TOLERANCES Rn Tel. No. 1-� 3-381-4803 D1! DOOR, 1. c.m.K�.a n.r.I. — w . I Wm 00-OOEo&m FT. No. 1-513-762-3519 a e..... e.... a, a,k-. .0 f.O] HOT RDLT —d.I m .". a Jmrw.1.B - .00 i:,015 1BSB7E-5 .;u,..1 IL. H.r <.�..PI. F.w.. lP DESCRIPTION: MODEL 6R5T W4 I6-0 z 8-0: 24/-24.5 DESIGN LOAD .rr71Dn A -A (510f VIEWI ....D u. ,000 - "', IJ CA GALV. STEEL BOTTOM BRACKET. j rweRiry l.r W a.m.B1 .m .0000 = *.001 DRAWN 8Y: 8MM DATE: 4/18/00 SCALE: TITS DWG. R 1 ATTACHED WITH (2) 114.3/e" SHEET METAL SCREWS. �� b..•. n.JWq NSnf..m. 0e tees . t 1 2" SIZE L ALUMINUM EXTRUSION / / //�� J<� Third Mgle 9 / CHECKED BY: MwW DATE: a/18/00 SHEET t OF 1 h YTHYL WUMERSTHIP. J� ;J/� � + - Ont— SNS Etn—il. /// Projection DIMENSIONS ARE IN INCHES. DWG. NO.; 1021J8 REV. N0. t .4 3 L MODEL 6RST (25 GA: STEEL SKIN) REVISIONS MODEL: 4RST (24 GA. STEEL SKIN) REV. N0. ZONE: DATE: ECN ND. APPVD: OPTIONAL DSB GLASS OR LISTED , I A4 I1/00 - MWW OTY (1; I/8" ACRYLIC LITES AVAILABLE (SEE SECTION B-B) (1) INTERMEDIATE STILE 20 GA. MIN. END STILES ATTACHED TO DOOR 2' THICK 3" TALL 'U-BAR ATTACHED W/ TOG-L-LOG (TOP h BOT) SKIN WITH PATENTED TOG-L-LOG SYSTEM I — AND URETHANE ADHESIVE (ALONG CENTER)7r y.A TOP, BOTTOM h CENTER). ® I 20 GA. GALV. STEEL �� DESCRIPTION WAS (2) FOR TRACK BOLT HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT) -II D 9 n REPORT#9606C 1 L TO GALV,STEEL 13 GA. GALV. STEEL FLAG BRACKET. EACH FASTENED TO WOOD JAMB WITH It TEEJ ROLLER BRACKET. ATUCHEO W/(3) '(3) 5/16"xl-5/8" WOOD LAG SCREWS. °° I 25. GA. MIN, CAW. /14.3/8' SHEET METAL SCREWS. NOTE: DOUBLE TRACK LOW HEADROOM IS II! STEEL SKIN COATED �. TRACK CONFIGURATION AVAILABLE AS AN OPTION LOCK POSITION WITH A BAKED -ON PRIMER, SHIP LAP JOINTS. (BOTH SIDES) . TWO POINT LOCKING AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH Z SIDES, OF STEEL SKIN. 14 cGE. STEEL HI .ENO HINGE. EACH FASTENED TO END O 8 - . 2" GALV. STEEL TRACK, HE GHT 6 -6 "L" 70 ONE 3" TALL x SHEET MEI(AL MIN: TRACK THICKNESS: .060' 20 GA. U-BAR (50 KSI) - SCREWSe" B -0 88' PER DOOR SECTION. END SLIDE BOLT x (4) 1/4'x3/4' SELF - STILE LOCK ENGAGES rAPwNc scREws. _ C ®® INTO VERTICAL TRACK. ONE TYR 2-1/2"x 12 GA. GALV. STEEL TRACK BRACKET. LOCK ON 3TALL . 20 GA GALV. ' z (4) TRACK BRACKETS 'PER SIDE, LOCATION OF A - EACH -SIDESTEEL U- PER SECTION ONE U-BAR ATTACHED w OPTIONAL VENTS OPTIONAL OUTSIDE KEYED LOCK POSITION OF DOOR, WITH Two i/4'x3/4' SELF TAPPING a LHR TOP BRACKET MAX. ODOR -WIDTH 9'0" SCREWS PER STILE LOCATION. DOUBLE HORIZONTAL INSIDESLIDE BOLT TRACK �14.5/8" SHEET METAL SCREWS LOCK OPTION ONOTE—I FRONT FRAME WITH U.V. DOORS UP TO 7'-0" NIGH CONSIST OF (4) SECTIONS (SHOWN). COATING ON OUTSIDE SURFACE 0 DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SHOWN). DOUBLE TRACK LOW HEADROOM OPTION IJ GA GALV, STEEL BOTTOM VERTICAL IAMB ATTACHMENT (WOOD FRAME BUILDINGS): BRACKET. ATTACHED WITH TWO n Il O O 14C5/8 SHEET METAL SCREWS. II II 1/2"x3" LAG SCREWS ON 24" CENTERS. I° O.D. MIN. � I OPTIONAL 10 SCREW 1/4"x3/4" SELF SSB GLASS OR D WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK ALUMINUM EXTRUSION WINDOW LITE TAPPING SCREWS, 1/8" ACRYLIC LITE 14 GA. ENO HINGES 18 GA INTERMEDIATE HINGE (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING k VINYL WEATHERSTRIP. SECTION 8- SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD, SECTION A -A (SIDE VIEW)_ VIEW „B" VIEW "C„ M8x3/4' PAN HEAD SCREW PER LITE) END 2x6 YELLOW PINE JAMB 12 GA. GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB WITH ONE 5/16"xI-5/B" LAG SCREW PER TRACK BRACKET. i 2" GALV. STEEL TRACK FASTENED TO J 12 GA. GALV. STEEL TRACK BRACKETS. TRACK ATTACHED TO EACH BRACKET WITH ONE 1/4"x5/8" BOLT do NUT OR TWO 1/4" DIA. RIVETS. VERTICAL JAMB ATTACHMENT (C-90 BLOCK OR. MOLDED INSIDE (10 SCREWS STILE 2 00 I MIN CONCRETE COLUMN)' LITE RETAINER STOP MOULDING BY DOOR INSTALLER (TO SUIT) 3/8 x4' SLEEVE ANCHORS ON 24 CENTERS (BOTH - INTER, �20 GA. MIN. CALV. STEEL END STILE C-90 BLOCK OR 2,000 PSI MIN -CONCRETE) OR - .SNAP LATCH ENGAGES STILE 1/4"x4" TAPCON SCREWS ON 24" CENTERS (2,000 ONTO VERTICAL TRACK. . PSI MIN. CONCRETE), WASHERS INCLUDED WITH ONE SNAP LATCH ON 20 GA. GALV. STEEL INTERSTILE LOCK BAR SLEEVE ANCHORS, I" O.D. MIN. WASHERS REQUIRED EACH SIDE OF DOOR. ENGAGES iN WITH TAPCONS. ANCHORS MAY RE COUNTERSUNK INTER, STILE TRACK ON .(BUT NOT REQUIRED) TO PROVIDE A FLUSH OUTSIDE �� EACH SIDID E MOUNTING SURFACE. HORIZONTAL -JAMBS DO NOT HANDLE OF DOOR. TRANSFER LOAD. OUTSIDE KEYED -� HANDLE END 18 GA. GALV. STEEL CENTER HINGE / STILE FASTENED TO INTER. STILES W,�4) I / QUTCIUF KEYED OCK ,#14x5/8" SHEET METAL SCREW iii LOCK BAR LOCKING 14 GA. GALV. STEEL ROLLER HINGES - INSIDE RANDLE FASTENED TO END STILES EACH W/(4) - - DESIGN LOADS: +25.0 P.S.F. h' -32.0 P.S.F: r14x5/8" SHEET METAL SCREWS AND OUTSIDE KEYED LOCK TEST LOADS: +37.5 P.S.F, k -48.0 P.S.F. 4) 1/4"x3/4" SELF TAPPING SCREWS PER END HINGE. SNAP LATCH LOCK OPTION c scexo IN PREPARATION OF IAMBS BY OTHERS. L--2 DIAr SHORT STEM, 10 BALL STEEL 'ROLLER. / JAMB CONFIGURATION SECTION C-C / NO � THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF W / RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE MARK WESTERFIELD, P.E. - �' �� j,ri 7 L WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON FLORIDA RE, #48495 r'l/� UZ THIS DRAWING. NORTH CAROLINA P.E. #23832 i Oe,GYYI afUMNa9 Ax wx .ax A xNsm su. IO.wss). PART NO.: — A NOTICE Unleee Slalgd Olhawl.e 312 Walnut St Suite 16W conna.�um/Prood,mrr ml«mouon TOLERANCES are IDEAL Cincinnati, OH 45202 or CLGPAI' eUIDING PRGIX m CO. b .i mvy can) d h N orW nPl e, a 0. duPlmot.a. .0 - t.03 Td. No. 1-513-381-48W 00�guAo 0=a&= Fax No. 1-513-762-3519 moe. od M m.a,bot.a ' .00 i.015 DESCRIPTION:. MODEL 6RST W4 9-0 x 8-0i +25/-32 DESIGN LOAD ainom t ve . t F.Iw m obaw, N u mox r.awl In (,dumcq,a one .000 = t.005 DRAWN BY: BMM DATE: 4/18/00 SCALE: NTS DWG. nabbtq r. an., naulVnq Ihenlrom. pppp f ppl Degrees n 31/2' CHECKED BY: Mww DATE: a/1a/oo SHEET 1 OF 1 SIZE {��-(�)-)--�I�--��-1L Third Angle �L �J Projection �'/ �3 Unteaa Stated Olh—iae DIMENSIONS ARE IN INCHES. DWG. NO.: 102137 1 REV. NO. 1 " rx a., �s am m�.m,vva u sb✓.Jy�:�Ua4I, }y ✓ta zJ, F74i 'a xsw TaJc July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy Building Official Orange County Building Division Administration Building, 1st Floor 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL32802-2687 (4l)7) 336-5760 RE: Florida E)ctruders Fenestration Masterfile Update Alternate Nalling 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 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. REVIEWED FOR CODE COMPLL* CgRI ENGINEERING 2540Jewett lane, Sanford, Fl- 32772-1600 • (407) 333-33010 Fax [407) 322-3507 l T d -.6L��-d L0: cN Xtj3 �uawl ou l p l i r., zd woza:.a yea_ 6a - as rich AMW Enders Regards,. Cc: Earl Moore/FEI File PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section GIG15-23,001, F-A-C_ A charcoal pencil was applied to . the impression seal to facilitate reproduction. (:I- FLORIDA B O• A- k . MANUFACTURER NAME MASTER PULE jUL 3 0 2002 -_ *:F : f Fde: 2002-LTR-RlA-014 - - . 2540 3ewctt Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 2 _TO 2-'00Z.60 'dac, Zbt59�fl Lot = 'ON Xtij 2vau'1 ��aQ 6utpt r,g W0d3 jawoasn-i oanT en d6S =ZD zm ED °la s I 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. 4 HaarNS �� }kadA� wAa. ' M.79huWfdth . MAY c 1.0 Mc:y}ttJyyj d2h Fl/W ► 1.0 AAMA 103.3. Caao 3 LOSO Di. trihu4an A. -.MA 101.3, C. 1 L�.sd ��e:b�llon Florida Extruders Drawing No_ FLEX0026, FLEXOD29 and FLEX0030 .d . trq J'�J - _ Baal C.ch Eyebrow Arch - Fixed Lite y, Half Circlo - Fixed Lite Florida Extruders Drawing No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = V' (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 3ewet3 Lane, Sanford, FL 32.771-1600 • (407) 323-3300 • Fnx (407) 322-3507 S 5d WdZo :10 Z06Z 60 'dzS c6-�59Z8 L0v 6utpi;ng : WOtdd A- r-77n :7n cn dac FlaYda CENTRA.LFLORA B.O. A. F. M NUI �4.�7�'�J E1� NAME: MASTER, FILE Non -Rectangular Configurations Load Dlstr4bution: Loading to the head, sill and/or jamb were based on the centrod 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.j/ 9 For each head, sill or jamb, the spacing of the required fasteners between i 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 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 I is shown on the next page. Al = Vh(W/2)((H-W)+H)) - Ya(36/2)((62-36)+62))/144 = 5.5 SF A2 = 'h (W/2)(W)/144 = '/2(36/2)(36)/144 = 2.25 SF 2540 3:ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 6 Ld W&10:T0 MOE 60 .dam XUJ jug-ieda0 6utpling : WOL'3 gn daS Florin AM krN Load on Jamb = 7D(5.5) = 385 lbs. Load on Head/Sill = 70(2,25) = 157.S lbs. Number ofFasteners Jamb (N) = 385/69 = 5:58 = 6 Number 6f Fasteners Head/Sill {N) = 1S7.5/69 = 2.28 = 3 , Fastener Spacing Jambs = (H - 2(Edge'Distance))/((N - 2) + 1) _ (62 - 2(6))/((6-2)+1) = 10" Fastener Spacing Head/Sill. = (W - 2(Edge Distance))/((N 2) + 1) = (36 - 2(6))/((3-2)+1) 12' A similar caicu:ation wns 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 sizesgrouped by the different series windows to arrive at the recommendation of Attachment No. 2. Spreadsheets were developed to mechanize the 'repetitive calculations. Fn.O `.FDA B-O.A-,- L I- vram—j MA- NU AC L I ER lt41y1:3:. H69humt" =I'm> 1.0 AAMA 7a3.3, Gcrbu v 1 Load Dlctrtion r MASTER F # 2540 3.ewett Lane, Sanford, FL 32771-16Qp • (407) 323-3300 - Fax (407) 322-3507 7 Hd Wdv@ : TH Zeez 60 'daS 7-6rs9m Lob u 1edaQ 6u t p l ? ne : 1432ij Sep 09 02 02:59P -.Valued Customer 1407), 834-9029 P-6 Required Naiil Paslode Catalog 4,t650111, 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:I/x . Sheathing thickness ,greater that Ya" 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. C EN T HAS, F LO;ZI3A B. O. A, Y,`- MA STER FILE # �c�/c�.t•� �, 254D Jewett Lane, Sanford, FL 32771-16o0 • (407) 323-33D0 . Pax (407) 322-3507 4 Sd Lic-_O:Te Cam 56 -daS EGrS3S8 Lob : -ON Xtld ZuaWj_LedaQ GUIPl ing 1.c�:j MasterfilP No_ Dw . No. Descri tin 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 confiurations note 9 on FLEX0037) MANUFACTURER NAME: MASTER FELB'�E /A.-1bUU • t4U7) 3Z3-33D0 • Fax (407) 322-3507 3 b'd WCEO: i0 MOE Go 'daS z6rS9Z-B LOP 'GPI mi-1 6u s P1 i *'s 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/N,WWDA 101/I.S.2 - 97 Building Officials, _Inspectors arid 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. §17*07.4.2 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/AA.MA/NWWDA 101/I.S.2 - 97 Florida Extruder7- 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 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 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 (i" 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 11S, 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 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 - Fax (407). 322-3507 3 <_jida Am E&Uds�ls AW ad July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy. Building Official ; Orange County Building -Division CENTRAL F.6-i "DA $-�-A.F. Administration Building, 1st Floor MANUFACTURER NAJ�ffi . 201 South Rosalind Avenue " _ P.O. Box 2867 ��d r/ �c Efi f�✓c(� yS Orlando, FL 32802-2687 MASTER FILE: (407) 836-5760 �Qcl�. f'iyiH RE: Florida .Extruders Fenestration Masterfile Update— Alternate Nalling Schedule for Fin Frame Windows Messieurs Plante and -Smith - This letter updates Florida Extruder Fin- Window installation drawings contained in the Orange County Fenestration Masterfile 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, i 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. L- Vl).3Li-3300 • Fax (407) 322-3507 t zd w6z,2:ie z00z 6e 'daS tz6v59zd Lev : 'Ort xdj luaiu-�lpdaa 6utplirrg : W083 _ r C.7nC_LCO r i n4.1 .ja1M01sn7 Dan en d6S =Z0 z0 60 das �det� g Regards, �NTRL FLORIDA $. 0. A-k - MANUF.ACTUER NAN E MASTER FI7I:]E _ JUL 3 0 2a02 Fact_ zoo2-L,R-nu, o�� 2540 jcwctt Lane, -Sanford. FL 32771-1600 • (407) 323-33DO • Fax (407) 322-3507 2 d WdZO : ie Z08Z 60 "das Z6t 59�8 L0� -ON XH3 6u t p t L ng t-WOti3 S .A a.C'Q r n.61 .Jaw0-asn7 pant en d6� :Zp ZO 60 da 6ridq CENTRAL FLORIDA B. o_ MW � MANUFACTURER NAN E � MASTER FML 4f ATTACHMENT NO. 3 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. fpYop �R1V832 ti H.,Ohtl Width . HMW � 1.0 HcightlVYidth HIiN> 7.D MM^ 10.3. C"* 3 L0A0 DrRhlb.li— AAMA 103.3, Caro 1 Lwsd DI_vaudon Florida Extruders Drawing No. FLEX0026, FLEX0029 and FLEX0030 -d ' [^�ropW lay Eyebrow Arch - Fixed Litt y Half circla - Fixed Lite Florida Extruders Drawing :No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = V"z (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 WdZ0:T0 Z00Z 60 'daS Z6:S9m Lob 'ON XH3 luant1-lpdaa 6urpling : Wpaj ._...I rr�r,c_Lco 1nL Jawoasn'l oanTeA dRq:Rn P-Q 6D das CENTRAL FLORIDA. B. o: A. F. r1 O T/ c� &7 �f MASTER YME # h Non -Rectangular Configurations Load Dlstrlbutlon: Loading to the head, sill and/or jamb were based on the centroid of the configuration_ For the half -circle shown: where: Al=/i(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 embedr-hent = 1.825(38) = 69.35 lbs., use 69 lbs. Number of Fasteners = [Load Area (psi) 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 deter nIned 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 45 psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 2S, 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 = Vz(W/2)((H-W)+H)) - V2(36/2)((62-36)+62))/144 = 5.5 SF A2 = 1/2 (W/2)(W)/144 = 1/2(36/2)(36)/144 = 2.25 SF 2540 3.ewett Lane, Sanford, FL 32772-1600 • (407) 323-3300 • Fax (407) 322-3507 6 Id FidD0:Z0 Z00Z 60 'd�S Z6t-S9, Ldt, 'Cri XU3 w ieda� 6uipiIng W02id -,a c7nc-4.a rin+ri Jawo-4sn7 pangeA d6S:ZD ZO 60 d'S Loadon )amb = 70(5.5) = 3B5 lbs. Load on Head/Sill 70(2.25) = 157.51bs. Number of Fasteners Jamb (N) = 385/69 = 5.5B = b Number of Fasteners Head/Sill (N) = 157.5/69 = 2.28 = 3 Fastener Spacing )ambs = (H 2(Edge Distance))/((N 2) + 1) =.(62 - 2-(6))/((6-2)+1) = 10' Fastener Spacing Head/Sill = (W - 2(Edge Distance))/((N - 2) + 1) _ (36 - 2(6))/((3-2)+1) = 12' A similar calculation wns .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. HCL;gbVwleth = o D F / /c%► .YT�VI� r AAMA 70.3.3, Gcoad Q 7 L{rrritcftvfinn MASTER 7F]ILE # 2540 ]ewett Lane, Sanford, FL ' 32771-1600 • (407) 323-3300 - Fax (407) 322-3507 7 ad Wdt7O : TO Z03Z 60 -daS -ON x"d3 6u c p l i n2 : W3�:f3 .-..,J -JaWo'asn-1 oanT2A dRQ:Pn 20 go das nau inszanavon - • 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.1/z". Sheathing thickness greater that vh" 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, Hatt Circles, Full. Circles,_Ovals and Octagons, 45 PSF Design Pressure: Maximum of 8" on centerline. 70 PSF Design Pressure: Maximum of 5- on centerline. CENTS FLOIZIDA B.O.AJ'. AIA11IU AC'Ti KER I�t�►lb� Fo r-,A4 Exfr-vdrrs MASTER FILE # 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 • Fax (407) 322-3507 4 Sd W&:0:10 Fee? 60 'daS Zb17S13M L0D : 'ON Xd3 juawl..iedaQ 6urpl ing ; Lid Orange County Fenestration Masterfile List Alternate Nailing Schedule Drawing Applicability - Fin Frame Window MastPrfte _ - 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 corifi urations note 9 on-FLEX0037 L 147.0, A JB:O. A._ . _ MANUFACTURER NAME. - RASTER FILE # r �i 2540 Jewett Lane, Sanford, FL 32771-1600 • (40.7) 323-3300 • Fax (407) 322-3507 3 bd Wig: TO EH 60 'daS Z6t-S9z8 Ler 'ON X03 }ua"4- LIE-d�Q 6u? p i i nH WOdJ (vidc'r 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 Extrude r'"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 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 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 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 zz--�4u uewett Lane, Santord, FL 32771-1600 - (407) 323-3300 Fax (407) 322-3507 3 CAULK BETWEEN DISCIOIfT 6 The purpose of this installation drawing is to present -the monufocturer's recommendations for ONE BY WOOD CONCRETE OR WOOD BUCK & anchorage (r.e.,concrete screws. wood screws, nails and Vulkem structural odhesive( to achieve the design BUCK BY OTHERS MASONRY -OPENING pressure specified on the fenestration produce as required by Florido Building Code. Section 1707.4:4. (NOTE 6 & 7) BY OTHERS MAS'Y. OPENING BY OTHERS Anchorage Recommendationsre regarding flashing. seating. 9 g g 9- ng.seolontsorotherjointseotontpractices /E\ does not constitute a warranty either expressed or implied. BW IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be followed fully. CAULK BETWEEN I (BUCK WIDTH) MIN GENERAL INSTALLATION INSTRUCTIONS WINDOW FLANGE EMBEDMENT & WOOD BUCK 1-1/4- MIN. ONE BY WOOD INSTALLATION ANCHOR a ° EMBEDMENT BUCK BY OTHERS 3/16- DIA. TAPPER 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. o (NOTE 6 & 7) (NOTE 12) o ALLOWABLE SHIM STACK TO BE 1/4". INSTALLATION ANCHOR SHIM AS REQ'D. A Anchor 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD & JAMBS. 3/16' DIA. TAPPER (NOTE 12) 1/4' MAX. Locution SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR STUCCO $Y OTHERS SHIM AS REQ'D. 1/4' MAX RIGID VINYL (SEE NOTES) GLAZING BEAD (TYP.) Above Meetin Rail- APPROVED EQUAL. APPLICATION OF VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTURER'S Q PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD (TYP.) W.H. (WINDOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL ,1/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS _\ 0 (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B_H. (BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL PRECAST SILL —v v BY OTHERS SECTION A —A WW I —_ MIN. A VIEWED FROM A B C EXTERIOR D E B K B W.H. F G H ELEVATION GLASS (TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE PERIMETER & WOOD BUCK CAULK W W BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS v RECOMMENDATIONS. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE AND TO SEAL HEADS OF INSTALLATION FASTENERS. 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 Location Below ANCHOR INSTALLATION INSTRUCTIONS (WINDOW WIDTH) STUCCO BY OTHERS CAULK BETWEEN SECTION B—B M❑❑D OPENING RJ Meeting Rail. GENERAL: a BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS X4, 2X6, 2X8 WOOD BUCK Y OTHERS (SEE NOTE 16 & 23) INE BY WOOD BUCK BY OTHERS DPTIONAL) (NOTE 6, 7 and 16A) TALLATION ANCHOR WOOD SCREW (NOTE 16 and 16A) SECTION A —A (ALTERNATE) For installation with two by with or w/o one by wood bucks_ w� 0o REV DESCRIPTION D z / REVISED ANCHOR LOCATION o w I IN JAMB OF SIZE 37. NO Q Z % ] CHANGE IN OUANTITY- f i 6 2004 ADDED DISCLAIMER AND a / ' E CLARIFIED LOCATION OF 0 g JAMB ANCHORS. W� 6) 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" DIAMETER AND 1 3/8" LENGTH (5/8" EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0.148" DIAMETER AND 1 1/2" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. FOR ALTERNATE SECTION A-A/B-B, USE A 0.113" DIAMETER COMMON WIRE NAIL WITH A 3/4" EMBEDMENT OR EQUIVALENT FOR NAILING NON-STRUCTURAL ONE BY BUCK INTO A TWO BY STRUCTURAL BUCK. 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 *IL 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] DATE INI FLORIDA EXTRUDERS INTERNATIONAL. LANE 4/23/04 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: INSTALLATION DETAIL 7/29/04 RJA SGL- HUNG FLANGE WINDOWS - SERIES 1000, 1500 & 2000 DRAWN BY: BB APPROVED BY:RJA DATE:7/29/04 ISCALE: NTS DWG.: F-LEX0016, SHT I _ / TAPPER LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30Psr . TO 40PsF 4 1 Psr TO 7OPSF 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 8 B B F.G F.G 14 145 18 1/8 X 49 5/8 18 1/8 X 55 1/4 B B B F,G F.G 15 18 1/8 X 62 B B B F,G F.G F,G F.G.H.1 16 18 1/8 X 71 B B B F,G F,G,J,K 17 18 1/8 x 83 13 B F.G F.G 1 H2 1H3 25 1/2 X 25 25 1/2 X 37 3/8 B B F,G F,G 1H4 25 1/2 X 49 5/8 B B F.G F,G F,G,H,I F,G,H.1 1 H45 25 1/2 X 55 1/4 B B B B F,G F.G,H.I 1H5 1 H6 25 1/2 X 62 25 112 x 71 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 1/2 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,I 30 1/2 X 56 1/4 29 1/2 X 55 1/4 B B F.G F.G•H,I 30 112 X 63 30 1/2 X 72 29 112 X 62 29 1/2 X 71 B B B F,G,H,1 F,G,H,I 30 112 X 84 29 1/2 X 83 B B F,G,J,K F,G,J,K F.G 22 36 x 25 B B B F.G F.G F.G 23 24 36 x 37 3/8 36 x 49 5/8 B B B F.G. F,G,H,I 245 36 x 55 1/4 B B F,G F,G,H,I 25 36 x 62 B B F,G,H,1 F,G,H,I 26 36 x 71 B B F,G,H,I 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 B B F,G F,G 42 x 38 3/8 41 x 37 3/8 B B F,G F,G,H.1 42 x 50 5/8 41 x 49 5/8 B B F,G F,G,H,1 42 x 56 1/4 41 x 55 1/4 8 B F,G,H,1 F,G,H,I 42 x 63 41 x 62 8 B F,G,H,I D,E,F,G,H,1 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 F G J K F,G,H,I,J,K 48 x 26 47 x 25 B A.0 F.G F,G 48 x.38 3/8 47 x 37 3/8 B A.0 F.G F,G F,G,H,1 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 B A.0 A.0 F.G,H,I F,G,H,I 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.0 F,G,H,1 D,E,F,G.H,1 48 x 84 47 x 83 B A.0 F,G,J,K D,E,F,G,H,I,J,K 32 52 1/8 X 25 B A.0 F.G 33 52 1/8 X 37 3/8 B A.0 F,G F,G,H,I 34 52 1/8 X 49 5/8 B A.0 F,G,H•1 F,G,H,I 345 52 1/8 X 55 . 1 /4 B A.0 F,G,H,I D,E.F,G.H,1 35 52 1/8 X 62 B A.0 F,G,H,1 D.E,F,G.H.1 36 52 1/8 X 71 B A.0 F,G,H.1 D.E.F,G.H,1 • 37 52 1/8 X 83 .B A,C F,G,J,K D,E,F,G,H,I,J,K • 37 SIZE NOI AVAILA13LE IN I UUU UK 1 UVU JtKItJ. IMPORTANT INFORMATION & GENERAL NOTES (cont.) ANCHOR INSTALLATION INSTRUCTIONS (cont.) 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 INCjOR 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) D J W.H. F H FA B C 1 ' !lK ELEVATION #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. G DESIGN PRESSURE RATING & FBC REQUIREMENTS 1 19)'IF EXACT WINDOW SIZE IS NOT LISTED IN TAPPER ANCHOR CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. I 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. :EV FLORIDA EXTRUDERS 12540"JEW TT LANE B ATIONAL, INC. C CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA D TITLE: INSTALLATION DETAIL E SGL. HUNG FLANGE WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY: R JA IAPPROVED BY: R JA DATE:7/29/04 SCALE: NTS DWG.:FLEXOOI6, SHT 2 OF 2 � r 1/4" MAX. Disclaimer The purpose of this installation drawing is present the manufacturer's recommendations for to MIN. EMBEDMENT WINDOW WIDTH SHIM.. SPACE:- p `F' - - - - anchorage (i.e., wood screws and nails( to achieve the design pressure specified on the fenestration product (WOOD SCREw> TWO BY WOODAD as required by Florida Building Code. Section 1707.4.4. Anchorage Methods. Recommendations regarding SHEATHING SHIM AS REQ'D. BY OTHERS flashing, sealing, sealants or other joint sealant practices does not constitute a warranty either expressed or CAULK BETWEEN i OTHERS TWO BY WOOD (SEE NOTES) implied. WINDOW FIN & BY OTHERS SHEATHING SHIM AS REQ'D_ IMPORTANT INFORMATION &GENERAL NOTES 1' MIN. INSTALLATION ANCHOR I I I / (SEE NOTES) (� These notes are provided to ensure proper installation of Florida Extruders Milestone EMBEDMENT #8 WOOD SCREW SHOWN , [ products and must be followed fully. STUCCO BY OTHERS WINDOW HEIGHT GLAZING (TYP.) (SEE NOTES) PERIMETER CAULK BY OTHERS INSTALLATION ANCHOR #8 WOOD SCREW SHOWN STUCCO / BY OTHERS CAULK BETWEEN WINDOW FIN SHEATHING & SHEATHING BY OTHERS SECTION A -A 1 GLAZING (TYP.) (SEE NOTES) 1/4- MAX. J SHIM SPACE FIN TYPE WINDOW FRAME HEADER GLAZING (TYP.) (SEE NOTES) FIN TYPE WINDOW FRAME —/ JAMB PERIMETER CAULK BY OTHERS FWINDOW_ WIDTH A —*, 1 ANCHOR SPACING (SEE BELOW WINDOW f HE IlGHT 1 (WOOD SCREW) 1'. U SHEATHING BY OTHERS CAULK BETWEEN WINDOW FIN & SHEATHING X/INSTALLATION ANCHOR #8 WOOD SCREW SHOWN STUCCO BY OTHERS SECTION B-B EQUALLY SPACE ANCHORS (TYP.) FIN TYPE ANCHOR A L(-T MAX.WINDOW FRAME SPACING YP.) SILL (SEE BELOW) 6' MAX. (TYP.) MARBLE SILL ELEVATION STOOL BY OTHERS VIEWED FROM EXTERIOR HEAD. SILL & JAMB ANCHOR SPACING (TO 70 PSF D.P.) WOOD SCREW. 24" O.C. MAX. (TYP.) TWO BY WOOD--------------- ��� BY OTHERS NAIL: 7" D.C. MAX. FOR JAMBS AND rc 10' O.C. MAX. FOR HEAD & SILL W t` REV DESCRIPTION 0 z C REVISED NOTE 6_ o w REVISED NOTE 7 AND > Z TITLE TO REFLECT NAIL 1"MIN. a W ALTERNATE" EMBEDMENT - W ,DEC 1 6 1004 D ADDED DISCLAIMER. (WOOD SCREW) W a &g 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 & IAMBS. 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 RUNGS. 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 SCREWS AND,NAILS SHALL -NOT BE USED TO FASTEN ASSEMBLY INTO THE END GRAIN OF WOOD. [SEE SHEET 2 FORCONTINUATION OF NOTES] DATE INI FLOR"IDA EXTRUDERS 12540NJEw TT LANE 12/10/03 R JA CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: INSTALLATION DETAIL W/#8 SCREWS OR NAILS 7i29/04 R JA SINGLE HUNG FIN WINDOW - SERIES 1000, 1500, & 2000 DRAWN BY: BB I APPROVED BY: RJA DATE:7/29/04 SCALE: N. T. S. DWG_:FLEX0026 SHT I OF "l., #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 18 X 83 2 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 1H4 .25 1/2 X 49 5/8 2 3 2438 27 1/2 X 43 1/2 2 3 IH45 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 1H6 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 i 2 2 4 30 1/2 x 38 3/8 30 1/2 x 50 5/8 29 112 X 37 3/8 29 1/2 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 1/2 X 71 2 4 2844 31 1/2 X 51 1/2 2 3 30 1/2 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 1/2 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 43 112 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 34 IMPORTANT INFORMATION & GENERAL NOTES (cont) ANCHOR INSTALLATION INSTRUCTIONS (cont) #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 IAMBS. 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 6S0148. 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. 'EV FLORIDA EXTRUDERSI2540 Ew TT LANE A B CERTIFICATE OF AUTHORIZATION NO. 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 --J 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 C> a o � n 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) DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB 1/4' MAX. SHIM SPACE 1-1/8' MIN.J EMBEDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT CAULKING REQUIRED (SEE NOTE 23. EMBEDMENT a 1-1/4' MIN. o D LINSTALLATION ANCHOR w m 3/16' DIA. TAPPER o (NOTE 15) a o � w CONCRETE OR :2 Z MASONRY OPENING J BY OTHERS W o: D_ W SECTION A -A Of� 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 118 WOOD SCREW (TYP.) (NOTE 21) (ANCHORS SHOWN 1N 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 1/8' MIN. E BEDMENT (TYP.) 3/4" MAX. SHEATHING I BY OTHERS \_SLIDING GLASS DOOR INTERLOCK HOOK 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. ` REV DESCRIPTION B REHSED NOTES T. 2.3. 6. TT. 2D. 25 & 30 AND ADDED AND/OR RENSED RELATED REFERENCES AND/OR ILLUSTRATIONS. ADDED NOTE 20 ANO RELATED ILLUSTRATIONS. DEC 1 6 2 4 RENUMBERED NOTES a TO TO & 21 TO 29 AND REwSEO REFERENCES TO THESE NOTES. REVSED TAPPERS FOR 90%% 3-PANEL DOORS. C ADOED DISCLAWER. [SEE SHEET 2 FOR CONTINUATION OF NOTES] DATE INI INTERNATIONAL, INC. FLORIDA EXTRUDERS 2540 JEWETT 'LANE 12/18/ 33 RJA 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 ®m ATE: 7/29/04 SCALE: NTS JDWG #: FLEX0027 SHT I OF 2 S ANCHOR INSTALLATION CHART Nominal Door Size and Configuration Door Size REQUIRED QUANTITIES OF ANCHORS HEAD #8 WS ( ) (TAPPER) 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 10068 XX OX XO 120 x 80 12 12 12 6 6 7 (D1) 8 1 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 D2 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 10 12080 OXO 145 118 x 96 14 14 14 7 8 D1 9 D2 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 (D1) 8 8 15068 XXX 178 5/8 x 80 16 16 16 8 16 (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 1 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 5/8 x 96 12 12 12 6 6 7 D1) 10 10 12080 OXXO 143 5/8 x 96 14 14 14 7 1 8 Dl 9 (D2) 10 10 16080 OXXO 191 5/8 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 191 518 x 120 18 19 22 10 (D1) 13 (D4) 16 (D7) 12 12 10068 XXXX 117 1/4 x 80 12 12 12 6 6 6 8 8 12068 XXXX 141 114 x 80 14 14 14 7 7 8 D1 8 8 16068 XXXX 189 1/4 x 80 16 16 16 9 (D1) 10 (D2) 12 (D4) 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 189 114 x 96 16 16 19 9 (D1) 12 (D4) 13 (D5) 10 10 100100 XXXX 117 1/4 x 120 12 12 12 6 6 7 D1 12 12 120100 XXXX 141 1/4 x 120 14 14 14 7 8 D1 10 D3 12 12 160100 XXXX 189 1/4 x 120 16 18 21 10 (D2) 13 (D5) 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) "D1" MEANS, INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) "D2" MEANS, INSTALL TWO TAPPERS IN 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) "D6" MEANS, INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. 8) "137" 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. B: 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 (conL) 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 B18.6.1 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 INSTALLATION SHALL 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. E FLORIDA EXTRUDERS INTERNATIONAL,2540A 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 #:FEEX0027 SHEET 2 Of 2 - =r H OR N INSTAALLAT[ON ANCHOR INSTALLATION AN C O _ CQuLK-6ETWEE 3/-16' DIA TAPPER .... t18 WOOD SCREW ZTYP. WHERE _ -- -: WOOD BUCK & (NOTE 17) TAPPERS ARE NOT MAS'Y- OPENING CONCRETE OR pNE BY WOOD REQ'D. - NOTE 22> BY OTHERS MASONRY OPENING BUCK BY OTHERS , BY OTHERS (NOTE 11 & 12) - CAULK BETWEEN DOOR FLANGE SHIM AS & WOOD BUCK DSLIDING GLASS (SEE DOOR FRAME PERIMETER NOTES) JAMB p:. v,': 1 1/4'. MIN.- -: \ 1/4' MAX. CAULK BY OTHERS o EMBEDMENT SHIM SPACE STUCCO — BY OTHERS INSTALLATION ANCHOR t18 SCREW 4/OOD (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 0 � o INSTALLATION ANCHOR tt8 \,✓OOD SCREE✓ W/PLASTIC ANCHOR (TYP. WHERE TAPPERS ARE NOT REO'D. SEE NOTE 22) LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED OF -CONCRETE (-SEE NOTE 2). SHIM AS REOUIRED,(SCC_NOTE 1). - - - . _—_.-_,,,CONCRETE OR MASONRY OPENING BY OTHERS a.. 0 CAULK BETWEEN HOOK STRIP & a WOOD BUCK I I/8' MIN. EMBEDMENT (TYP.) Q a 3/4' MAX. UZ- CAULK BETWEEN TEMPERED GLASS DOOR FLANGE (TYP.) & WOOD BUCK TEMPERED GLASS PERIMETER I (TYP.) STUCCO SLIDING GLASS CAULK BY CONCRETE OR HOOK BY OTHERS DOOR FRAME OTHERS MASONRY OPENING t� HEAD BY OTHERS STRIP DETAIL SLIDING GLASS DOOR -- S.G.D. WIDTH STUCCO INTERLOCK BY OTHERS Disclaimer The purpose of this installation drowing is to present the monufocturersrecommIi endoons for onchoroge (i.e_, concrete screws, wood screws and nails) to ochie�e the design pressure specified on me TEMPERED SECTION B — B fenestration product as required 6y Florida Building Code. Section 1707.4-4_ Anchorage Methods. Recommendations regarding flashing, sealing. seotonts or other joint seoiont practices does not constilu.le o ,\\— GLASS (TYP.) C worrontyeither expressed orimplied. DOOR IMPORTANT INFORMATION & GENERAL NOTES HEIGHT These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be followed fully. A :] GENERAL INSTALLATION INSTRUCTIONS 1) SHIM AS REQ'D_ AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM_ MAX. ALLOWABLE SHIM STACK TO BE 1/9'- CAULKING LOAD BEARING SHIM AT SILL MUST BE PRESSURE TREATED WOOD OR PLASTIC AND MUST BE COMPLETELY ENCAPSULATED IN CAULKING OR SET INTO WET CONCRETE_ (SEE NOTE 2>• 2) USESILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS. LIBERALLY APPLY S[UCONIZED ACRYLIC REQUIRED 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 FODOOR AND BETWEEN HOOUND HEAD AFTER K STRIP & / 3) USE SILICONIZED ACRYLIC CAULK.FOR PERIMETER SEAL AROUND EXTERIOR O / B B BUCK FOR POCKET DOORS. 4) JAMB AND SILL CORNERS ARE TO BE SEALED WITH A SMALL )DINT SEAM SEALER. 5) DOOR FRAME MATERIAL: ALUMINUM ALLOY 6063. SECUREY FASTEND TO TRANSFER THE LAD TO TH 6) TWO BY WOOD BUCK AND/OR FRAMING AT THE HTOKTE PER FBCESECTIONL1707.4.4 2EAND THE ENGINEER OORECORD'SL v A MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSRA EXTERIOR ELEVATION DETAILS. l/2' 2 PANEL DOOR SHOWN 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 500 AND 2000 SERIES SLIDING GLASS DOORS- Q (SEE NOTES 8, 9 & 10> g) WHERE "X" REPRESENTS MOVING PANEL AND "O" REPRESENTS FIXED PANEL, APPROVED CONF[GURATLONS ARE ti5 o LISTED ON THE ANCHOR INSTALLATION CHAR ' [S EET =`'CONTINUATION OF NOTES] NIL Vfir:• o v_ [N , RIB �4 All, INC W FL0 I !�T ��` 20 JEWET LANE; EMBEDMENT a RE DESCRIPTION DATE [NI 1 r n 1-1/4- MIN. oU`I o RE�sro NOTE, z. ). 6. T T. T z. 1 21 1 8103 R J A 4:11 - Z , B ��_ �6. zz. zl s� N+o •ooEo CERTiFICATC f THORRA NO_"9235 SANCORI�, �NO70R RCISEO RELATED INSTALLATION ANCHOR o� Z REFERENCES N+O/oR ILLUSTRATIONS. f DING GLASS DOOR 500, 1000 & 2000 RENU,.ocaro NOTES 6 ro To AND TITLE: DIA- TAPPER < RCIS(oRErERCNcrsToTHESE MASONRY INSTALLATION WITH NON -STI UC1IJIZ/1L. 3/16' NOTES RCMSEo TAF_KCRs FOR 9OKK [SUCK AND TAPPERS (NOTC 17)1 G 2004 )-P—CL DOORS ----- li DRAWN BY: BB APPROVED 13Y: RJA CONCRETE OR W a ADDED DISCLAIMER. 7/29/04 R jA - �g C — r MASONRY OPENING DATE: 7/29/04 SCALE: NIS DWG u ra-ao2i ,] ]�-L I ( l BY OTHERS MAX. .SHIM ,S .MIN. OR 2X8 WOOD_ EMBEDMENT - -2X4, _2X6;, BY OTHERS (NOTE 6) ONE BY WOOD BUCK BY OTHERS (NOTE 11 & 12) INSTALLATION ANCHOR 1T8 WOOD SCREW (TYP.) (NOTE 23) CAULK BETWEEN (ANCHORS, SHOWN IN SAME PLANE FOR CLARITY ONLY - WOOD BUCK & HOOK STRIP ANCHOR HOLES MAS'Y. OPENING SPACED 2' APART ON BY OTHERS OPPOSITE ..FLANGES.) SHIM AS REO'D. (SEE NOTES) SLIDING GLASS DOOR HOOK STRIP 4 INSTALLATION ANCHOR 3/16' DIA. TAPPER (NOTE 17) 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 48 x 80 3 3 3 3 q 4 4 4 8 8 5t>68 XX, OX, XO 60x80 3 3 4 q 4 8 6068 XX, OX, XO 72.80 4 4 5 4 4 8 8068 XX, OX, XO 96z80 5 6 5 6 7 (D1) 4 4 8 10068 XX OX XO 120 x 80 3 5 5 10 5080 XX, OX XO 60 x 96 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 (D1) 5 5 10 10080 XX OX XO 120 z 96 6 6 12 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 (D1) 12 80100 XX OX XO 96 z 120 5 5 4 4 8 9068 OXO 109 1/8 x 80 6 6 6 4 4 8 12068 OXO 145 1/8 x 80 7 7 9 D2 4 8 15068 OXO 181 1/8 x 80 8 1 10 (D2) 11 (03) 4 5 10 9080 OXO 109118x96 6 6 6 5 5 5 10 -12080 OXO 145 1/8 x 96 7 8 D1 9 D2 5 5 10 15080 OXO 181 1/8 x 96 8 1 1 13 6 7 D1 12 901000XO 1091/8x120 6 7 6 9 (D2) 6 10 (D3) 6 7(p1) 12 120100 OXO 145 118 x 120 4 4 8 9068 XXX 106 518 x 80 6 6 6 4 8 12068 XXX 142 518 x 80 7 7 8 (DI) 4 4 8 15068 XXX 178 518 x 80 8 10 (D2) 11 (D3) 4 5 10 9080 XXX 106 5/8 x 96 6 6 6 5 5 5 i0 12080 XXX 142 5/8 x 96 7 8 D1 9 D2 5 5 10 15080 XXX 178 518 x 96 8 11 (D3) 13 7 12 90100 XXX 106 -54 z 120 6 6 6 6 6 7 12 120100 XXX 142 518 x 120 7 9 (D2) 10 (D3) 4 8 10068 OXXO 119 518 x 80 6 1 6 7 131 4 4 8 12068 OXXO 143 518 x 80 7 7 8 D1 4 4 8 16068 OXXO 191 5/8 x 80 9 1 10 (DI) 12 (D3) 4 5 10 10080 OXXO 119 5/8 x 96 6 6 7 D1 5 5 10 12080 OXXO 143 518 x 96 7 8 D1 9 D2 5 5 5 10 16080 OXXO 191 518 x 96 9 12 (133) 14 (D5) 7 131 12 100100 OXXO 119 518 x 120 6 6 7 O1 6 6 7 D1 12 1 120100 OXXO 143 5/8 x 120 7 9 D2 10 D3) 6 7 (D1) 160100 OXXO 191 518 z 120 10 (D1) 13 (D4) 16 (D7) 8 8 10068 XXXX 117 114 x 80 6 6 6 4 4 4 8 12068 XXXX 141 1/4 x 80 7 7 S 131 4 4 8 16068 XXXX 189 1/4 z 80 9 (D1) 10 (D2) 12 (D4) 4 10 10080 XXXX 117 1/4 x 96 6 6 7 D1 5 5 5 10 12080 XXXX 141 114 x 96 7 8 D1 9 (D2L 5 5 10' 16080 XXXX 189 1/4 x 96 9 (D1) 12 (D4) 13 (D5) 5 12 100100XXXX 117 114 z 120 6 6 7 D1 6 7 D1) 7 O1 12 120100 XXXX 141 1/4 x 120 7 8 D i 10 D3 6 6 7 (D1) 12 160100 XXXX 189 1/4 x 120 10 (D2) 13 (D5) . 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'D. -01- MEANS. INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION. HOLES. 2) -D2" MEANS. INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES_ 3) "03- INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 4) MEANS. "D4- INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES- 5) MEANS. -D5- INSTALL TWO TAPPERS IN FIVE SETS OF -INSTALLATION -HOLES. 6) MEANS. 7) -06- MEANS. INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. "07- MEANS. INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 8) TAPPERS IN HEAD 8, SILL SHOULD BE PRIORITIZED AS FOLLOWS: 9) LOCATION OF ADDITIONAL A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN HEAD & SILL. B: SECONDLY_ AT EACH END 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 END OF JAMBS NEAR HEAD & SILL CORNERS. C: LOCATIONS IN JAMBS OTHER THAN AS USTED IN A & B. i IMPORTANT INFORMA GENERAL NOTES (cont.) GENERAL INSTALLATION INSTRUCTIONS (Cont-) - 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHOR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS "A -A", _13-68, 1100i, ', I [m, I ;: I:;II ;*x^;q 1 10 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" DIAMN l ER AN1 ) 1 3/8' LENGTH (5/8" EMBEDMENT), A HARDENED 'MASONRY NAIL" WITH A 0.148" DIAMETER AND I lh" 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. BUCKS GREA F1 ,; I k IA.I I` NOMINAL (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2- THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE I I. 13) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOI; 1! II::'NVIROM-LENT AND/OR FRAMING MATERIAL WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RFC(_1M.NIf N[IAFION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 14) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/I6" IN DIAMETER. IS) 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 WOOD < t.IC:> I;ti' IItJi1). 3/16" DIA. TAPPER CONCRETE SCREW (SILL AND NON-STRUCTURAL ONE BY WOOD BUCK ON HEAD AND JAMBS)- 17) WHERE DOOR IS INSTALLED IN MASONRY OPENING WFTH ANON -STRUCTURAL ONE BY WOOD BUCK (NOTE 11) FOR THE HEAD AND JAMBS AND A OR CO,d•r-RETE SILL, USE A 3/16" DIA_ TAPPER CONCRETE SCREW OF SUFFICIENT LTH: TO ACHIEVE MIN. EMBEDMENT OF 1-1/4" 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 ANCHORS FRONT TO BACK IN ALL FRAME MEMBERS. 21) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TITEN (by SIMPSON STRONG -TIE) CAN 6E SUBSTITUT!_U V✓I I II Ii= FOLLOWING LIMITATIONS FOR THE 120" HEIGHT SLIDING GLASS DOORS: a) INSTALL ONE ADDITIONAL FASTENER IN EACH JAMB OVER CHART REQUIREMENTS. 22) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE HEAD AND JAMB NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION Si iAL L BE !,NC HORED WITH #8 WOOD SCREWS OF SUFFICIENT LTH- TO PROVIDE MIN. 5/8 IN, EMBEDMENT INTO WOOD BUCK_ ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE ANCHORED WITH "BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACTURED iALSTENING, 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.G.1) ( ! 'U1 i ICIENT LENGTH TO ACHIEVE 1-1/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK RECEIVING THE POINT. 24) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD SC EW REQUIREMENTS 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 GRAVI LY OF 0 55 FOR SOUTHERN PINE - DESIGN PRESSURE RATING & F13C REQUIREMENTS 27) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED R IR NE.CT I ARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 28) 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. 29) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZEDOR INSULATING GLASS. 30) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 31) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707-4.4-I FOR ANCHORING REQUIREMENTS, 1707.4.4-2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAI. WWI I I;A[FS AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1; 2002, REv FLORIDA EXTRUDERS` 2�540j11.wE.:'I'T.I,ANF A CERTIFICATE OF AUTHORIZATION NO 9235 S A N I' O R I (--) I O IZ I DA B TITLE SLIDING GLASS DOOR 500, 1000 8. 2000 C MASONRY INSTALLATION WITH N111,1 --- BUCK AND TAPPERS DRAWN (3Y: BB APPROVED HY I' ire DATE: 7/29/04 SCALE:NTS DWG urLEXOOLI SIILI_( 2 Of .- - _.... _. -;.-.. :.: ...:._.._ham_ ..... , - `�i•G�'e , a.ari- .,3Y.+" .s ...._..=�:r�'scr3,af "�=xrmWac� I X 2 X 1/8 1000 S.H. I X 2 X 3/8 ONE BY WOOD DETAIL C 1000 S.H. TUBE MULLION TUBE MULLION l JAMB (TYP.) JAMB (TYP.) 1 BUCK BY OTHERS 1 CONCRETE OR MASONRY Q BY OTHERS 1 I/4' MIN. - #8 X 112 SELF #8 X 1/2 SELF EMBEDMENT TAPPING SMS TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (1 I 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) 1 X 4 X 1/8 TUBE MULLION JAMB 00 S.H. J JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION 148 X 1-1/2 SELF TAPPING SMS SECTION A -A (5) SEALANT BETWEEN WINDOW FLANGES & MULLION 2 X 4 X 3/8 #8 X 1-1/2 SELF TUBE MULLION TAPPING SMS ECTION A -A (2) I X 2 7/16 X 3/8 1000 S.H. TUBE MULLION 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 �4) 1 X 4. X 3/8 / TUBE MULLION INSTALLATION ANCHOR 3/16" DIA. TAPPER SCREW ANCHOR (TYP.) EXTERNAL MULLION INSTALLATION CLIP TYPICAL MULLION TO CONCRETE (9 HEAD MULLION (APPLIES TO HEAD & SILL WHERE 1 " X 4' & 2" X 4" TUBE MULLIONS ARE USED) For alternate sill DETAIL B #8 x profiles where "Sill 112 Clip" is not suitable. SELF it is acceptable to INSTALLATION ANCHOR TAPPING use "Installation Clip" 3/16" DIA. TAPPER SMS as shown in Detail C SCREW ANCHOR (TYP.) (with or w/o bucking. r— x SILL CLIP 48 X 1-1/2 SELF , SEALANT BETWEEN TAPPING SMS WINDOW FLANGES & MULLION SECTION A -A (7) DETAIL C #8 SELF TAPPING SMS (TYP.) DETAIL B ELEVATION #8 X 1/2 SELF VIEWED FROM EXTERIOR TAPPING SMS w ao c in t r T U O ° J Z SEALANT BETWEEN Co L` 1 WINDOW FLANGES co & MULLION Q C c #8 X 1-1/2 SELF a� ° �;- - TAPPING SMS ;,in !�j "r SECTION A -A (6) J Jf Q J 1 1/4' MIN. Q EMBEDMENT Q PRECAST SILL BY OTHER AUXILIARY PLATE (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) LLE I __ I q 0 MULLION O FLORIDA EXTRUDERS: 22540NJEWETT 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 IAPPROVED BY: WAB ®mm DATE:(/ 1 7/04 SCALE: NTS I DWG_: 1 VMELG -.7-1y:Z( SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES IN PSF CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY WINDOW WINDOW 1 X2X 1 /8 1 X2X 1 /8 1 X2X3/8 1 X2X3/8 t X2 7/16X1/8 1 X2 7/16X1/8 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 1 SECT. A-A(!SECT. A -A Z 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 19 1 /8 X 38 3/8 19 1 /8 X 50 5/8 19 1 /8 X 56 1/4 336.52 209.72 131.23 94.1 3 732.42 317.66 131.23 94.13 336.52 209.72 152.75 127.29 692.83 429.55 177.46 127.29 336.52 209.72 152.75 135.81 732.42 456.46 193.92 1 39.09 336.52 209.72 152.75 135.81 732.42 456.46 271.83 194.97 791.81 493.47 359.41 319.55 1187.72 740.20 539.12 460.17 791.81 493.47 359.41 319.55 1187.72 740.20 539.12 479.33 1 187.72 740.20 539.12 479.33 14 145 15 19 1 /8 X 63 65.97 65.97 89.21 89.21 97.48 97.48 119.85 136.64 282.02 423.03 282.02 423.03 423.03 16 1.9 1 /8 X 72 19 1 /8 X 84 43.49 26.96 43.49 26.96 58.81 36.45 58.81 36.45 64.27 39.83 64.27 39.83 90.09 55.84 90.09 55.84 212.62 131.79 21 2.62 131.79 296.98 184.08 296.98 184.08 365.75 294.03 17 26 1 /2 X 26 262.87 572.13 262.87 541.20 262.87 572.13 262.87 572.13 618.52 927.78 618.52 927.78 927.78 1 H2 1 H3 26 1 /2 X 38 3/8 26 1 /2 X 50 5/8 6 1 /2 X 56 1/4 26 1 /2 X 63 157.93 97.25 69.43 48.44 239.21 97.25 69.43 48.44 157.93 113.20 93.89 65.51 323.48 131.51 93.89 65.51 157.93 1 13-20 100.17 71.58 343.74 143.71 102.59 71.58 157.93 113.20 100.17 88.01 343.74 201.45 143.81 100.34 371.61 266.35 235.70 207.10 557.41 399.53 339.42 236.83 371.61 266.35 235.70 207.10 557.41 399.53 353.55 310.65 557.41 399.53 353.55 310.65 1 H4 1 H45 1 H5 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 21 7.1 1 217.11 267.38 1H7 26 1/2 X 84 19.62 19.62 26.53 26.53 28.99 28.99 40.64 40.64 95.93 95.93 133.99 133.99 214.02 37 X 26 216.75 471.75 216.75 471.75 216.75 471.75 216.75 471.75 510 765 510 765 765 22 37 X 38 3/8 122.22 185.12 122.22 250.32 122.22 266.00 122.22 266.00 287.57 431.36 287.57 431.36 431.36 23 24 7 X 50 5/8 73.34 73.34 85.36 99.17 85.36 108.37 85.36 151.91 200.86 301.29 200.86 301.29 301.29 245 37 X 56 1 /4 51.97 51.97 70.28 70.28 74.98 76.79 74.98 107.65 176.43 254.07 176.43 264.64 264.64 25 37 X 63 36.01 36.01 48.70 48.70 53.21 53.21 65.43 74.59 153.96 176.06 153.96 230.94 230.94 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 26 191.61 417.04 191.61 394.49 191.61 417.04 191.61 417.04 450.85 676.28 450.85 676.28 676.28 32 33 3 1 /8 X 38 3/ 98.38 149.02 98.38 201.51 98.38 214.14 98.38 214.14 231.50 347.25 231.50 347.25 347.25 34 53 1 /8 X 50 5/8 56.23 56.23 65.45 76.04 65.45 83.09 65.45 116.47 154.00 231.01 154.00 231.01 231 .01 345 53 1 /8 X 56 1 /4 39.32 39.32 53.17 53.17 56.73 58.10 56.73 81.44 133.48 192.22 133.48 200.23 200.23 35 53 1 /8 X 63 26.92 26.92 36.40 __ 36.40 39.78 39.78 48.91 55.76 115.08 1 31.60 115.08 172.63 172.63 36 53 1/8 X 72 17.34 17.34 23.45 T3.45 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 14.21 114.21 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 REOUIRED AT EACH END USING 1 1/4" EMBEDMENT. B) 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 OPENING S 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. FLORIDA EXTRUDERS INTERNATIONAL, INC 2540 JEWETT LAME SANFORD FLORIDA TITLE: DESIGN PRESSURE CAPACITIES FLANGE VERTICAL MULLIONS - S E R. 1000 & 1500 DRAWN BY: JBH APPROVED BY: WAB DATE. 6/ 1 7/ 0 4 SCALE. -FULL DWG.. I V M F L G PG 2 Trussway, Ltd. Southeastern Division 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407)857-7855 Project: Lennar Homes, Cayenne C Celery Estates Lot 16, 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: Mitek2020 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 61G5-31.003, section 5 of the Florida Board of Professional Engineers. HRO1, JO1-J03, ROl-R08, R11, R12, R19-R21, R27-R30, FO1-F17, FRO1, FR02, FRO 5-FRI I pE comn AO EVIEWED FAR �� RIND R COR, November 6, 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 TRUSSWAY, Ltd. 8850 Trussway Blvd. To: Delivery List Job Number: LE3161 Orlando, FL 32824 Lennar Orlando Phone:407-857-2777 Fax:407-857-7855 Orlando, Florida Page: 1 Date: 11-02-2006 - 5:01:00 PM Project: Block No: Model: CAYENNE Lot No: Project ID: multiple Contact: Site: Office: Deliver To: Account No: Designer: JMT Name: CAYENNE Phone: Salesperson: C Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 3-9-7 3 HRO1 8-5-1 OUTRIGGER 4.24 1-5-0 0-0-0 36 lbs. each 0.00 1-9-15 6 J01 2-0-0 JACK 6.00 1-0-0 0-0-0 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 20 lbs. each 0.00 (1) 2-Ply 3 - 9 - 15 2 R01 40-0-0 RHIPGIR 6.00 1-0-0 1-0-0 2261bs. each 2X4/2X6 0.00 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 0.00 6-9-15 % 2 R04 40-0-0 RHIP 6.00 1-0-0 1-0-0 204 lbs. each 0.00 7-9-15 2 R05 40-0-0 RHIP 6.00 1-0-0 1-0-0 200 lbs. 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 I-0-0 1-0-0 217 lbs. each 0.00 10-9-15 2 R08 40-0-0 REG 6.00 1-0-0 1-0-0 206 lbs. each 0.00 6-2-14 1 RII 40-0-0 RHIP 6.00 1-0-0 1-0-0 197 lbs. each 0.00 6-2-14 1 R12 40-0-0 RHIP 6.00 1-0-0 1-0-0 207 lbs. each 0.00 3-4-3 1 R19 6-0-0 MONO GIR 6.00 0-0-0 0-0-0 33 lbs. each 2X4/2X6 0.00 (1) 2-Ply 6 - 4 - 15 2 R20 40-0-0 RHIPGIR 6.00 1-0-0 1-0-0 234 lbs. each 2X4/2X6 0.00 2-10-7 1 R21 8-2-0 COMMON 6.00 1-0-0 1-0-0 35 lbs. each 0.00 6-4-15 1 R27 22-4-0 RWIG 6.00 1-0-0 1-0-0 138lbs. each 0.00 6-4-15 1 R28 22-4-0 REG 6.00 1-0-0 1-0-0 102lbs. each 0.00 6-4-15 1 R29 22-4-0 REG 6.00 1-0-0 1-0-0 102 lbs. each 0.00 TRUSSWAY, Ltd. To: 8950 Trussway Blvd. Delivery List Job Number: LE3161 Orlando, FL 32824 Lennar Orlando Phone:407-857-2777 Fax:407-857-7855 Orlando, Florida Page: Date: 2 11-02-2006 - 5:01:01 PM Project: Block No: Model: CAYENNE Lot No: Project ID: multiple Contact: Site: Office: Deliver TO: CAYENNE Account No: Designer: JMT Name: Phone: C Salesperson: Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 6-4-15 3 R30 22-4-0 REG 6.00 0-0-0 1-0-0 94 lbs. each 0.00 1 FOi 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 102lbs. each 3 F03 20-0-0 BT 1-4-0 0-0-0 0-0-0 105 lbs. each c3-2-4 4 F04 23-0-8 BTN 1-4-0 0-0-0 0-0-0 127 lbs. each 4 F05 23-0-8 BBN 1-4-0 0-0-0 0-0-0 123 lbs. each 1 F06 23-0-8 BBN 1-2-8 0-0-0 0-0-0 1191bs. each cl-I-12 / 1 F07 21-10-12 TBC 1-2-8 0-0-0 0-0-0 114 lbs. each c1-1-12 5 F08 21-10-12 BBC 1-4-0 0-0-0 0-0-0 115 lbs. 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 112lbs. each 1 Fll 21-5-8 FLOOR 1-4-0 0-0-0 0-0-0 113 lbs. each 6 F12 3-6-0 NN 1-4-0 0-0-0 0-0-0 1 F13 391bs. each 6-9-0 FLOOR 1-4-0 0-0-0 0-0-0 9 F14 75 lbs. each 14-0-8 BN 1-4-0 0-0-0 0-0-0 1 F15 113 lbs. each 21-4-0 BBB 1-4-0 0-0-0 0-0-0 1 F16 1091bs. each 21-4-0 BBB 1-2-8 0-0-0 0-0-0 7�T 43 F17 2-1-8 BT 1-4-0 0-0-0 0-0-0 — 2 (1) 2-Ply FR01 261bs. each 5-8-0 FLATGIR 1 - 1 - 0 0.00 0.00 0-0-0 0-0-0 _ (1) 2-Ply 1 - 1 - 0 2 FR02 7-1-8 FLAT GIR 0.00 0-0-0 0-0-0 65 lbs. each 0.00 _ TRUSSWAY, Ltd. 8850 Trussway Blvd. Orlando, FL 32824 Phone:407-857-2777 Fax:407-857-7855 TO Lennar Orlando Orlando, Florida DeliveryList Job Number: LE3161 Page: 3 Date: 11-02-2006 - 5:01:01 PM Project ID: multiple Project: Block No: Model: CAYENNE Lot No: Contact: Site: Office: Deliver To: CAYENNE C Account No: Designer: JMT Salesperson: Quote Number: Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 10 FR05 41 lbs. each 10-0-0 FLAT TRUSS 1-4-0 0.00 0.00 0-0-0 0-0-0 1 FR06 47 lbs. each 11-7-0 FLAT TRUSS 1-4-0 0.00 0.00 0-0-0 0-0-0 1 FR07 39lbs. each 9-9-0 FLAT TRUSS 1-4-0 0.00 0.00 0-0-0 0-0-0 FR08 22lbs. each 5-8-8 301 1-4-0 0.00 0.00 0-0-0 0-0-0 1 FR09 57 lbs. each 14-4-0 301 1-4-0 0.00 0.00 0-0-0 0-0-0 1 FR10 27 lbs. each 6-11-0 301 1-4-0 0.00 0.00 0-0-0 0-0-0 1 FR11 16 lbs. each 4-0-0 301 1-4-0 0.00 0.00 0-0-0 0-0-0 MISC. ITEMS Quantity: Description: 2 19-04-00 1-3/4' x 16' LVL 24 MSH413 4 THD26 (2-Ply) �"�1 LE3161R HR01 Trussway, Orlando, FI -1-5-C 150 OUTRIGGER uty Ply LE3161-Lennar Orlando - CAYENNE 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07 5-10-9 8-5-1 5-10-9 2-6-8 2x3 11 E 3x3 = U4 = 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/TPI2002 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 BOT CHORD 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/d TC 0.25 Vert(LL) -0.21 B-F >4 BC 0.58 Vert(TL) -0.53 B-F >1 WB 0.09 HOr7(TL) 0.00 F (Matrix) 4)-��,ic a! connection (by others) of truss to 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=10)-to-F=-42(F=-11, 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) efl Ud PLATES GRIP 66 240 MT20 244/190 81 180 n/a n/a Weight: 37 lb H402821 Scale = 1:19.9 1 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 JNCLUDEO MITER 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. H ou Alcorn 7 9 Y 9 Y P P 9 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 'i 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 Nzr 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, WI53719. LE3161-LennarOrlando - H40285 LE3161R 1101 (JACK 1 1 IJob Reference Truss— Orlando. FI 6.200 s Jul 13 2005 -1-0-0 2-0-0 C 1-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 0.06 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) 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 purlins. 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 TOPCHORD 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 Ito uplift at joint B and 36 lb uplift at joint 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 -verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 an individual building component. Applicability of design paromeniers 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/TPll Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Scale = 1:8.1 PLATES GRIP MT20 244/190 Weight: 8 lb 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 8850 Trussway Blvd. Orlando, FL 32824 qlCowop (407) 857 2777 Job Truss fLs LE3161R J02 JACK Trussway, Orlando, A -1-0-0 1-0-0 Uty Ply LE3161 - Lennar Orlando -CP 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Indust 4-0-0 4-0-0 C H40286 Scale = 1:12.5 4-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 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 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. 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 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH-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'Onofrio Drive, Madison, wl 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 TRUSSW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 JOO truss nus: LE3161R - J03 JACK Trussway, Orlando, FI -1-0-0 1-0-0 3x3 = Qty Ply LE3161 - Lennar Orlando - CA i 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industi 6-0-0 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.06 B-D >999 240 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 FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 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 (lb) Maximum Compression/Maximum Tension TOPCHORD 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 H402871 Scale = 1:18.2 1 PLATES GRIP MT20 244/190 Weight: 21 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006I WARNING - ver(& design parameters and READ NOTES ON THIS AND WCLUDED DHTEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn 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. 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'Onofrio Drive, Madison,. WI 53719. Job Truss Truss Type Qty y Oriando-CAYENNE H40292 LE3161R R01 RHIP GIR 1 2 FLE31-ennar rence (option 1 Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24:40 2006 Page 1 i1-0-0 6-0-0 11-6-2 17-2-1 22-9-15 28-5-14 34-0-0 40-0-0 41=0.p 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 2x4 11 6x7 % 3x5 = 3x5 = 3x6 = 3x5 = 6x7 6.00 Fl2 C D E F G H I Vv3W1 1 W1 W W v B J K n A 4I IY 0 0 47 = S R O 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 i 5-10-4 5-7-14 5-7-14 5-7-14 5-7-14 I 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/TPI2002 (Matrix) Weight: 452 Ib LUMBER NOTES (12 13)— 1) 2-ply truss to be connected together with 0.131"xY LOAD CASE(S) TOP CHORD 2 X 4 SYP No.2ND Nails as follows: Standard BOT CHORD 2 X 6 SYP No.2 Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 Regular: Lumber Increase=1.25, Plate Increase=1.25 WEBS 2 X 4 SYP No.3 oc. 1) Uniform Loads (plf) Bottom chords connected as follows: 2 X 6- 2 rows at Vert: A-C=-60, C-1=-116(F=-56), I-K=-60, B-S=-20, BRACING 0-9-0 oc. L-S=-39(1`=19), J-L=-20 TOP CHORD Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Concentrated Loads (lb) Structural wood sheathing directly applied. 2) All loads are considered equally applied to all plies, Vert: S=-360(F) L=-360(F) BOT CHORD except if noted as front (F) or back (B) face in the LOAD Rigid ceiling directly applied or 7-5-6 oc bracing. CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), REACTIONS (lb/size) unless otherwise indicated. B = 3058/0-3-8 3) Unbalanced roof live loads have been considered for J = 3058/0-3-8 this design. Max Horz 4) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; B =-75(load case 6) TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; Max Uplift enclosed; MWFRS gable end zone; cantilever left and B =-1424(load case 4) right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. J =-1424(load case 3) 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom FORCES (lb) chord live load nonconcurrent with any other live loads. Maximum Compression/Maximum Tension 7) This truss requires plate inspection per the Tooth TOP CHORD Count Method when this truss is chosen for quality A-B = 0/29 B-C =-6188/3010 assurance inspection. C-D =-8694/4425 D-E =-10325/5247 8) Provide mechanical connection (by others) of truss to E-F =-10281/5223 F-G =-1028115223 bearing plate capable of withstanding 1424 lb uplift at G-H =-10281/5223 H-I =-8704/4431 joint B and 1424 lb uplift at joint J. I-J =-6186/3009 J-K = 0/29 9) Girder carries hip end with 6-0-0 end setback. BOT CHORD 10) "Fix heels only" Member end fixity model was used �JJ` B-S =-2649/5436 R-S =-2641/5408 in the analysis and design of this truss. Q-R =-4355/8693 P-Q =-4355/8693 11) Hanger(s) or other connection device(s) shall be O-P =-5177/10325 N-O =-4317/8704 provided sufficient to support concentrated load(s) 360 M-N =-4317/8704 L-M =-2596/5406 lb down and 219 lb up at 34-0-0, and 360 lb down and J=L =-1603/5434 219 lb up at 6-0-0 on bottom chord. The Igbal KAGagan, P.E. WEBS design/selection of such connection device(s) is the Florida P.E. No. 25389 C-S =-170/573 I-L =-167/566 responsibility of others. D-R =-1578/1063 E-P =-640/550 12) NOTE: Refer to yellow bracing and/or T-1 sheet for 8850 Trussway Boulevard G-O =-632/545 H-M =-1555/1051 more information. Orlando, FL 32824 C-R =-1996/3778 D-P =-967/1875 13) NOTE: The seal on this drawing indicates E-O = -85/48 H-O =-933/1814 acceptance of professional engineering I-M =-2004/3793 responsibility solely for the truss component design shown. March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, AlcoTX rn 7 Applicability of design aromenters 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 fY 9 9 9 9 8850 691 6900 T 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. RUSWW 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 fuss N55 ype ty y LE3161-r Orlando - CAYENNE Lenna 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 r1-0-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 41-0-p 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 = 1:71.0 6x6 ; 6x6 ZZ 3x5 = US= 2x4 3x5 = 6.00 12 2x4 � � D E F G H I 2x4 i R S J C 4 W W2 W2 3 ,. 5 W o MA B K L m y 0 )V 0 5x5 = Q P p 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/dell 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/TPI2002 (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; pudins. 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 A-B = 0/26 B-C =-3033/1061 joint B and 527 lb uplift at joint K. 8) "Fix heels only" Member end fixity model was used in f 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-I =-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 lgbal KAGagan, P.E. BOT CHORD shown. 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 Standard Orlando, FL 32824 WEBS C-Q =-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 MD-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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 7RUSSW 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 rul LE3161R R03 Trussway, Orlando, FI RHIP 1 1 1 Lennar Job Reference M0 s Jul 13 2005 H40294I i1-0-Q 6-0-3 10-0-0 16-8-0 23-0-0 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 6x6 ; 6x6 3x6 = 3x5 = D E F G H 4x7 = P O N M L 4x7 = 4x9 = 4x6 = 3x5 = 4x6 = 4x9 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 TOP CHORD 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 TOP CHORD 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 =-2378/840 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 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 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 MII-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 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 10,20061 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUSSIAW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply LE3161 - Lerner Orlando - CAYENNE 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 it-0- 64-4 12-0-0 17-4-0 22-8-0 28-0-0 33-7-13 40-0-0 41-0-P 1-0-0 644 5-7-13 54-0 54-0 54-0 5-7-13 64-4 1-0-0 Scale = 1:71.1 6x7 = 3x5 = 3x5 = 6x7 = D E F G 6.00 12 2x4 O 2x4 C W2 1 W W2 3 H c7 4 o 4 W MA B I J M '? 0 Iq 0 47 = O N M L K 47 = 4x9 = 3x6 = 3x5 = 3x6 = 4xg = 104-9 20-0-0 - 29-7-8 - 40-0-0 104-9 9-7-8 9-7-8 104-9 Plate Offsets X,Y : B:0-0-4,0-0-2 , D:0-2-11,Ed e , G:0-2-11,Ed e , 1:0-0-4,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.26 I-K >999 240 MT20 244/190 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/TPI2002 (Matrix) Weight: 205lb LUMBER. WEBS TOP CHORD 2 X 4 SYP No.2ND H-K =-392/305 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 NOTES (8-9) 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 2-8-11 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 6-7-14 oc bracing. DOL=1.33 plate grip DOL=1.33. This truss is designed WEBS for C-C for members and forces, and for MWFRS for 1 Row at midpt E-O, F-K reactions specified. 3) Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 4) This truss has been designed for a 10.0 psf bottom B = 1657/0-3-8 chord live load nonconcurrent with any other live loads. 1 = 1657/0-3-8 5) This truss requires plate inspection per the Tooth Max Horz Count Method when this truss is chosen for quality B _-99(load case 4) assurance inspection. Max Uplift 6) Provide mechanical connection (by others) of truss to B =-530(load case 6) bearing plate capable of withstanding 530 lb uplift at I =-530(load case 7) joint B and 530 lb uplift at joint I. 7) "Fix heels only" Member end fixity model was used in FORCES (lb) the analysis and design of this truss. Maximum Compression/Maximum Tension 8) NOTE: Refer to yellow bracing and/or T-1 sheet for TOP CHORD A-B = 0/26 B-C =-2998/974 more information. 9) NOTE: The seal on this drawing indicates C-D =-2679/881 D-E =-2065/766 acceptance of professional engineering responsibility _ E-F =-2609/943 F-G =-2065/766 solely for the truss component design shown. G-H =-2679/881 H-1 =-2998/974 I-J = 0/26 LOAD CASE(S) BOT CHORD Standard B-O =-771/2618 N-O =-763/2569 Igbal KAGagan, P.E. M-N =-763/2569 L-M =-729/2569 Florida P.E. No. 25389 K-L =-729/2569 I-K =-740/2618 8850 Trussway Boulevard WEBS C-O =-392/305 D-O =-242/925 Orlando, FL 32824 E-0 =-777/388 E-M = 0/201 F-M = 0/201 F-K =-777/388 G-K =-242/925 March 10,2006 A WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITES 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 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 537)9. Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 TRUSDW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 ' LE3161R R05 Trussway, Orlando, FI RHIP Uty Fly LE3161-LennarOrlando - 1 1 Job Reference o tional 6.200 s Jul 13 2005 MiTek Ind H40296 �1-0-0 7-0-0 14-0-0 20-0-0 26-0-0 33-0-0 40-0-0 41-0-p 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 Iy 0 5x5 = N M L K J 5x5 = 3x5 = U6 = 4x9 = 3x6 = 3x5 = 10-0-0 10-0-0 10-0-0 Plate Offsets (X Y): [B:0-2-8,0-0-2] [H:0-2-8,0-0-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(ILL) -0.22 B-N >999 240 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) LUMBER TOP CHORD 2 X 4 SYP No.2 `Except` T2 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. BOTCHORD Rigid ceiling directly applied or 6-10-14 oc bracing. REACTIONS (lb/size) B = 1657/0-3-8 H = 1657/0-3-8 Max Horz B = -116(load case 4) Max Uplift B = -527(load case 6) H = -527(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-O =-2994/946 C-O =-2846/951 C-D =-2717/901 D-E =-2287/860 E-F =-2287/860 F-G =-2717/901 G-P =-2846/951 H-P =-2994/946 H-I = 0/26 BOTCHORD B-N =-71612614 M-N =-482/2017 L-M =-482/2017 K-L =-436/2017 J-K =-436/2017 H-J =-716/2614 WEBS C-N =-438/322 D-N =-169/626 D-L =-224/544 E-L =-441/333 F-L =-224/544 F-J =-169/626 G-J =-438/322 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 527 lb uplift at joint B and 527 Ib uplift at joint H. 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 10-0-0 PLATES GRIP MT20 244/190 Weight: 201 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 Design valid for use only with Mi7ek 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, 69TX 77093 PP N 9 P P P P P P N 9 9 r 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 TRILISWW 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 ype city Ply LE3161-Lennar Orlando - CAYENNE H40297 LE3161R R06 RHIP 7 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24:42 2006 Page 1 - it-0-0 5-4-0 9-7-11 16-0-0 20-0-0 24-0-0 30-4-6 34-8-0 40-0-0 41:2T i—r 1-0-0 54-0 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 11 6x7 = E F G 6.00 F12 2x4 I 2x4 II D H W 2 W3 2x4 i 2x4 Q Q Z ro R m C I 5 W 6 MA J K rn o to 5x5 = P 0 N M L 5x5 = 4x9 = 3x6 = 4xg = 3x6 = 4xg = 9-7-11 20-0-0 30.4-6 40-0-0 9-7-11 104-6 104-6 9-7-11 Plate Offsets X,Y : B:0-2-8,0-0-2 , J: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 TIC 0.93 Vert(LL) -0.23 L-N >999 240 MT20 2441190 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 FBC2004ITP12002 (Matrix) Weight: 223 Ib 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 11; 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 atjoiht 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 1-R =-2765/842 Standard 1-J =-3015/924 J-K = 0/26 BOTCHORD B-P =-701/2630 O-P =-354/1865 N-O =-354/1865 M-N =-354/1865 L-M =-354/1865 J-L =-701/2630 Igbal KAGagan, P.E. 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 G-N =-142/418 G-L =-340/915 Orlando, FL 32824 H-L =-384/289 I-L =-240/220 F-N =-287/220 March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES 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 arameniers 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 Y 9 9 9 9 (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. TRUSSerector. 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'Onofrto Drive, Madison, WI 53719. H40298 LE3161R R07 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:24:42 2006 Page 1 11-0-(1� 7-2-13 13-9-0 18-0-0 - 22-0-0 26-3-0 32-9-3 40-0-0 4t1 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 6x6 qIi 0 6.00 F12 6x6 G 5x5 = a P O N M 5x5 = 3x5 = 3x6 = 6x10 = 3x6 = 3x5 = l 9-4-10 2D-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 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.25 M-O >999 240 MT20 244/190 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 FBC2004ITP12002 (Matrix) Weight: 218 lb 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 purfins. BOTCHORD 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 (Ib) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-R =-2999/871 C-R =-2826/887 C-D =-27761868 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 BOT CHORD 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 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 527 lb uplift at joint B and 527 Ib 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. LOAD CASE(S) igbal KAGagan, P.E. Standard Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE DID-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. 9411 Alcorn St.' Houston, TX 77093 (713) 6916900 6850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 March 10,20061 o -- ru LE3161R R08 Trussway, Orlando, FI REG Uty Fly LE3161-LennarOrlando - 1 1 Job Reference (optional 6.200 s Jul 13 2005 MiTek Ind H402991 i1_0-Q 7-2-13 13-9-0 } 20-0-0 26-3-0 32-9-3 40-0-0 41-04(1 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 = F Iq 0 5x5 = p O N M L 5x5 = 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = -- 9-4-10 20-0-0 30-7-6 I 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 0.62 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 TOP CHORD Structural wood sheathing directly applied or 2-8-9 oc pudins. BOT CHORD 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 TOP CHORD A-B = 0/26 B-Q =-2996/849 C-C! =-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 I-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 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) 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 atjoint 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 WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED AI TEE REFERENCE PACE 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. PLATES GRIP MT20 244/190 Weight: 206 Ib 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 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H40300 LE3161R IR11 IRHIP 11-0-Q 6-0-3 10-0-0 16-8-5 23-2-13 29-2-0 33-10-10 4041 -0-0 -0-p r- 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 9-9-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 FBC2004ITP12002 (Matrix) LUMBER WEBS TOP CHORD 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 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 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 TOP CHORD 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 BOTCHORD 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 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 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 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 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 component is res onsibilif of building designer - not truss designer. Bracing shown Houston, 69TX 77093 PP Y 9 P P P P P P Y 9 9 9 9 8850 Tru 6900 1C� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify 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 ANSf/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. H403011 LE3161R IR12 IRHIP 1-0-4-9-14 8-0-0 14-0-11 19-11-9 25-10-8 26-4-0 29-2-0 35-1-0 40-0-0 41-0-0 r—iQ 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 6x6 3x6 = 6x6 J 3x5 5x5 = T S R Q p O 5x5 = 4x9 = 3x10 M1120H= 3x5 = 4x9 = 3x5 = 3x10 M1120H = 8-1-12 15-4-13 24-6-6 31-9-6 40-0-0 r 8-1-12 7-3-1 9-1-9 7-3-0 8-2-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.37 Q-R >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -1.02 Q-R >468 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.27 M n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) 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 No.2ND WEBS 2 X 4 SYP No.3 BRACING TOPCHORD 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 TOPCHORD 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 1-J = -184/83 J-K =-200/91 K-V = -2830/927 L-V =-2881/918 L-M = -3044/965 M-N = 0/26 BOTCHORD B-T = -767/2659 S-T =-1047/3584 R-S = -1047/3584 Q-R =-1168/3890 P-Q = -1003/3567 BOTCHORD LOAD CASE(S) O-P =-1003/3567 M-O =-741/2657 Standard 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.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) 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 Ito 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. PLATES GRIP MT20 244/190 M1120H 187/143 Weight: 207 Ib 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 D9CLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn 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 �y�tw�I 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. 11[V�7.l�iU 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 537)9. H40308 LE3161R R19 Trussway, Orlando, FI 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 FBC2004rrPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 MONO GIR BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-9-7 oc bracing. REACTIONS (lb/size) A = 1316/0-3-8 D = 1316/0-3-8 Max Horz A = 79(load case 5) Max Uplift A =-554(load case 5) D = 594(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-1443/584 B-C = -18/12 C-D = -34/27 BOTCHORD A-E =-576/1271 D-E =-576/1271 WEBS B-E =-593/1437 B-D =-1546f701 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 1 1 I Job Reference (o 6.200 s Jul 13 2005 Mr 6-0-0 2-6-12 2x3 11 r 3-5-4 2.6-12 CSI DEFL in (loc) I/deft TC 0.17 Vert(LL) 0.03 A-E >999 BC 0.63 Vert(TL) -0.05 A-E >999 WB 0.46 Horz(TL) 0.01 D n/a (Matrix) bearing plate capable of withstanding 554 Ib uplift at joint A and 594 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=431(F=421), A-C=30 4x4 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 34 lb Scale = 1:20.0 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10.20061 WARNING - Verfjy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with NuTn9411 Alcom St.ek connectors. This design is based only upon parameters show, and is for an individual building component. 13) on, X 7 7093 7 T Houston, X Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown H 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'Onofho Drive, Madison, WI 53719. LE3161R R20 RHIP GIR 1 2 ,lob Reference lontionall H40309 it-0- 6-0-0 9-10-3 i 13-10-1 17-10-0 23-8-0 2&� 10 0 34-2-14 40-0-0 41-0-P 1-0-0 6-0-0 3-10-3 3-11-15 3-11-15 5-10-0 5-2-0 5-0-14 5-9-2 1-0-0 Scale = 1:74.9 6x6 = 5x6 = — - — I " 4x6 = 2x4 11 4x6 = 6x6 = 4x5 = 45 = 45 = 5x12 M1120H= 5x10 = 6-0-0 9-10-3 13-10-1 17-10-0 23-8-0 28-10-0 I 40-0-0 I 6-0-0 3-10-3 i 3-11-15 3-11-15 5-10-0 1 5-2-0 11-2-0 Plate Offsets (X Y) [B 0-3-0 0-2-9] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.59 O-P >807 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -1.19 O-P >400 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.18 K n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 468 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND *Except` C-S =-1596/3880 D-S =-2145/943 T3 2 X 4 SYP No.2 D-Q =-997/2595 E-Q =-1370/580 BOT CHORD 2 X 6 SYP No.2 *Except` E-P =-486/1378 G-P =-259/774 B2 2 X 6 SYP No.1 G-O =-2553/1229 H-O =-522/1206 WEBS 2 X 4 SYP No.3 H-M =-7320/2787 J-M =-402/313 I-M =-1393/4084 BRACING TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 8-0-10 oc bracing. WEBS 1 Row at midpt H-M REACTIONS (lb/size) B = K = Max Horz B = Max Uplift B = K = 3723/0-3-8 2702/0-3-8 -89(load case 3) -1428(load case 5) -983(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/29 B-C =-7618/2846 C-D = -9754/3808 D-E =-11835/4607 E-F = -12940/4987 F-G =-12940/4987 G-H = -10790/3898 H-1 =-4954/1689 I-U = -4979/1696 J-U =-4990/1674 J-K = -5374/1862 K-L = 0/29 BOT CHORD B-T = -2393/6712 S-T =-2385/6681 R-S = -3649/9754 Q-R =-3649/9754 P-Q = -4449/11835 O-P =-4829/12940 N-0 = -3714/10734 M-N =-3714/10734 K-M = -1531/4736 WEBS C-T = -205/641 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 11; 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 1428 lb uplift at joint B and 983 Ib uplift at joint K. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) K. 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 1315 Ito down and 573 Ito up at 17-7-4 on bottom chord. The design/selection of such con nection'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-G=-142(F=-82), G-H=-60, H-I=-60, I-L=-60, B-T=-20, P-T=-49(F=-29), K-P=-20 Concentrated Loads (Ib) Vert: T=-478(F) P=-1315(F) 7 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 MUTER REFERENCE PAGE AIU-7473 BEFORE USE. Engineering Department Design volid for use on with M7ek connectors. This design is based on upon arometers shown, and is for an individual building component. Houston, Alcorn 7 9 N 9 N 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 1i 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/rPII 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 I ru LE3161R R21 TNssway, Orlando, FI -1-0-0 1-0-0 A COMMON 4-1-0 4-1-0 4x4 = I. 1 Job 6.200 s 4-1-0 3x3 = 2x3 11 2x3 11 2x3 11 3x3 = 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 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 165/8-2-0 F = 165/8-2-0 I = 31/8-2-0 J = 206/8-2-0 H = 206/8-2-0 Max Horz B _ -40(load case 7) Max Uplift B = -121(load case 6) F = -129(load case 7) J = -105(load case 6) H = -105(load case 7) Max Grav B = 165(load case 1) F = 165(load case 1) I = 48(load case 7) J = 206(load case 1) H = 206(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/25 B-K = -40/23 C-K = -10/37 C-D = -31/88 D-E = -31/89 E-L = 0/37 F-L = -40/19 F-G = 0125 BOTCHORD B-J = 0/62 1-1 = 0/62 H-1 = 0/62 H40310 1-0-0 Scale = 1:17.2 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.10 Vert(LL) 0.00 F n/r 120 MT20 244/190 BC 0.06 Vert(TL) 0.00 F n/r 80 WB 0.04 Horz(TL) 0.00 F n/a n/a (Matrix) Weight: 36 lb BOTCHORD F-H = 0/62 WEBS D-1 = -48/0 C-J =-147/135 E-H =-147/134 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 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 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) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint B, 129 lb uplift at joint F, 105 lb uplift at joint J and 105 Ib uplift at joint H. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 k WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED BUTEE REFERENCE PAGE 1IM-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 Alcom St. Applicability of design aromeniers and proper incorporation of component is responsibility of bUdin designer not truss designer. Bracing shown Houston, TX 77093 PP Y 9 P P P P P P tY 9 9 9 9 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 TRUSSW 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 Dnve, Madison, WI 53719. H210725I LE3161R R27 Trussway, Ltd., Orlando, FI RWIG 1 1 1 Job Reference 100 s Jul 13 2005 -1-0-0 4-3-4 1 10-10-0 { 21-8-0 22-8-0 1-0-0 4-3-4 6-0-12 10-10-0 1-0-0 Scale = 1:39.3 5x5 = n _ G F H IgbalKAGagan, P.E. 6.00 12 Florida P.E. No. 25389 E J 8850 Trussway Boulevard j AF T AG K Orlando, FL 32824 3x5 i D T I T ----.- ---- C T T T L E T T M W1 D T N 1 g 1 O p I< 0 0 3x5 = AB AA Z Y X W V U T S R O 3x5 = 3x5 = 4-3-4- 2148-0 4-3-4 17-4-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.01 B-AB >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.02 B-AB >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.00 AA n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 133 lb LUMBER Max Grav WEBS TOP CHORD 2 X 4 SYP No.2ND AA = 330(load case 2) C-AE =-420/236 AD-AE =-402/223 BOT CHORD 2 X 4 SYP No.2ND *Except* Y = 142(load case 1) AA -AD =-442/251 G-Y = -119/0 B2 2 X 4 SYP No.3 W = 115(load case 1) H-W = -91/58 F-Z =-214/152 WEBS 2 X 4 SYP No.3 Z = 185(load case 1) C-AB = 0/182 I-V = -79/62 V = 106(load case 11) J-U = -80/58 K-T = -80173 BRACING U = 107(load case 1) L-S = -8Of79 M-R = -81/81 TOP CHORD T = 107(load case 11) N-Q = -79/69 E-AD = -90/67 Structural wood sheathing directly applied or 6-0-0 oc S = 106(load case 11) D-AE = -29/42 purlins. R = 110(load case 1) BOT CHORD Q = 100(load case 1) NOTES (8-9) Rigid ceiling directly applied or 6-0-0 oc bracing, Except: O = 111(load case 11) 1) Unbalanced roof live loads have been considered for 10-0-0 oc bracing: B-AB,AA-AB. this design. FORCES (lb) 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; REACTIONS (lb/size) Maximum Compression/Maximum Tension TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; B = 362/0-3-8 TOP CHORD enclosed; MWFRS gable end zone and C-C Interior(1) AA. = 327/14-2-0 A-B = 0/26 B-C =-375/130 zone; cantilever left and right exposed ; Lumber Y = 142/14-2-0 C-D = -35/81 D-AF =-39/103 DOL=1.33 plate grip DOL=1.33: This truss is designed W = 115/14-2-0 E-AF =-37/122 E-F =-10/157 for C-C for members and forces, and for MWFRS for Z = 185/14-2-0 F-G = 0/154 G-H = 0/140 reactions specified. V = 105/14-2-0 H-1 = 0/121 1-1 = 0/120 3) This truss has been designed for a 10.0 psf bottom U = 107/14-2-0 J-AG = 0/120 K-AG = -2/100 chord live load nonconcurrent with any other live loads. T = 107/14-2-0 K-L =-30/120 L-M =-59/120 4) All plates are 2x3 MT20 unless otherwise indicated. S = 106/14-2-0 M-N =-87/121 N-O =-118/121 5) This truss requires plate inspection per the Tooth R = 110/14-2-0 O-P = 0/25 Count Method when this truss is chosen for quality Q = 100/14-2-0 BOT CHORD assurance inspection. O = 86/14-2-0 B-AB =-81/287 AA -AB =-81/287 6) Provide mechanical connection (by others) of truss to Max Horz Z-AA =-94/159 Y-Z =-94/159 bearing plate capable of withstanding 198 lb uplift at joint B = -89(load case 4) X-Y =-94/159 W-X =-94/159 B, 97 lb uplift at joint AA, 38 lb uplift atjoint W, 136 lb Max Uplift V-W =-94/159 U-V =-94/159 uplift atjoint Z, 40 lb uplift atjoint V, 38 lb uplift at joint U, B = -198(load case 6) T-U =-94/159 S-T =-94/159 60 lb uplift atjoint T, 64 lb uplift at joint S, 74 lb uplift at AA = -97(load case 6) R-S =-94/159 Q-R =-94/159 joint R, 36 lb uplift atjoint Q and 68 lb uplift at joint O. W = -38(load case 6) O-Q =-94/159 7) "Fix heels only" Member end fixity model was used in Z = -136(load case 6) WEBS the analysis and design of this truss. V = -40(load case 7) C-AE =-420/236 AD-AE =-402/223 8) NOTE: Refer to yellow bracing and/or T-1 sheet for U = -38(load case 7) AA -AD =-442/251 G-Y = -119/0 more information. T = -60(load case 7) H-W = -91/58 F-Z =-214/152 9) NOTE: The seal on this drawing indicates acceptance S = -64(load case 7) C-AB = 0/182 I-V = -79/62 of professional engineering responsibility solely for the R = -74(load case 7) J-U = -80/58 K-T = -80/73 truss component design shown. Q = -36(load case 7) L-S = -80179 M-R = -81/81 O = -68(load case 7) N-Q = -79/69 E-AD = -90/67 LOAD CASE(S) Max Grav D-AE = -29/42 Standard November 2,2006 B = 362(load case 1) WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED 1UTEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with NuT9411 Alcom St. ek connectors. This design is based only upon parameters shown, and is for an individual building component. 7093 7 Houston, TX Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) on, X 7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify, 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/TPil 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 ype ty Ply LE3161-Lerner Orlando-CAYENNEH210726 T�I'Iuass 7u-ss LE3161R 1 1 Job Reference (optional) Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Thu Nov 02 07:45:31 2006 Page 1 -1-0-0 7-1-3 10-10-0 14-6-14 21-8-0 22-8-0. 1-0-0 7-1-3 + + 3-8-14 3-8-14 7-1-3 1-0-0 Scale = 1:42.1 5x5 = D 6.00 12 2x3 2x3 C E J K 2 W B Eli F B2 G i? 0 0 4x6 = I H 4x6 = 3x6 = 4x8 = 10-10-0 21-8-0 10-10-0 10-10-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.54 Vert(LL) -0.24 B-H >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.66 B-H >389 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 94 lb LUMBER TCDL=5.Opsf; BCDL=5.Opsf; Category II; 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 *Except` zone; cantilever left and right exposed ; Lumber B2 2 X 4 SYP No.1 DOL=1.33 plate grip DOL=1.33. This truss is designed WEBS 2 X 4 SYP No.3 for C-C for members and forces, and for MWFRS for reactions specified. BRACING 3) This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live loads. Structural wood sheathing directly applied or 4-0-1 oc 4) This truss requires plate inspection per the Tooth purlins. Count Method when this truss is chosen for quality BOT CHORD assurance inspection. Rigid ceiling directly applied or 10-0-0 oc bracing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 lb uplift atjoint REACTIONS (lb/size) B and 353 lb uplift at joint F. B = 924/0-3-8 6) "Fix heels only" Member end fixity model was used in F = 924/0-3-8 the analysis and design of this truss. Max Horz 7) NOTE: Refer to yellow bracing and/or T-1 sheet for B =-89(load case 4) more information. Max Uplift 8) NOTE: The seal on this drawing indicates acceptance B-353(load case 6) of professional engineering responsibility solely for the F =-353(load case 7) truss component design shown. FORCES (lb) - Maximum Compression/Maximum Tension LOAD CASE(S) TOP CHORD Standard A-B = 0/26 B-J =-1367/400 C-J =-1216/415 C-D =-1066/344 D-E =-1065/344 E-K =-1214/415 F-K =-1384/400 F-G = 0/26 BOT CHORD B-I =-290/1160 H-1 =-290/1160 f�^ F-H =-244/1157 WEBS C-H =-382/279 D-H =-238/773 E-H =-377/278 lgbal KAGagart, RE. NOTES (7-8) Florida P.E. No. 25389 1) Unbalanced roof live loads have been considered for this 8850 TftiSSWdy Boulevard design. Orlando, FL 32824 November 2,2006 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCWDED MITER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with IvYT9411 Ncom St. 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. TRLMWM 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/TPI11 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. H210727 I LE3161R 3 ate R29 IREG 1 Job Reference 6.200 s Jul 13 2005 5-10-4 10-10-0 15-9-12 I 21-8-0 22-8-0 5-104 4-11-12 4-11-12 5-10-4 1-0-0 Scale = 1:38.7 5x5 = 4x6 = ' I' " 4x6 = 7-9-8 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 FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 4-2-8 oc bracing. REACTIONS (lb/size) A = 853/0-3-8 E = 926/0-3-8 Max Horz A = -106(load case 4) Max Uplift A = -1085(load case 4) E _ -1257(load case 4) Max Grav A = 1494(load case 12) E = 1603(load case 12) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-2611/1996 B-C =-2242/1683 C-D =-2235/1725 D-E =-2634/2054 E-J = -26/39 F-J = 0/7 BOTCHORD A-1 =-1552/2230 H-1 = -971 /1462 G-H =-971/1462 E-G =-1673/2220 WEBS B-1 =-660/594 C-1 =-498/804 C-G =-609/791 D-G =-654/711 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 3x4-= 3x5 = 3x4 = 13-10-8 21-8-f 6-0-15 7-9-8 CSI DEFL in (loc) I/deft Ud TC 0.89 Vert(LL) -0.09 E-G >999 240 BC 0.76 Vert(TL) -0.27 A-1 >954 180 WB 0.43 Horz(TL) 0.11 E n/a n/a (Matrix) 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 1085 lb uplift at joint A and 1257 Ib uplift at joint E. 6) Load case(s) 4, 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Except: Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-E=-20, A-C=-60, C-F=-60 MWFRS Wind Left: Lumber Increase=1.33, Plate 4) Increase=1.33 Uniform Loads (plf) Vert: A-E=-10, A-C=106(F=100), C-E=124(F=100), E-J=116(F=100), F-J=16 Horz: A-C=-16, C-E=34, E-F=26 User defined: Lumber Increase=1.25, Plate 12) Increase=1.25 Uniform Loads (plf) PLATES GRIP MT20 244/190 Weight: 98 lb Vert: A-E=20(F), A-C=-120(F), C-J=-120(F), F-J=-20(F) 41-4rt--- Igbal N.AGagan, RE. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 November 2,20061 WARNING - Ver{ry 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 responsibirity of building designer- not truss designer. Bracing shown Houston, TX 77093 (713) 6916900 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 BCSIT Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I LE3161R IR30 DREG H210728 7-1-4 10-10-0 { 14-i12 21-8-0 22-8-0 7-1-4 3-8-12 3-8-12 7-1-4 1-0-0 5x5 = C 4x6 = H G 4x6 = 4x8 = 3x6 = Scale = 1:41.4 Ig 10-10-0 10-10-0 Plate Offsets X,Y : A:0-0-12,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.24 E-H >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.66 E-H >390 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 HOrz(TL) 0.05 E n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 93 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.1 'Except' B2 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 853/0-3-8 E = 926/0-3-8 Max Horz A = 106(load case 4) Max Uplift A =-274(load case 6) E _-354(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-1 =-1372/412 B-I =-1222/428 B-C =-1071/354 C-D =-1071/353 D-J =-1221/423 E-J =-1371/408 E-F = 0/26 BOTCHORD A-H =-300/1165 G-H =-249/1163 E-G =-249/1163 WEBS B-H =-383/285 C-H =-246/780 D-H =-381/279 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 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 274 lb uplift at joint A and 354 lb uplift atjoint E. 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 V Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 November 2,2006I WARNING -Verify 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. 941Houston, TX 770931 Alcorn St. 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 responsibillify of the 8850 T91 6900 Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, s ay Blvd, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSII Building Component Orian 857 IL 32 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job rus5 Truss I ype Qty 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 3 0 H 1-3-0 17� 0&1..�18 Sd21a = 1:34.5 3x3 = 1.5x3 11 4x6 = 3x5 = 3x3 = 34 = 3x3 = 3x6 FP= 3x5 = 4x6 = 1.54 11 A B C D E F G H Ti I J K T9 Y 1 ry V U T S R Q P O N M 3x9 = 4x6 = 3x6 FP= 3x5 = 3x3 = 1.5x3 II 1.5x3 II 3x3 = 3x5 = 3x6 FP= 4x6 = 3x6 = 2x6 SP= - 2x6 SP= 2(-0=0 r— 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. 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. 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 Compression/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-1 =-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 `J( V-W = 0/1481 U-V = 0/3470 more information. 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 LOADCASE(S) Igbal 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 (Ib) 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 - verVy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MU-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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900ii 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, Job Truss Truss Type Qty y Orlando-CAYENNEH40320 FIE6.1f-Lennar LE3161F F02 B B 1rence (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 11 H i 3-0 11-9-0 _i t 8 Sd�Is = 1:34.7 3x3 = 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x6 FP= 3x5 = 4x6 = 1.5x3 II A B C D E F G H I J K 71 spi� V1 Y q 1 v V U T S R Q P O N M 3x6 = 4x6 = 3x6 FP= 3x5 = 3x3 = 1.5x3 11 1.54 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 3-1 Od 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 (Ib) 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/O 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 Igbal 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 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St. _ 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 TRUSSW 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 fabncation, 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 I ype City Ply LE3161 - Lennar Orlando - CAYENNE H40321 LE3161F F03 B T 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 Scale = 1:35.2 2x3 11 1.5x3 11 4x5 = 3x5 = 3x3 = 3x6 FP = 3x3 = 1.5x3 11 3x3 = 3x3 = 4x5 = 2u6 11 6x6 — A B C D E F G H I J KL M 1 W Io Y X W V U T S R Q P O N 3x6 = 4x5 = 3x6 FP = 3x5 = 34 = 1.54 11 3x3 = 3x3 = 4x5 = 4x9 = 1.54 11 3x6 FP= 19-8-8 29-0r0 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 Ud 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 FBC2004/TP12002 (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 anafysis 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 /) 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. �Sf1I 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 componenentdesign shown. Igbal KAGagan, P.E. 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 P-Q = 0/2263 O-P = 012263 Standard N-O = 0/0 Orlando, FL 32824 ' WEBS L-O = -136/0 M-O = 0/1663 B-Y =-1683/0 March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M iTek 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. 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'Onofdo Drive, Madison, WI 53719. Job rus5 Truss Type Qty 61-Lennar Orlando - CAYENNE H40322 LE3161 F F04 B T N 1 �Py7job 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 ' 11 kale = 1:35.2 3x3 = 2x3 11 1.5x3 11 4x5 = 3x5 = 3x3 = 34 = 1.5x3 11 3x3 = 3x6 FP= 4x5 = 2x6 11 6x6 = A B C D E F G H I J KL M 1 W 4 '{1 I 1 W V IJ T S R Q P O N 3x6 = 4x5 = 3x6 FP= 3x5 = 3x3 = 1.5x3 11 3x3 = 3x3 = 4x5 = 4x9 = 1.5x3 11 19-8-8 240r0 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 Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 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 lb 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 (-P =-1001/0 I-Q = 0/572 G-Q = -544/0 G-R =-1461570 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 (lb) 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/b 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 Igbal 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(fy design parameters and READ NOTES ON THIS AND INCLUDED AHTEE REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M1ek 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 responsibiliity 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/TPIT 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 Ply LE3161 - Lerner Orlando -CAYENNE H40323 LE3161 F F05 B B N 1 1 Job Reference (opt ona 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 1 1i 11-4 i O'I1r6 SCaIA = 1:37.1 3x5 = 4x6 = 4x4 = 3x4 = 3x3 = 1.5x3 11 3x3 = 3x6 FP= 3x3 = 4x4 = 4x6 = 3x5 = A B C D E F G H I J K L Z ci ' 1 1 X W V U T S R Q P O N M 4x8 = 3x6 FP= 4x4 = 3x4 = 1.54 3x3 = 3x3 = 4x4 = 4x6 = 4x8 = 2x6 SP= 3x6 FP= 4x6 = 2x6 SP= 21-8-0 . 21 rt 1-4 21-8-0 0-3-4 Plate Offsets X,Y : L:0-2-0,Ed e , M:0-2-0 Ed e , X:0-2-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -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 FBC2004lrP12002 (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 pudins, 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 fora 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 = -5010 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-1 =-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. r �� BOT CHORD 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 Q-R = 0/5565 P-Q = 0/4852 Igbal KAGagan, 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 BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11?D 7473 BEFORE USE. Engineering Department Design valid for use only with lvlT9411 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 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'Onofdo Drive, Madison, WI 53719. O rU55 russ ype ty y 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 MiTek Industries, Inc. Fri Mar 10 07:25:01 2006 Page 1 0-1-8 H 1 1� ScaA `-8 1:37.1 l 3x5 = 4x7 = 4x5 = 3x4 = 3x3 = 1.5x3 11 3x3 = 3x6 FP= 3x3 = 4x5 = 47 = 3x5 = A B C D E F G H I J K L ,,l--JJjj �J 1 12 I 1 Z4:�� 1 X W v U T S R Q P O N M 4x9 = 3x6 FP= 45 = 3x4 = 1.5x3 11 3x3 = 3x3 = 45 = 4x7 = 49 = 2x6 SP= 3x6 FP= 4x7 = 2x6 SP= 21-8-0 21 r 11-4 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 Ud 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/TPI2002 (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 = 0/1010 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-I =-5830/0 8) NOTE: The seal on this drawing indicates I-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 Igbal KAGagan, P.E. S-T = 0/6291 R-S = 0/6291 Florida P.E. No. 25389 Q-R = 0/6202 P-Q = 0/5407 8850 Trussway Boulevard O-P = 0/3897 N-O = 0/3897 M-N = 0/1684 Orlando, FL 32824 WEBS K-M =-2074/0 B-X =-2073/0 K-N = 0/1488 March 10,2006 A WARNING -Verify design parameters and BEAD 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 any upon parameters shown, and is for an individual building component. 9411 Alcom St. Applicability TX 77093 - Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 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 (713 691 6900sway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 NZOMP 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. H40325 LE3161F F07 Trussway, Orlando, FI 0-3-8 1-3-0 2x3 II 6X6 = 2x6 11 4x5 = A BC D BC 1 I 1 IJob Reference 6.200 s Jul 13 2005 3x3 = 3x4 = 3x4 = 1.5x3 II 1.5x3 11 3x3 = 3x6 FP= E F G H I J K 10-1 � 8 631e = 1:38.0 3x3 = 1.5x3 = 4x4 = 4x6 = 3x3 11 1.5x3 = L M N O AB AA Z Y X W V 1.5x3 11 4x8 = 4x5 = 3x6 FP= 3x4 = 3x3 = 2x6 SP= 3x4 = 1 AD hI AC N R U T S R Q P 3x3 = 4x4 = 4x6 = 3x9 = 1.5x3 11 3x6 FP= 2x6 SP= 21-10-12 1 r34 20-7-8 2019-0 1 0-3-8 20-4-0 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 , :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 FBC2004ITP12002 (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` D-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 = -256/4 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 (plo Rigid ceiling directly applied or 10-0-0 oc bracing. Vert: P-AB=10, A-O=-110 NOTES (11-12) Concentrated Loads (lb) 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 10-0-0 oc and fastened to each truss with 3-16d nails. C-D =-1428/0 D-E =-3489/0 Strongbacks to be attached to walls at their outer ends E-F =-4833/0 F-G =-5565/0 or restrained by other means. 9 G-H =-5565/0 H-1 =-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 Igbal KAGagan, P.E. BOT CHORD provided sufficient to support concentrated load(s) 350 AA -AB = 0/0 Z-AA = 0/2613 lb 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. 8850 Trussway Boulevard 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-C! = 0/0 WEBS March 10,2006 B-AA = -145/0 A WARNING - Ver((y 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 M-Tek connectors. This design is based any 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. MNJSerector. 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 Insiituie, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss I ype Qty Ply LE3161 - Lerner Orlando - CAYENNE H40326 LE3161 F F08 BBC 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 3-0 �3� 10.1 Ale t21e = 1:38.2 3x3 = 3x3 = 1.5x3 = T5x3 11 4x6 = 4x4 = 3x3 = 3x3 = 1.54 11 3x3 = US FP = 4x4 = 4x6 = 3x3 11 1.5x3 = A B C D E F G H I Ti J K L M �Z qjl� W AB AA Y x W V J T S R Q P O N 4x5 = 4x6 = 4x4 = 3x3 = 1.5x3 11 3x3 = 3x3 = 3x6 FP= 4x6 = 4x7 = 1.54 II 2x6 SP= 4x4 = 21-10-12 20-7-8 20r8-0 i 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 , :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 0.69 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 = -465/0 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 n B-C =-2279/0 C-D =-3844/0 or restrained by other means. �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 Igbal H.AGagan, 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 - Ver{fy design parameters and READ NOTES ON THIS AND INCLUDED MITER 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. Houston, AlcoTX rn 7 Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 6977093 PP fY 9 P P P P P P fY 9 9 9 9 8850 Tru 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the 8850 Trussway Blvd. TRUSYW 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 BCSil Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LE3161F F09 Trussway, Orlando, FI 0-3-8 1-3-0 �i� 2x3 11 6x6l 2x6 11 4x5 1231 '00000"000 uss Type Qty Ply LE3161- BC 1 1 Job Ref6 6.200 s Jul 1 3x3 = 3x4 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x6 FP= 4x4 = E F G H I J K L AB AA Z Y X W V U T 1.5x3 11 5x8 = 4x5 = 3x6 FP= 3x3 = 3x3 = 3x3 = 4x4 = 2x6 SP= 3x4 = 0-3-6 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.2ND BOT CHORD 4 X 2 SYP No.2ND 'Except` B2 4 X 2 SYP No.1 WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc puffins, 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 = 0/46 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 20-3-8 CSI DEFL in (loc) I/ TC 0.56 Vert(LL) -0.39 U-V >6 BC 0.95 Vert(TL) -0.68 U-V >3 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. H40327 10.1 1 8 le = 1:37.9 1.5x3 = 1.5x3 = 4x6 = 3x3 11 3x3 = M N O W 1 AD AC �o v 19 S R Q P 4x6 = 4x7 = 1.5x3 11 3x6 FP= deft L/d PLATES GRIP 28 360 MT20 244/190 59 240 n/a n/a Weight: 118 lb LOAD CASE(S) Standard {� WARNING - Ver fry design parameters and READ NOTES ON THIS AND INCLUDED MPfEE 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 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 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type city Ply LE3161 - Lerner Orlando - CAYENNE H40328 LE3161F F10 FLOOR 1 1 Job Reference (optional) Twssway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:02 2006 Page 1 0-1-8 H i 0 1 Scle 1e=1:37.7 3x3 = 1.5x3 11 4x6 = 4x4 = 3x3 = 3x3 = 1.5x3 11 1.5x3 11 3x6 Fla = 3x3 = 4x4 = 4x6 = 1.5x3 A B C D E F G H I J K L M AA 1 Y X W V U T S R Q P O- N 45 = 46 = 3x6 FP= 44 = 3x3 = 3x3 = 3x3 = 3x3 = 44 = 3x6 FP= 4x6 = 45 = 2x6 SP= 2x6 SP= 21-8-8 21-8-8 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/dell Ud 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/TPI2002 (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 =-412210 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 =-242310 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 = 0/5558 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 N-O = 0/1398 8850 Trussway Boulevard WEBS 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 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MLI-7473 BEFORE USE. Engineering Department Design valid for use only with M1ek 941Alcorn St. 9111 connectors. This design is based only upon parameters shown, and is for an individual building component. Houston,1 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. 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'Onof6o Drive, Madison, WI 53719. Job IrUSS I NSS type uty Ply LE3161-Lennar Orlando - CAYENNE H40329 LE3161F F11 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 Scale = 1:37.1 1.5x3 II 3x4 = 3x3 = 1.5x3 11 3x3 = 4x5 = 3x3 11 3x5 = US FP= 3x3 = 1.5x3 11 3x3 = 3x4 = 3x3 3x5 = 3x4 = 1.5x3 11 3x3 = 4x5 = 3x6 FP= 3x9 = 3x5 = 3x3 = 1.5x3 11 3x3 = 3x6 = 11-1-0 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 NO BCDL 5.0 Code FBC2004ITP12002 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 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 = -2/0 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 PLATES GRIP 99 360 MT20 244/190 99 240 n/a n/a Weight: 114 lb 9"n-the —,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 professinal engineering responsibility' solely for the truss componenent design shown. LOAD CASE(S) Standard Floor: Lumberincrease=1.00, Platelncrease=1.00 1) Uniform Loads (plf) Vert: O-Z=-10, A-N=-110 Concentrated Loads (lb) Vert: A=-49(F) C=-179(F) M=-358(F) AB=-179(F) 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 READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M79411 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 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 ANSlfrPI1 Qualify Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. H40330 ILE3161F IF12 NN 1 1 IJob Reference 6 200 s Jul 13 2005 A 3.3 11 B 3x3 = C 3.3 It LOADING(psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.00 TC 0.19 TCDL 15.0 Lumber Increase 1.00 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.04 BCDL 5.0 Code FBC2004/TP12002 (Matrix) 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 = 19510-3-8 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 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) 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 truss componenent design shown. Scale: 1.5"=1' DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.00 E '"' 360 MT20 244/190 Vert(TL) -0.03 D-E >999 240 HOrz(TL) 0.00 D n/a n/a Weight: 22 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 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 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 Houston, on, X 7 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 824 32 Orlando, FL fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 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. Job Truss Truss Type Qty y Odando-CAYENNE H40331 LE3161F F13 FLOOR 1rence 7LELennar (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25:03 2006 Page 1 1-3-0 1-0-0 i Scale = 1:11.4 A 3x3 B 3x3 = C1.5x3 II D1.5x3 II E 3x3 = F 3x3 II W 2 W 2 1 W1 3x3 = 3x3 = J I H 3x6 = 3x6 6-9-0 6-9-0 LOADING(psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 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 5) Recommend 2x6 strongbacks, on edge, spaced at 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 prollessinal 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-I = 0/248 C-1 = -126/0 E-G = -481/0 _`,,,,(\J►il E-H = 0/248 D-H = -126/0 NOTES (6-7) 1) Unbalanced floor live loads have been considered for this design. Igbal KAGagan, P.E. 2) This truss requires plate inspection per the Tooth Count Florida P.E. NO. 25389 Method when this truss is chosen for quality assurance 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 - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE Mll-7473 BEFORE USE. Engineering 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 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 Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. O fUsS pe ty y LE3161-Lennar Orlando-CAYENNEH40332 LE3161 F F14Tru 7.,uss 1 1 Job Reference (optional) Tmssway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:25*03 2006 Page 1 0-1-8 H 1 1-3-0 ° Scale: 1/2"=1' 1.5x3 11 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 3x3 11 A B C D E F TI G H L V O N M L K J 3x5 = 3x5 = 3x3 = 1_54 11 1.5x3 II 34 = 3x5 = US = 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/dell L/d 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/TP12002 (Matrix) ibbon Weight: 76 Ib LUMBER 2) Attal h i NO K to truss with 3-1 Od 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 at joint(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-O = -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/N-O = 0/4 M-N = 0/2372374 L-M = 0/2374 K-L = 0/2374 J-K = 0/1951954 I/v` I-J = 0/875 /V\ WEBS G-1 =-1165/0 B-P =-1161/0 G-J = 0/771 B-O = 0/772 Igbal H.AGagan, P.E. F-J = -730/0 C-O = -730/0 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 MH-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Welk 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 T 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 BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss fuss ype LE3161 F F15 B B B Trussway, Orlando, FI DO NOT TURN TRUSS END FOR END Hr1-3-0 1-4-8 � i 1.5x3 11 3x3 = 1.5x3 11 1.5x3 11 3x4 = 3x3 11 A B Cr D E F 44 = 3x6 FP= 3x3 = G H I 1 1 I Job Reference (optional) 6,200 s Jul 13 2005 MiTek Industries, Inc 11-2-8 3x3 = 3x3 = 3x3 = J K L H40333 0'I1..FF8 Sc2Ie = 1:37.1 3x4 = 1.5x3 11 M N AB I, 3x5 = 3x3 = 3x4 = 3x7 = 4x4 = 3x6 FP= 1.5x3 11 1.5x3 11 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 FBC2004ITP12002 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 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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 O = 766/0-3-8 Max Uplift Z = -18(load case 3) Max Grav Z = 340(load case 2) W = 1510(load case 1) O = 776(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD 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 1-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 =-575/85 V-W =-42/169 U-V = 0/1440 T-U = 0/1440 S-T = 0/2102 14-4-0 CSI DEFL in (loc) I/d TIC 0.55 Vert(LL) -0.10 R >9 BC 0.78 Vert(TL) -0.17 Q-R >9 WB 0.37 Horz(TL) 0.04 O (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 =-407/71 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-O =-1092/0 M-P = 0/712 L-P = -674/0 L-Q = 0/274 K-Q =-293/58 K-R =-170/78 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 atjoint(s) Z. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift atjoint 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. efl Ud n/a PLATES GRIP 99 360 MT20 244/190 99 240 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 - Verib design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. 941 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. HoustonAlc, T St. 9 Y 9 Y P P 9 P 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 TRUSS= 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 BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply LE3161 - Lennar Orlando - CAYENNE H40334 LE3161F F16 BBB 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 DO NOT TURN TRUSS END FOR END H 1F 3-0� 1-4-8 1-2-8 2-8� o 8 S 1e=1:37.1i 1.5x3 11 3x3 = 1.50 11 1.50 11 3x4 = 3x3 11 A B C D E F 4x5 = . 34 FP= 3x3 = 3x3 = 3x3 = G H I J K 3x3 = 3x4 = 1.5x3 11 L M N i AB I- 3x5 = 3x3 = 3x4 = 3x7 = 4x5 = 3x6 FP = 1.5x3 11 1.5x3 11 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 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 (Ib/size) O = 757/0-3-8 W = 1536/0-3-8 Z = 223/0-3-8 Max Uplift Z = -34(load case 3) Max Grav O = 767(load case 4) W = 1536(load case 1) Z = 333(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 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 14-4-0 CSI DEFL in (loc) I/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 = -168/0 B-Z =-422/102 B-Y =-311/98 C-Y =-73/143 E-W = -811/0 E-X = 0/728 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 =-298178 K-R =-177/72 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES 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 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/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofho Drive, Madison, WI 53719. 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 IRUSS'i 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job ru LE3161F F17 Trussway, Orlando, FI BT 1 1 1 A 1.5x3 = B 3x3 = 1-6-8 i i 04-0 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 FBC2004ITP12002 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 TOP CHORD 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 (lb/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 BOTCHORD 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 (Matrix) 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 3 N Ud PLATES GRIP 360 MT20 244/190 240 n/a Weight: 12 lb H40335 X Page 1 Scale: 1.5"=V Igbal KAAGagan, 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 MU-7473 BEFORE USE. Engineering Department 94 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) 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPH 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 Iruss Truss Type City Ply 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 1-114 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 2x4 11 5x8 = 1 1-11-4 3-8-12 5-8-0 1-11-4 1-9-8 1-11-4 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.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 `ffxcepY W2 2 X 4 SYP No.2ND W2 2 X 4 SYP No.2ND W2 2 X 4 SYP No.2ND BRACING TOPCHORD 2-0-0 oc purlins (4-5-9 max.): A-D, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) H = 3273/0-3-8 E = 3273/0-3-8 FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-H =-3171/0 A-B =-4977/0 B-C =-4983/0 C-D = 0/0 D-E = -966/0 BOT CHORD G-H = -0/0 F-G = 0/4977 E-F = 0/4983 WEBS B-G =-2285/0 C-F = -98/0 A-G = 0/5441 B-F = 0/7 C-E =-5448/0 NOTES (7-8) 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 0-4-0 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/deft L/d TC 0.69 Vert(LL) -0.04 F-G >999 360 BC 0.88 Vert(TL) -0.07 F-G >866 240 WB 0.67 Horz(TL) 0.02 E n/a n/a (Matrix) 2) All loads are considered equally applied to all pl es, 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 5) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TIC w/ 2-10d nails. 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) NOTE: Refer to yellow bracing and/or T-1 sheet for 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 Floor: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (plf) Vert: E-H=-5, A-D=-1213(F=-1158) PLATES GRIP MT20 244/190 Weight: 54 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department 9411 Alcom St. 1011111.1 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 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. Job Truss Truss Type Uty Ply LE3161-Lennar Orlando - CAYENNE H40337 LE3161F FR02 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 r 1-6-2 2-10-9 4-2-15 5-7-6 7-1-8 1-6-2 1-4-6 14-6 1-4-6 1-6-2 Scale = 1:12.2 A 5x5 = M B 3x4 = C 2x3 D 3x4 = E 4x6 = F 2x6 11 2x6 11 5x5 = 1-6-2 2-10-9 4-2-15 I 5-7-6 1 7-1-8 1-6-2 14-6 1.4-6 1-4-6 1-6-2 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud TCLL 40.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.04 J >999 360 TCDL 15.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.07 I-J >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.02 G n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) 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. BOTCHORD 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 TOPCHORD 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 = 0/4723 G-H = 0/3031 WEBS B-K =-1843/0 C-J = -770/0 D-1 = -11/56 E-H = 0/765 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"x3" 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. 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(1`=-589) Concentrated Loads (Ib) 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 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED DHTEK REFERENCE PAGE MU-7473 BEFORE USE. ;V111-"'y --F-- -- 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 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 BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 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 I 2x3 II 3x4 = 2x3 11 2x3 11 2x3 II A B C D E F G H 12x3 II T1 W1 ST1 ST1 ST1 ST1 ST1 ST1 Li ST1 Li W1 01 MENEM=, 2x3 11 2x3 11 2x3 11 3x4 = 2x3 11 2x3 11 2x3 11 2x3 11 2x3 11 10-0-0 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell 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 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) 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. 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 T B-C = 0/0 C-D = 0/0 D-E = 0/0 E-F = 0/0 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-Q = -0/0 Igbal KAGagan, P.E. M-N = -0/0 L-M = 0 Florida P.E. No. 25389 K-L = -OIO J-K = 0/ 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 - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MN-7473 BEFORE USE. Engineering Department 9411 Alcorn 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 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. 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'Onofrio Drive, Madison. WI 53719. Job Truss truss Type ty y LE3161-Lennar Orlando - CAYENNE H40339 LE3161F FRO6 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 MEMEMEMEM, �, K 2x4 II 2x4 11 2x3 11 2x3 II 2x3 11 3x4 = 2x3 11 2x3 II 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 Ib 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 Ib 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) purins 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. lqbal 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 loads) 600 Orlando, FL 32824 B-C = 0/0 C-D = 0/0 Ib 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 - Verify design parameters and BEAD NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based on upon parameters shown, and is for an individual building component. Houston, Alcorn 7 9 Y 9 N 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. TRUSSVW 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 rU55 rUss ype ty y LE3161-Lennar Orando- CAYENNE H40340 LE3161F FR07 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 9-9-0 990 Scale = 1:16.8 2x3 11 2x3 II 2x3 11 2x3 II 3x4 = 2x3 11 2x3 11 2x3 11 A - B C D E F G H T1 W1 ST1 ST1 ST1 ST1 ST1 ST1 W1 Lj B1 Li 2x3 11 2x3 11 2x3 11 3x4 = 2x3 11 2x3 11 2x3 II 2x3 11 9-9-0 990 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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 TIC 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. 0 = 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 (Ib) Standard Maximum Compression/Maximum Tension TOP CHORD A-P = -5110 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-I = -72/0 BOTCHORD O-P = 0/0 N-0 = 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 = -18710 E-M = 0/0 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 MiTek 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 ANSIfrPll 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 russ Truss Type Qty Ply LE3161 - Lennar Orlando - CAYENNE H40341 LE3161F FR08 301 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 5-8-8 5-8-8 Scale = 1:11.0 A 2x3 II 8 2x3 II C 2x3 II D 2x3 II E 2x3 II T1 W1 ST1 ST1 ST1 W1 Bt MONSON= 20 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/defl 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 FBC2004/TP12002 (Matrix) Weight: 23 Ib LUMBER 6) Design assume" x2 (flat orientation) p ilinsatoc 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 (Ib) Maximum Compression/Maximum Tension TOP CHORD A-J = -60/0 A-B = -13/0 B-C = -13/0 C-D = -13/0 D-E = -13/0 E-F = -80/0 BOTCHORD I-J = 0/13 H-I = 0/13 ^ WEBS B-1 = -143/0 C-H = -142/0 D-G = -171/0 NOTES (8-9) 1) This truss requires plate inspection per the Tooth Count lgbal 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 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-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 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 BCSI1 Building Component Safety Information available from.Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 9411 Alcorn St. Houston, TX 77093 (713) 691 5900 8850 Trussway Blvd. TRUISSW Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type city Ply LE3161 - Lennar Orlando - CAYENNE H40342 LE3161F FR09 301 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07*25:05 2006 Pace 1 14-4-0 14-4-0 2x4 11 2x3 11 2x3 11 2x3 11 2x3 11 2x3 11 3x4 = A B C D E F G Scale = 1:24.91 2x3 II 3x5 = 2x3 II 2x3 11 2x3 11 2x4 11 H I J K L M III■1■ ..'1■1.'1■1.' 7E1. MI1.'1■1.'1■1.11■l.�'. i i i i i i•�•�•�•�•�•�•�•i i i i i i i i i i i i i♦i i i♦i i� V� �♦ �O� �J� J� s4 0 �� �J❖•❖•❖••�❖•❖�❖y❖•❖•❖-- -iiiiii•�OJ• O.4 •4'•'•�i'•�i'•....'O•�i'P •J.O�O:J• • ♦♦ ♦ • O•AA•J4000.0•4 400'AOiOJOi ♦••♦♦•••••Oiiiiiii0•iii0•♦•♦••♦♦•••♦••••••••••••• Oi ♦ i � OOi • � OOi•OOOOOii•�•i•OOOi•Oii • • • • • • • • • • • • • • • ♦ • • • • ♦ • • • • • ♦ • •O•i•OOJOOOii ♦ Oi ♦i0i00•i i•J♦O•OO♦0•0000� 4 i � 00.0♦i♦i♦i0i0i0000•i0 i i� ♦iii iiii i i i ii i POOOi•O�OiOi ♦ �♦�O �♦ ii � w •�OOJ• ii • i♦i••!••iii♦iiiiii•0-♦iiii•• i•• ii ••0 400•Oii•Oii0•i•<!O••iiiii❖ii �.•ii • i♦iii � Oii: �i000i0 i•O.O:•iii0 ii ii!i♦i • :.•. • • ♦ •.♦ii♦i• •i40 . •L • • A ♦ • •G •6 0S• • i00iit� i. ii i•.Oi i•.i:Aiii i• • ♦ ♦ � - � •.. _ • •.•.. • • �.......c♦• � • • �. • • ♦ o ♦ • ii00ii❖i♦i!-•.♦i0♦i • •.... 2x4 11 2x3 11 2x3 11 3x5 = 2x3 11 3X4 24 11 2x3 11 2x3 11 2x3 11 2x3 11 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/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 T n/a n/a BCDL 5.0 Code FBC2004ITP12002 (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 = 35/144-0 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 = 159/144-0 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 = 160/144-0 braced against lateral movement (i.e. diagonal web). S = 160/144-0 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 = 144/144-0 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 6UTEB REFERENCE 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 paramenfers 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 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'Onofno Drive, Madison, WI 53719. Job russ Truss Type Qty Ply LE3161 - Lennar Orlando -CAYENNE H40343 LE3161F FR10 301 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 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 F 2x3 11 T1 W1 ST1 v ST1 W1 W1 W1 B1 El Li Ll 2x3 11 2x3 11 2x3 11 2x3 11 2x3 I I 2x3 1 I 6-11-0- 6-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 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/TPI2002 (Matrix) Weight: 27 Ib LUMBER the analysis and design of this truss. TOP CHORD 2 X 4 SYP No.3 6) Design assumes 4x2 (flat orientation) purlins at oc BOT CHORD 2 X 4 SYP No.3 spacing indicated, fastened to truss TC 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 1 = 156/6-11-0 H = 176/6-11-0 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 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 I-J = 0/11 H-1 = 0/11 G-H = 0/11 WEBS B-K = -143/0 C-J = -149/0 D-1 = -143/0 E-H = -162/0 Igbal 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)-`;able studs spaced at 1-4-0 oc. WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AUTE%REFERENCE PAGE MD-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. Houston, Alcorn 7 9 �' 9 N P P 9 P Houston, 6977093 ��wY Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 e�cval� 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 qtzmop fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Duality 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 rus LE3161F FR11 Trussway, Orlando, FI ' A 2x3 II 301 B 2x3 11 4-0-0 1 1 1 C 2x3 II -CAYENNE H40344 II dustries, Inc. Fri Mar 10 07:25:06 2006 Page 1 D 2x3 11 �:s:2. ^:::�:::•` ° C, v'�. �,. ry'�fi �'^'�..F,..•?,�y $�. C'�.i;2+ <1�,'.M1 Fx+} G;� :;}�: ,e:�`:5;:,v,: 'i:�'x�..��3'3.2`$:�sv^.<.'�.�..: ':� •,•,•h'.,S$:; pL.F $ ".-0..,A.r ::�;:•,t:•rr.. o $::�Y`.'A.}ti$2:��v'�•'�+'jO•v i:• }'�~�'� v'>{��`:�:'�:Sf:•"�'�:h1h '.'"''. `,;�V�;!xlekv�y: y� �4;k,'v�,.�ti�\+r, .�� v..y•�y•yv$e"s�"� is^ :$}� :::2;? � i::: ��v;:Y•�.�,}•$••,• •�`�•'�,�'•','�'�+uM �.�.Y`'.'•�pq,•x;.,r,.x};`�?:`A.�"',.', KX100:141K . P {.��'.•�r 14$%����LJ:v,�;a�$,:?nLi�'''�-0i''•Y'v ��4F,•{y� � ry� �+n•�xti �n<i3�'v'.�:?:.jf>..}`,.s•>`�:``5:�`, w,��'.��,��y,�2;k?.3>.;?.(k::K.�;R..< `. ��$�^,?, is 2x3 I I 2x3 11 4-0-0 2x3 I 2x3 11 Scale: 1.5"=1' I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 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 E n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) 73 Recommend 2x6 backs, Weight: 16 Ito LUMBER strong on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. TOP CHORD 2 X 4 SYP No.3 Strongbacks to be attached to walls at their outer ends BOT CHORD 2 X 4 SYP No.3 or restrained by other means. WEBS 2 X 4 SYP No.3 8) NOTE: Refer to yellow bracing and/or T-1 sheet for OTHERS 2 X 4 SYP No.3 more information. 9) NOTE: The seal on this drawing indicates BRACING acceptance of professinal engineering responsibility TOP CHORD solely for the truss componenent design shown. 2-0-0 oc purlins: A-D, except end verticals. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard 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 BOT CHORD G-H = 0/9 F-G = 0/9 = 0/9 n WE 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. Igbal KAGagan, P.E. 2) Gable requires continuous bottom chord bearing. Florida P.E. NO. 25389 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8850 Trussway Boulevard 4) Gable studs spaced at 1-4-0 oc. Orlando, FL 32824 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. March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek conneclors. 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. YRUSSM 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. Symbols PLATE LOCATION AND ORIENTATION 14-1 3/4' *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0-1/16' * For 4 x 2 orientation, locate plates 0-11,6' from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4 x 4 The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O x U CL O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A MiTek Engineering Reference Sheet: MII-7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 0 4. Cut members to bear tightly against each other. a- 5. Place plates on each face of truss at each O joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MiTek® 4 A, 0 f F-- Lo 0 Lo O Ln O to O m L 0 . N FLOOR HANGER SCHEDULE MARK DESCRIP77ON SIMPSON USP FH1 LUS44 JUS44 FH2 HU46 HD46 6 FH4 77iA413 MSH413 FH5 7H4222-2 MSH222-2 FH6 77A422 MSH422 a 7 7HA413 MSH413 FH HUS210-2 HUS210-2 FH9 I SUL410 SKH410L FH101 SUR410 SKH41OR ROOF HANGER SCHEDULE MARK DLSCRIP77ON SIMPSON USP RH1 LUS24 ✓US24 RH2 LUS26 JUS26 RH3 HUS26 THD26 RH4 7X429 MSH29 RH5 7714222-2 MSH222-2 RH6 SUL26 SKH26L RH7 SKH26R T US HUS2101 7H0210 RH9 I HGUS26-2 THDH26-2 RH10 H✓C26 ALL MARKS MAY NOT BE USED. ALL MARKS MAY NOT BE USED. N O O TYPICAL HIP SET NAILING OPEN FACE fBHBO=FLUSH BEAM & HANGER BY OTHERS N O O O� �Q- TRl1SS1MAY, LTD. 8860 7Yuasuray Bled 05FLE4 (7W7O) -P777 (407) 857-7855 FAY J01 J02 N REFER TO SHT."T-1" FOR IMPORTANT INFORMATION! DATE : 110710J DRAWN BY:JT r [ JCECHECK BY: JOB NO. :LEJ161 REVISIONS :. 1 23 04 :IT 4121104 ✓T 1n Zo7 Z11.4 /T SHEET DBBO=DROP BEAM BY OTHERS T 2 FBBO=FLUSH BEAM BY 07HERS