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209 Bella Rosa Cir 07-581 SFR
a S d PERMIT ADDRESS � -' a�ZN&A l A Ci r SUBDIVISION-:BS./ CONTRACTOR ` G M M A tiomp. PERMIT # ®`� ✓ � � DATE LL S ADDRESS ®1 :soV L 641 �A PERMIT DESCRIPTION C R6� 1 T � 0 IA Ito 3 PERMIT VALUATION ! ei d PHONE NUMBER 1 " �D�(pip SQUARE FOOTAGE PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR n MISCELLANEOUS CONTRACTOR p d PERMIT NUMBER FEE y MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE Permit # : ®q — J J J Job Address: o Description of NN Historic District: CITY OF SANFORD PERMIT APPLICATION s `., Date- ( / (Jj(110 Sinale Familv Residence Zoning: Value of Work: Permit Type: Building X Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc_ Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumb ng/Ngw Residential: # of Water Closets Plumbing Repair -Residential or Co ercial Occupancx-Type: Residential X Commercial In4ustrial Total Square Footage Cous0.vc iop.Type: # of Stories: 4_ # of Dwelling Units: Flood Zone: (FEMA form required for other than X) (Attach ProofefOwnership & Legal Description) Owners Name & Address nnar Horfies 101 S uthhall Lane Ste 450 Maitland, FL 32751 Phone: 407.682.7266 Contractor Name_ & Address: Michael J. O'Neill 101 South haII Lane Ste 450 Maitland, FL 32751 State License Number: CRC05 7820 407.682.7266/40 7.682.6349 Phone&..Fa#:. Contact Person: Phone: Bonding Co6rpany: N/A Address: Mortgage_ Lender. N/A Address: Architect/Engineer: Lindeman-Bentzon Engineering CO Phone: 352.242.0100 Address: 731 E. Highway 50 Clermont, Florida Faz: 352.242.0302 Application. -is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT:1 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 thispermit, 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 govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of is veri n that will notify the owner of the property of the requirements of Florida Lien Law, FS 713. r- ca co v o. Signature ofOwnedAgent Date SignanX6of A t Date a } r` N as o William Graham M' hael J. O'N@K o m W ' op�r z = Print s Namc Print C tor/ ent's w � iii U wF xo mti �o xl ` cW> w SignaUue o Notary -State of Date Stgnaturc of No X o ¢ tary-State of Flo ' Date w c U n L G Ye * 110,4 Owner/Agent is vPersonally Known to Me or Contractor/Agent is lf--; sonally Known to Me or tee: Produced ID Produced ID •' 0f t%% _ y �' 0 *APPLICATION APPROVED BY: Bldg. Zoning:Utilities: FD:. � 7• _ (Initia & Dante) (Initial & Date) (initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD P. 0. P,OX 1.7 8 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 . . . . . . 6/04/07 Parcel Number . . . . . 29.19.31.501-0000-0140 Property Address . . . 209 BELLA ROSA CIR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . Owner Contractor Application number Description of Work Construction type . . . Occupancy type . . . . Flood Zone . . . . . . Approved . . SINGLE FAMILY Lennar Homes LENNAR HOMES, LLC 407 475-6549 07-00000581 000 000 NEW SINGLE FAMILY HOME - DETACHED CONCRETE BLK WITH FRM EXT SINGLE FAMILY NONE Building Offici 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. BP21OU01 CITY OF SANFORD 6/04/07 Application Miscellaneous Information Maintenance 10:37:34 Application number . . . . 07 00000581 Parcel Number . . . . . . 29.19.31.501-0000-0140 Address . . . . . . . . . 209 BELLA ROSA Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information _ HISB 12/13/06 Y noc on file exp 12/15/07.2 story/3 HISB 12/13/06 Y baths _ HISB 3/29/07 Y CW Solutions no longer doing alarm HISB 3/29/07 Y system --- Devcon replacing _ HISB 5/09/07 Y final f/s on file _ HISB 5/15/07 Y CO Sign offs: HISB 5/15/07 Y P & Z: MR 5.16.07 HISB 5/15/07 Y PW: MW 06.04.07 HISB 5/15/07 Y UTIL: RB 5.18.07 Bottom F3=Exit F6=Add F12=Cancel CERTIFICATION OF ELEVATION MAY 1, 2007 ADDRESS OF JOB: 209 BELLA ROSA CIRCLE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 14, 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 14 MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD BUILDING CODE, CHAPTER 18, SECTION 18-4 (a). ov-� v- -<� bo—v� JAMES W. SCOTT R.L.S. 44714 STATE OF FLORIDA +J.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency Expires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al Building Owner's Name LENNAR HOMES, INC. Policy. Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number I 209 BELLA ROSA DRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 14, 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' 07.9" Long. W 81 ° 14' 07.8" 1 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 396 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State UNINCORPORATED AREAS 120289 SEMINOLE FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO065 E 04/17/95 04/17/95 "X" N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ❑ FIRM ® Community Determined ❑ Other (Describe) B11 . Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction" ® Finished Construction `A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized BASED ON ENGINEER PLANS Vertical Datum NGVD 1929 Conversion/Comments N/A Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)- 17.9 ® feet ❑ meters (Puerto Rico only) b) Top of the next higher floor .N/A ❑ feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) .N/A ❑ feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) 17.3 ® feet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 17.2 ® feet ❑ meters (Puerto Rico only) (Describe type of equipment in Comments) 0 Lowest adjacent (finished) grade (LAG) 17.1 ® feet ❑ meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) 17.4 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. i certify that the information on this Certificate represents my best efforts to interpret the data available. l 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 Signature.. ,p C ..r Date 5/1/07 lelepnone 4U1-2//-3232 FEMA F'Krm 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 2C9 BELLA ROSA DRIVE City SANFORD State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C3 e) LOWEST ELEVATION OF MACHINERY AND/OR EQUIPMENT SERVICING THE BULDING IS THE LOT IS IN ZONE "X" Date f 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 E1-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. E 1. 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 I G5. Date Permit Issued I 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 iFEMA Form 81-31, February 2006 Replaces all previous editions 3PESC"[PTION AS FURNISHED: Lot 14, CELERY ESTATES NORTH, os recorded in Plat Book 71, Pages 8' through 45, of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Lennor Homes, Inc. NOT PLATTED N 00006'18" W REC#4596' 1 R 6, 0. 0 0' REC. #7518"148 1. R. 48 /00 I \-CO I 1 I 1 41.30' 41.26' 1 o, 1 LOT 14 I�1 I 10.3' I 1 10.150' CONC M 10.t0' 39.0' LOT 15 1 I ^ TWO STORY 3,5'1 W ^ ° ^ ^ w L6 RESIDENCE o F.F.=17.95 AC00 C ^ O O LU ^ of Iz Lo ° 1OI50, II 19.0, C CO 1 Q. COV'D ro CONC. 20.0' 10,t0' 20.3' 1 CONC. WALK 1 CDR. 1 jjj DR. jjj 1 25.20' 25.20' 1 FEASEMENT I SET N&O #4596 - WALK 5' CONC. WALK 4' ON S 00009' 50" E 60.00' WALK 0.3' 0 SET N&D #4596 B-'LLA ROSA CIRCLE TRACT "E" (50' R/W) (PRIVATE INGRESS & EGRESS) 0 QO 0 Q, PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS - ` - = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A" PROPOSED F.F. PER PLANS = 17.20' SQUARE FOOTAGE CALCULATIONS SOD (SOD TO CURB): 4,583t SQUARE FEET DRIVE & LEAD WALKWAY. 495t SQUARE FEET SIDEWALK/APPROACH: 414i SQUARE FEET TOTAL LOT SQUARE FOOTAGE: 6,609E SQUARE FEET 29.98' LOT 13 (P. C.) BUILDING SETBACKS: FRONT 25' REAR= 20' SIDE= 7.5' STREET SIDE= 15' CRCSEN EYER-,SCOTT & ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = PLAT ROIL = POINT ON LINE NOTES: F I.P. = FIELD = IRON PIPE TYP. = TYPICAL PR.C. = POINT OF REVERSE CURVATURE _ 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SEf FORTH BY I,R. =IRON ROD P.C.C. -POINT OF COMPOUND CURVATURE THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61C17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT C.M SET I.R. CONCRETE MONUMENT = 1/2' IR. w/#LB 4596 RAD, =RADIAL NR. = NON -RADIAL SECTION 472-027 FLORIDA STATUTES. REC. RECOVERED W.P. = WITNESS POINT 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. P.O.B. = POINT OF BEGINNING CALL. = CALCULATED J. THIS SURVEY WAS PREPARED FROM TITLE INiORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O.C. = POINT LI COMMENCEMENT = CENTERLINE PR.M. = PERMANENT REFERENCE MONUMENT F.F. = FINISHED FLOOR ELEVATION OR EASEMENTS THAT AFFECT THIS PROPERTY. N N8D = NAIL 6 DISK BS.L. - HUILDtNG SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. R/W RIGHT-OF-WAY B.M. = BENCHMARK 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND, SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. ESMT, = EASEMENT B.H, =BASE REARM 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. DRAIN. UTIL. "DRAINAGE =UTILITY 7.-BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (BB.) CL.FC. =CHAIN LINK FENCE 8. ELEVATIONS, IF SHOWN. ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. WD.FC. C/B = WOOD FENCE = CONCRETE BLOCK 9. CERTIFICATE OF AUTHORIZATION No. 4596. SCALE F--- i" - 20' DRAWN BY: P.C. P.T. = POINT OF CURVATURE =POINT OF TANGENCY CERIIFlED BY: DA'� ORDER No. DESC. R DESCRIPTION = RADIUS PLOT PLAN 10-20-06 6588-06 n = DELTA NGTN CONC. FOUNDATION/ELEVS. 03-16-07 1138-07 C.B. = CHORD BEARING FINAL/ELEVS. 04-30-07 3368-07 NORTH THIS BUILDING/PROPERTY OOES.NOT UE WITHIN " THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" T X. GRUSENM R, R.L j 4714 - J . SBERRCOTT. ZONE "X" PANEL #120289 0065 E (04-17-95) R., R.L.S.4801 VERNON H. BERRY JR., R.1 6252 _ i CITY OF SANFORD PERMIT APPLICATION ` Application # : 0 ! �^ Submittal Date: S — Z- 9 b -7 Job Address: D S IS C.1 c, A F1 rd 1' l Value of Work: $ 3 `? 2 o Parcel ID: Zoning: Historic District: Description of Work: U t ILI Ct 14 Square Footage: ........................................................................................................................ Permit Type: Building ❑ Electrical 1A Mechanical O Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ E Electrical: New Service—'# of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines " # of Gas Lines Plumbing/New Residential: # of 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: )4/1,{—s Contractor: 10t✓Lo_n 2LU/ nn�� Address: Address: 0 7 r Cir iG.nr� A' /�7/t . Phone: E-mail: 96i Phone: bL - 6Is' State License Number: r a C) 0 o 33 L .., . - ... Bonding Company; 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. 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 Date Signature of Contractor/Agent! � Date Print Owner/Agent's Name Pri tractor/ nt's Name Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date 8, MY COMMISSION # DD629096 OF EXPIRES: Febuary 25, 2011 1-800-3-NOTARY FI.Notary Discount Assoc.Co. Owner/Agent is _ Personally Known to Me or Contractor/Ag t i Produced ID Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 UTIL: FD: ENG: BLDG: ., POWER OF ATTORNEY Date: 3 - Z � '-O� I hereby name and appoint I- < < 011) c1( c of J C,-OA_ <SILL& t'j2j to be my lawful attorney in fact to act for me and apply to the C -I l /t / Building Department for a o \'V ✓D permit for work to be performed at a location described as: Section Township Range Lot / V Block Subdivision (Address of. Job) (Owner of Property and Address) and to sign my name and do all things necessary to this appointment. Type or Print Name Signature \r" ?Z P U 1V UIIIUCI n The foregoing instrument was acknowledged before me this Z- 5 day of 20 a by who is personally known to me/who produced 1::-L b L as identification and who did not take oath. MVt�q'i State of Florida JAMES SHEPPARD Notary Public - State of Florida . p ►,py Commission EVi es May 19, 2008 y"ImCommission s DD 100212 Count of ,i , ,.wo , Bonded By National Notary Assn. Seal Not�c, Orange County, Florida" CITY OF SANFORD PERMIT APPLICATION i Permit # : , S8 1 / Date: -) Job Address: �209-J. _t_''i � )!>S�d. (� rC, J_p L--o--� 14 Description of Work: t)et(% ��Yix'_� Total Square Footage �} Historic District: Zoning: Value of Work: $ /F-W• CSC/ Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Contractor Name & Address: _ / n / f State License Number: t u L tJ `y Phone & Fax: 1107-& /`7/(dam/ %J4®Contact Person: I) Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to 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. N TICE: In addition to the requirements of this permit, there may be additional restrictions appi this county, and there may be additional permits required from other governmental entities Acceptance of permit is verification that I will notify the owner of the property of 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: FD: i Special Conditions: Rev 03/2006 Si to this property that may be found in the public records of man tricts, state agencies, or federal agencies. Contractor/Agent is _ Produced ID _ ENG FS Date �)Opt , DEBBIE LYNN DILLARD MY COMMISSION # DD519638 EXPIRES: Feb.16,2010 rep Petihb9�kjspown WA&=ary servlce.com BLDG: 53 ov CITY OF SANFORD PERMIT APPUCATION Application # : e,,��yy -,5 � ( Submittal Date: c -3- 7"6 7 2V Job Address: 1 CA.- ila-_ ,3 ,4 Value of Work: $ jao 0_�9— Parcel ID: Zoning: Historic District: Description of Work: f LtW,6 J'&j 1JE to 60&(S 4-ru L ,lt� w Square Footage: ........................................ I............................................................................. .. Permit Type: Building ❑ Electrical ❑ Mechanical ❑ Plumbing Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 3 Plumbing Repair -Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) .....................................y.(.._............................ ...................yq.,.�............................... Property Owner: C,�%v &a 1`NCl VI�(�� Contractor:�� Q.C. (c� / -, 1TAJ R �-. //�� G�n Address: Address: [ �0 6 I �Yu� f t, i- /t O �{?i c[ c� �--'' // 3a �+-99 t 3 2 3 g � 33 Phone: E-mail: thonA67 I JG11State License Number. Bonding Company: Address: Architeet/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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 feq rements of Flor' eri Signature of Owner/Agent Date &Signat�urefContractor/ rcrit� Date Jit Print Owner/Agent's Name Print ontractor/Agent's ame Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Contractor/Agent is ersonally Known to Me o Produced ID Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 UTIL: FD: ENG: BLDG: CITY OFSANFORD PE MrF APPLICATION ermit#- D-7 —,59nn1 ,_, /n� ��yy n /� ,, Date: �'�/� 7 Ib Address: r-201 & D A LQ 1 A,0 0 X � /iA � 1 neription of Worla �Q K 1�}'1 C �'� � `y Total Square Footage istoric District: Zoning: Value of Work: S— 30L .rmit Type: Buik tng Electrical S / _ Mechanical Plumbing Fire SprinldedAtatm Pool ectrient New Service — # of ABAPS Addi"VAltetation . Change of Service Temporary Pole echaaicnk Residential Non -Residential Replacement New (Duct Layout & Energy Catc. Required) umbingi New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines umbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial eeopaney Type: Residential i/ Commercial industrial )nstralction Type: _-_I __ it of Stories: # of Dwelling Units. Flood Zone (FFMA form nine) Name & Address: . �,LII IV � .. � � 1 • sDI• !dress: w1gage Lander dress: chittevEdginer Pbose. dress: Fax: plication 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 annex ofa permit and that all work will be performed to meet standards of an laws regulating conwaction in this}urisdiction. I understand that a separate mit Faust be seemed for ELECTRICAL WORK PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS. HEATERS. TANKS, aced It CONDITIONERS, etc- WER'S AFFIDAVIT: I certify that all of the foregoing inf nation is accurate and that all work will be done in compliance with all applicable laws regulating struchm and -Drag WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COWENCMENT MAY RESULT IN YOUR PAY[NG 'ICE FOR IMPROVEMETS NTO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN TORNEY BEFORE RECORDING YOUR NOTICE OF COMI ENCI�NT. DICE_: In addition to the requirements of this permit, these may be additional restrictions applicable to this property that tray be found in &c public records of comity. and there may be additional permits required from other govenuneatal entities such as wafer managmaicat districts, slate agaecia, or fi>aeraT agencies. cptmm of permit is vaifwation that I win notify the owner of the property of the Signahue ofOwnedAgent pate Print OwnedAgent's Nam Signature of Notary -State of Florida Date OwnWAgeat is _ Personally Known to Me or _ Pmdoced Ta ROVALS: ZON1M. UTIL FD: Tat Cote D3IM Lien s/o7 sngnatme of Notary -State of Flori �j s�E ?o Y CUB 9'sj"j D lE MY COMMISSION # DD629096 s T EXPIRES: February 25, 2011 of fle Fl. Notary Discount As Oc. Cn. 1-900-3-NOTARY Contract/Agent is Petsorrall c or _ Produced m ENG: BLDG. CITY OF SANFORD PERM IT APPLICATION �fy Permit # : %�I Date: v Job Address: �� 1 L�- D C �L t �1 �Y�(� Fi— 6we Description of Work:'' rr MAW KJ � WV(X I UI�UN 1 IUIY((i5 Total Square Footage Historic District: NO Zoning: Value of\Vork: S l j ,�400 Permit Type: Building Electrical V/ Mechanical Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS �� Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement Nei\, (Duct l,aVOUI & [:ncrgy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewcr Lincs_ # of Gas Lines Plumbing/New Residential: # ofWater Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential t/ Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name&Address:; �_ nr'� t�yj/1y" =� I (�! Jri `i'; /I'i( i.I ( 0� �j�1;�Ci'. /��C(.�TLa/ -l(1/�J Phone: Win.{ /"�l Contractor Name &Address: I Vl 1 ' I( �i� !►1 �i /d� J• �� f wy. Sanlrb �(it State License Numher: Phone &Fax: 13 21Q- I-; —t2- Contact Person: 1 u i �YY'i!_"t,�_Phone:401 Bonding Compan): _ Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS. TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT. I certify that all ofthe 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 NO*] ICI: OF COMMENCEMENT MAY RI -St II, I' IN YOl iR 1' \ PING TWICE FOR IMPROVEMI N'I S TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WI'I'l-I YOUR LENDER UR AN ATTORNEY BEFORE RECORDING YOUR NOTICE- OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions appli o 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 �s"netmanagement districts, state aeencies. or federal acencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements\gj\Aori0a Lien Law, FS 713 Signature of Owner/Agent Date Sienpturc Print Owncr/Agent's Name Pr Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 UTIL FD for/Agent nt's Name nturc pf Notary -State of Florida z 07 Date -Le7 Duce le. .►A'°heryf L SmithMy Commission DD243250 Contractor/Agent is -K Personally l8-y4fts August 20, 2007 Produced ID ENG: 131-DE- STATEMENT NUMBER 106-75192 BUILDING PERMIT N� UNIT ADDRESS: TRAFFIC ZONE: SEC: ' T% SUBDIVISION:( PLAT BOOK: `T OWNER NAME: ADDRESS: _ APPLICANT NAM ADDRESS: COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY=CITY OF SANFORD DATE- --CITY) COUNTY NUMBER: JURISDICTION: 06 CITY OF SANFORD R G- PARCEL: T� R CT LATLICL PAGE :.�` � `.� BLOCK; LOT: -14- 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 # & T& TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS FORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54,00 1 $ 54.00 SCHOOLS CO -WIDE 0 dw1 unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,143.00 STATEMENT RECEIVED BY: '1k 1 ..,. � SIGNATURE'"/ � � ' ~ (PLEASE PRINT NA1 t Di&E 1 NOTE TO RECEIVING SIGNATORY/APPLICANT: ,FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOLY IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 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******************** _ I Tall II 111111 III II all II IA 1I III II III II ill 11 Ill 11 III it Ili 11111 MARYANNE MORSEL CLERK OF CIRCUIT COURT SEMINOLE COUNTY PK 06520 Pg 15711 (ipg) CLERK" S # 2006197739 RECORDED 12/15/2006 IM23:48 AM RECORDING FEES 10.00 RECORDED BY H Bailey NOTICE OF COMMENCEMENT State of Florida County of Seminole The undersigned hereby informs all concerned that improvements will be made to certain real property, and in accordance with section 713.13 of the Florida Statues, the following information is stated in this NOTICE OF COMMENCEMENT. Legal description_ of property (include Street Address, if available) LOT # / , Celery Avenue Estates, PHASE 1 ACCORDING TO THE PLAT THEREOF AS RECORDED IN PL T BOA # 7%%����P/A�GES #38-45 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AK�ll`I 1— �I SANFORD FL 32771 General Description Of Improvements NGLE FAMILY DETAUHED Owner LENNAR HOMES, INC. Address 101 SOUTHHALL LANE ST 0 MAITLAND, FLORIDA 32751 Owner's interest in site of the improvement OWNER/DEVELOPER Fee Simple Titleholder (if other than owner) Name SAME AS ABOVE Address SAME AS ABOVE Contractor SAME AS ABOVE Address Surety (if any) N/A Address Amount of bond $ Any person making a loan for the construction of the improvements. Name N/A Address Person within the State of Florida designated by owner upon whom notices or other documents maybe served; Name LENNAR HOMES, INC. Address 101 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 CrO"IIED COPY POIORSE Ct r RI(IOF , CUlT COURT SEMINO r NTY, FLORIDA BY DEPUTY CLERK IJ.�. I . n b�� p William Graham!- Division President Lennar Homes, Inc. Sworn to and subscribed before me this day 0f Personal Knowledge Notary Public 20S�RY• P°8�,� EDWARD L DEAN, JR. * MY COMMISSION I DD 550907 * EXPIRES: May 10, 2010 °�rFo� f�oPOe Bonded Thru Budget Notary Services OFFICE 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 Name: CnY7l IMFI Builder: LENNAR HO ES Address: 209 Bella Rosa Circle Lot 14 Permitting Office: SgtNfprz- City, Stater Sanford, FL 32771 Phase 1 Permit Number: 0 -7--58 1 Owner Jurisdiction Number: 4.99 6500 Climate Zone: central I.. New construction or existing New 2. Single family or multi -family Single family 3. Number of units, ifmulti-family 1 __ 4. Number of Bedrooms 4 5. Is this a worst case? Yes 6. Conditioned floor area (W) 2366 ft2 7. Glass typel and area: (Label regd. by 13-_104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Defoult)310.1 ft- & SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)310.1 ft? 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0; 144.0(p) ft b. NIA c. N/A 9 Wall types a. Concrete, Int Insul, Exterior R=4.1, 826.7 ft' b. Frame, Wood, Exterior R=1 I.0, 1026.8 ft' c. Frame, Wood, Adjacent R=11.0, 133.0 ft' d N/A _ e. N/A 10. Ceiling types a. Under Attic R=30.0, 1320.0 ft2 b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed);Interior Sup. R=6.0, 1.0 ft b. N/A 12. Cooling systems a. Central Unit Cap: 41.5 kBtu/hr SEER: 14.00 b. N/A c. N/A e�` 13. Heating systems CP a. Electric Heat Pump Cap: 41.5 kBtu/hr b. N/A C O� HSPF: 8.30 ` �v c.. N/ �O COS 14. Hotwater systems a. Electric Resistance Cap: 50.0 gallons EF: 0.90. 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) Glass/Floor Area: 0.13 Total as -built points:26706 PASS Total base points: 33907 - - I hereby certify that the plans'and specifications covered by this calculation are incompliance wit orida Energy Code. DATE: 1 hereby certify t_ tthis buil compliance with the Florida OWNERIAGEN;',eg DATE:. 10/18/06 PT, Review of the plans and 'TUE STgT specifications covered by this calculation indicates compliance n 1 with the Florida Energy Code. Before construction is completed this building will be inspected for n compliance with Section 553.908 Florida Statutes. �''9D WM BUILDING OFFICIAL: DATE: 1 Predominant glass type. ror actual glass type ana areas, see Summer & Winter Glass output on pages.2&4. EnergyGaugeO (Version: FLRCSB v4 0). 2 FORM 60OA-2004 EnergyGauge@ 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A- Details ADDRESS`., , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornf Len Hgt Area X SPM X SOF = Points .18 236640 26.78 10979.2. Single, Clear NW 10.0 6.0 46.6 40.12 0.57 1090.7 Single, Clear NE 1,0 15.0 23.3 47.10 1.00 1094.8 Single, Clear SE 1.0 13.0 9.8 61.07 1.00 598.2 Single, Clear SE 1.0 16.8 40.8 61.07 1.00 2490.8 Single, Clear SE 1.0 15.0 16:2 61.07 1.00 989.0 Single, Clear SW 1.0 15.0 16:2 56.99 1.00 921.8 Single, Clear NW 1.0 4.0 10.0 40.72 0.92 376.1 Single, Clear NE 1.0 6.0 16.2 47.10 0.97 740.9 Single, Clear SE 1.0 6.0 32.4 61.07 0.96 1906.4 Single, Clear SE 1.0 6.0 16.2 61.0.7 0.96 953.2 Single, Clear SW 1.0 6:0 23.3 56.99 0.96 1278.2 Single, Clear SE 1.0 6.0 23.3 61.07 0.96 1371.0 Single, Clear SW 1.0 6.0 16.2 56.99 0.96 888.7 Single, Clear NW 1.0 4.0 9.8 40.72 0.92 368.6 Single, Clear NW 1.0 4.0 9.8 40.72 0.92' 368.6 As -Built Total: 310.1 15436.4 WALL TYPES Area X ,BSPM = Points Type R-Value Area X SPM = Points Adjacent 133.0 0.70 93.1 Concrete, Int Insul, Exterior 4.1 826.7 1.18 975.5 Exterior 1853.5 1.90 3521.6 Frame, Wood, Exterior 11.0 1026.8 1.90 1950.9 Frame, Wood, Adjacent 11.0 133.0 0.70 93:1 Base Total: 1986.5 3614.7 As -Built Total: 1986.6 3019.5 DOOR TYPES Area X BSPM = Points Type Area X SPM Points Adjacent 19.0 1.60 30.4 Exterior Insulated 20.4 4.80 97.9 Exterior 20A 4.80 97.9 Adjacent Wood 19.0 2.40 45.6 Base Total: 39.4 128.3 As -Built Total: 39.4 143.5 CEILING TYPES Area. X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1320.6 2.13 2811.6 Under Attic 30.0 1320.0 2.13 X 1.00 2811.6 Base Total: 1320.0 2811.6 As -Built Total: 1.320.0 2811.6 FLOOR TYPES Area 'X BSPM = Points Type R-Value Area X SPM = Points Slab 144.0(p) -31.8 -4579.2 Slab-On;Grade Edge Insulation 0.0 144.0(p -31.90 -4593.6 Raised 0.0 0.00 0.0 Base Total: -4579.2 As -Built Total: 144.0 -4593.E EnergyGauge® DCA Form 60OA-2004 EnergyGaugeWFIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGaugeg 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A- Details ADDRESS: , , , PERMIT* BASE AS -BUILT INFILTRATION Area X BSPM Points Area X SPM = Points 2366.0 14.31 33857.5 2366.0 1431 338575 Summer Base Points:. 46812.1 Summer As -Built Points: 60674.9 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) (qs 1: Central Unit 41500 btuh ,SEERIEFF(14.0) Ducts:Unc(S) Unc(R),Int(AH),R6.0(INS) 50675 1.00 (1.09 x 1.150 x 0.85) '0.244 0.950 12532.5 46812.1 0.4266 19970.1 60674.9 1.00 1.069 0.244 0.95.0 1.2532.5 EnergyGauge"rm DCA Form 600A-2004 EnergyGaugeVRaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area. Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 2366.0 5.86 2495.7 Single, Clear NW 10.0 6.0 46.6 14.97 0.99 690.9 Single, Clear NE 1.0 15.0 23.3 14.70 1.00 342.E Single, Clear SE IL 13.0 .9.8 10.59 1.01 104.4 Single; Clear SE 1.0 16.8 40.8 10.59 1.00 434.1 Single, Clear SE 1.0 15.0 16.2 10.59 1.01 172.5 Single„Clear SW 1.0 15.0 16.2 11.59 1.00 188.0 Single, Clear NW 1.0 4.0 10:0 14.97 1.00 149.4 Single, Clear NE 1.0 6.0 16.2 14.70 1.00 2383 Single, Clear SE 1.0 6.0 32.4 10.59 1.02 350.6 Single; Clear SE 1.0 6.0 16.2 10.59 1.02 175.3 Single, Clear SW 1.0 6.0 23.3 11.59 1:01 273.0 Single, Clear SE 1.0 6.0 23.3 10.59 1:02 252.1 Single, Clear SW 1.0 6.0 16:2 11.59 1.01 189.8 Single, Clear N V 1.0 4.0 9:8 14.97 1.00 146.4 Single, Clear NW 1.0 4.0 9.8 14.97 1.00 146.4 As-BuiltTotal: 310.1 3853.7 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 133.0 1.80 239.4 Concrete, Int Insul, Exterior 4.1 826.7 3.31 2732.2 Exterior 1853.5 2.00 3707.0 Frame, Wood, Exterior 11.0 1026.8' 2:00 2053.6 Frame, Wood, Adjacent 11.0 133.0 1.80 239.4 Base Total: 1986.5 3946.4 As -Built Total: 1986.5 5025.2 DOOR TYPES' Area X BWPM = Points Type Area X WPM = Points Adjacent 19.0 4.00 MO Exterior Insulated 20.4 5.10 104.0. Exterior 20.4 5.10 104.0 Adjacent Wood 19.0 5.90 112.1 Base Total: 39.4 180.0 As -Built Total: 39.4 216..1 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1320.0 0.64 844.8 Under Attic 30.0 1320.0 0.64 X 1.00 844.8 Base Total: 1320.0 844.8 As -Built Total: 1320.0 844.8 FLOOR TYPES Area X BWPM = Points . Type R-Value Area X WPM = Points Slab 144;0(p) -1.9 -273.6 Slab -On -Grade Edge Insulation O.O 144.0(p 2.50 3MO Raised 0.0 0.00 0.0 Base Total: -273.6 As -Built Total: 144.0 360.0 EnergyGaugeG DCA Form 60OA-2004 EnergyGauge&RaRES'2004 FLRCSB v4 0 FORM 60OA-2004 EnergyGauge@ 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 2366.0 -0.28 -662.5 2366.0 -0.28 -662.5 Winter Base Points: 6530.8 Winter As -Built Points: 9637.4 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 41500 btuh ,EFF(8.3) Ducts* Unc(S),Unc(R),Int(AH),R6.0 9637.4 1.000 (1:078 x 1.160 x 087) 0.411 0:950 4114.6 6530.8 0.6274 4097.4 9637.4 1.00 1.093 0.41`1 0950 4114.6 EnergyGauge"" DCA Form 60OA-2004 EnergyGaugeg/RaRES'2004 FLRCSB v4.0 FORM'6QOA-20.04 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 TankEF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.00 10058.7 As -Built Total: '10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling + Heating + Hot Water = Total Points Points Points Points 19970 4097' 9840" 33907 1 12532 4115 10059 26706 0 EnergyGaugeTm DCA'Form 60OA-2004 EnergyGauge®CFIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge®4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS- , , , PERMIT* 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft..window area;.:5 cfm/s .ft. door:area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wa foundation & wall sole orsill' plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top late. Floors 606.1.ABC.1.2.2 Penetrations/openings >116 sealed unless backed bytruss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 6061.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 -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts. 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences-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 allons 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 1 Separate readily accessible manual or automatic thermostat.for 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. EnergyGauge'rm DCA Form 60OA-2004 EnergyGauges/RaRES'2004 FLRCSB v4.0 8 3' bath duct to rooF cap w/fan Nutone 696RNB A/C S R MIN 4 WAL 1I O» x�+ ca _ i 3.5 TON Y/IeKY 11210V IPN.. 1H,13. Plan i state. S/8•-i'0' i i - I I -� 1 orn bybw i i POFaCbF WOtO DJ4LaF. � _ 1 _ 1 FIRST FLOOR P1*.4N A ram_ hrr NOTE; SEE 544EET M101 FOR PLUMBING RISI`R DIAGRAM. 9 aPAn4+um cloarance of 4: Inches arwnd the olr handler per the .State Energy code. All duct has an r=6 0 W 0 J 0 W Z -) - zry rV w O J U I� 2 w >' Z Q I--inFW- Q. J O ::) Q a: c0 a_ _I N,0 0 tox6 lied 133 14XI4 Imp, rl�K! rep Bx4 '1rtE WIRE 22.1 rap 1112x6lwCd 9 7•. 145 9' LOFT n 5' 30i�6 1xM 10x10.ra 'J a. 40 . 6• I IOi�b ixcd 3' bath duct _-- t0 N C10i CQP -4' dryer duct w/fan ta''oo, —P Nutone 696RNB rCOND FLOOR PLAN 34: 6 e C Must hove a. rin1mum clearance of 4 inches around the alrr handler per, the'State Energy code. All duct has an r=6 Yhsulatlon value. w H W 0 Q�w i z CD Z N Y Lil O N E r JU 1 atin,g z o U) } m w > z Q 1-- m' Q �. J O �- Q m(LJf�O0 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR;HEATING,AIR CONDITIONING,R Job: COZUMEL 7.2704 1D9 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 19024 ft3 x 0.0167 = 222 cfm 2 Winter infiltration bad 1.1 x222 cfm x 32 °F WnferTD = 7813Btuh 8. Winter infiltration HTM 7813 Btuh / 350 #t2 Total window 22.4 BtuW and door area vroceaure t3-tiutllttler innitratlon H tM Calculation 1. Summer infiltration AVF 0.40 ach x 19024 ft3' x 0.0167 = 127 cfm 2 Summer infiltration bad 1:1 x 127 cfm x 18 °F SLmnerTD = 2511. Btuh a Summer infb bn HTM 2511 Btuh / 350 ft2 Total window 7.2 Btuh/ftz and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grl1b moist.diff. x 127 cfm = 3740 Bhih Procedure D - Equipment Sizing. Loads 1. Sensible stung load Sensible ventilation bad 1.1 x 75 cfm vent x 18 'F S1mT-erTD 1485 Btuh Sensible load for structure (Line 19) + 28202 Btuh Sum of ventilation and struc luure loads = 2968T. Btuh Rating and temperature multiplier x Equipment load- sensl le 0.98 Btuh sizing _ 29093 2 Latent sizing load Latent ventilation load 0.68 x 75 cfm vent x 43: grllb moist.diff. = 2212 Btuh Internal bads = 230 Btuh x 6 people + 1380 Btii,h Infiltraztion load from Procedure C + 3740 Btuh Equipment sizing bad - latent _ 7332 Btuh 'Construdion Quality is: a No. of Fireplaces is: 0 Bold/italic values have been.manually overridden Prinfout certified byACCAto meet all requirements of Manual J 7th Ed. wrightsofit Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 ACa EAFileslLennarOrlando2002\COZUMELICOZUMEL.rsr Page 1 PROJECT SUMMARY Entire House DEL AIR. HEATING,AIR CONDITIONING,R Job; COZUMEL 7.27.04 109ICOMMERCE. STREET, LAKE MARY, FL'32748.6206-Phone:'(407) 831-2665 For. LEMIaR HCNM Notes: s- Weather. Orlando AR 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 °F Design TD 18 OF Daily range M Relatve humidity 50 % Moisture difference 43 grAb Heating Summary Sensible Cooling Equipment Load Sizing Buildingg heat loss 35476 Btuh Structure 28202 Btuh Ventilaton air 0 cfm Ventilation 1485 Bluh Ventilation air loss 0 Btuh Design temperature,swing 3.0 ' OF Design heat bad 35476 Btuh Use mfg. data n Rate/swing multiplier 0.98 Infiltration Total sens. equip. load 29093 'Btuh Method Slmplfied Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 1380 Btuh Ventilation 2212 Btuh Hea�t�in��gg Coolingg Infiltration 3740 BIuh Area (ftz ?366 2366 Total latent equip. bad 7332- Btuh Volume (tt3) 19024 19024 Air chapgge�sThour Equiv. AVF 0:70 0:40 222 Totaleeqquipment load 36425 Btuh ` (dm) 127 Req. tcEal capacity at0.80 SHR 3.0 ton Heating Equipment Summary Cooling Equipment Summary Make BRYANT Malmo BRYANT Trade Trade Model Cond Coil Efficiency a3 HSPF Efficiency 14 EER Heating input Sensible cooling 33200 Btuh Heating output 0 Btuh @47°F Latent cooling 8300 Btuh Temperature rise 0 OF Total cooling 41500 Btuh Actual airflow 1400 cfm Actual airflow 1400 cfm Aar flow factor 0.039 chrvBtuh Airflow factor 0.050 chryBtuh Static pressure 0.40 in H2O Static pressure 0.40 in H2O Space thermostat Load sensible heat ratio 80 % Bold/italic values have been manually overridden Printout Certified byACCAto meet all requirements of Manual J:7th Ed. wrightsoft Right -Suite Residential 6.5.17 RSR26017 ,40G E3FileslLennarOrlando2002\COZUMEL\COZUMEL.rsr 2004-Jul-27 15:21:30 Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.2704 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 1N S N K I A L 0 T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L 0 X Y T M R R LIVING a n rw a C n 0 d 1 1 90 1.0 10.0 to 5.0 39.4 46.6 0.0 DINING a n ne a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 39.4 23.3 0.0 KITCHEN a n se a c n 0 d 1 1 90 1.0 1.0 10.0 3:0 47.4 9.8 0.0 BRKFST b in se a c n 0 d 1 1 90 1.0 1.0 10.0 6.8 47.4 40.8 0.0 FAMILY a n se a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 47.4 16.2 0.0 a n sw a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 47.4 16.2 0.0 PWDR BEDS a n trio b c n 0 d 1 1 90 1.-0 1.0 1.0 3.0 39.4 10.0 0.0 a n ne b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 39.4 16.2 0.0 M BATH MWIC MBED a n se b C n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 32:4 4.1 BED4 a n se b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 162 2.0 a n sw b C n 0 d 1 1 90 1.0 1,.0 10 5.0 47.4 23.3 2.9 z, vvrig1 11tS(:3 t Right -Suite Residential 5.5.17'RSR28017 2004-Jul-27 15:2130 X0, E:\Files\Lennar0rlando2002\COZUMEL\COZUMEL.rst Page 1 LOFT a n se b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 23.3 2.9 BED2 a n sw b c n 0 d 1 1 90 1.0 1.0 1:0 5.0 47.4 16:2 2.0 a n rw b c n 0 d 1 1 90 1.0 1;0 1.0 3.0 39.4 9.8 0.0 LAUNDRY a n ruv b c n 0 d 1 1 90 1.0 1.0 1.0 ' 3.0 39.4 9.8 0 0 BATH vvright50ft Right -Suite Residential 5.5.17 RSR26017 2004-Jul-27 15:21:30 ACC, E:\FilestLennarOrlando2002\COZUMEL\COZUMEL.rsr Page 2 R1GHTd WORKSHEET Entire Ouse DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (4071 831-2665 MW�AJNLJ.: nn to 1 Nartrdrocin E tireFbu)e UVING DINING K1TCi-m 2 L-gho'"'s6dAd 2920. It 49.0 ft 120 ft 25.0 ft 3 120 x - 19.0 ft 19.0 x 120 ft 140 x 11.0 `1ft 4Rocmdrre�is Cep ODA Option 8.0 ft I heatbaol d 8.0 It h%Vmd &0 It hwthool ao ft he tbw TYFECF I CST HTM Area f,nadW) Area Load(E4h) Area Load p4 Arm lmdpin Na HC9I CI9 (ft�: H9 Ci9 (ft' HU I CLg: (ft) Ht9 CI9 Vt� . Htr9 I CI9 5 Gross a 143 4:6 21 1000 ,... .... 240 - .a. 96 .,.. a., ,w .... Eposed b 12C 29 1.9 1184 ,M. .,.. 0 .. .... p ..... ..,. , . ... walsard c 13C 32 1.20.0 • •• :'"• 1 - '"': 0 •••• •" ,"" ••* Partitions d 0.0 0.0 00 Go 1000 f 0.0 0.0 ,.. 0 ..�. Q ...« ..a .... 6 VWxbwTd a 1C 37.0 - 23 99a" - 47 1722 "" 861 *"" 1C 362 dassdoors_ b M 37.0 - 41 1508 - 0 0 - 0 0 ""'. 0 �Fl airg c 9-- 387 " D 0 "`" 0 - 0 0 ""` 0 d 3C 232 - 0 0.' 0 - 0 0 .,. 0 ..,. f 0.0 - 0 0 �" 0 0- 0 0 -"" 0 7 V>XdbAisad North 204 14 - 286 0 ""` 0 0 - 0 "" 0 lass doors NETM! 39.4 116 - 4T-0 47" `" 1835 23 - 918 '"" 0 CbdiIg ENV Q0 0- 0 0 '°° 0 0- 0 c0 SESW 47.4 180 - aw 0 '* 0 0 - 0 1 'C5 SoLlh 00 0- 0 0 '* 0 0- 0 C"* 0 Ho¢ Q0 0- 0 0 '""' 0' 0- 0 C"'" 0 8 Ctherdoors a 11A 18.9' 127 21 385 2ED 20 335 230 0 0 0 0 0 b 10D 14.7 99 19 290 189 19 18a 0 0 0 0 0 c 00I'll 0.0 0 0 0 0 0 0 0 0 0 0 0 9 w a 143 4.6 2.1 827 3911 17C2 173 797 355 335 150 1 876 332 eposed b 1X 29 1.9 1027 2957 19@6 0 0 0 0 0 0 c 0 0 wals ard c 13C a2 1.2 133 419 156 133 419 155 0 0 0 c 0 0 parft- d Go 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0c 0 0 10 'Celings a 163 1.1 1.4 13M 1394 1830 0 0 6 0 0 0 0 0 Er- b '1� 28 35 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 Q0 0 0 0 0 0 0 0 0 .0 0 e 0.0 00 0 0 0' 0 0 0 0 0 0 A 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 3732 0 1270 0 12 311 0 z 643 0 "Je: room b 19 1.1 0,0 0 0 0 0 0 0 0 0 0 perinider c 0.0 00 0 0 0 0 0 0 0 0 isdispl. d D.0 0.0 0 0 10(00) 0' 0 0 0 0 0' 0 forslab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 tbors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 224 7.2 350 7813 Zi11 86. im 618 23 521 167 ic70 13 Stt>;OWbss=6+8_+11+12 32b1 '�+« °" 6197 •`"• �'• 2033 �• •'+ 2103 '"'°' Less at aljh3ft 0 ,... .... 0 .... ,, . 0 - Lesstardisr «« 0 0 0 ,... 0 ..„ Heatirgre5aftitx6on .... 0 ... .... 0 0 «... .a. 0 ,.. 14 'DW km 10°J 3225 ""` 10'J M0 '" 100 2.13 "" 10' 211 15 TotEd loss=13t14 *a 35476 "" 7477 °"' 2231 .... 2316 .«. 16 IrR gains: Pecple'@ 300 6 - 1800 0 - 0 • 1 - MD c 0 Apo- @ 1m0 2 "`"" 1 m 0- 0 0- 0 1 "" 120D 17 &bbtFShI93IrT7+8.+12+16 •"• ••«• 25MB ••,• - 3415 ,«. <"'" 151 """ `"' 2127 Less w3rai cmfrg ..d ... 0 "`* .. 0 - - 0 - .... 0 Lessbmlbr w . ..,. 0 ,,.. ..« 0 - - 0 - 'a* 0 Cooling red&butibn *"' '.^ 0 **. .w 0 .,,,. - 0 !... .d 0 18 D d gain 10°J "" 2 4 10° • 342 10° - 154 10° "" 213 19 TdalRSHgairr(17+18),RF 1.00 "" 2ad]2 1.00 ""' 375/ 1.m - 161 1.00 ""° ZE9 2) Airrequired (drti) 140D 14p '""* 26 186 °"" as 84 - 91 116 Printout oertified'byACCA to meet ag requirements of Manual J'7th Ed. 1&6wr�ghtso'ft Right -Suite Residential a5.17 RSR26017 2004-Jul-2715:21:30 k E:1Files\Lennar0rlando20021COZUMELtCOZUMEL.rsr Page 1 RIGHTd WORKSHEET Entire ouse DEL AIR HEATING,AIR CONDI IONING,R Job: COMMEL 7.27.04 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 rwvvut�.r: ruttn 1 Narmofrwn f 45r FAMILY PAM � BM3 2 Lerghda dwaC 10.0 It 48.0 ft 0.0 It 27.0 ft 3 Rxmdh Ebrs 10.0 x 1Q0 ft 16.0 x `2Q0 It 7.0 x 40-ft 140 x 13D ft 4 C)etlrgs OX& C pbon 8.0: ft heat•tool 8.0 ft haltO 8.0 ft kml4 8.0 ftj tafbad TYFECF I CSi Frrm A. Load(136;h) Ate (F3rh) Area Loedpk4 Area Lcedpk4 64KS-FEE NO. Htg I Clg (ft) Fkg Clg M7) Htg I Cig (111) Htg Clg OF) Fftg a9. 5 'Cr a 143 46 21 80 °i384 0 BposEd b 12C 29 1.9 0 "". .". 0 .". .""` 0 "'" *". 21 '". - vralsand no 13C a2 1:2 0 0 .... «.. 0 .... .... - - If GO 0.0 0 .."' 0 " ` "' 0 '.. `"' 6 VN1dyrad a 1C 3ZO "' 0 0 - 32 1193' - 0 0 - class doors b 8C 37.0 41 15ce "-" 0 0 0 '"•` 0 �Reakng9 c 9✓ 38.7 0 0 """ 0 - 0 0- 0 "* d 33 23.2 0 0 0 `*" 0 0- .0 e 0,0 '" 0 0 0 '"�"` 0 0- 0 f 0.0 "* 0 0 "" 0 0- 0 0- C 0 7 VMtma-d North 20.4 0- 0 0- 0 0- 0 - 0 lass duos NENN -F-,W 39.4 0 - 0 0 - 0 0 - 0 fe1t 1032 i'g 0.0 0 - 0 0 - 0 ;0 `"" 0 - - 0 SEEW 47.4 41 - 1934 32 - 1536 0 0 - 0 SaUh 0.0 0- 0 0- 0 0 "" 0 0 Horz 0.0 0- 0 0- 0 0 "* 0 """ 0 8 C7lterdaors a 11A 18.9 127 0 0 0 0 0 0 0 0 C 0 0 b 10D 1,17 . 9.9 0 0 0 0 0 0 0 0 C 0 0 C GO (10 0 0 0 0 0 0 0 0 C 0" 0 9 NE a 143 46 21 39 181 81 352 16ZJ 724 0 0 0 C 0 0 ep-d b 12C 29 .1.9 0 0 0 0 0 '0 0 0 0 19C 5q 366 v2G aid C 130 32 1.2 0 0 0 0 0 0 0 0 0 C 0 0 d 0.0 0.0 0 U 0 0 0 0 0 0 0 0 0 e 0.0 GO 0 0 0 0 0 0 0 0 0 0 0 f 0.0 GO 0 0 0 0 0 0 0 0 0 0 0 10 Ceft7 a 163 1.1 1.4 0 0 0 0 0 0 0 0 0 1 192 252 b 1K 28 a5 0 0 0 0 0 D 0 0 0 0 0 o (10 0.0 0 0 0 0 0 0 0 0 0 0 d QO GO 0 .0 0 0 0 0 0 0 0 0 e 0.0 QO 0 0 0 0 0 0 0 0 0 0 f 0.0 00 0 0 0 0 0 0 0 0 C 0 0 11 Floors a 22A 25.9 0.0 10 259 0 4B 1244 0 0 0 0 0 0 me;r=n b 193 1:1 O.0 0 0 0 0 0 0 0 0 0 0 0 p�udw c 0.0 0.0 0 0 0 0 0- 0 0 0 0 0 isdispl: d 0.0 QO 0 0 0 0 0 0 0 0 0 0 0 forslab a 0.0 QO 0 0 0 0 0 0 0 0 0 0 floors) f (10 0.0 0 0 0 0 0 0 0 D C 0 0 12 Itfilbab n a 224 7.2 41 912 293 724 233 0 0 0 5% 188 13 &hcU �+8..+11+12 . + 23M .„.. «.. 47ffi - ...,, 0 - - 2ZB ;a.,. edurd haft0 - - 0 - - 0 - Lesstanderss Heatug mds ribbon .�.10° 0 .... +«. 0 .... .... 0 - - 0 14 Dtrtloss 2A6 '""" 10° 4v3 ""` 100 0 `"' 1( 22a 15 Tctdlos=93#14 *... 3143 w. .... 53M5 `... .... 0 - 2M . . 16 ht gains: Flac* @ 300 0 ""` 0 4 - 13 D 0 '"'"` 0 C 0 �+12+16 12JJ O 0 0 "" 0 0 17 StVRSHg3ir-7+8 �, 2 37E '"""* *"' 3 3 """' *" 0 '"" °" 1842 e&TL-i c o U ..�. .... 0 .�. «,. 0 .m. Less ssbarger .... .., 0 ..,, ..., 0 .�.. 0 _ ,... „„ 0 Cbo(irg redstnhbon * • ""'• 0 •••• 0 0 0 18 Duct gain 10% - 231 101/c - 369 1OD - 0 JO " 184 19 ToIalRSHgen=(17+1B)RF 1.00 . Z09 1.00 .�. - 4m 1.00 '"°"� 0 1.CO -1(A 21� Air required (drn) - 124 1x - 278 Z2 "" 0 0 - 101 Printout oeffied by ACCA to meetall requirements of Manual J 7th Ed. wr�gi ,tso1� Right -Suite Residential5.5.17'RSR26017 2004-Jul-27 15:21:30 E;1FileslLennarOrlando20021COZUMELICOZUMEL.rsr page 2 RIG_HTd WORKSHEET Enure ouse DEL AIR HEATING,AIR CONDMONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET,.LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 rvuuvurwa fuf ev. Nam of rwn MEATH MV1)IC Nl� `ED4 2. J1 Leryhore>�wat 8.0 ft 200 ft 17.0 ft 29.0 ft 3 Room Ta_83s 120 x aO ft 6.0 x 140 ft 120 x 17.0 ft 160 x 120 ft 4 Cep C A Cron 8.0 ftj heaVxd 8.0 ftj limed 8.0 ftj h 3 bool 8.0 fti heAbod TYPE CF ICS7 HTM I Area I Load (f3ih) Are Leed pin IAA Lced Rk." Area. Load Pk" E>FCSLF;F= ND Htg I Cig (ft� R9 I Clg M Htg CU M H CI9 (ft?) Hf9 I Clg 5 C-foss a 143 46 21 0 '"' 0 - - 0 Fed b 1M 29 1.9 64 '*" 16) "" " 136 - - - 22 walls and c 13C. 3.2 1.2 0 'd "" 0 - - 0 - - C�d. parW- d 0.0 0.0 0 .... ..: 0 - - 0 - - .... ... e (10 0.0 0 '.. 0 0 «.. - ... f GO 0.0 0 "" 0 - - 0 - 6 V itma-d a 1C 3TO " 0 0 '" 0 0 - 32 1196 .... 1453 gassdxxs b.BC 37:0 0 0 ""' 0 0 """ 0 0 -"" 0 H��rrg c 9C 38.7 " 0 0" 0 0 °Ak 0 0c 0 d 30 23.2 0 0 0 0. 0 0 e GO 0 0 '" 0 0 '""' 0 0 c 0 f 0.0 " 0 0 0 0"°" 0 0 c 0 7 Vftbnsard North 20.4 0 '"''" 0 0 - 0 4 "° 83 *"° 102 glass doors NEM 39.4 0 - 0 0 - 0 0 0 d` 0 rg EW 0.0 0 '"'"` 0 0 o- 0 0"" . 0 0 SFSN 47.4 0 - 0 0 ""' 0 29 '° ' 13V 1635 SoLth 00 0 '""°' 0 0 '*'" 0 0 "' 0 '"" 0 Florz 0:0 0- 0 0 "" 0 0 "` 0 "" 0 8 Clherdocrs a 11A 18.9 127 0 0 0 0` 0 0 0 0 0 0 0 b 10D 1 147 9.9 0 0 0 0 0 0 0 0 0 0 0 c 0.0 00 0 0 0 0 0 0 0 0 0 c 0 0 9 NA a 143 4.6 21 0 0 0 0 0 0 0 0 0 0 e¢ooed b '12-- 29 1.9 64 181 124 160 401 311 104 29B mi 18E 531 359 wallsard 0 130 3.2 1.2 0 0 0 0 0 0 0 0 0 c 0 0 pad- d 0. 0.0 0 0 0 0 0 0 D 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0:0 00 0 0 0 0 0 0 0 0 0 0 0 10 Cetir% a 183 1.1 1.4 96 101 133 84 89 116 211 215 233 1S 2 B 286 b 16C 28 a5 0 0 0 0 0 0 0 0 0 0 0 c 00 CIO 0 0 0 0 0 0 0 0 0 c 0 0 d (10 QO 0 0 0 0 0 0 0 0 0 0 0 e 0.0 On 0 0 0 0 0 0 0 0 0 0 f 0.0 GO 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 0 0 (Nate: room b 193 1.1 00 0 0 0 0 0 0 0 0 0 0 perimebr c 0.0 0.0 0 0 0 0 0 0 0, 0 0 c 0 0 isdispl. d CIO 0.0 0 0 0 0 0 0 0 0 c 0 0 forsleb a GO 0.0 0 .0 0 0 0 0 0 0 0 c 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 12 Irfilhation a 224 7.2 0 0 0 0 0 0 32 724 233 883 13 SWcW bss*i +11+12 m' 286 - ' ° * WO - - 2435 *•» .a 3077 Less edeni t&u 0 - - -, -, 0 .�,. ..«. 0 - LessUar ,fir '..* 0 `""' - 0 - "" 0 ... 0 - HeabrU red�ition "� ....100 14 I 29 - 101/ 55 - 244 Im, 303 - 15 Tc U loss=1304 *""' 31 - 33E5 - 16 kt gNm pbo* 300 0 "" 0 0 '"° 0 1 - 0 App. @ 1200 0 TM" 0 0 0 0- 0 c - 0 17 SWRSHgstF7+8.+12+16 257 4Z7 - � - X45 Less a o�ofrg �» 0 *..� +..* 0 - - 0 - - 0 LesstarEfer "" «� 0 "* 0 . - - 0 - .... 0 Ccdirr redshibrbon ,.a ,... 0 .. .... 0 - 0 - - 0 18 Dud gain 10°/ '" 25 101/ 1° 43 10 10" ""' 235 19 Total RSH gEr;=(17+18)'PLF 1.00 """' 233 1:00 "'" 410 1.00 .W.105 2397 1,� �.. 2711 23 Pirfecpired (dM - 1 14 - 23 - 133 """ 1341 145 Printout oeffled by ACCA to meet all requirements of Manual J 7th Ed. wr-IC-0 H tsbfC Right -Suite Residential 5.517 RSR26017 2004-Jul-27 15:21:30 E;1FilesSLennarOrlando20021COZUMEUCOZUMEL.rsr Page 3 R1GJU oWORKSHEET jk Enure use DEL AIR HEATING,AIR CONDITIONING,R Job: COZUMEL 7.27.04 109 COMMERCE STREET, LAKE MARY, FL $2746-6206 Phone: (407) 831-2665 rwv u+i r rurra 1 Narr>rdmm LCFT L41cw BATH 2 LerghoFEynal 10.01 27.0 ft 6.0 ft 5.0 It 3 Poaandrrkrrars 2T.0 x 10.0 ft 140 x 13.0 ft 1QO x 6.0 ft 10.0 x 5.0 ft 4 Ceprgs OY& Option 8.0 ft heat4iaol aO fti f>@knd 8.0 ft f>aslAbcd 8.0 ftl heatkod TYF CF CST HTM Prey Loadpkh) Ar. Ltedp4 Pied L.dJpn Area Loadpn D�1E NO Htg -ag (ft� Htg Clg (ft� Htg I Clg (ft� Htg I Clg (ft� Kg Clg 5 Gmes a 143 4.6 21 0 - 0 - """ 0 - "°" Famed b 12C 29 1.9 80 - - 216 - 48 - < VA%&I i c 13C a2 1.2 0 - - 0 ""' 0 - parwc- d 0.0 0.0 0 0 0 e 0.0 0.0. 0 "" 0 b - - C f 0.0 0.0 0 ., a ... 01 0 - ,a,. d.. .... 6 V4113r4Sa-d a 1C 37.0 - zi 8S1 ""' 26 951 "'•' 10 3m - c0 ••,• lass doors b 8C 37.0 " 0 0- 0 0 0 0 c0 Reattire c SC 38.7 " o o - 0 0 0 0 c 0 d o 23.2 , "' 0 0- 0 0 0 0 '"'c 0 f O q *" 0 0- 0 0 "" 0 c 0 7 :VWxbAs and Nash 20A 3 "" 60 2 - 42 0 """ 0 C'"` 0 glass doors W-m 39.4 0 ' 0 10 - 395 10 `"°' 396 "" 0 codm FAN 0.0 0 '�"' 0 0 "' 0 0 °'"` 0 "' D SE6VV 47.4 20 "" 995 14 - 671 0 "' 0 '" 0 SoUh (10 0 "" 0 0- 0 0 ""' 0 0 Horz CIO 0 0 0- 0 0 "" 0 0 8 Cdlerdaors a 11A 18.9 127 0 0 0 0 0 0 0 0 0c 0 0 b IM 14.7 9.9 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 9 Net a 143 4:6 21 0 :0 0 0 0 0 0 0 0c 0 0 e� b 12C 29 1.9 57 163 110 190 547 3m 38 110 74 4 115 713 vallsard c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 c 0 0 lattitions d 0.0 0.0 0 0 0 0 D 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" QO 0 0 0 0 0 0 0 0 0 0 0 10 cairigs a 1E^a 1..1 1.4 2/0295 374 182 1 252 63 83 53 b 1e 28 3:5 D 0 0 0 D 0 0 0 0 0 0 c 0.0 QO 0 0 0 0 0 0 0 0 0 0 0 d 0,0 00 0 0 0 0 0 0 0 0 0 0 0 e 0;0 0.00 0 0 0 0 D 0 0 0 0 0 f (10 0.0 0 0 0 0 0 0 0 D 0 c 0 0 11 Floors a 22A' 25.9 0.0 0 0 0 0 0 0 0 0 0 c 0 0 (Note; roan b '193 1.1 00 0 0 0 0 0 0 0 0 0 c 0 0 went r c 0.0 0.0 0 0 0 0 0 0 0 0 0 c .0 0 is displ, d 00 QO 0' 0 0 0 0 0 0 0 0 c 0. 0 forslab a (10 0.0 0 0 0 0 0 0 0 0 0 c 0 0 Doors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 12 InlWation a M4 7.2 23 521 167x 531 187 10 219 70 0 0 13 S-Wal +8.+11+12, '"'' 1830 - .a.. 755 - ... 16B LessedW-d 11?Eg .... 0 - .a.: ., ..�., 0 - ...« 0 .,,. LesstmErer «.« 0 *a* *..* 0 0 ...�. Heft mdi&b bon 0 - - 0„„ „,• 0 _10° 0 14 Duotlom VX 183 '°""` 10'I ZE -1 100 75 ' "' 17 15 Toni kss=13+14 "° 2213 - - 2510 - '"" 830 ' "` ""° 185 16 int gl ns: 0 D � 13 0 0 "" 0 0 0- 0 17 SLbh3tRS-1gkr-7+a.+12+16 " *"" 1677 - - 1907 ""' - 1214 '"" '"' 147 Less e4enr ccdig .... «.. 0 .., 0 .... - 0 .:.. .... 0 Lesstarder """ - 0 '. * - 0 *"' 0 0 Coorrrg mcStriWm "* - 0 "•• - 0 "'• - 0 •"• ,„, 0 18 DLrt gain 1CP/ "'"-°+ 16B 10°J ""' 191 10 - 121 1 " 15 19 TctaIRS-1 (17+18)'PLF TOO ]845 100 2036 1.00 - 1335 1,03 *"' 162 Air regimed (� 921- 99 104 - 33 63 ^'"' 7 B Printout oetfed by ACCA to meet all requirements of Manual J 7th Ed. wr�ghtspfC Right -Suite Residential 5.5.17 RSR26017 2004-Ju1-27 15:21 30 E:\FileslLennarOrlando2002\COZUMEL\COZUMEL.rsr Page 4, ENERGYPERFORMANCE (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.4. 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 4 5. Is this a worst case? Yes _ - 6. Conditioned floor area.(#') 2366 ft' 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-faotor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)310.1 ft2 _ -- b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)310.1 ft2 8. Floortypes a. Slab -On -Grade F.dge:lnsulation R=0.0, 144.0(p) ft b. N/A c. N/A 9. Wall types _ a. Concrete; Int InsuI, Exterior R=4.'1, 826.7 ft2 b. Frame, Wood, Exterior R=110, 1026.8 ft2 e. Frame, Wood, Adjacent: R=11,0, 133.0 RI _ d N/A _ e. NIA 10. Ceiling types a. 'Under Attic R=30.0, 1320.0ft? b. N/A _ _ c. NIA 11. Ducts a. Sup: Unc. Ret: Una AH(Seated):Interior Sup. R=6.0, 1.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. NIA 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. ;Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedioated: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 saving features which will be installed (or exceeded) in this home before final in o .. O is a new EPL Display Card will be completed. based on installed Cod nt S. l0f' 18�06 Builder Signature- Date; Address of New Home: 209 Bella Rosa Circle Sanford, FL 32771 Cap: 41.5 kBtu/br. SEER:14.00 Cap; 41.5 kBtu/hr 14SPF: 8.30 Cap: 50.0 gallons EF` 0.90 -- PT, *NOTE. The home's estimated energyperformance score is only available through the FLAIRES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarlmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives iifyou 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 CommunityA,fairsat850/4874824. 1 Predominant glass type.'For actual glass type and areas, see Summer & Winter Glass output on pages:.2&4. EnergyGauge® (Version: FLRCSB v4.0) yamYw- � .. 3�y,"�` 'Poi 0 1 1, mk_,=VA 'W ` A PRODUCT OF NISUS CORPORATION For the Prevention and Control of: TERMITES, CARPENTER ANTS, WOOD DESTROYING BEETLES, FOR BOTH INTERIOR AND EXTERIOR USE T � � ]. � �'�.=���.C... �'' •ice OR IL Vol and DECAY FUNGI For use in and around Homes, Apartments, Garages, Museums, Public and Private Institutions, Schools, Hotels, Hospitals, Kennels, Stables, Farm Buildings, Trucks, Trailers, Warehouses, Supermarkets, Restaurants and Food Processing Plants. Authorized by the USDA for use on Non -Food Contact Surfaces in Edible Product Areas of Official Establishments Operating under the Meat, Poultry, Shell Egg Grading and Egg Products Inspection Programs. ACTIVE INGREDIENT: EPA Reg. No. 64405-1 EPA Est. 64405-TN-1 �, , w, Disodium OctaborateTetrahydrate (Na2B1 1, - 4HZ0):........ 60.00% U S. Patent Nos. 5,104,664 5 INERT INGREDIENTS: ........................................................60.0 /o Op� Density: 11.51 pounds per gallon KEEP OUT PRECAUTIONARY STATEMENTS OF REACH OF �R C C CAUTIONR�� Foods should be removed or covered during treatment_ All food processing surfaces should be covered during treatment or Hazards To Humans & Domestic Animals thoroughly cleaned before using. After treatment In food processing thoroughly wash all equipment, benches, shelving, etc. where CAUTION: Harmful if absorbed through skin. Avoid. contact with skin, water after handling. plants, see food will be ndlerd, with an effective cleaning compound eyes or clothing. Wash thoroughly with soap and and with potable When spraying overhead intenor areas of'homes, apartment buildings, below area being sprayed with Statement of Practical Treatment If Inhaled: Remove victim to fresh air. Apply artificial respiration.ii etc., cover or protect all surfaces •the plastic sheeting or other material which can be disposed of if indicated. Contact a physician if warranted. It In Eyes: Flush with contamination from dripping occurs, Do:not apply in food serving areas plenty of water. Get medical attention if irritation persists. If On Skin: while food is exposed ` Wash with plenty of soap and water. Get medical attention. - BORA-CARE® Is NOT a soil termiticide and should not be used directly IN CASE OF A MEDICAL EMERGENCY involving this product to treat the soil. call (800) 424-9300 or your local Poison Control Center. RAGE AND DISPOSAL -:.. Do not con aminate,water, food or teed by storage or disposal. Environmental Hazards .. *_ BORA-CARE° solutions carelessly spilled or applied to cropland or PESTICIDE STORAGE: Store in a. dry place. Do not store where including trees and shrubs may kill, or seriously retard `child nor animals may gain access. Do not freeze. growing plants plant growth. Cover plants and nearby soil with plastic to .avoidwhen Do. contaminate ntaminate disposing ESTI IDt DISPOSAL:Donot co contamination. Do not apply directly to water. not equipment washwaters. _ a Wastes resulting from the of product waste disposal facility. water when disposing of 'may be disposed of on site or at an approved 'CONTAINER DISPOSAL: Triple rinse (or equivalent). Then offer for DIRECTIONS FOR USE - recycling or. reconditioning, or p and dispose of in a sanitary It is a violation of Federal law to use this producuncture t in a manner landfill, or incineration, or if allowed by state and local authorities, by inconsistent with its labeling. burning. If burned, stay out.of smoke. I t ols NOTICE Read and understand the entire label before using. Use only according to label directions. Before buying or using this product, read "WARRANTY LIMITATIONS AND DISCLAIMER" statement found elsewhere on this label. if terms are unacceptable, return unopened package to seller for full refund of purchase price. Otherwise, use by the buyer or any other user constitutes acceptance of the terms under WARRANTY LIMITATIONS AND DISCLAIMER. BORA-CAAE® 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. i MADE IN THE U.S.A. CLEANUP: Use soap and water to c can up o 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-CARE° Material Safety Data Sheet for additional health and safety information.) 100 Nisus Drive, Rockford, TN 37853 (800) 264-0870 www.rnsuscorp.com CM r— I. MIXING INSTRUCTIONS BORA-CARE° is a concentrate which must be diluted with clean water before use. The use of warm or hot water, it available, and an impeller type mixer which can be used with an electric drill aids the dilution process. A. Hand Sprayers: Mix in a clean container and stir the solution until completely uniform. Always mix in a separate container then add the solution to a spray tank. Mixing BORA-CARE" directly in a spray tank can block hoses and nozzles. B. High Volume Pumping Systems: Add all of the dilution water to tank, start recirculator, then slowly add BORA-CARE® concentrate. Allow to mix until uniform. Use 1:1 and 2:1 BORA-CARE" solutions within 24 hours after mixing. 5:1 solutions will remain stable for up to 30 days. Do not leave unused solution under pressure or in tank overnight. Clean and/or flush equipment and lines with water after use. BORA-CARE® may be tank -mixed with an approved non -residual pesticide for quicker knock -down of carpenter ants and other insects. 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 2:1 difor foamingmay beuse' Termites Drywood Termites 1:1 or 21. and Anobiid and Lyctid 1:1 or 2:1 Use a 2:1 dilution ratio for treating hardwood floors- Pnobiid ost Beetles Logs require a 1:1 ratio. species 1:1 Ants 1:1 or 2:1 Fhetle gi 1:1 or 2:1 Use a 1:1 dilution ratio on wood members 2" thick or greater. ermites, 5:1 Two (2) applications required for surface spray t Beetles and For prevention only.gi — 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 2' in thickness or less. Decking, Fences and Plywood Powderpost Preventi:ar):d:Drywood 5.1 For prevention only. Beetles Termite Logs, Large Beams and 5.1 Dip treatment only. Dimensional Lumber 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 Anobfid 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 from subterrgpgan 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.: ICI. REMEDIAL TREATMENT FORTHE CONTROLOF SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POW.DERPOSTAND 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 wall 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 (8) 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. B. Basements and crawl spaces may be treated by applying one (1) coat of diluted BORA-CARE® solution to the point of wetnessto all infested and susceptible wood surfaces including sill plates, piers, girders, subfloors, floor joists and any wood exposed to vertical access from the soil. On wood where access is limited to one (1) or two (2) sides of wood members, such as sills and plates on foundation walls, apply two (2) coats of BORA-CARE° solution. Wait at least 20 min utes between applications. Apply at a rate of approximately one (1) gallon of BORA-CARED' solution per 200 square feet of floor area (400 square feet of wood surface area). C. Buildings on slabs maybe 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-CARE" solution per hole. Drill at least one hole per stud bay near the floor in order to treat the base plate in each void. Treat entire wall areas as opposed to single stud bays in order to include the infested area completely within the treatment zone. D. Wood flooring can be treated by spray, brush or roller application. It will be necessary to remove any existing finish by complete coarse sanding or stripping prior to application. Apply, a two (2) parts water to one (1.) part BORA-CARE® (2:1) solution at a rate of approximately one (1) gallon of,solution per 500 square feet of floor surface. For treating infestations of subterranean or Formosan termites, two (2) coats may be required, waiting at least one (1) hour between applications. Atlow floor to completely dry (typically 48 to 72 hours). Moisture content must be 1o% or less before applying final finish. BORA-CAREm applications. may raise the grain of the wood and an additional light sanding may be necessary before applying a new finish_ Although BORA-CARE® is compatible with most floor coatings, always test a. small section of treated floor with the new finish and check for appropriate adhesion prior to coating the entire floor. NOTE: If surface is tacky or residue is evident after 72 hours of drying time, wash affected area with clean water and a mop, cloth or sponge, rinsing frequently. Allow surface to dry prior to final light sanding and application of finish coat. E. For treating voids, wall studs and. wood members not accessible by conventional application methods, spray or mist solution into voids and channels in damaged and suspected infested wood and/or through small holes drille.4,into walls and baseboard areas. Holes should be spaced no more than 24' apart along each member to be treated and at least one (1) hole must be drilled between each wall stud when treating base plates. Uses . uffic.ient amount of material to cover all areas to the point of wetness. NOTE: E-xiswg 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. Apply foamed BORA-CAREm 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. 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. V. PREVENTATIVE AND/OR PRETREATMENT FOR WHOLE HOUSE PROTECTION FROM SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOST AND OTHER WOOD BORING BEETLES AND WOOD DECAY FUNGI NOTE: This treatment serves as a primary treatment for the control of Formosan and subterranean termites. Pretreatment should be performed at a point during the construction to all wood members is available. process when the greatest access 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 wafls or floors. Treat all base plates and studs on interior and exterior walls, especially those surrounding any high moisture areas such as bathrooms, kitchens and laundry rooms. For buildings built on slabs, treat all wood in contact with the slab as well as all interior and exterior wall studs and wall sheathing material. In attics, treat all wood including ceiling joists, trusses, top plates, rafters and roof decking. Be sure that all sill plates and wood contacting garages and porches are treated. In areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CAREe' 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 VIII and IX for complete exterior application information). 3 r V 1. PREVENTATJVEAND TREATMENTS (CRAWL SPAC,OE SUBTERRANEAN TERMITES BASEMENT AND SLAB) _ NOTE: This treatment serves as a primary treatment for the control of subterranean termites. Use only a one (1) part water to one (1) part BORA-CARE® 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 t all se to vertical acc{2) (2) ss feetrom te soil. o of interior andaexter exterior al studs. les and the Treat -any bottom two 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 B ORA-n AoREie solution beginning with the sill area and extending up was the sheathing material - On multiple story structures, treat only the first story above the masonry foundation level. Coated or painted wood may be treated by pressure injecting BORA-CARE® into holes drilled into the wood at eight (8) to ten (10) inch intervals. Inject at 40 psi for four (4) to six (6) seconds per hole. B. Buildings on Slabs: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE• (1:1) solution to all base plates uds on all exterior and interior walls. and the bottom 24 inches of all st 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 bafhtfaps as well as wood adjacent to plumbing, electrical conduit and duct penetrations in order to provide a minimum 24-inch wide barrier_of treatment between the soil and the balance of the structure. V111. TREATMENT OF EXTERIOR WOOD SURFACES LESS THAN TWO INCHES THICK SUCH AS DECKS, SHEDS, SIDING AND FENCES V 11. 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. Apply only to bare wood or to wood surfaces -where an intact water repellent or finish is not present. If necessary, remove paint or finish prior to application. Apply one (1) coat of BORA-CARE® solution to the point of wetness to all wood surfaces. Apply two (2) coats of -BORA-CARE® solution to heavily infested areas and to those surfaces where access is limited to one (1) or two (2) sides of wood members. Do not apply in rain or snow. Exterior wood surfaces must not be exposed to rain or snow for at least 48 hours after treatment. If inclement weather is expected, protect exterior treated surfaces with a plastic tarp. For wood in contact with the ground or soil, see Section XI. A. Finishing. and Maintaining Treated Surfaces: For long- term protection, exterior wood surtaees_which have been treated with BORA-CAR Em will require a topcoating with a water resistant finish such as paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment. It is important to allow BORA-CARE® treated wood to completely dry (at least 48 hours) before applying any protective topcoat. Coat a small section of treated wood with the finish insh to be used and check for compatibility. prior to complete application. IX. TREATMENT OF LOG STRUCTURES, TIMBERS, BEAMS, PILINGS AND EXTERIOR WOOD MEMBERS TWO OR MORE INCHES THICK Apply only to bare wood or to wood surfaces where an intact water repellent or other finish is not present. If necessary, remove paint or finish 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 aiunterior and exterior wood surfaces. Refer to application chart for minimum amount of BORA-CAREm 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 12'. 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®treeatee wood to completely dry (at least 48 hours) before applying any P o topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. 4 X. DIP TREATING LOGS AND LUMBER A dip treating solution may be prepared by This fie will (5) parts n water to one (1) part B.ORA-CARE® (5:1) . 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-CARE- treatment to wood in contact with the ground or Soil has a limited lifespan and will require periodic reapplication. Protection may be extended with. the use of products such as JECTA'. . XII. APPLICATION RATES Xl II. WARRANTY LIMITATIONS AND DISCLAIMER Because of varying conditions affecting use and application, manufacturer warns buyer that these may impair or vary the results or effects of the use of this product. In any event, complete prevention of decay or insect infestation is not guaranteed. Neither the manufacturer nor seller shall be liable in respect to any injury or damage suffered by reason of the use of this product for a purpose not indicated by the label or when used contrary to the directions or instructions hereon nor with respect to breach of any warranty not expressly specified herein. Buyer accepts this material subject to these terms and assumes all risk of usage and handling except when used or handled in -' accordance with this label. It is not intended that this product be used to practice any applicable patent, whether mentioned or not, without procurement of a license, if necessary, from the owner, following investigation by the user. BORA-CARE- and JECTA- are Registered Trademarks of NISUS Corporation. MADE IN THE U.S.A. TABLE B. Panels, Siding and Plywood (1:1 or 2:1 dilution ratio) 1 Gallon of Diluted Minimum Amount of Thickness BORA-CARE® Diluted BORA-CARE®to Treat 1000 Square Feet (inches) Will Treat Up To: 1/4 1,600 Square Feet 0.6 Gallons 3/8 1,067 1.0 1 /2 800 1.2 3/4 533 1.8 1 400 2.6 TABLE C. Round Logs (1:1 dilution ratio only) Gallon of Diluted Minimum Amount of Diameter .1 BORA-CARE° Diluted BORA-CARE®to Treat 1000 Lineal Feet (inches) Will Treat Up To: 6 167 Lineal Feet 6.0 Gallons 8 96 10.4 10 6.1 16.4 12 43 23.4 NOTE: The numbers listed above are based on an application rate of one (1) gallon of.BORA CARE- solution to 400 board feet of wood. 100 Nisus Drive Rockford, TN 37853 800-264-0870 www.nisuscorp.com 5 Issue Date: er24ie9 MATERIAL SAFETY ' DATA SHEET Revised Date:3128[97 BORA,-CAREO Health Emergencies: CHEMTREC° (800) 424-9300 SECTION I - PRODUCT IDENTIFICATION Manufacturer: Nisus Corporation 215 Dunavant Drive Rockford, TN 37853 (800) 264-0870 Fax:865-577-5825 Product Trade Name: BORA-CARED EPA Registration No. 64405-1 Chemical Family: Glycol borate solution Formula, Proprietary Mixture CAS No.: NIA DOT Hazard Classification: Not Regulated Hazard.Rating: NFPA Health 1 Slight hazard Flammability 0 Reactivity 0 SECTION II - HAZARDOUS INGREDIENTS Material or Component: Ethylene Glycol CAS No. 1.07.2:1-1 TLV 50.00 ppm ACGIH Type-CEIL - SECTION III - PHYSICAL DATA Appearance: Clear viscous gel VaporGravity: Pressure: Negligible Volatile: 60 % by weight Odor: None Boiling Point: Above 212° F 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. Direct contact may cause burning, tearing and redness in sensitive individuals. SKIN CONTACT: This material is essentially non -irritating. Prolonged or n. Persons ed p e-ex st ng skin disorders may be more osure to this material may cause tsusceptible ng of the lt the effects of this material. INGESTION: This material may be harmful if swallowed. Ingestion of large amounts may cause nausea, mental sluggishness followed by difficulty in breathing and heart failure, kidney and brain damage, possibly death. INHALATION: Breathing high concentrations of vapors may cause nausea, dizziness or drowsiness, and irritation of the nose and throat. Pre-existing lung disorders may be aggravated by exposure to this material. COMMENTS: None of the major constituents of this material 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 teratogenic when fed existing kidney di o ders tmay be aggravated. by l exposuure n the di. Pr e- existing material. S ue-Dawley Acute oral LDso - greater than 5 gm/kg body weight 9 ( P ra g male and female rats). Acute dermal LDso - greater than 2 gm/kg body weigtlt (New Zealand Albino male and female rabbits). Acute inhalation LCso - greater than 5 mg/L for 4 hours (Sprague- 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. It breathingalified difficulties l tonfntel. Seek develop, immed ate en should medi cal administered by q personnel. attention. SECTION V - EMERGENCY AND FIRST AID PROCEDURES (cont.) 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: Tf`ii` ffiduct 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: CO„ 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 Vill - SPILL OR LEAK PROCEDURES PRECAUTIONS IN CASE OF RELEASE OR SPILL: Absorb with organic liquid absorbent. Do not let material or washwaters enter sewers or waterways. WASTE DISPOSAL METHOD: Contact your, State Pesticide, Environmental Control Agency or local authorities for. proper disposal guidelines. SECTION IX -SPECIAL PROTECTION INFORMATION RESPIRATORY PROTECTION: Good ventilation. VENTILATION: Exhaust to ventilate. PROTECTIVE GLOVES: The use of solvent resistant gloves is advised. EYE PROTECTION: Use safety glasses, goggles orface shield. OTHER PROTECTIVE EQUIPMENT: It is recommended that a source of clean water be available in the work area for flushing eyes and washing skin. SECTION X- SPECIAL PRECAUTIONS HANDLING AND STORAGE PRECAUTIONS: Store between 40°F and 90°F. Do not store in direct sunlight. Keep containers tightly closed. OTHER PRECAUTIONS: Keep away from children and pets. Toxic to plants and shrubbery. -The information and recommendations contained herein are based upon data believed to be correct. However, no guarantee or warranty of any kind expressed or implied is made with respect to the information contained herein. This information and product are furnished on the condition that the persons receiving them shall make their own determination as to 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 6M-05 M77J4-- 800-264-0870 .'` www.nisuscoro.cOm City of Sanford Application for Engineering Permit Friendly �, t3a'd�.,. 1 Rfa: I ri m{ ; This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: Check One: ❑ Right -of -Way Utilization ! J Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNERS)/APPLICANT- Applicant Name: Lennar Homes Firm: Address: 101 Southh_all Lane Ste 450 Maitland, Florida 32751 Phone: (407) 682.7266 Fax. (407) 682.4396 Date: 1. PROJECT LOCATION OR ADDRESS. _ 2. TITLE OF APPROVED V LO ME PLANS: `— 4*y APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS ❑ 4. PROPOSED ACTIVITY: EXI Driveway Installation ❑ (Aerial Installation ❑ Underground Utilities ❑ Bore and Jack ❑ Open Cutting of Roadway L_!t Sidewalk Installation ❑ Other 5. SPECIFIC DESCRIPTION: Driveway Installation For A Single Family Home 6. EXCAVATION INFORMATION:' Total Length (Feet) Number of Open Roadway Cuts 7. AERIAL INFORMATION: Length — (Feet) Number of Poles. — (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT, TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS, COST, DAMAGE, OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS, UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD, INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. ' CALL THE PBLIC PT. 7) -5681 TO SCHEDULE APRE-POUR INSPECTION • BEF U IG CALL SUNSHINE 1-800-432-4770 Applicant Signatu Date: E ONLY. r- - CITY OF SANFORD P.O. BOX 2847 SANFORD, FL 32772-2847 (407)330-5640 FAX: (407) 328-7367 APPLICATION FOR WATER AND/OR SEWER AVAILABILITY 1. APPUCANT Lennar Homes Same NAME: -- _ (Applicant) (Owner) ADDRESS: 101 Southhall Lane Ste 450 Maitland FL TELEPHONE: 407682.7266 2. PROPERTY al J��lG STREET ADDRESS: / LEGAL DESCRIPTION: `�� Has the site plan been approved by the Planning Board? If yes, when? 3 PROPOSED DEVELOPMENT New Sin le Famif Residence What is the property to be used for? , •-g- - y (Type of Use) If commercial use, please give information on water and sewer Flow requirements: r (FLOW/G.P.D.) 4. CERTIFICATION I certify that to the best of my knowledge that all informatiog,qupi5lipfl vAtF,Ais/pplication is true. Michael J. O'Neill _ _ (Print Name) w (Signature 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) LeENNAR.. Quality. V ft- ln(21 ty. 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: d The qualifying agent is Michael J. O'Neill and his license is CRC057820 Thank you for your cooperation. Very Truly Yours, Michael J. O'Neill SWORN TO AND SUBSCRIBED before me this( day of , 200 -0' at Altamonte Springs, FL This person known to me by Personal Knowledge. (Notary Public) ?05t :Path EDWARD L DEAN, JR. * * MY COMMISSION # DD 550907 EXPIRES: May 10, 2010 'a,FOF; jo Banded Thor Budget" Ser" Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax: 407-682-4396 • CGC# 057320 • www.lennar.com r I REVISIONS NOTES. ES. 1) EXTERIOR Ist FLR WALL5 8" CMU U.N.O. 2) INTERIOR 12nd STORY EXTERIOR KALLS 3 1/2' UNO. 5) " • " DENOTES ROUNDED CORNER DRYWALL BEAD. 4) TB - TOWEL BAR DRY AREA a 56" A.FF WET SHOWER a 64" A.F.F. YET TUB a 46" A.F.F. OVER COUNTER TOP a 24" FROM COUNTER OVER ROMAN TUB a 56" A.FF. 5) TP - TOILET PAPER FIX. a 24" A.F.F 6) ALL EXTERIOR YAALL5, LE55 OPENINGS, ARE TO BE CONSIDERED SHEAR WALLS UNO. ALL ROUGH OPENING WINDOW SIZES MUST BE VERIFIED BY CONTRACTOR PRIOR TO CON5TRUCTION. I) GARAGE DOOR TO BE CERTIFIED BY MFR, FOR 120 M.P.H. 8) ALL TUB I SHOWER UNITS WILL HAVE ANTI-SCALDIN(5 DEVICES INSTALLED. 9) ALL DOORS TO BE 6-8" TALL U.N.O. OR PER BUILDER/CLIENT_ 10) PYjF- DENOTES PICTURE WINDOW FIN (FRAME) PW- DENOTES PICTURE WINDOW FLANGE (CMU) 11) THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LE55 THAN 1/2" GYPSUM BOARD APPLIED TO THE GARAGE SIDE. 12) GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LE55 THAN 5/8" TYPE X GYPSUM BOARD OR EQUIVALENT. 15) ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALL5, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARDS. O- INDICATES WALL 5R5. HT. 6 9-4" ® INDICATES BEARING WALL 34'-O" 10'-4" I I I I I I ELEVATION A FRONT I SHOWN. SEE SHEET A103-- FOR -ELEVATION B I C I I 1 I I I 1 I I I I 1 I I I I 1 I - I I I' IT-bI i " I' 4` 1 20'-4" I � 39'-O"----------------------------------------------------------------- / a i O 3'-3�' m 3,„ 4'-2" O v O o v � � ry 8" 7TTI I111 I III inI 11 C LLLL --- _ -ttn i1 — — I ry r 1 O m v tw 11'-I" t 4'-2" 5'-2" 3'-I1" O :o N - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---- - I 1 4'-0" 14'-4' I I v 1 in i0 i- I iv`v m -------------------� — F I R5T FLOOR PLAN N D I MEN51 ON5 I/b" : 1'-0" ANY 0I5CREPANCY'OR ERROR IN 12IMEN51ON5 OR NOTES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN PROFE55IONAL FOR CLARIFICATION PRIOR TO COMMENCEMENT OF CON5TRUCTION. D WIN COifitom MANY. CONSULTING ENGINEERS ciunodr. 42— r.x 6ut) zi-mm rrr.IGeci.com CA 0 V] Q un Q � a � O � O w N H o b SEAL ... ,�, wN t«mka, uo. re-0aose71 .I.c,.ka. a�.nelny one a.r 0"rpn "n e.ak11M ac1,Me. A101-1 REVISIONS NO 1) EXTERIOR Ist FLR WALL5 8' CMU U.N.O. 2) INTERIOR 4 2nd STORY EXTERIOR WALL5 3 1/2" U.N.O. 3) ' ' " DENOTES ROUNDED CORNER DRYWALL BEAD. 4) TB - TOWEL BAR DRY AREA 0 56' AF.F WET SHOWER ® 64" A.F.F. NET TUB ® 46" A.F.F. OVER COUNTER TOP ® 24" FROM COUNTER OVER ROMAN TUB ® 56" A.F.F. 5) TP - TOILET PAPER FIX. 9 24" A.F.F b) ALL EXTERIOR WALLS, LESS OPENIN65, ARE TO BE CONSIDERED SHEAR WALL5 UNO. ALL ROUGH OPENING WINDOW SIZES MUST BE VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION. -1) GARAGE DOOR TO BE CERTIFIED BY MFR. FOR I20 M.P.H. b) ALL TUB 4 SHOWER UNITS WILL HAVE ANTI -SCALDING DEVICES INSTALLED. 9) ALL DOORS TO BE V-6' TALL U.N.O. OR PER BUILDER/CLIENT. 10) PWF- DENOTES PICTURE WINDOW FIN (FRAME) PW- DENOTES PICTURE WINDOW FLANGE (CMU) II) THE GARAGE SHALL BE SEPARATED FROM THE RE51DEW-E AND ITS ATTIC AREA BY NOT LESS THAN 1/2' 6YPSUM BOARD APPLIED TO THE GARAGE SIDE. 12) GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LE55 THAN 5/6" TYPE X 6YPSUM BOARD OR EQUIVALENT. 13) ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALL5, UNDER STAIR SURFACE AND ANY o SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH - in I/2' GYPSUM BOARDS. `n WALL LEGEND O- INDICATES WALL BRCS. HT. V 18'-6 3/4" INDICATES BEARING WALL 2'-1' [ 15'-J" 34':-0• gam 2'-b' D BumoN fJIGIM0 NG CO , CONSULTING ENC4NEERS »+ , ..c+.n. x ttano•*, —01 vn+ ( I ) .12o o ....roxt.wm 5EGOND FLOOR PLAN W/ DIMEN51ON5 I/8" = 1,-0, 11 SEAL tear •+. rq. ®-000ae�T T+e n"1 Y •+ocM w II,Y Em.4p M b. •4vcNW Owyn er,y. wW��ml Msblcel. P""M�q wb Mq� » npLrily nc46�6 ANY DISCREPANCY OR ERROR IN DIMENSIONS OR NOTES I 11/2b/05 5HALL DE 5ROLA5HT TO THE FOR CLARIFICATION PRIOR TOTC.OMMENGEMENT OF ICON5TRUCTION.L A 102-1 Print Form - . _ - - -' F�vfu•a gam,. s� CodeAdministration, PlanReviewInspection CAPRI I'N GI NCIiR ING Notice to Building Official of .Use of Private Provider WK Project Name: Celery Estates North Address / Parcel ID:29/19/ 0 I b T Services to be provided: Plan Review X❑ Inspections ❑ Note: I.f the notice applies to either private plan review or private inspection services the Building Official, may require, at his or her discretion, the private, provider be used for both services pursuant to Section 553.791(2) Florida Statute. Text I William Graham the fee owner, affirm I have entered into a contract with the Private Provider indicated below to conduct the services indicated above. Private Provider Firm: CAPRI Engineering, LLC Private Provider: Gary H. Elzweig, PE Address: 6925 Lake Ellenor Drive, Ste. 200 Orlando. FL 32809 Telephone: 407-855-1860. Fax: 407-855-1868 Email Address (Optional): gelzweigAcapriengineering.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 ® Orlando, Florida 32809 9 (407) 855-1860 ■ Fax: (407) 855-1868 www.capriengineering.com COUNTY OF Orange STATE OF Florida. Corporation Lennar Homes Print Corporation Name tAR&,-- By: William Graham Print Name 101 Southhall lane Ste 450 Maitland, FL 32751 Address 407 682.7266, Phone Nu e Signature of Notary Edward L. Dean, Jr. Print Name Bee m� e�of s 20 day 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 o�Pav aue� EDWARD L DEAN, JR. ' c * MY COMMISSION # DD 55007 * EXPIRES: May 10, 2010 �lATFOF F`OP\OQ Bonded 7hru Budget Notary Sees daCode Administration, Plan Review & Inspection Services CAPRI E N 6l N EiL R. I.\E: Private Provider Plan Compliance Affidavit Private Provider Firm: Code Administration, Plan Review & Inspection Services Private Provider: Gary H. Elzweig, PE Address: 1079 Shotgun Road, Sunrise, FL 33326 Phone: (954) 424-2520 Fax: (954) 424-2580 Email: gelzweig(a)capriengineering.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 — Cozumel Model- Lot # 14 Plan Sheets: Review for pages- A000, A101-1, A101-2, A102-1, A102-2, A103, A201, A202, A203, A301, A302, A303, E101, E102, M101, M102, S101, S201, S202, S301, S301-OPT, S302, S303, S304, 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: iner Number:PX (2206 and SPF 154 V " e'er— lq �-/V SWORN AND SUBSCRIBED before me by being personally known to me X or having produced as identification and who being fully sworn and cautioned, state that the foregoing is true and correct to the best of his/her knowledge or belief. Signature oWotary Print Name r LEIL A YASMIN JONES Notary Public: NOTARY STAMP BELOW *4 My COMMISSION * DD505846 �OF�EXPIRES: Jan.10,2010 1 g, Florida Nolen/ savice.com My commission expires: (407)39" CAPRI Engineering LLC 6925 Lake Ellenor Drive Suite #200 0 Orlando, FL 32809 ® (407) 855-1860 ® Fax: (407) 855-1868 www.capriengineering.com DESCRIPTION AS FURNI-SHED: Lot 14, (-'ELERY ESTATES NORTH, as recorded in Plot Book 77, Poges „ r.hr u: t; 45, of the Public Records of Seminole County, Florida. I'LOT ]'LAN FOR/CERTIFIED TO: Lennor Hornes, Inc. (OFFICE NOI' I'LA T7 ED N 00006' 18" W 60. 00' NN, PLANS REVIEWED C571 OF SWORD 41,30' 4 1,26' 1 LOT .14 10.3' 10.150' 39.o' aiIo, LOT 155 z LOT 13 PROPOSED RESIDENCE MODEL: cc COWMEL.-C, TWO -CAR GARAGE RIGHI Q5 A/C Z) Q� C) Lo 0 z 70.5GIn 19.0, FROM'Y CO 'o 20. 0' xi PORCHlabo, >1 20.3, DRIVE WAL i ` `v`,��` �<V 25,20' 25.20' 10' UPLITY EASEMENT ---- ------- 29.98' �s �010TO�9"50" E (P,C) 60. 00' YWACT 1"' (50' R/W) (PRIVATE INGRESS & EGRESS) 2L11 Lf -SEMA Qr SQUARE, FOOTAGE CALCULATIONS FRONT--- 25' PROPOSE!-',-= If MSHED SPOT G,UDE ELEvATIOtj REAR= 20' PER DRAINAGE PLANS D 30D TO CUR11): 4,5113:- SQUARE [E SIDE=- 7,5' WAY: 95 SQUARE: F r PRUPOSED DRAINAGE FLOW DRIVE & LEAD WALK' S r STIR, T SIDE 15' LOI' GRADING TYPE "A" SIDEV'JALK/APPROACN: 474E SQUARE FEE f1p11-)pCS6',,' F.F. PER PLANS 17.20, ................................ . ..... - ------------ . . . . .................. . . . ... *PLOT PLAN ONLY* TOTAL LOT SQUARE FOOTAGE: 6,609± SQUIARE FEET (IVOT A S(JRVEY) �S(70-77 ASSIOC, I -C, - -LA SU 'A J-,/ b -'b` YA -/V ND .L ro LEGEND PLAT P.P.A., - POINT ON I.INE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 -yp. - TYNCRL NOTES., 1p = IRON 11PE p C. POINT OF RrVFRSE -�UtPVATTULREE HE UNDER fGNED DOES HEREBY CERTIFY THAT 3-HIS SURVEY MEETS ?WE MINIMUM TECHNICAL STANDARDS SET FORD( BY 'R N R OF COMPIAR I, R 1. T, S, A -STRAT7VE CODE PURSUANT L CONCRE I E: -i NUHf N r RAV, KAD FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61GI7-6 FLORIDA ADMINI I/L" IRS �/ffLl? 4596 N.R. NON-RAMAL SECTION 472-027 FLORIDA STATUTES. 5ZV �nvEEr W.P. WITNESS POIN- 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. PIEN, Up BDIN-NG CAU;� CALCULATED PERMANENT REFFREN-E MUNUMENT; ORMArION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RE.5TRiC77ONS C�;M-N-M, "RIM, 3. THIS SURVEY WAS PREPARED FROM TTTZE INF C. N'R R F!N'S�4U) FLOOR ELEVA71ON S , , LTW I . OR EASEMENTS THAT AFf`ECT TH2 PROPERTY. N&I� NAIL & MTSK B:S:L = BUILDING SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN- P/W RIGHT -OF -'.'AY B.H. = BENCHMARK 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE REUEL) UPON BY ANY OTHER ENTITY 1. �S , m T E MEW 3), BASE BEARING DRAIN D AINACL I 6. O;MENSIONS SHOWN iOR THE LCCATlON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ,I-: EAR?NGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) cl C, I-NK 'LNC,;, a Id B FENCE 8. EL �STTONS, IF SHOWN, ARE ED ON NATIONAL GEODL71C VER77CAL DATUM OF 1929, UNLESS OTHERWISE NOTED. U/ -DMCPETE -N.Drv. 9. CER.77RCATfC Of AU77iGRIZATION N., 4,596. :DIN- qF .RVATURE SCALE I -- I" = 20' DRAWN By, R PDINTDF,TANGE1,CY DESC i3c."CR,PT 6N PLO ERlIF71ED PY. DA TE ORDER N.. NG R P�Illus I — — L ARC NTH Y PLA N' 10-20-06 6588-06 ill DF.I. TA C CHORD C R CHORZ DEARING NORTH, NL - N -(A�- THUS IIUILDING�IPROPERTY DOES. N07 LIE W17i 4714 THE LSTABLISHEF 100 YEAR FLOOD PLANE AS PER -FIR". 70�,'E 'Y' PAN0. 120,?89 006f, F !AMES Y. SCOTT RL,S j 4801 /FR.N4;ON BERRY Ji?,, RAL.S. # 6262 7-951 -ROM<:SOLAR-TITS FAX NO. :4078341318 May. 12 2003 0.:39AM P1 ' litl G�G�l1 q/� ` NATIONAL CERTIFIED TESTING LABORATORIES • 1464 GEMINI BOULEVARD • ORIANDO, FLORIDA 32837 C s PHONE (407) 240-1356 • FAX (407) 240-8882 STRQCTURAL PERFORMANCE TEST TZ :P0!2'C REPORT NO.: NCTL-210-2089-1 TEST DATE: 09-24.9a t 0 FICE REPORT DATt= 09-24-9 S EXPIP-ATION DATE: JJld PARENT REPORT NO.: 210-1662.1 LABORATORY C IFICA'TION NO.: 98-0430.01 CLIE T: Florida Exirudcrs International Inc. 2540 .lewctt Lane REV1F � l0i d® Sanford, FL 52771-1600 R4 C TEST SPE I1j4F,N: Florida Extmders International Inc.'s Series "Milestone 1000" Aluminlun Silding Glass Door_ (Type XXO) (SGD-C30) -TEST SPECIFIGATIOtj: p/N AMAWWDA IOIR.S.2-97, "Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors." , ' TEST SPECTMFtN DFi,S�ili'T19.1Y I._ GENERAL: The sample tested was a three Panel type "XXO" aluxniAtIm sliding glass door riieasurig8 15'0" high at} active and right 1 measuring 5'0-i/2" wide by T.,11=1/4'� hlgli; lice wide by s a-3/a ovc�rali. `.Tl�c j , �,... 8 P� center active panel measured 5'0-11Z'f ode by 7' 11-114" high; the right fixed panel was serurtd to cite jamb with three 2" Tang aluminLm retainers aach fastened to the jamb stile with a single screw. Onc plunger -type security. lock wns fastened to the Ic:ft activelockidic with the keeper fastened to the Icft jamb- One adjust bid metal sirtg[e roller assembly was US4`to the'left 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 wa of double screw coped corner construction. Panel top rail/stile corners were of double screw overlapping coped corner construction. Panel bottom rAiVstile cgrncm wrre of single screw overlapping coped corner construction. . iNSTALLATI-The 11'ame was mounted to the tcsi buck using fifty-two (52) ({I 8 x I") flat head scrows. CL,AZING: All panels were channel gland using 3 116" thick tempered clear glass with a foxible vinyl glazing bead. WSTP: Doable strips of polypile weatherstrip (0,1go" 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 at the bottom rail. Double Strips of polypile weatherstrip (0.190" high) were located at each panel top rail, A polypile dust plug measuring 1-112" x I" x .250- high was located at the slit under each interlock stile. PROFESSIONALS IN THE SCIENCE OF TESTING "R0M":S0LAR-TITS FAX NO. 4076341918 May. 12 2003 03:39AM P2 NCTL-210-2346.1 Floridc: Extruders xnterrLational 111c. Scr,eerL, An insect screen measuring 49-5/8 wide b�' 31" hiPh with a square cut screen frame and a square cut plastic corner keYs. Installattan Fasteners,The specimen was fastened into E� wood p of jamb at t bach head ten �nd two (2} �# 8a� X"} head screws; two (2) in the head, (# .3 x 1'), two (2) 26.1 /2" down from heed in, jambs; fused (4) (# 8 x 2") were sed below the fixed rail; two (2) in each jamb. TEST RESULTS PaT, Pf0 Tyy est c Mef1 e ure . Allo 2,2.1.G,1 Operating Force 15lbs_ max.J so lbs. max, Active Sash 2.1.2 Air lnfi.7tration-ASTM,Zti283 0.19 cfm./fts 0.3011cfm/ftl 1.57psf (25 mph) 2.1.8 Dater ppnetrati.on - ASTYE331 /547 5.0 gph/ftP WT.P= 2.86psf No Leakage No Lealeaae 2,1 4.2 Un' forni Load Structural - AST111 E330 0.024" 0. P0`j" 22.5psf Exterior 0.027" 0.204" 22.5 psf Xnterior 2 2.1 6.2 Deglazin Test - . Active Sash 0.105" (2.1 %) < 100°!a Meeting Rail (70 lbs.) 0.118" (3.8%) < 100% Bottom Rail (70 lbs.) o < 100% Left Hand Stile (50 lbs.) 0.0fl46" (X.901)o) < 100% Right .Hand. Stile (50 lbs.) O.(0.3 / TESL` COMPT. FTED 04121100 The tested specimen meets (or exceeds) the performance e eucl�d biifiedn liabledesignated1 AMAI Ar daDA' I0I11I.S;2-97 for air irtfiltrcxtion. The fisted results indu�dte compliance with the performance requiremeand nts of the reference specification paragraphs for the (DX1*•R30) (53.1/8' x 72'),product designation . Detailed drawings were available for laboratory records and comparison to th.e test specimen at the time of this report. A copy of this repo?.-t a!ortg with representative sections of the test epecimOn will be retained by NC;f'L or o, period of four (4) yeara. The results obtained apply only to the epecimen tested. No conclusions or inade o the g specimen may be drawn from this Of any ind regardtna the adequacy �' test. This report does not constitute certification of uct which m y only be granted by a certification program►. ve�lidator. iNVA77ONAL C RTIFTED TESTING LA ORATORIES Eiision ROM ' : SOLAR.-T I TE FAX NO. :4078341818 May..12 2003 08:40AM P3,. FASTENER LOCATIONS X Head Sill same 0 Jambs same 31 7 / 8" 7» 24" 6 14 6 144 it 4" 11-C-1 24" Q,C, TYP, TYP, IS'-0" _ The test specimen was f Lange mounted to the test buck using forty-eight (48) #8 X 1' FH screws at locations shown. �--�- - DENOTES "SCREW NATIONAL CERTIFIED TESTING LABORAT RIES ,SOB N-0, c NCTL-210- Q89 1, _ COMPANY 1 i= LORJD4 EXTRUI)ERS ZEST ,DATE 9724.- -a -ROM': SOLAR —TITS FAX NO. :4078341318 Maya 12 2003 08:40AM PG 6 ALITY WItiDOWS BT FLORIDA EXTRUDERS SLIDING GLASS DOOR FEATURES & SPECIFICATIONS COMMERCIAL PRODUCT RATING OF C30 WITH APPROVED FOR ENTRY; C40 AND C60 OPTIONAL 4 -3/4" FRAME DEPTH CIN 2 TRACK DOORS 1 6 5/1 6" FRAME DEPTH FOR .3 TRACK DOORS • UNIQUE 1/2" FRONT FLANGE FRAME DESIGN WITH SNAP —OFF FLANGE FEATURE FOR IMPROVED INSTALLATION IN BOTH MASONRY AND FRAME CONSTRUCTION • AVAILABLE IN 2 AND 3 TRACKS AS WELL AS POCKET UNITS R PANELS HAVE UNIQUE DEEP DOUBLE INTERLOCKS FOR STRENGTH AND REVERSIBILITY; DESIGN REQUIRES NO NOTCHING a 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 • OPTIONAL WOOD PULL FOR EASE OF OPERATION s 3/16" TEMPERED GLASS STANDARD; OPTIONS ARE 5/8" INSULATED, TINTED, AND LOW—E o INSULATED DOORS AVAILABLE WITH INTERNAL CONTOURED MUNTINS. ® AVAILABLE TO BE MANUFACTURED IN CUSTOM SIZES AND COUNTER TOP UNITS 0 AVAILABLE WITH .TANDEM (HOLLERS o AVAILABLE WITH A STAINLESS STEEL OPTION DURABLE WHITE _AND BRONZE POWDER COATED FINISH leady SGO-1 est. F:.. -- • -s •:�zc,,: �r:T - - - -- -.. 0 g. 0 S. 0 5..._0 1 : a E_ F IA P 0 5 - -' —' 09. O {N - 05 0 I: G G NA F 0. I _.. -- ;+r ,4ROM :SOLAR -TITS FAX NO. :4078341818 May. 12 2003 00:40AM P4 INSTAI-LATION ANCHOR � DODR WIDTH SHIM aS RC'Q'D r2 SCREu AT:HING (SEE NOTES) OTHERS CAULK BETWEEN DOOR FLANGE TWD aY uL�T?D SLIDING GLASS P. SHEATHING PY 7T>tERS DOOR FRAME —� JAMB \ I I f UCCO j SIDING OTHERS 1 ERIMETER CAULK BY OTHER' .-.L, r. ,�.- LIDING'GLASS DOOR FRAME —1 SILL 1 /a MAX. Elm SSA;:C 1-1/6, MIN. J EMBEDMc:NT SLIDING C,2_AS� DOOR HEAD — TEMPERED GL (T Y. Doop HEIGr.T A L1BEt?\LLT APPLY YI CAULKING UNDER SILL OR SET SILL IN BEU L— INSTALLATION ANCHOR ❑C CDNCRETE 3/16- DIA. TAPCDN SECTION to -A MAX. SHIM SPACE INS T ALL,ATION ANCHOR TWO BY VOOD a8 SCREW —� I-1/8 MIN. BY OTHERS — TWO BY WOOD EMBEDMENT BY OTHERS CAULK BETWEEN / HOOK STRIP b SHEATHING I, SLIDING GLASS if3OR IIOOx STRIP \ . SHIM AS RE:O'0. \ (SEE NOTES) ov". A — INSTALLATIEIV. ANCORR I� Dg SCREW ZTEMPERED' GLASS _ __ - CAULK BETWEEN--------� (TYP.) - - - _ �� DOOR FLANGE SHEATHING ,.� - PERiME TEfR _/ / — SHEATH1,45 CAULK BY BY OTHERS TFMF>EREP LLB» OTHERS STUCCO (TYP.) nR STDINC, 3Y 11THf'PS _ SI-ICING GL/ISS— [NTEkLOCY, SECTION B-B i FXTFF,TE] -I E ^T10N NOTES- SHEATHING BY OTHER; STUCCO OR SIDING DY OTHERS .HOOK STRIP DETAIL 1-1/2' MIN f.HREDMENT I) DOCR MATERIAL: ALUNJNUM AI1-01 SQS3. 2) a4 INSTALLATION SCRE1wS M•"ST V: Or SLJrt ICICNT LENGTH- TO ACHIEVE MIN. EMAEDMENT OF 1-I/8- INTO WOOD. TnPCDN TYPE INSTALLATION ANCHORS AT SILL MUST DE Or Su-ETCIEMT LENGTH TO ACHi_VC Y.ltt, CM3C1DrENT Or 1-1/-4' INTO MASONRY OR CONCRETE. 3) INSTALLATION .N04CR CMz.°T OTr FAta OF THIS SHEET- 4) USE SILICONIZEO AC.RTLIC CAu:.r SC,iND Da R rLANGf AT HCAD 2 JAMBS. 5) USE SILICUNIZED ACPTLTC (=i FEI? aEP.;YCTER SCAL AROUND L'XTFRIOR OF DOOR, 6) IF C-AACI DOD)2 S17C IS ITT I_IST7 C IN AWL)r CHART. USE ANCHOP OUANTITY i1STED VIT11 NrxT LAZGCR SIZE_ FOPIK AP":r—IAT_ IICS104 PRLSSURE PEVO 7, rcit. POCr,ET COO? oYP;_,S DOO? SIZE & CONFIGURATION TO rINESHED Df'CNING. : r IvSiaL• A1lJN AN��,- ; f - DZN, t: FrOr STRIP AS S1,cwN, y, t}L..SS THj�CN: jS SAT -- .� �.- _vtS D- AST.1 C1300 GI-AjS CHARTS. 9) DO(IR UNIT IS n?P;>Cv: D LISI%fi: TES?Ea=D GLASS 1N SINGLE GLI-27E0 02 INSULA:;NG G1:ASS 101 JAMB / SILL CDRNrP': AFE ,, I t!T C_ �L�B 171t A CMAI-L JOINT jEAH SEALER. n) S.11I AS RS0-0 AT EA Srt rry 1t:$:A1__ A110`, ANC%+fQS MAX. ALLOVABLE SHIM SiaCK TO 4E 1/4' Ir) Al.l INSTALL4,!iDlt :�rC:rro; - n C G: C0PV0S!T_ta PESIS ANT MAiCRIAL: 13, --I RE: 'x' Ct_�R--.-v'r h� ENE - "E'���ENT$ rIX_D T'ANCL AP_...` _D _ON"IGIAR'ATIONS AF'E _ Li<'7D --+,.^ :ti0? :r,A-1 LW SACK OF THIS SHEET. 1a) IF ALL ALL CO>rt ;Lf.ZATILl':y L'I=';,N-- A?.E SHOVN ESN TP!S D:.AVING. HflvEv'= INSTALLATION I !;Lt' --A_ '3 ._ -- - -- e�ol.. TZ INSTALL. IiON OF ALL .,-rRr)VED CON ' i UL)B A. IONS I�) ELL7IDA L),TRV;YrRS IEEE' --. ,_ Dl`•�� C•'_=SS DCCR IS SNDVN THIS FPINT ALSO APPLIES TD �0i!0 SCRIES AND ,10 - - DESCRIPTION ! RATE --1 ' ! FLI]PIDA-1 _ i� I �", N (- e: J ^ r _. NT. NC. cna�� TTI7 '11 II:'\l GL/`,SS DOOR L _:1TiCIIV \-✓ITS �-S SCPEW�. L);-.Aw F.Y- sr AW OVED BY: ATE: 1`;CAI-E. NI S �UVI'O y. LCxuoz7 S I I „�.� MlAMIDADE 0 lcl� 11ANII-DARE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET. SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-290S NOTICE OF ACCEPTANCE (NOA) Therma-Tru Corporation. 108 Mutzfeld Road Butler IN 46711 REVIEWED FOR CODE COMPIIANC SCOPE: CAPRI ENGINEERING 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 (AH1). 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. B0204, titled "6/0 k 6/8 Steel Inswing Moderate Climate Patio", sheets I through 4; prepared by manufacturer, dated 8/10/98 with revision on 617/99, 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 Iogo, 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 Fled and there has been no change in the applicable building. code negatively affecting the performance of this product. TERMINATION 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 # 99-031 1.02 and, consists of this page I as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 02-0805.06 Expiration Dare: September 30, 2007 Approval Date: September 5, 2002 Page I RCV DESCRIPTIONDATE C I REVISED PER BCCD 6 7 99 a D 111 I 2 Lq Socys 28 N 6' IAPCEN VA-I)V )0N P9D0a t2 3/41 7 kS IfQDI CM XUK I III I 25 A 111 SOM VA•1/4' X01 DlCDO(f 42 /N) S[E MJLLIIN HEAD 24 2 1@ 12 LIZ SDM ASSEMBLY (PAGE 2 (F 1) 27 6 1111 vil scm rE Zko 6 _ „ KADCRffJI PADS . —B —C r— DD SflKTY 6MG PLATE. 10 I/2' 25 ?8 � 29 II9' A i 16 I t• 1 b'� 21 1/8' PAX I I r 12, O.C. PAX 63 I/8' —� MAXI iA 182 1/32 1 4! / I\ S 11 HAX _ 13 F 9 17 2 1 Sm= sm)z RAI[ 16 I .4' li51AA I 1 ITRU WASEJ74 A IONIIS S[13P! /1 III I fM'S 12 TIP - I COM AND M1100 AND I 11 4' 15 •2 Rl MS Sala M:mn SLT[C TILI V/ 4/2' OI2JV IT I ram 666 ST s D i RI 13 1 IYIXAI IN SERI[S LTIX SET 12 no Fka 1)a9w AND II —L 1 5 13116' 11 7/B' WYK SDl ' II 1 Ilk TIfQlM ACf1Y[ Sit mu[ 9 P[DD DCI5A1 TW wa owzzo YEAD[RSfRiP B 1 2 13 9/16' VIR Kl .KN •9/16' 11-I/4' 1 ll4' VIDD 4mK 6 1 1 3/>; I I' U111 LIT[ FW MONA-IR(I B7A!!D MABI FZX . PUWAT [LASSi➢1LD R 7)(PIASIIC) W)i 16 11 Slr 1TPC A3 I'M ICAD NUM SYTM AT 12 3/4' 8C 110E KRUCU 5 2 1' avoki. VwT[D (LASS INII, CNISI Q HB' KRI&D N® 314, AIR SP I 4 DD RAILS I 1 I INI111/16' PDC 51111 2 45 19C PCLMWK fOM M, 22 PCf MITT IDASf P10160R/P1039 I 1 SITU, C1l Rls[D, 21 CUM IOX TELI VIECH f r-M U. (LICIUAVkM IN EM Vill IT Dal, ITD DTY IESLRIP0 BILL OF MATERIAL THERMA OTRU . CORPORATION 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO oun rw am NONE 86201 n T77 2 jv 8 A7'I'ROvLo AS ... B ` - .. Son[N LORIDA BU DING COD[ I TX+ SCE MULLION SILL 15 DESIGN PRESSURE RATING PRODUCT RENEWED DA ouenclTy NOT[ B w�C d .o► ro. naNd� re MIAMI-DADC APPROVED SNOTICRS ARE ASSEMBLY (PAGE B OF 1) POSITIVE + 48b1 p3f A-"K dNo 7--o CA) Rr. REQUIRED FOR THE INSTALLATION IB NE6A11V[ - 64.0 psf E d-D,„, c�2ro7 ►ROOU f C MiROI DIVISIDMco . MO. too+ COMAIA,-0lfltl THIS UNIT, CONFIMA11ON: OX ttDtt,,,;D, nn,yg_o mcf o1 Mlam adsh.0.1Cont. Dh n i — — 36 - 29 (1) PER SIDE SPACED 22' OL r.o.. y� E--�-E I IM' 25 I21 I/1' KIN x x IBf.DH[Nf 23 x x x 20 MULLION HEAD ASSEMBLY REV DESCRIPTION' DAIC C REVISED PER BCCD 6-7-51 — 36 5/3Y INTERIOR I 17 18 r 5 I COtICRETC O, D 28 I EXTERIOR SECTION A -A 6 / 1 u1' MIN EkBEDMEHi F° . . ' ° 1/8' TEMPERED CLASS o . o O 0 n ° j . 21 o ° o 0 25 20 THERMAOTRU' CORPORATION 16 X 1-5/8, T.iPE AB PHP 6/0 X 6/8 STEEL INSVIN6 MODERAIC CLIMATE PATIO AT 12-3/4' UC SPACING WYK m aa' un auvu wn RF. r 10-98 NONE 6002a4 C OF 4 GLAZING DETAIL * 1/8' OPTION SHOW WROYED AS CaiRnno WIN NJ _ - PRODUCT RENEWED SDUIN FLORIDA BUIIDIND CODE u caoplyi.e will the Florid. f icy /' ppqq 191_ Aaxp,.an n r:' LQ b 6Y — t`ol ►cnnu. r,IRoc mnsmn M v (:,; cool COIaPlIABCf orncr MLa Produa Co■ CORNER ASSEMBLY I I/1' MIN--- -�_ CMB[OHCNI 1 1/{' [M5r[ 1 IN ao •p ° EXTERIOR INTERIOR 79-9/32' (3' 20 SECTION C-C REV DESCRIPTION OaTC C REVISED PER BCCO 6 1-99 26 19 -c` CORNER ASSEMBLY 20 EXTERIOR INTERIOR . a o: 25 MULLION SILL ASSEMBLY THERMAOTRU' CORPORATION nw . 6/0 X 6/8 STEEL INSVIN6 MODERATE CLIMATE PAIIO °uw n art. ¢xL °uvoa is am RF. 8 0-98 ND 8020 C 1 A-MOVO IS .C40MKrNO WTnj TN[ SECTION B-B JI ILL4 J Ull1 IKnI 111 I.Uu IWnn 11U1.1 SWE-SYING OR AS -TESTED TV, ECUAL iHA[ ACHIEVED IN TEST, FOR ALL OPENINGS 1CS1 SIZE (6/0 VIDE X 6/8 HIGH) r Ml PSF 61A PSF 2. FIR SINGLE IN-SYIN6 O(DRI , PAK PANEL SIZE IS 31-0' VIDE % 6'-D' NIGH i r R D% CONFIGURATION, MAX. OVERALL UNIT ® SIZE IS ]i-3/16' VIDE X 82-I/32' HIGH Dun ago ou� 909 � � ®®® � � ®®® COE ®®® ® BOB an BOB BE goo goo goo no go ® THERMAOTRU' CORPORATION r` o? 6/0 X 6/0 STEEL INSVING MODERATE CLIMATE PATIO MAN n• C 1 OF 1RF, 8rt10- 8 GB 01 Mum APPBOYED AS, COWPLYINO WMI mr 3001H ROMA BUDBIIIO CODE PRODUCT RENEWED 04Ir OJ6s144) . u annPbiq wllh rha Floriy 9Y _ NOT[: Buldin Coda' NOTE An pl�nre No of .0) ,Ub rF0110C NIRoi. DIV S ON r Irstloe, D�k - GRILLS AND 01INS SHOW ARE PALS[ uo� �I D.nw coo[ colt a;,a orncr 9y. I'r'tl•IanL:-xn �y'-23,:�1�.� AND FOR DtEoaallVt PURPos[s Ur o D>d/ P-anr, coax I l M I A MbMW %t 1,Ak:.I I DAIYE- COUNTY FLORIDX NIETl f7 D:ODE FLikGLER BUFELDtNG BUILDING CODE CONIPLIA CEOFFICE.(BCCO) 140N%'E!)T I.,i.Ct.F-R-'TREET,SUITE1603 PRODUCT CONTROL DIVISION. <%HA—%tl, FL0RfDA 33130-1563 (Ml 175-2901 FAN (305) 375-21)()S NOTICE OF ACCEPTANCE (N.OA) Therrim—Tru Corporation 108.Mutzfeld Road Butler,. Vs 4672.11 SCOPE This NOA is: being issued under the applicable rules and,regulations governing thc-usc of construction materials. 1'hE documentation submitted, has btcn rev ewccl by,Minmi-Dade ,Co.onty _Product Control Division and: accepted by the Board of Rules and Appeals (B.ORA) to be used in Miami Dade County and other areas where allowed by the Authority Hawing Jurisdicti:on,(AH!). This NOA. shall not be valid after the expiration date stated. belo..v.. The Miamt :Dade County Product. Control Division (In Miami Dade County) and/or the- AEIJ (,in areas other than Miami Dade .County) reservethe right to have this product -or material tested for quality assurance: purposes. If. this product or material fails to per.torrn in the accepted manner, the manufacturer will incur the expense of such testing_ and the AI:U. may immediately revoke, modify; or suspend the use of such product or material within their jurisdiction. BOI -A reserves. the- right to revoke this acceptance, if it is detertnincd by Miami=Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building c.odz. This product is approved as describcd herein, and has .been designed to comply with the High V.clocity. Hurricane . Zone of the Florida Building Code.. DESCRIPTION: -Fiber 0assic"f"Smooth Star"..6'8' Inswl;ng Opaque. Insulated Fiberglass Door w/Sidefttes APPROVAL D.00.UMENT: .Drawing No S-2151 dated 01/3 t/02, with revision i dared 01/31102, titled "Fiber.. Class ic,?"Smoo th Star." up to 1.05" x 6-8 w &wto 14" SL, lns..wing; s'h ets 1 through S. prepared by R. W. Building: Consultants, Inc., bearing the Mianu-Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the ivi arrit-Dade County Product Control Di:visiort. MISSME INI;PACT RATItNG: None LABELE\G: Each unit shall bear a permanent label with the manufacturer's name or logo, city_, state and following statement. "Miami;Dadc County Product Control. Approved", unless o.thenvisc noted herein. RENEWAL of this NOA shall be considered after a rcaetval appli.c. atiotl has been filed and there has barn no change in the applicable building code negatively affecting the performance of this product. TERMINATION o.f 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.p.roduct-or process. Misuse orthis NOA as an endorsement: of any product, for sales, advertising or arty other purposes shall automatically terminate this NGA. Failure to compty with any section of this NOA shall be cause for terrmnation.and`removal :of NOA. ADVERTfSENIE�iNT: 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'displayed, then it shall be done in its entirety. INSPECTION: A cony of this entire NOA shall be provided to the user by.thc manufacturer or its distributors and shall be available for inspection at the job:site at the reqqest of the Ruild'Ing.Official. This NOA consists of this.pagc 1 as well as approval document mentioned. above. The submitted documentation was reviewed by Manuel Perez, P.E.. NOA No 01-1127.02 Expiratfon Date: June 6 2007 Approval Date: June 6, 2002 Page 1 - .7 /..a MAX. THERMA❑TRUE OVERALL WIDTH F PEEL WIDTH FIBER CIASSIC!'SMOCTH STAR' INSWMG"SINGLE AND DOUBLE W/6 fTE& MULATED DOOR WfTH'WOOD FRAMES WICUT SIDE LFIBERGLASS CAN Rf�Af NOTES v I, THIS PRODUCT IS DESIGNED TO COMPLY WITH FLORIDA _- y BUILDING CODE. W w 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY z TO TRANSFER LOADS ro THE STRUCTURE. < 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS, ANCHOR EMEIEDMENT TO BASE MATERIAL (3 a q SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PACE 1. 5. THIS PRODUCT DOES NOTMETHE WATER REQUIREMENTS FOR 'HIGH VELOCITY HURRICANE ZONES'. 6. WHEN THIS PRODUCT 15 USED IN AREA REQUIRING WINOBORN _ DEBRIS PROTECTiCN FLORIDA BUILDING CODE APPROVED IMPACT RESISUNT SHUTTERS ARE REQUIRED. 7. SIDEUrES ARE. AN OPTION AND CAN BE USED IN A � n SINGLE OR DOUBLE CONFIGURATION. I15.5' MAX. FRAME WIDTH O I J.75' MAX. Q Cr 00 WIDTH ti o 00 R Ll 7.125MAX. Q r7 .L.O. WIDTH U lci in C�tOWO co T CL 0 n 3 ,y u SING F IN�l41N . 1NR _ � RESIDENTIAL INSULATED FIBERGLASS OOR (Common to all frame conditions 74.5' MAX. OVERALL FRAME WIDTH All .uODET_S 68.5' MAX. OVERALL WIDTH . Door .& Sidelite Leaf Construction: J6.625' MAX. ARE VIEWED 36' MAX. 15.5' MAX. Face sheets Fiberglass ovg. min. yield. strength I-- PANEL WIDTH —{ FROM INiFRIOR PANEL WIDTH FRAME MOTH ' gI Fy(min.)-6.000.psi I W ASTRAGAL I SmoothStar - 0.070' minimum skin thickness iJ.75' MAX, Corelaeig — 0.110' minimum skin thickness ® ® ® ® ® WIDTH ores endow Polyurethane foam core, , withl 9 lbs. den ity by BASF. 7.125' MAX, -TThe pa el skin is constructed from a 0.0.70' thk. V-14 (S11C�. The interior cavity is filled Kish 1.9 If . _ D.L.O. WIDTH density BASFpoiyarethone loam. The panel face sheets are glued .to the _ a road stiles and toils. ThS LA latch rtile s reinforced' with a rood lack block _ !: measuring Z375 s 144 long at the rtnke and Ceodbaft location. The.hinge W stile is Finger JoWed Pine and the top and bottom roil are of a wood / conpaaite materiel In the double door, a plicotlon the Inactive door h fitted - nTh an erbuded dumblum astragol (trod Jcmber 11) of 6063—T6 Femme 11a frame is ronsWct d from hngpr jolnled pine. The t3 Feq is )one o N fide omba with (J� 16gd. I/2 crown s 2 long staples at each side. The mulilions arc secured together in a sidelite opplic4ch Lang /8 s 2' long M Wood Scrcn (5) screws per each mullion, The units � o use an Inswing Soddk threshold measuring 5.75' r L5W. The siddile panels are sandwich glazed usin 9 Iwo piece name. e / ip i e. ey arr teri dry glazed an the exterior with on I)8 thk cellular , glazing tape (56 —I Tape) caulked with aD cone. The lice (amp o e held dlogethor wi a �8 s 1 /2 long Plascrew. ! wN 00 B INSWING UNIT SINGE W/SID fTFS INSWING UNIT 8.1 TABLE OF. CONTENTS. SHEET !Y DESCRIPTION T TYPICAL ELEVATIONS & GENERAL NOTES 2 VERTICAL CROSS SECTIONS 3 HORIZONTAL CROSS .SECTIONS. 4 HORIZONTAL CROSS SECTIONS & NOTES 5 ANCHORING LOCATIONS & DETAILS 6 ANCHORING LOCATIONS & GLAZING' AILS 7 UN IT COMPONENTS 8 BILL OF MATERIALS & UNIT COMPONENTS 0 n 3 ,y u SING F IN�l41N . 1NR _ � RESIDENTIAL INSULATED FIBERGLASS OOR (Common to all frame conditions 74.5' MAX. OVERALL FRAME WIDTH All .uODET_S 68.5' MAX. OVERALL WIDTH . Door .& Sidelite Leaf Construction: J6.625' MAX. ARE VIEWED 36' MAX. 15.5' MAX. Face sheets Fiberglass ovg. min. yield. strength I-- PANEL WIDTH —{ FROM INiFRIOR PANEL WIDTH FRAME MOTH ' gI Fy(min.)-6.000.psi I W ASTRAGAL I SmoothStar - 0.070' minimum skin thickness iJ.75' MAX, Corelaeig — 0.110' minimum skin thickness ® ® ® ® ® WIDTH ores endow Polyurethane foam core, , withl 9 lbs. den ity by BASF. 7.125' MAX, -TThe pa el skin is constructed from a 0.0.70' thk. V-14 (S11C�. The interior cavity is filled Kish 1.9 If . _ D.L.O. WIDTH density BASFpoiyarethone loam. The panel face sheets are glued .to the _ a road stiles and toils. ThS LA latch rtile s reinforced' with a rood lack block _ !: measuring Z375 s 144 long at the rtnke and Ceodbaft location. The.hinge W stile is Finger JoWed Pine and the top and bottom roil are of a wood / conpaaite materiel In the double door, a plicotlon the Inactive door h fitted - nTh an erbuded dumblum astragol (trod Jcmber 11) of 6063—T6 Femme 11a frame is ronsWct d from hngpr jolnled pine. The t3 Feq is )one o N fide omba with (J� 16gd. I/2 crown s 2 long staples at each side. The mulilions arc secured together in a sidelite opplic4ch Lang /8 s 2' long M Wood Scrcn (5) screws per each mullion, The units � o use an Inswing Soddk threshold measuring 5.75' r L5W. The siddile panels are sandwich glazed usin 9 Iwo piece name. e / ip i e. ey arr teri dry glazed an the exterior with on I)8 thk cellular , glazing tape (56 —I Tape) caulked with aD cone. The lice (amp o e held dlogethor wi a �8 s 1 /2 long Plascrew. ! wN 00 B INSWING UNIT SINGE W/SID fTFS INSWING UNIT 8.1 TABLE OF. CONTENTS. SHEET !Y DESCRIPTION T TYPICAL ELEVATIONS & GENERAL NOTES 2 VERTICAL CROSS SECTIONS 3 HORIZONTAL CROSS .SECTIONS. 4 HORIZONTAL CROSS SECTIONS & NOTES 5 ANCHORING LOCATIONS & DETAILS 6 ANCHORING LOCATIONS & GLAZING' AILS 7 UN IT COMPONENTS 8 BILL OF MATERIALS & UNIT COMPONENTS 105.5' MAX. OVEi'1,LL FRAME WIDTH 36.625" MAX. PANEL WIDTH DESIGN PRESSURE RATING UNIT TYPE WH RE WA ER IN LTRA ON —REQUIREMENT IS NOT. NEEDED SINGLE + 67.0 PSF — 67.0` PSF DOUBLE + 55.0 PSF —. 55.0 PSF SINGLE WTI + 55.0 PSF — 55.0 PSF Adlmnri e1 romry'r4R .W. i►� t•! .Ja U�Ilio� t.a. BUILDING II I BY; Hy Na .ta.: S-2151 1 as Adlmnri e1 romry'r4R .W. i►� t•! .Ja U�Ilio� t.a. BUILDING II I BY; Hy Na .ta.: S-2151 1 as e ►• 16 16 13 1J 17 17 20 2 ° usi 29 n� ZY z Y O .p <2 w I o' '9 p ° 2 w :• H ° I" o _^v 33' I 43 34 0 :. o'• SEE NOTE 5 SHT. 4 0 ° d '• w 41 . u, o �, : q' n 6 = SE NOTE 1 SHT. 4 x .. 0 w .5 • Mln. a EXIFRIOR p ° INTERIO a RIORINrfRIQ CLASS THK. 25 1.68' MIN. PANEL THK. O ..: a •: N kn c' FOAM CASKET t a . 0 . 0 , . SILICONE CAP BEAD p o Q: • • q 6 .�Ll'o o• p :Q O• o . ' _ 1.dB' MIN. n. PANEL THK . .° p •. C q Q• 42 8 5 40 19 � ;;�• ,�:: 11 � 15 I4 y I4 13. SEE NOTE 5 SHT. 4 N� vow 29 1 S SECTION 2 DOOR PANEL 2 SIOELITE PANE F LLJ h O 00 00 O ZQ U Q�Lo tipj0: wca a o'c`e o Lz �h Un o w p•s � �• O z 2 w � 0 n 0 ^Z �%euernw ' NfYJLTMl7i•' WC e13.684,38�i wrc 08 10 01 �er.ay.a.....o Irl.j.W�e. ..."• i 2' 1.' t.wa awlac wa, e , TJH ILn. H°A� ouc eri RW 6ur,41 WJ• r+daa f 1 URAWN4 NOi • pl . ur S-21 ¢ 1 24 FXfF.RIOR SEE NOTE 2 8 7 Z W SHT, 4 27 0 . n a Q N 6 'A INACTNE - - - — ACTIVE_-� r r � q�I tea: t ■ � ` - _1 h mow e ASTRAGAL RETAINER J1 1 F= a BOLT 6.0LG, TOP wa h BOTTOM (2) BOLTS INTFEfoR 2 oz AT TOP do (2) AT BOTTOM 16 SEE NOTE 6 J �' q 1 SHT. 4 FOAM CASKET k u J O A57RAGAL 43 SILICONE CAP BEAD o y SEE NOTE W a 5 SHT:.,4 34gv� .1 . t� ! 7 8 33 �' o is 10 4I 1.1E . EXTERIOR FXTFRIOR - - ••Q ..:d .25' MAX. SHIM v _ ° Y ' .15' MIN. FOAM GASKET Ar , o • V. o t7 C-SINK SILICONE CAP BEAD o; • _ _ 4 : r;• .;•`y �; 00 p EE NOTE 34 2 2 �J 5 SHT. 4 JJ INTERIOR Z, 4 J6 k N 1 25 io. 41 V � .. 6 �.d 26 g toZ9 � N . d � J7 a 5 NOTE 1 0 SHL 4 ." .. . o. SEE NOTE ��•. Q ot'J 7 SHT. 4 HOR17ONTAL CROSS SECTION . p o'• 0 •�. O HINGE JAMB TO SIDEL/TE ^ i 33 coasu�rurts; ua ` J6 S! 6 in alJ.ee4aedl 29 w 41 c� NOTE .1 oUFi O8 10 01 16 J5 4 SHT: 4 APw.vM eaaPhie°.h►d° m"1/2'. 0 1' 1C(IE81p8 iwru, Ym.° c Os mn TJH J HORIZONTAL R m- 112 °k ►A RW S N J O S/OELITE TO BUCK �f .nI D.Je f4wluaG p��wq p. u. S-2151 Or -fl- 1.15' MIN. I.::' MIN. ,. EMBED. EMBED. . 15' MIN. A $' MIN.- 1 J W C C-SINK -SINK Ow ES14B a cL p — I Z z 1 � (:) 8 :7a� 7 17 O�La;sn z Z) o Li JO 6 0. TO 0 EXTERIOR co LQB 12. i oINTERI z I J J z_ 4 10 SEE NOTE 21 6 26 9 7 SHT. 4 .Ll kz qo J 1 1 w 2 .25' MAX. � c� p� SHIM SPACE 18 ° 4 HINGE JAMB TO BUCK, HI MAX' b 1 SHIM' SPACE o^2: ti a L tiuRI ONTA ROSS SECTION 21 6ESHT04 ". $ ZvWi' 4 —LATCH JAMB TO BUCK, FOAM GASKET k JS �y SILICONE CAP BEAD } 4J� (L�i13 a NOTES: n 1 SEE NOTE 1. SPACING FOR ITEM N0. 4I (LfTE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5, 16.5', 27,5', J8.375, 49.375' do 60.375'. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' IN FROM EACH CORNER. 2. SPACING FOR ITEM NO. 27 (J8 x 1' PANHEAO SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS:'FROM THE TOP DOWN 1'. Y. 5, 18.25 40.5', 59.25'.. 74.25, 76,25' & 78.25'. 3. THE HEAD JAMB IS ATTACHED TO THE SIDE .IAMBS WITH (3) 16G.1 Y 1/2' CROWN x 2' STAPLES AT BOTH SIDE, 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH (2) 16G. x 1/2' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELTE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (J8 x 2' PFH. WOOD SCREW). THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.5', 31', 4-a.5' 66', THERE ARE (2) AT THE HEADER AT 4' IN FROM THE OUTSIDE CORNERS OF THE FRAME. THERE ARE (2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS, 6, SPACING FOR ITEM NO. 43 (18 x 2' SCREW) SECURING THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER . ANCHORING SCREWS, 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' O.C. 7. WHEN ATTACHING THE HINGETO THE JAMB AND THE BUCK USE REM NO, 12 (110 x 2' SCREW).; WHEN.ATTACHINC THE HINGE TO THE JAMB AND THE SIDELITE AT THE MULLION USE ITEM NO_ 37 .(110 x 1' 3/4' SCREW). 5 SHT. 4 . b O. � •Q O 2 z� 3 Z Y 36 h � 3 �? 41 wz 29 1J SEE NOTE 1 4 3 SHT. 4 31 JHOR17ONTAL CROSS SECTION 4 0 STRIKE. JAMB TO SIDEUTE r 6IL z s In ..a zx 1 e p8. cor�{uuA.rt:, we is el J:ae4.Jd31. oru Da 10 01 APVroved x, .v,uyJylay ell�IYa vim` i/2' s. 1 • nwi.& c da owe an TJH Ilau 1+011 �IIIGn' 0 oot en RW . . AIW.I Dada P,ud%." pR�1WG yq� Di By!46�� 5-1151 aar 4 v � SEE. NOTE J SHT. 4 14 TYP, I_ II I1 ll I 13 F II I ' SEE DETAIL �' — SEE NOTE 'F' SHT. 5 — 6 SHT. 4 SEE DETAIL SEE NOTE _ 1 J _ 'G' SHT, 5 4 SHT,. 4 _ TYP. SEE DETAIL 13 "H" SHT. 5 'D • TYP. _ 14 14 TYA. tn N n' SEE DETAIL ' SHT. 5 a',U rn y iJ a TYP. r i TYP.. c SET NOTE 4 SHOT. 4 .D.. SEE DETAIL E• SHT. 9 h of vp. >� M 1< SEE OUAIL ° •C' SHT. 5 'D .e. 71P•_ TYP, rD� c� 1 }� o Q Q . 14 TYP, r 1 n h q 20 21 WOOD FRAME 526' . —t---{ 22 7 FINGER JOINTED PONDEROSA PINE --{I 1.2J2 J3 t' PLASTIC LIP LITF FRAv � � 1.92" EXTRUDED FITS I �_____. — I i'— 2.141' it' e e .o1e s:e, e s Ll �-- 1.713' ' >_ . r\ TCM (i RMA—TR 1'S POLYPROPtFNF) 34 — PLASM UP 11TE FRAM FXTRUDFO TC 1.691 • �--I I TT 1-- 1 5J i • --{ �— L _� INSWING SIDEIITF 15 FC. TOP RAILO ---1.531 1.53 1 • --{ O Blj,Q�y_J:�OM B00jO I:OM BQOT WOOD COMPOSTS FCLATCH SIDF7STlIFCQ FC. W000 HIMeI�FsIF 0.09• EXTRUDED VIN11 WALL ��. F— .0974 x 4 STEEI DOOR HIN E O i e 'm H.077"--j O I .SJ 1 • --� a 2 SIOFIITF TOP & BOTTOM aAa, FINGER JOINTED PONDEROSA PINE 9, T 1� N' 1 I In to O FC,, BOTTOM RAIL WOOD COMPOSTS rn SF F ADJUSTING SADDLE THR CHO 0 rn SS. BOTTOM RAff n I WOOD COMPOSITE h ALUMINuwMNYL ..045' . WALL ALUM. 19 2.375• OAQ' THK. WALL VINri TYP. ApyrorcJvs nl�lrlo{w11016� . flori.4 ul.11olt Cali. wr. 0 nu�e JO - � ►liorl U.Jo PnJw. . FINGER. JOINTED PONDEROSA PINE 413,064.3631 II er; TJH R rw ta., s-2151 1 Y SK1N .070 WMWUII K, k TTBERCIASSIC DOOR SKIN J 10' YIN. THK. n6ERC(ASS GY THDW-TRU wUI lield. stnn F min. -0,000 pi FIBERCIASS 2 FC. TCP ZA ISTI' x .94' THDW-TRU WOW COWPOSITE NCCO COYPOSTTE 2 TC UTCN STIE VA -MU, *= C.e W ! 531 i 1.209 *WO CC41FCSTE 4 it -a mr -IE 1.531 1 1.209. WOOD 5 FG SORDY RA4 IS31 r 115 T}1ERW-TRU %COO. COMPOSITE ADOO C WPOSITE 6 POLTUHEVKME FOAM S , 1.91bs. DENSITY FOAM 7 SHORT REACH COYPRESSKNI WEATHERSTRIP ERVA-TRU FOAM 8 LONG REACH C06-ORESS1pN WF11}IERSTRIP ERAU-TRU FOAM 9 4 x 4 HINGE .097 THK. ERMA-TRU STEEL 10 10 a 3 4 PFH WOOD SCREW Hine to Home S L 1 1 5Y BJTiCY JIA( I S3I 194 THE -TRV iR0 xwwm NpOO COWP05(fE 12 TO x 2 LG. PFH WOOO.SCREW STEEL 13 18 x 2 1 2' LG. PFH WOOD SCREW,, STEEL I4 3 16' 7APCON ANCHOR ELC 2.0' MIN. LG. STE L 15 SIDELITE BOTTOM BOOT _090 EXTRUOED VINYL VINYL 15 2x INNER WOOD BUCK WC00 17 MAX. 1 4 SHIM MATERIAL WOOD 18 KWfKSFr TTTAH 700 SERIES PAS -SAGE LOCK - 19 SDF AOA95TIAG P&M SrDOLE T99E%4OLQ ALUM. W000 20 4. i 1. AU- U; W00 21 , 1bjKIKt akW QHLRj4A-TRU. N W o 22 4. r 1. Wl- , Po 23 KWIKSET TTTAN 700 SERIES DEADBOLT 24 ASTRAGAL WINDJ BER H WR687 052 WALL ALUM, 608J-T6 25 GLAZING I 2 INSULATED TEMPERED GLASS CLASS 26 a YF -TTx>, PLWDfROsI PINE 1.1, 1 I WOOD. 27 8 x 1 L0. PANHEAD SHEET METAL SCREW STEEL 28 INSIINC DOOR BOTTOM SWEEP VINYL 29 0 0 30 ROOD BLOcK 2375 < 1.515 PONDfAOSA AHEL WOOD 31 SS U TRU MOOD 1.183 i I.S'1 )f000 COY 32 1 8 7HK, CE11u AR GLA2INC TAPE STiK-II TAPE - 33 P FRAu B W4- BTS 34. uA-TRU M 35 4 x 1.25 a)-W JWB ER.IU=TRU PONOEIM 0 36 ScamSCE SRf -TRU .1ST1 r ,656 PQ4DEROSI W 00 J7 10 x 1 J 4 LG. PFH WOOD SCREW STEEL 38 SS TIP pIL 1J11 i 91 puw-TRi Km COE1:bSTIE %q00 39 NOT USED _ 40 SILICONE CAULK SILICONE 41 8-10 x 1 1 2 PLASCREW FOR ITEM. J4 STEEL 42 YIIJfE ILP ! BAIIY & -TRU. IS11 t .LSQ pDcgBI WOOD 4 8 x 2 LC. PFH WOOD SCREW STEEL 1.531' T . Il I L J8 In SS, TOP RAIL WOOD COMPOSITE 592• O --i .579' 1.531' t\ . N co g rn 7z I ca �zn M L_Go W� p c) 7 175.' O .O .179' COMPRESSION WAIN RSTI7IP Q 2 I ONC. REACH COMPR SCION WFBTHFRSTRIP BY THERMA-TRU W co FOAM CELL CORE W/MNYL JACKET" FOAM CELL CORE W/VINYL JACKET SS WOOD HIIJCF SIDE STILF ZF- o eV }n — J' 1' Uov''i i �Z o ul a vl ASTRAGAL HAS $I1am;� N(2) 8.0' o.}� rA N I N .BOLTS O 130TTOM a w 1 (2) 8.0'. Z BOLTS 0 JOP ` 0 w a DRILL TRU FOR 1.767' J57 DU. ASTRAGAL' 1u DRILL TRU FOR A /a RETAINER BOLTS w PFH WOOD SCREW 2PLC5 24 WINDJAMBER II WR68T WINOJAMBER, 11 WR6BT STRIKF PLATE ASS --CAL (ALUMINUM OR • WALL 7YP) o 0 z �- 6.0' �enn�o Na coHaiiirNrrs. INt 01].60k38]1 h L7 -m 08 10 01 ASTRAGA R INR�BO T AN.T.S. MATERUL: C/R R00 Z1NC narlJi 14LtC<a< ° o• TJH dr YELLOW CHROMATE' MOAN O2 qvc n: RW na.e na.mlu.a<Iieayc�.: 1 onusq w: SS, LATCH SIDE STILF rQMPOSI I' 5-2151 spar AL cr 8. tif67�l02 11:44',am P. 007 YRw R v'BuIldina Consultants, Inc. C,ais-aftsng md &steering Services for the Building industry P.O. B" 230 ` shim, FL 33594 PIN= 813-659.9197 Facsimile 811659-4858 '['2 erma-Tea Corp. 108 lid Road Butim, N. 46721, phm260,ft$.58II Facsimile 260.968.5190 =3N4 Fphi -11 V- Fi� Cli=cf Sgmh.SW, Sm= F•,� Door (GbzeM with or. without Sidi-lites 'M' sWmit'm om-A x3 emsel skm VoW4 s ta°$ Usabb 12-awfug Cauftursdolm, X, ORO, XO, O, . XX a ox re ra �e igl : 'Tl:e aizila or wood ni=saring 4.5" x 1.25" with an extruded alurniilmrn ib l d. The dDor pa=bRM d&jitcp&UcjSam 1.68" d6* grA ca af.two RAC strips with a thidrness of 0.063" for i11a Ffl;Gt Cla�ic S.;ri� ar the Smmh SMI Series w� A dda thick. of 0.�070".. Fens are glued to wood at and rams with a ut +se ce c . The gbzcd si -g= = routed to mceiee 7 J "•, te_ mpemd or W" h=lstsd tempered lip lite inserts or iirtegsai Rush growirer. (i4.3 Fa r r Dieter A= is 1207 > Mllilioi3s Door dies . Roped Teri gate No, �zrtiE ' Fn�it�* 1Jrfca�rt5s�c �fiTL=Cst�i kiar30,1997 110-1941L1134 RcreyNu:n;� �3525.8 �k'ri`�dx:r$0 Air Prc x ETC J=s A 2001 FM-01--741-11008.0 DeJAM P.E..M41'f9 1<-C7;.-dlrlxsadv May30,1997 1(0-1940-1234 Barry14mona v,+r16253 ?AS :tit Frnooa rY F•jr, _ gcyNY 3mrn 14 2c01 E C-01 741-11008.0 Joacrh D*IqW, PS.143M ° 9Vter -O undo "30, 1997 4104"04234 Hari tti'd%*y, #m5g .11ir14! E131 8?C _ R"dW91 z, NY June A 2001 ETC-01 741-11008.0 i Doldem, P.E. P42929 3 NCIL-O�O !30,1997 210-1%0-tD4 Aar+yPb 1i16258 }id"TA9r"133' r Ali i+� Frc — R.W&CW.T.NY hm22,20DI ETC-01-741-1100&0 DaIt+u. P.E..Ae^4929 ffi1° g TAY 20)AM NA WA N/A N!A � � a S�W�a G7Y it7AslikFJllSs WmGaF1 00tt pies 1�7e A ntxmrro e.�wgy nmMa v.w awwaau.a .a wv N. �''i� �wlut: cam i� sfiksaso�i m wee wiu��o clofrris �: i+trbi. Configuration Maximum Size Design PresSme Ratings Glazed SkWe X L To 3'0 x 6'8 + 47_00 - 47.00 Frith Sim 1i1� G OXZ3 L' To 5'4 x 6'8 + 47:00 -47.00 Alma Ahm G� Doub3e XX U To V0 x 6'9 + 40.00 - 40.00 + 47.00 - 47.00 Leal 1 wst11 Suielitra OXXO To 8'4 x 6'8 + 40.00 - 40.00 + 47.00 - 47M eta. lI and Andc4= revcm € #his p 1. $vahrAz4 for in locatiom nng to the Florida Binding Code and where Pressure togainirie2ts as detxrnlined 1*j A_,;Cg 7 wfaliamn neigm Lvmb for and Other fiatradures do not exceed the design pressure munM lv=d *ra Z. For 1vbmny installations where the k is I= than 1-1/2 inches (FBC sedion 1707.4.4 AndmxW Methods w.d mb-aectam 1707.4.4.1 and 1707.4.41) saute dL-mda Tam type mete anchors must be subetltutcd and bhe length muse be mmh do a inisliri m 1-1f4" end dtt Tap;im into the masonry wall is obtained Fleri� Prole^-s.�raal � - all .43a09 May 22, 2042 Lync?csn F. 4chr t 19506 Fre mh Lace Drive Lutz, FL 33558 a - - - OS/30/02 1 i t aim P . CQ9 -. - `Th-' ro F'i 0a sic Sit Star in -wring Fiberglass Door fil i um SLw Up To8"4x8'8 JL� 1 r.L S,0' 6.0' 3A" 3,0" �3.0 1— SEE '� � wwn OfTA1i� a } — xV When attaching Sidelite .the above anchoring applies. Sty 0EMUL .�.. Ito if 2" LG. SEE MOTE. Ji0 x 3%4" I.G. 110 x _ PF" t9S PFH WS SERE NOTE ! 110 x 3j4' LG. TtA O' PM ws Note: When ottachi►rg the atr&e :ti D. TAIL.0. deodbolt piateS to b st; i3c u[ SEE KC1£ AM perimeter scream are buck use 110 x 2" Lg. PFH WS. %^MAIL 'E' r 18 x 2-112" PFH WS. When, ottoch;ng the sirisa & dncdbolt platen t4 em ass mgai ��• -- • •ia • use 18 x 2 1/2" L9. PF-H WS. 6" When attaching the --tr'ke jamb s sidtRa lamb use J 10 x 1 314' n.3' .a S' "� !g PFH WFS :� S" a+ % (2)#B X 2 1/2" LG. PFH WS (2)#8 X 2 112 LG, f , prei WS i R ® o O"' T s¢ ccsS� DETAIL " ALUMMM ASMWX ALUMNUM ASTRRAGA. a ATTACH 9LT�TOAi AS SHCAV. w id DRILL THRU FOR DRILL THM-1 .KGB `~ A .357a BOLT 0£EP A 38770 SOLT DEEP A' ENOUGH FOR A 1"• EN&U FOR A 2' BOLT THROW T THROW 3`' 1. ALUMINUM ASTRAGAL.. COASTAL ALL78Mds'LS' AS—MVAAL "F DETAIL � ASTRAGAL THROW BOLTS rTF-?`SiaF eEE MAIL � AT THE THRESHOLD msr30/02 11 t af0am P. . W Building Consultants, Inc. C. wS and Elgingemg Services for the Building 1n1311stry P.O. Box 230 i rinco, FL 33594 Phone $13.659.91917 Facsimile 813.659.4353 � �► :"�" 1"?ys O4 1Z"ci;� 3,a3A:�', AM y g �'-Z�"t� . 'nwma-Tyu Cap. j�10,.��8}fA'Nlucr,�ix&Roam a;c 1a1 2f0.85$.3811 721 Fzzs k 260.863.5!90 MOM Dertaadfoz P'ibee; Classic/Smnah &sr. So= Maglass.I1ou,(Opaque) with orwithmd Sim -lines i1r� Oven-M Nex1iaJ Sb= wp to g'4 x 310 l'.10�10.� � Configurations: X, O3L0, x'li, O'd, � �t d� �x0 eras Damigife w Tlw head xWj= lss m wcW mgAmuing 4,5'; x 1.25" with an extruded alurainllm thr;,sllvlti. he dtlor pmnls wd ukkbw Faimis are l .6r tkick xxi ocesial 01• two SMC dins with a thidrness Of 0.110" for rise FtT Casbic S-z ics or ft- Streeab Sur $cri= With a Wo lbldw= oa 0.070* S 23-_ gh3ed to wood stiles and rails with a antes wre. gbzcd skid-4cs we t 10 roc IX tit or lt2' ivmh od,lemperad lip lite inserts or integral Mash gwmw tii= nwroAtaorM by 37071%fztrsW% WA A"embb jtft (1707.4.3 1?vwnar iwr !-; 17(Y7.4.5 WMions Doter As +lib) Tee '1'CAI-aRcPW a No. KM r, .•' 1 t rtif�m � M1 01-741-10703.0 WoWdlIlssug,P.1 .4331.:i3 A39N 030 ETC - Rodm*or, hY Moy lk 2001 Ot-74)-10701 0 WwuWl Usan ,1'. E. $34,1U Ak P+ Ca oba :19 2001 01-741-I0393-0 Mlext Pw=ma P.E. #53796 May 17, 2001 01 74)-10703.0 WeadolH%wy, P. E. 054113 TAB 7M Fow.d EvAry E: C - Rachmef w Mary 111, 2001 Ol 741-IOMI.0 WaWdl Hang, P. E. #54153 omvba 19, 2001 01-741-10393.0 wwk Pama». P-F- 053796 Ni" 17.3001 01 741-l0703.0 WwAefl)iaatey.P. F-054152 A TM E331 FTC - , ; iY May is, 4001 01-741-10701.0 Wax1c PM'7, P. IL 35-4,38 iaa Oaabcr 19 2001 01-741-10593.0 MW?t Pam, P r #337% Miry 17.2001 01-741-10703.0 Wendell t Ma ' P. r-. 9341158 A31UEM Air kFAve;ea ETC-1t.-cb?-Aer. NY wy it, 2wt Ol 741-10701.0 W--u1x1111aaay, P. r:.. d54:.58 tlnla#rT 19 2001 01-741-10593.0 MwkPaaamo. P.O.. #5377,5 TA9A1T03 a°�tC�st. 'a "! tl/A . NIA NA - :s�sa� ass c a +tlmtnaNv �aa � t sus � rarm�x r r�atrr vrxrx mitararioa arms. •'Thimpradod :teat be sbm =ad tc mad vrirtdas ddais a4 am Doom a R110m: �s 1 NU1r11M size DCSIgnftemm Ratings Sin X I p To 3.0 x 9'0 + 67.06 = 67,00 Si-vi1_tl 3idchtes XO. OX, t?XO To 5'4 x 8'0 + 47.00-.47.00 Alum Astmgal CcasW Mimi Ao= 3 ftW Doubko Xx 1 °l'e 5'0 x 8'0 + 40.00 - 40.00 + 47.00 - 47.00 A ith Siwites Oxxo it! 8'4 x 8'0 + 40.00 -40.00 + 47.00 - 47.00 Sex Mman site tkb P LIM I. Eveiuzmd o in k=nans adhering do rile rlwida Rmikling Code and whom preware rNwrenwnts as t#ztemated by A= 7 aM64w n DaIM Ludo for DaUd W = d Staactarn do not exceod the design press= ratings ljsW 2. Fr Xbmwj izsts?ladc ovhezz t11a hck is im B m 1-1,12 inches iPBC seeds 1707.4.4 And%orap Meft a and v.3-s:cii 1707,4.4.1 and i 707. A 21, sm= di r wetcr '; awn type concrete ancbass must be substituted and th-, kzg* mv-st ba s%%'th t a rlAn nmm 1-1/4' eagaVw= of dw Tapeon pis o the masonry wail 1s Obtained � ,✓�� Qgt ath= Reruns Proles iw.a1 Ea p-nm - Sal No- 4340 May 22, 2002 Ly11d1 F. 5c-jdt 19_ -6 FTeuch Lace Drive Lutz. FL 33558 0S/90/02 "01:4HFm 'r a Tr '2 FiberClassic Smooth fir In -swing Fiberglass Door. biR Size Up,To 84 x 880 3.0' ! ! 8.0" - 6.0' 3.0_ - 3.0' { SEE MAX When aUcching Sidelite the above anchoring uppli-es. _ SEE NOTE _ 110 x2' LC. FfH SEE LLIA� E ML 110 , x 3/4' LG. t 0 x 1'" LG. " PFH WS 1.1 WS �"_--- SEE NOTE _ 110 .x 3/4' LG. PF.14 *IS MAIL JC Note: t When attaching the strke 4: 6' a' - 4 r-- . deadbolt plates to the strAte t& 140T : All n1arimater screws are tuck use 110 x 2' L9. PFH IN& 18 r When ottocftireg ttKa str,'Ee SEE x 2 —1 f2 PFH WS. dsoOolt plate to the osInigd WAIL V cue #8 ' x 2 1/2' Lq. PFH W- S. When ottoching the strike jamb 3c Rn skteUte jornb use t110 x 1 314_ Lq. PFH WS. (2)1a x z 1/Ft WS (2)J8 x 2 1/2_ LC. i PFN WSJ, 01 Q 3 - � ® 4 Au Qw SEE (�� rfn SEE c WVL — . AWUWUM ASTRAGAL COAS-IrAL >- fl AIL 'C' N ALUhPlriUM rSaS7—r Sr L DEM, ATTACH ASTRAGAL THROW OC STRIKE PLATE TO FRAME AS SMXA". c; DRILL THRU FOR DRILL TYRL' FOR _ A .357.0 BOLT DEEP TA .357'0 BOLT DEP ENOUGH FOR A 1' E FDR A 2" -8=— BOLT THROW OLT THROW � E I " -" 6. ALUMINUM ASTRAGAL Cis' 'rii DETAIL 'F' a£IfASTRAGAL THROW BOLTS AT THE THRESHOLD Irl A 4 3 SKIN) SKIN) / 1 (5) INTERMEDIATE STILES FOR 15' WIDE DOOR. ATTACHED W/ TOG-L-LOC (TOP k BOIT REV. NO AND URETHANE (ALANG CEMEft) OPTIONAL SSB GLASS OR B' ACRYLIC LNU ES AVABLE (5EE SECTIONB-B) A/ I 1 -- - IN Ilkwil yvLOCATION OF I REVISIONS NE: DATE: ECN NO. APPVO: DESCRIPTION 2 II/00 - MWW I QTY (I) WAS (2) FOR TRACK BOLT HORIZONTAL TRACK SUPPORT BY �- 20 GA MIN. DO STILES ATTACHED TO DOOR DOOR INSTALLER (TO SUIT) SKIN WITH PATENTED TOG-L-LGC SYSTEM (TOP, BOTTOM dA CENTER). D ___v'B* IJ GA FASTENED STEEL FOOD BRACKET. EACH f/STEIIED TO W000 JAMB WITH I(J) s/Ie'.1-5/B' woo0 LAC SCREWS. LISTEDLOW DOUBLE TRACK rn_ Nf1G1!RAl10N LOW HEADMLE A 0M IS AVNLABLE AS AN OPTION OOOfl VIEW 'C. Q HF1CM l' - 2i 70 2" G&V. STEEL TMCK, _O MIN. TRACK THICKNESS:.080' �H LOCK POSITION Oe TYP. 2-1/2'.12 GA GALV, STEEL TRACK BRACKET. (BOTH SIDES) i (4) TRACK BRACKETS PER SIDE. TWO POINT LOCKING TO UNIT TOP BRACKET REPORT#9606C TOURACK MORI20M& C U-BAPS IN A 2-I-2-1 GW NFADRGGM OPTION PATIFAN (I.E. TWO U-BAR' 1 ON BOTTOM SECF.H. ONE U-BARS ON NEXT SECTION, ETC.) J14.5/6' SHEET METAL SCREWS wdDT� IN�,ATI�Nc - 1 2 v] UO SCREWS ON IS CENTERS. I 0.0. MIN. - DOORS UP TO T'09' HIGH CO t SECTIONS (SHOWN). DOORS OVER ]'-0 HIGH CON S RONS (NOT SH INN). FRONT FRAME WITH U.V. COATING A OUTSIDE SURFACE. WAS . RE UAED. W:'SCREWS'WT BE COUHIFRSU-- (BUT NOT REOUMEO TO PRO`AOE A RUSH MOUNTING SURFACE HORIZONTAL JAMBS 00 NOT TRANSFER LOAD. 2.6 YELLOW PINE JAMB 2' TRICK O SSB GLASS OR OPfIOrUI 10 c.REW 1/8' ACRYLIC LITE WINDOW Llif SECTION B-B 12 GA GALV. STEEL iRAC O D1/4 SELF V/4' iAPPO SCREWS. 14 G ND HEHGEs Ie G INIFRMEDUTE HINGF •B' NFW 'C' VTEW STOP MOULDING BY DOOR INSTALLER (TO SUIT) �20 G WN. DALY. STEEL END STKE 20 Ol GALV. STEEL ENTER. sTI E' MOLDED INSIDE _ LINE RETAINER - BRACKETS FASTENED TO W000 JAMB7F/ 25 GA MIN. STE j8.J/!' PAN HEAD SCREW WITH ONE 5/1611-0/8' LAG SCREW SHIN COATED WITH-G-10 W (10 SCREWS PER LITE) - ] 8 v1 ON ON TI CENTERS (C-90 pER TRACK BitAtN(ET. C&VANIZINC. BN(ED-ON PRIM[[R 8 OCK) O(2.000 PSI NIN. CONCRETE) OR -IB' I.O. ROUND PUSHN T AND A BN(ED-ON POLYESTER` - 'SNAP LATCH ENGAGES 1/414' ON 17-I/2' CENTERS (2,000 V TENCIE (ONE PER ROUER) 18 CA GA.V. STEEL CENTER HINGE TOP COAT APPLIED i0 BOTHONTO VERTICAL TRACK. MINCONCRETE). WASHERS INCLUOEO WIM FASTTOINTFA. STILES W/!4)SIDES OF STEEL. SKIN. 12 GA. GALV. STEEL TOP SIEEYE ANCHORS, 1' 0.0. TRIM.WASHER REGVIRED2' CALV. STEEL TRACK FASTENED TOGA G&V. SiEFROLIFJt HINGE�� /14v8/8 SHEETMETALSCfl ROLLER BRACKET. EACH ONE SNAP UTCH ON WRH T.CONS. INCITERS ALIT BE CAUNfERSUNK 12 GA GALV, STEEL TRACK BRACKETS.ENED TO ENO STILES EACH &O BRACKET ATTACHED W/(4) INTER SINE EACH SIOE OF DOOR. (BUT NOT REQUIRED) TO PROVIDE A FLUSH TRACK ATTACHED TO EACH BRACKETvS//e"SHIN MEIN. SCREWS FFNN�DYFA-STLI .5/8' SHEET META. MOUNTINGSURFACE. HORIZONTAL JAMBS 00 NOT WITH ONE 1/4%3/B' BOLT i NUT1/4'vJ/4 SElF TAPPING SCREWSPER ENO HINGESHIP NAP JOINTS.EWS. � TRANSTER .LOAD. OR TINE 1/4 OLl RNETS.OUTSIDE KEYED 14NOlE ENOK SHGRTSIEM, 10 B•ALL STEEL ROl1Efl. GA GALV. STEEL - END STILE il6M MARK WESTERFIELD. P.E. 495 HINGE. EACH SOLE INTER. PR PA°ADON�Nas BY OT1 RS. . cIRON -- _ FLORIDA P.E. NA P.F NED TO END STILE ES W/(4)I14.5/8' INSIDE HANDLE NORMCIADLINAP.E/T]8l2ET. MET& SCREWS]' TALL U-BAR 4) 1/4'.J/4' SERF O Hc10 KFY n K ENGGAGE9S IN DESIGN LOADS: +24.0 PSF h' -24.5 PSF20GA. GALV. STEELPING SCREWS. SNAP IATCH LOCK OPTION TRACK ON NoTr 2 THE DESIGN OF THE SUPPORONG STRUCTURAL ELEMENTS MINYEILD STRENGTH: 50 KSI OUTSIDE EACHSIDE SHALL BE ME RESPONSIBILITY OF THE PROFESSIONAL OF TEST LOADS: +36.0 PSF& -37.0 PSF HANOIEOF DOOR. RECORDFOR ME BUILDING OR STRUCTURE AND IN ACCORDANCEJ' TALL . 20 CK GAILY. STEEL U-BARS END SLIDE FXJLT WITH CURRENT BUILDING CODES FOR ME LOADS LISTED ON awaul AMmKCS Arc. 3KRRv w 4uC I IN A 2-1-2-1 PATTERN.(I.E. Two U-BARS STILE LOCI! ENGi10E5 THIS DRAWING. WK wml A Iwsm svL (Dwaal. PART NO.: - A 1-7 IN ON BOTTOM SECTION. ONE U-BIN ON NEXT INTO VERTI �1L - MOTILE UGI... Slaked Olh—I.. 312 Wa91B1 $L 5N(. 160E T SECTION. ETC.)). EACH U-BAR ATTACHED TRACK. ONE Connd+nuol/PropRAlary Mt«m.c.n IDEAL 1 WITH 1/!'.J/4' SELF TAPPING SCREWS LOCK ON dl CLOPAY BUNJXNC PRODUCTS CO. TOLERANCES ar Ci0LIn00li1 ON 4$2O2 PER STILE LOCATION. EACH SIDE T.I. No. I-]I3-]61-3519 O DOOR. M x.nlan.a I. u «m.Y noI yam�Bm Da mm fax No. 1-513-762-J519 , b tlNclena. u.+d, duplic.lad, ,Q a t,Dl - I -'OF 8.1 moa....u.bl., « al,lnl>ulw .00 -. t.015 DESCRIPTION: MODEL 6RST W4 16-0 x 8-0: 24/-24.5 DESIGN LOAD SFCjE0H A -A. t5tOF VIEW) - IGNLlK OPTON nNaul II+ pAor cana.n\. Foaur. b ./ ab+w. U,+ noz may n 41 Ib 000 - t.005 13 GA GALV. STEEL BOTTOM BRACKET. y IiaMLly ror a.y anmuR...Id 000E - t.001 DRAWN BY: 8MM DATE: 4/18/00 SCALE: NTS DY7C, ATTACHED WITH (2) If14.5/8' SHEET METAL SCREWS. Non.. ruNKna.Nmlrom R / 2�' .. Degrees - t1/z' CHECKED BY: MWW DATE: 4/18/00 SHEET t OF I SIZE 1J itLUMINUM wiIUTHERSTRIRIP, / ,/ i{'yL <' Tnird An91a + _ unlaaa SkaNd OLMrwb. // '/' / ProjechoG DIMENSIONS ARE IN INCHES. DWG. NO.: 102138 REV. N0, t E)NIMNION3 Iadb'0 I0NVIMVY00 3a00 a0J 43MMa 4 3 �- MODEL 6RST (25 GA STEEL SKIN) MODEL 4RST (24 GA. STEEL SKINT LISTED OPTIONAL D58 GLASS OR 1/8" ACRYLIC LITES AVAILABLE (SEE SECTION B-B) (1) INTERM(EDIATE STILE 20 GA. MIN. END STILES ATTACHED TO DOOR ATTACHED SKIN WITH PATENTED TOG SYSTEM AND URETHANE ADHESIVEO(ALONG CENTER(-. -+-A TOP, BOTTOM & CENTER). I 0 ` 6% C, REPORT#9606C is 25 GA. MIN. GALV.-/ STEEL SKIN COATED 7M77 LOCK POSITION ( BOTH SIDES) WITH A BAKED -ON PRIMER, TWO POINT LOCKING AND ACAKED-ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. O FA I I A4 I 11/00 1 - 2' THICK 3" TALL U-BAR 20 GA, GALV. STEEL 3" 16 GA. GALV. TOP I ROLLER BRACKET. EACH BRACKET ATTACHED W/(3) J14.5/e" SHEET METAL CREWS. r SHIP LAP JOINTS. �. _ 14 CA. GALV. STEEL ENO NINCE. EACH S REVISIONS D: DESCRIPTION OTY (1) WAS (2) FOR TRACK BOLT _ ONE 3" TALL x F(STENED TO ENO M 20 GA. U-BAR 50 KSI STILES W/(4) 14x5/a. ( ) SHEET METAL CREWS PER DOOR SECTION. END SLIDE BOLT r< (4) I/4'x3/4' SELF i TAPPING SCREWS. STILE LOCK ENGAGES = HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT) '\ I I D 13 GA. GALV. STEEL FLAG BRACKET. EACH FASTENED TO WOOD JAMB WITH (3) 5/16'xl-5/8" WOOD LAG SCREWS. NOTE: DOUBLE TRACK TRACK CONFIGURATION LOW HEADROOM IS AVAILABLE AS AN OPTION DOOR HEIGHT "L" 6 -6 70 i- 2' GALV. STEEL TRACK, MIN: TRACK THICKNESS: .060' _g 8 -O 88 ® INTO VERTICALTRACTYP, 2-1/2%12 GA. GALV. STEEL TRACK BRACKET. LOCATION OF LOCK KON ONE - ///TEEL U-BA/R. ONE20 GA. OU-But Z (4) TRACK BRACKETS ''PER SIDE. OPTIONAL OPTIONAL OUTSIDE KEYED LOCK POSITION - OF C DOORS / SCREWPER S 1 STI/HLOSEE OTAPPING� O lNR TOP BRACKET MAX. DOOR WIDTH 9'0"� DOUBLE HORIZONTAL INSIDE SLIDE BOLT I TRACK :TAPPING /8" SHEET METAL SCREWS JOCK OPTION - NOTE 1: FRONT FRAME WITH U.V. DOORS UP TO 7'-0" HIGH CONSIST OF 4) SECTIONS (SHOWN). COATING ON OUTSIDE SURFACE DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SHOWN), DOUBLE TRACK OW H AnR00M OPTION IJ GA GALV. STEEL BOTTOM 00 o VERT�CAL JAMB ATTACHMENT (r OOD FRAME BUILDINGS)• BRACKET. ATTACHED MIN TWOS, A i l I/Z zr LAC SCREWS ON 24 CENTERS. I" O.D. MIN. /14x5/B SHEET METAL SCREWOPTIONAL 10 SCREW 1/4'x3/4" SELF SSB GLASS OR O WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK 'ALUMINUM EXTRUSIONINDOW UTE SCREWS. - 1/8' ACRYLIC LITEUTE 14 GA END HINGES 18 GA. INTERMEDIATE HINGE (BUT NOT REQUIRED) TO J PROVIDE A FLUSH MOUNTING k VllOt WEATHERSTRIP. SECTION B-8 _ SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. SECTION A -A (SIDE VIEW) VIEW "B" YIEILE - - �IBx3/4' PAN HEAD SCREW VERTICAL JAMB ATTACHMENT (C-!jQ�LQD�Q$ - (10 SCREWS PER UTE) END 2000 ,TP IMIN CONCR .0 INN: MUTE ERETAINER D INSIDE STILE STOP MOULDING BY DOOR INSTALLER (TO SUIT) 3/gil4 SLEEVE ANCHORS ON 24 CENTERS (BOTH - INTER. 20 GA. MIN. GALV. STEEL END STILE C-90 BLOCK OR 2,000 PSI MIN CONCRETE) OR - SNAP LATCH ENGAGES STILE 2x6 YELLOW PINE JAMB 1/4"x4" TAPCON SCREWS ON 24" CENTERS (2,000 - ONTO VERTICAL TRACK. 20 GA. GALV. STEEL INTER. STILE PSI MIN. CONCRETE). WASHERS INCLUDED WITH ONE SNAP LATCH ON SLEEVE ANCHORS, I" O.D. MIN. WASHERS REQUIRED EACH SIDE OF DOOR. WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK INTER. STILE 12 GA. GALV. STEEL TRACK (BUT NOT REQUIRED) TO PROVIDE A FLUSH OUTSIDE BRACKETS FASTENED TO WOOD JAMB MOUNTING SURFACE. HORIZONTAL . JAMBS DO NOT RANDLE WITH ONE 5/16"xl-5/B" LAG SCREW TRANSFER LOAD. OUTSIDE KEYED PER TRACK BRACKET. HANDLE t 18 GA GALV STEEL CENTER HINGE ENO FASTENED TO INTER. STILES W/(4) - - I / STILE - OUTSIDE KEYED LOCK #14x5/8' SHEET METAL SCREWS i LOCK BAR LOCKING 2" GALV. STEEL TRACK FASTENED TO 14 GA. GALV. STEEL ROLLER HINGES 12 GA, GALV. STEEL TRACK BRACKETS. FASTENED TO END STILES EACH W/(4) TRACK ATTACHED TO EACH BRACKET yy14x5/8" SHEET METAL SCREWS AND - WITH ONE 1/4'z5/8' BOLT & NUT (4) 1/4"x3/4" SELF TAPPING SCREWS PER END HINGE. OR TWO 1 /4" DIA. RIVETS. 2" DIA. SHORT STEM, 10 BALL STEEL ROLLER. PREPARATION OF JAMBS BY .OTHERS . ' - JAMB CONFIGURATION SECTION C-C , � NOTE 2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE MARK WESTERFIELD, P.E. i gip' CURRENT CODES FOR THE LOADS LISTED ON WITH BUILDING FLORIDA P.E. N48495 THIS DRAWING. NORTH CAROLINA P.E. #23832 LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. Col i INSIDE HANDLE DESIGN LOADS:. +25.0 P.S.F. & -32.0 P.S.F. OUTSIDE KEYED LOCK - TEST LOADS: +37.5 P.S.F. & -48.0 P.S.F. SNAP LATCH LOCK OPTION . a�ruA aw.wws AR vicexa IN n" .m A Iwsln srx (mossy PART NO.: - ^ Nonce U.1.a. Slal.d Olh—l... 312 Walnut SL Suits 1600 /-1 C.naa.naal/Prapda.ry hlarm.Uan TOLERANCES ora IDEAL Cincinnati OH 45202 d anPAY QC UnaNG pnh inaaaUTsaCO. 6. m.m...a, u..4 apx<ma, .0 t.03 Tel. Na. I-6J I3-3e1-/600 Wmooa owns= Fax k 1-513-752-3519 DESCRIPTION: MODEL 6RST W4 9-0 x B-Oi +25/-32 DESIGN LOAD mod. w.ilaM<. w di.wwNa .00 t.015 .I.-k It< pd<r <on,.nt. F.4,,. a .fi w. nou.. mw ..,un m xona�tT I.r an d.m.a....a .000 >• t.005 = DRAWN BY: BMM DATE: 4/18/00 SCALE: NTS DWG. w.... ... mg lh.00.m. ,0000 1.001 De rasa a 3l/T 9 Unl.aa Slal.d Olh.rwiaa DIMENSIONS ARE IN INCHES. CHECKED BY: Mww DATE: a/te/oo SHEET_ t OF I SIZE Third Angle. Pro action + - 1 DWG. NO.: 102137 REV. NO. 1 2 (t nAkor'1: I 3'6'NRI"Arrv, Vh.11e %ffnbAW vI a16 eaW%-p lvd 0 W;w4&&II1 Imm 'Jd I. ��� T�forr�r►finr-r�.� Fri July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy Building Official T, , , Orange County Building Division C}�u'N.1R,AL FLORIDA B-O-A'F- Administration Building, 1st Floor. MAJNTUF :CTURER NAME; - 201 South Rosalind Avenue F�ar/cr� E,t fr��(C✓S tW P.O. Box 2867 0 Orlando; FL 32802-2687 MASTER ]E ME (4:D7) 836-S760 .G RE c Florida Extruders Fenestration Masterfile Update Alternate Nailing Schedule for Fin Frame Windows c� z - uu >>� Messieurs Plante and Smith, This letter updates Florida Extruder Fin Window installation drawings contained in LL, 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. V Attachment No. I 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. 2540Jewett Lane, Sanford, FL 32771-1600 - (407) 323 -�3300 Fax (407) 322-3507 zd woza ::a �03E 60 �a5 zo�53�a Lei -CN X'ti3 zuaun1e�aQ su p I t r. r�c�a orders AMU lobf2muorkluic Regards,. PE Seating Statement The letter was signed and sealed with an impression seal as required by Section61GZ5-23,OU1, F.A_C_ A charcoal pencil was applied to.. the impression seal to facilitate reproduction_ Fae: 2002-LTR-R]A-014 ANTRAL ]FLORIDA. B. O. A - F AL NUFA+CTURM NAME �d ..1 9 -- MASTER FILE E/ ►JUL 3 0 2002 t:F _ram 2540 3ewctt Lane, Sanfard, FL. 32771-1600 • (407) 323-33D0 • Fax (407) 322-3507 2 Zd WdZO: To c007 60 _daS Zbi-592S Lot '- -ON Xtlj zu:,,�-'edao 6ulpl!ng WW3 -Jam02sn� Dan TeA d6S=Z0 zm 60 da.ri Al b Al Az 1 . z - -- . I / .: . . - . 1. ' `�. H.1phNVldth � H/W c l.0 Mcig hdVYi dill � HAN * l.D AAMA 103.3. Cut ] L01O DmiltDvkion Mh1A 101.1, C. 1 LNd Dh-ts:6utlon - Florida Extruders Drawing No. FLEX0026, FLEX0029 and FLEX0030 / MNO $a Eyebrow Arch - Fixed Lite y, Half Circle - Fixed Lite Florida Extruders Drawiaq No. FLEXoo37 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = 1/2 (b)(h) where: b = Jamb Height (H) or Head/Sill Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = 112. (h)(a +. b) h = H/2 or W/2 2540 3ewett Lane, Sanford, FL 32.771-1600 • (407) 323-3300 • Fax (407) 322-3507 S 9d WdLO:10 ZaOZ 60 da5 zs 59zs LOt7 : 'ON Xtj 6utpitng : WOad ._�-•.- •-�--�e .Icrr�n 7n Cn oi3C FMB UENTRAI, FLORA B. O. A. F_ MASI']ER�o .? Non -Rectangular Configurations Load Distribution: Loading to the head, sill and/or jamb were based on the centroid of the configuration. For the half -circle shown: where: Al = 1/2(b)(h) b = Sill Width Atotal = 3.1416(R2)f2 H = centroid of 4R%3(3 1416) A2 = Atdtal - Al'. R = Radius Fastener Calculation: Paslode Nail Allowable = 38 IbsJin per NER-272 Nail length is 2.375", sheathing thickness is t/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 tbs., use 69 lbs. Number of Fasteners = [Load Area (psf) x Design Pressure (psf)] / 69 NumberofFasteners 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, silt 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 spacingof the required fasteners between the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is done for each of the configurations and a worst case sparing developed for all series window sizes at 45 psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 25,. Width 36", Height = 62" H/W is equal to 62/36 = 1.72 therefore, therefore, loading diagram for Case 1 is shown on the next page. Al = Vz(W/2)((H-W)+H)) - V2(36/2)((62-36)+62))/144 = 5.5 SF A2 = 'h (W/2)(W)/144 = Vz(36/2)(36)/144 = 2.25 SF 2540 3ewett Lane, Santurd, FL 32772-1600 • (407) 323-3300 Fax (407) 322-3507 6 Ld 14d70:113 E00E 60 'a�5 z6t7s ZZ Letr TH XU3 }uaur;_L1'da<3 6uipl ing WOd3 dcc:ten 7n rn dIS .ldex Load on Jamb = 7D(S.5) = 385 Ibs_ Load on Head/Sill = 70(2.25) = 157.5 lbs. Number of fasteners Jamb, (N) = 385/69 = .5.58 = 6. Number of Fasteners Head/Sill _(N) = 157.5/69 = 2.28 = 3 . Fastener Spacing Jambs = (H - 2(Edge'Distance))/((N - 2) + 1) _ .(62 - 2(6))/((6-2)+1) = 10" Fastener Spacing Head/Sill = (W - .2(Edge Distance))/((N 2) + 1) _ (36 - 2(6))/((3-2)+1) = 12" A similar calcu:ation was performed for the 45 psf D.P. - In turn, this calculation was duplicated for all applicable window sizes. The enveloped spacing was developed based on enveloping similar results from all of window sizes grouped by the different series windows to arrive at the recommendation of Attachment No. 2. Spreadsheets were developed to mechanize .the repetitive calculations. Jwnb Al b i - l .lnrpb Height Lbi C-dK;N-f--V-L FLORMA 14.adf5111 W.@!1 17; j111 r i'i, i �J I p NAM: s - He;ghwnah.=FM>1.0 �^ t l AAMA IC3.3, Came 7 Load Dictrra>ubon MASTER FUZ 2540 Jewett Lane, Sanford, FL 32771-16U0 • (407) 323-3300 - Fax (407) 322-3507 7 ad Wdt7o: To Z00Z 60 -W >'dA -iuz' r Uedaa 6u t P I ? -S 140c13 Sep 09.02.02:59p Valued Customer, 14071. 834-9•029 P_g, Im PJO Yc c? ATTACHMENT NO. 2 Alternate Nailing Schedule and. Installation Instructions- Fin Frame indow Required Nail Paslode Catalog 4650111, 2.375" Long, 0_113" Diameter, Ring Shank Nail per NER-272. Nail Installation - • Nall shall be installed to its full depth in the side grain of framing members_ • Required embedment has considered window frame thickness and a sheathing thickness of_'/z"'_ Sheathing thickness greater that Va" 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 lambs 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 B" on centerline. 70 PSF Design Pressure: Maximum of 5" on centerline. AN ACTUREA It NAME: F/o rkAE.rd�rs MASTER FILE 2540 3ewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 Fax (407) 322-3507 4 Sd WCi Z@:i0 Z00a 60 -daS Z617S326 Lob : 'ON XU3 juaw-zli?daQ 6utp1mg : WCZJj No. Dw . No. Description 1 FL-EXDO29 Horizontal Sliding Window )COX -'Fin 3 FLEX0026 Single Hung Window - Fin 4 FLEX0030 Fixed Window -Fin 4 FLEX0037 Designer Fixed window—, Fin Half -Circle and Eyebrow shown_ Applicable to other Confi urations note 9 on FLEX0037) _ MANUFACTURER RER NAME MASTER FILE # 2540 3ewett Lane, Sanford, FL 32771.-1600 • (407) 323-3300 • Fax (407) 322-3507 3 bd WcEO: t0 MW 60 'da5 26tCS3Z_3 LOt 'CN Xti3 }uaul1 6u s p t s ng : w[rd3 JIMP10 duly 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 acid Plan Examiners, The question dealt with in this Fetter is the applicability of approved testing results fora 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. Y §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder`' _'approved testing reports for Milestone Single Hung Windows used a straight head extrusion in the tests. These tests where. performed to the ANSI/AAMA/NWWDA 101/I.S.2 - 97 specification with structural testing to ASTM E330 as required by the AAMA 101 specification. ANSI/AAMA/NWWDA 101/I.S.2 - 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway Performance Requirements as defined in Table 2.1. When extending test results to windows of other configurations or to windows of smaller sizes, the following must be considered. 1. For other configurations, that the difference does not affect the test results. 2. For smaller window sizes, that a methodology grounded in sound engineering practice is used to extrapolate test results to smaller windows. 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 + Fax (407) 322-3507 1 MoTjda -,�de13 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 I OI I IVI U3U..pcC w-I IUI IU0 CAL UUCI I I I. Florida, PE PE License No. 49752 Florida Extruders International, Inc. Certificate of. Authorization No. 9235 Cc: Earl Moore/FEI File File: 2002-LTR-RJA-019 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 • Fax (407) 322-3507 3 AM rxd AM s AW July is, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy. Bu(ldirig Official Orange County Building Division CENTRAL RA F1.10RID A. B- 0-A--F. Administration Building, 1st Floor MANUFACTURER NAME: 201 South Rosalind Avenue P.O. Box 2867 ��d.r / r'Jc E,I- fr✓t{� YS . Orlando, FL 32802-2687 MASTER ]FILE (4p7) 836-S760 A�w, CVH RE: Florida Extruders Fenestration Masterfile Update — Alternate Nailing Schedule for Fin Frarne 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 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. 2540 Jewett lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 Zd WdzD: Ie, Z00Z 60 'daS L6r : 'ON xtij luaw'i-ied zc 6u r p l i ng lJ7d� a c-�r,c_Lco r IF n4.1 .1aw02sn-1 oanT en d69=ZD ZO 60 daS PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 61 G15-23.001, F-A-C. A charcoal pencil was applied to the impression seal to facilitate reproduction - CENTRAL FLORIDA B.0.A-F- IklfANUFA+CTUR ER NAME = . MASTER FH // Ity � _ ►JUL 3 0 2002 Eric: 2D02-LTR-0.]A-014 2540 3ewctt Lane, Sanford, FL 32771-1600 • (407) 323-33DO • Fax (407) 322-3507 2 Ed WdZH : LO Z00Z 60 'das Z6t-sgze Letr -oN xu-i -1U-U,4-iedaQ 6u i pj i rle WDti3 -,t i n+.1 .Jawo':�sn7 pang en d6S =Zo Zo, 60 das Methodology and sample Calculation Load Distribution based on AAMA 103.3-93 Procedural Guide and ce.ntroid location. based on common shape geometric formulas. C—VON .Rll "• 4 H.Iphuwlduh . HIW < I.o ►k�4FNWidth - !l/YJ ► 1 D ^AMA 103.3. C", 3 LOAD DitlrlDuBon AAMA 103.3, C. 7 L-ad D�a6udon - Florida Extruders Drawing No. FLEX0026, FLEX0029 and FLEX0030 M..0 eE/ - Eyebrow Arch -'Fixed Lita 3„ Half Circle - Fixed Lite Florida Extruders Drawing No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = Vz (b)(h) where: b = Jamb Height (H) or He Width (W) a = W - 2(H12) or H - 2(W/2) Trapezoidal A = 'h (h)(a + b) h = H/2 or W/2 25440 Jewett Lane, Sanford, FL 32771-1600 - (4-07) 323-3300 - Fax (407) 322-3507 5 Sd Wd1=0:T8 Z06Z 60 'daS z6-IS926 Lob : 'ON M3 ,uawzledma 6ulpixna : WOzid -�nc-_iC-n r , nL, -jawoasn-) DanT eA aRq :Rn �D 6D aaS •FMcla CIENTRAL FLORIDA R. O. A. F. ALANUFACTURE R NAME MW A MASTER FILE Non -Rectangular Configurations Load Dlstributlon: Loading to the head, sill and/or jamb were based on the centroid of the. configuration_ For the half -circle shown: where: Al = 1/a(b)(h) b = Sill Width' Atotal = 3.1416(R7)/2 H = centroid of 4R/3(3.1416) A2 = Atotal - Al R = Radius Fastener Calculation: Paslode Nail Allowable = 38 ibs./in per NER-272 Mail 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 Ibs., 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 maxlrnum 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.1/69 For each head, sill or jamb, the spacing of the required fasteners between. the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is done for each of the configurations and a worst case spacing developed for all series window sizes at 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 = Vi(W/2)((H-W)+H)) - V2(36/2)((62-36)+62))/144 = 5.5 SF A2 = 1/z (.W/2)(W)/144 = i/s(36/2)(36)/144 = 2.25 SF Z540 3.ewett Lane, Sanford, FL 32772-1600 • (407) 323-3300 - Fax (407) 32-2-3507 6 d WdSa : TO Z00Z 60 'd�S Z6bS5LH 40C 'C11 XU3 iu ?red 6u t.p l i ng ; wC)83 -,4 r/n.6i .Ja.wo':Lsn7 panle.n d6S:Z0 ZD 60 JOS Florida Eklrird Load' on lamb = 70(5.5) = 385 Ibs_ Load on Head/Silt 70.(2.25) = 157.5 lbs. Number of Fasteners Jamb (N) = 385/69 .5.55 = b Number of Fasteners Head/Sill (N) = 157.5/69 = 2.28 = 3 Fastener Spacing Jambs = (H 2(Edge Distance))/((N .- 2) + 1) = (62 - 2(6))/((6-2)+1) = .10" Fastener Spa_ sing Head/Sill = (W - 2(Edge Distance))j((N - 2) + 1) = .(36 - 2-(6))/((3-2)+1) _ 12" - A similar calculation was performed for the 45 .psf D.P. In turn, this calculation was duplicated For all. applicable window.sizes. The enveloped spacing was developed based on enveloping similar results from all of window sizes grouped by the different series windows to arrive at the recommendation of Attachment No. 2. Spreadsheets were developed to mechanize the -repetitive calculations_ �— ,moo i. . -Al b h L \—s--J H.adfSW V1rdt11 MANUF AAC-T T;? E T�Tr7►.Lr1L' : . H=. 3, Cvr N =NM/> t.0 `�t jj� �.JYja{��VPIf� lr: AAMA 103J, GcQ 1 Load Dfcttbarpon MASTER ]FY1tE # 2540 3ewett .Lane, Sanford, FL 32771-16" • (407) 323-3300 - Fax (407) 322-3507 7 8d Wd»0 : TO Ze3Z 60 'daS Z6t 59'A Lob : OM }t� Z u�ur;sed�Q 6u c p 1 rtiq W3c�d �nc_ico r,ni.,-2am0asnn DanT2A dRq:Rn 90 daS Sep.,09 02 02:59p Valued Customer (407) 834-9029 P.6 11.il.ld LtIILE� ATTACHMENT NO_.2 Alternate Nailing Schedule and In-staliatibn Instructions - Fin Frame Window Required Nail.. Paslode Catalog 4f650111, 2.375" Long, 0_113" Diameter, Ring Shank Nail per NER-272. Naillristallation - • 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-'fz". 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 Sc 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. CENTRAL FLO-;; IDA ]B.O.A.F. MANUFACTURER NAME. F/o E,r>�-,-udrrs MASTER FILE 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-33oo • Fax (407) 322-3507 4 sd Wr:-0:I0 F(302: 60 'da5 2b17S9E8 Let -ON Xtid }uawl-edza Gulpl cog. i j 3ep.09 02 02:59p Valued Customer 14071. 8.34-9029 P_-7 AWF76ji(ja .. AMW nal��T ATTACHMENT .NO. 1 Orange County Fenestration Masterfile List Alternate Nailing Schedule -Drawing Appliaabili'ty - Fin Frame Window Masterfi{e - Dw , No. Descri Lion 1 FLEX0029 Horizontal Sliding Window XOX -Fin 3 FLEX00216 W Single Hun indow - 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 FME 2540 3ewett Lane, Sanford, FL 32771-1600 (407) 323-3300 Fax (407) 322-3507 3 bd WdZO: t0 MOZ 60 'd;35 Z6tS9ffi Lot 'ON Xtd3 6uc p [ T rtg : W083 eta :iq:lY. 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 widow 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 1 Farid MEY if Ite dol-d' bx 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.l.' 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 l Windows with either a straight head or a radius head, the extrusion section, corner connection, and the glass thickness and style are the same for the straight head as well as the radius head. Further, SBCCI PST & ESI Evaluation Guide 115, Doors. and Windows states: "All sizes of doors and windows are not required to be tested. If samples selected for testing represent the critical parameters of the range of window sizes covered by the proposed Evaluation Report. The samples tested shall be randomly selected from regular production units and installed on the test apparatus in a manner representative of the manufacturer's published installation instructions. The independent testing laboratory will test that configuration enveloping those . critical parameters, as is the case with Florida Extruder Milestone Window testing. Therefore, based on the above references, reviews, and discussions, it is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius head single head windows. Any additional questions can be addressed to the undersigned. Thank you. 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 2 1-w, Robert J. Amoruso, PE ramoruso.r)e@floridaextruders.com Florida PE License No. 49752 Florida Extruders International, Inc. Certificate of Authorization No. 9235 Cc: Earl Moore/FEI File File: 2002-LTR-RJA-019 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 Fax (407) 322-3507 3 CONCRETE OR CAULK BETWEEN Disclaimer The purpose of this installation drawing is to Present the manufacturer's recommendations for IMPORTANT INFORMATION &GENERAL NOTES ONE BY WOOD BUCK BY OTHERS MASONRY —OPENING WOOD BUCK & anchorage (i.e.: concrete screws, wood screws, nails and Vulkem structural odhesivel to achieve the design pressure specified on the fenestration producI as required by Florida Building Code. Section 1707.4.4; - These notes are provided to ensure proper installation of Florida Extruders Milestone (NOTE 6 & 7> BY OTHERS MAS'Y. OPENING BY OTHERS Anchorage Methods. Recommendations regarding flashing. sealing, sealants or other joint sealant practices � does not constitute o worronty either expressed or implied roducts and must be followed full . p Y. CAULK BETWEEN WINDOW FLANGE & WOOD BUCK �a a EMBEDMENT INSTALLATION �- ... STUCCO BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD (TYPJ W.H. (WINDOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL / VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS SHIM AS REQ'D. 1/4' MAX. (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B_H. (BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL �� rttttl��► :PRECAST SILL —v a BY OTHERS SECTION A —A W.H I 1- MIN VIEWED FROM EXTERIOR E K B G ELEVATION B.W. 1-1/4' DMENENT (BUCK WIDTH) EMBEDMENT GENERAL INSTALLATION INSTRUCTIONS ONE BY WOOD INSTALLATION ANCHOR BUCK BY OTHERS 3/16' DIA. TAPPER 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. (NOTE 6 & 7) (NOTE 12) o ALLOWABLE SHIM STACK TO BE 1/4". IOR SHIM AS REQ'D. 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD & JAMBS. IL Anchor (NOTE `12) 1/4' MAX. Location SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR RIGID VINYL (SEE NOTES) AbOVe APPROVED EQUAL. APPLICATION OF VULKEM 116 ADHESIVE CAULK OR APPROVED GLAZING BEAD Meeting (BEAD Rait- EQUAL AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTURER'S RECOMMENDATIONS. ----1 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 7.hA., APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE HUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. Location Betow ANCHOR INSTALLATION INSTRUCTIONS Meeting Rail. ` GENERAL: I o GLASS (TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE CONCRETE OR MASONRY OPENING BY OTHERS v & WOOD BUCK PERIMETER CAULK W W BY OTHERS (WINDOW WIDTH) STUCCO BY OTHERS CAULK BETWEEN SECTION B—B M S' . a ENING ON 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� REV DESCRIPTION Ln z / REVISED ANCHOR LOCATION p w IN JAMB OF SIZE 37. NO Q z )({( CHANGE IN QUANTITY. r w / t C U 2004 ADDED DISCLAIMER AND E w a ( / CLARIFIED LOCATION OF CD :!1JAMB ANCHORS. 0� 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 MIL 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] INTERNATIONAL, INC SATE INIFLORIDAI�LOIDA EXTRUDERS 2540 JEWETT LANE 4/23/04 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: INSTALLATION DETAIL 7/29/04 R JA SGL. HUNG FLANGE WINDOWS - SERIES 1000, 1 500 & 2000 DRAWN BY: BB APPROVED BY RJA mammon DATE_ 7/29/04 SCALE: NTS DWG-: FLEX0016, SFjT 1 _/ TAPPER LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF TO 40PSF 41 PSF TO 7OPSF 30PSF TO 40PSF 41 PSF TO 70PsF SIZE SIZE 12 18 1/8 X 25 B B F.G F.G 13 18 1/8 X 37 3/8 B B F,G F,G 14 18 1/8 X 49 5/8 B B F,G F.G 145 18 1/8 X 55 1/4 B B F,G F,G 15 18 1/8 X 62 B 8 F.G F,G 16 18 1/8 x 71 B B F.G F,G.H,i 17 18 1/8 x 83 B 8 F,G F,G,J,K 1 H2 25 1/2 X 25 8. 8 F,G F.G I H3 25 112 X 37 3/8 B B B F,G F,G F,G F,G.H,I IH4 1H45 25 1/2 X 49 5/8 25 1/2 X 55 1/4 B B B F,G F,G,H,1 1 H5 25 112 X 62 B B F.G F,G,H,I l H6 25 1/2 X 71 B B F,G F,G,H,I 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 8 B B F,G F,G,H,i 30 1/2 X 50 5/8 29 1/2 X 49 5/8 B B B F,G F,G,H,1 30 1/2 X 56 1/4 29 112 X 55 1/4 B B F.G F,G,H,1 30 1/2 X 63 30 1/2 X 72 29 1/2 X 62 29 112 X 71 B B F,G,H.1 F.G,H.1 30 112 X 84 29 1/2 X 83 B B F,G,J,K F.G,J,K 22 36 x 25 B B F,G F.G 23 36 x 37 3/8 B B F.G F.G 24 36 x 49 5/8 B 8 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.(;,H,1 D,E.F,G.1-1,1 27 36 x 83 B 8 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 8 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 B 8 F,G,H,i F,G,H,I 42 x 63 41 x 62 B 8 F,G.H,I D,E.F,G,H,i 42 x 72 41 x 71 B B F,G,H.1 D,E,F,G,H,I 42 x 84 41 x 83 B B F G J K F,G,H,I,J,K 48 x 26 47 x 25 8 A,C F.G F,G 48 x 38 3/8 47 x 37 3/8 B A,C F,G F,G,H.1 48 x 50 5/8 47 x 49 5/8 B A,C F,G F,G.H,1 48 x 56 1/4 47 x 55 1/4 B A,C F,G.H,I F.G,H,i 48 x 63 47 x 62 B A,C F,G,H.1 D,E,F,G.H,1 48 x 72 47 x 71 B A,C F.G.H.1 D•E•F•G•H•1 48 x 84 47 x 83 B A,C F,G,J,K D,E,F,G,H,I,J,K 32 52 1/8 X 25 B A,C F,G 33 52 1/8 X 37 5/8 8 A,C F,G F,G,H,I 34 52 1/8 X 49 5/8 B A,C F,G.H,1 F,G,H,I 345 52 1/8 X 55 1/4 8 A,C F.G .H,1 D,E,F,G,H,1 35 52 1/8 X 62 B A,C F,G,H,1 D,E,F,G.H,1 36 52 1/8 X 71 B A,C F,G,H,I 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 NOT AVAILABLE IN 1000 UH 15UU SEH1E5. 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 INC.)- OR TITEN (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 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 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. 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. REV FLORIDAATIONAL, INC EXTRUDERS 12540NJEWETT LANE B CERTIFICATE Of AUTHORIZATION NO. 9235 SANFORD FLORIDA C D TITLE: INSTALLATION DETAIL E SGL. HUNG FLANGE WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY: RJA APPROVED BY:RJA DATE:7/29/04 SCALE: NTS DWG_:FLEX0016, SHT 2 OF 2 CAULK BETWEEN SHEATHING BY OTHERS WINDOW FIN & SHEATHING INSTALLATION ANCHOR #8 WOOD SCREW SHOWN 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 MAX. I' MINEMBEDMENT WINDOW WTDTH I/4' Disclaimer: The purpose of this installation drawing is to present the manufacturers recommendations for . _ SHIM SPACE.. SCREW> anchorage (i.e., wood screws and nails) to achieve the design pressure specified on the fenestration product (WOOD TWO BY WOODAD as required by Florida Building Code, Section 1707.4.4. Anchorage Methods. Recommendations regarding TWO BY WOOD SHIM AS REQ'D. BY OTHERS flashing, sealing, sealants or other joint sealant practices does not constitute a warranty either expressed or BY OTHERS (SEE NOTES) implied. SHIM AS REQ'D. IMPORTANT INFORMATION & GENERAL NOTES (SEE NOTES) These notes are provided to ensure proper installation of Florida Extruders Milestone 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 ANCHOR SPACING (SEE BELOW) WINDOW HEIlGHT 1 FIN TYPE WINDOW FRAME SILL MARBLE SILL STOOL BY ANCHOR SPACING (SEE BELOW) FWINDOW_ WIDTH A—i t MIN. EMBEDMENT (WOOD SCREW) j SHEATHING BY OTHERS ( CAULK BETWEEN WINDOW FIN & SHEATHING INSTALLATION ANCHOR #8 WOOD SCREW SHOWN STUCCO BY OTHERS SECTION B-B EQUALLY SPACE ANCHORS (TYP.) A L MAX. YPJ b" MAX. (TYP.) ELEVATION 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' O.C. MAX. FOR JAMBS AND rc 10" O.C. MAX. FOR HEAD & SILL W r) a a' a 06 "' z Q' W 0 I'MIN. a W EMBEDMENT J (WOOD SCREW) W a os WL_ ►0EC 1 6 2004 REV DESCRIPTION C REVISED NOTE 6. REVISED NOTE 7 AND TITLE TO REFLECT NAIL ALTERNATE. D I ADDED DISCLAIMER products and must be followed fully. GENERAL INSTALLATION INSTRUCTIONS 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4". APPLY A BEAD OF VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL AT THE FASTENER LOCATION PRIOR TO INSERTING THE SHIM TO ADHERE THE SHIM TO THE SUBSTRATE AND/OR WINDOW FRAME. FULL BEARING BETWEEN THE SHIM, SUBSTRATE AND WINDOW FRAME ARE REQUIRED. 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD, SILL & JAMBS. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME. 4) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE HUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. ANCHOR INSTALLATION INSTRUCTIONS GENERAL: 6) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR THE ENVIRONMENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECOMMENDATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 7) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE: a) 3/16" IN DIAMETER FOR #8 WOOD SCREWS, AND b) THE SHANK DIAMETER OF THE NAIL ROUNDED UP TO THE NEXT STANDARD DESIGNAkTION 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 FOR CONTINUATION OF NOTES] DATE INI FLORIDA EXTRUDERS 12540NJEw TT LANE 12/10/03 RJA CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA TITLE: I NSTALLAT ION DETAIL W/148 SCREWS OR NAILS 7/29/04 RJA SINGLE HUNG FIN WINDOW - SERIES 1000, 1500, & 2000 DRAWN BY: BB APPROVED BY: RJA DATE:7/29/04 SCALE: N. T. S. DWG.:FLEX0026 SHT I OF "f #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 2030 23 1/2 X 27 1/2 23 1/2 X 35 1/2 2 2 2 2 12 13 18 1/8 X 25 18 1/8 X 37 3/8 2 2 2 3 2.038 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 2060 23 1/2 X 59 1/2 23 1/2 X 71 1/2 2 2 3 4 16 17 18 1/8 X 71 18 1/8 X 83 2 2 4 4 1H2 IH3 25 1/2 X 25 25 1/2 x 37 3/8 2 2 2 3 2070 23 1/2 X 83 1/2 2 4 2424 27 1/2 X 27 1/2 2 2 2430 2438 2440 2444 2450 2460 2470 27 1/2 X 35 1/2 27 1/2 X 43 1/2 27 1/2 X 47 1/2 27 1/2 X 51 1/2 27 1/2 X 59 1/2 27 1/2 X 71 1/2 27 112 x 83 t 2 2 2 2 2 2 2 2 2 3 3 3 3 4 4 1114 1H45 1H5 1H6 1H7 25 1/2 X 49 5/8 25.1/2 X 55 1/4 25 1/2 X 62 25 1/2 X 71 25 1/2 X 83 2 2 2 2 2 3 3 4 4 4 30 1/2 x 26 30 1/2 x 38 3/8 30 1/2 x 50 5/8 30 1/2 x 56 1/4 30 1/2 x 63 30 1/2 x 72 30 112 x 84 29 1/2 X 25 29 1/2 X 37 3/8 29 1/2 X 49 5/8 29 1/2 X 55 1/4 29 1/2 X 62 29 1/2 X 71 29 1/2 X 83 2 2 2 2 2 2 2 2 3 3 3 4 4 4 2824 2830 2838 2840 2844 2850 2860 2870 31 1/2 X 27 1/2 31 1/2 X 35 1/2 31 1/2 X 43 1/2 31 1/2 X 47 1/2 31 1/2 X 51 1/2 31 1/2 X 59 1/2 31 1/2 X 71 1/2 31 1/2 X 83 1/2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 4 4 22 23 24 245 25 26 27 36 X 25 36 X 37 3/8 36 X 49 5/8 36 x 55 1/4 36 X 62 36 x 71 36 X 83 2 2 2 2 2 2 2 3 3 3 4 4 4 3024 3030 3038 3040 3044 3050 3060 3070 35 1/2 X 27 1/2 35 1/2 X 35 1/2 35 1/2 X 43 1/2 35 1/2 X 47 1/2 35 1/2 X 51 1/2 35 1/2 X 59 1/2 35 1/2 x 71 1/2 35 1/2 X 83 1/2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 4 4 42 x 26 42 x 38 3/8 42 x 50 5/8 42 x 56 1/4 42 x 63 42 x 72 42 x 84 41 X 25 41 X 37 3/8 41 X 49 5/8 41 X 55 1/4 41 x 62 41 X 71 41 X 83 3 3 3 3 3 3 3 2 3 3 3 4 4 4 3424 3430 3438 3440 3444 3450 3460 3470 39 1/2 X 27 1/2 39 1/2 X 35 1/2 39 1/2 X 43 1/2 39 1/2 X 47 1/2 39 1/2 X 51 1/2 39 1/2 X 59 1/2 39 1/2 X 71 1/2 39 1/2 X 83 1/2 3 3 3 3 3 3 3 3 2 2 3 3 3 3 4 4 48 x 26 48 x 38 3/8 48 x 50 5/8 48 x 56 1/4 48 x 63 48 x 72 48 x 84 47 X 25 47 x 37 3/8 47 X 49 5/8 47 X 55 1/4 47 X 62 47 X 71 47 X 83 3 3 3 3 3 3 3 2 3 3 3 4 4 4 3824 3830 3838 3840 3844 3850 3860 3870 43 1/2 X 27 1/2 43 1/2 X 35 1/2 43 1/2 X 43 1/2 43 1/2 X 47 1/2 43 .1/2 X 51 1/2 43 1/2 X 59 1/2 43 1 /2 .X. 71 112 43 1/2 X 83 1/2 3 3 3 3 3 3 3 3 2 2 3 3 3 3 4 4 32 33 34 345 35 36 . 37 52 1/8 x 25 52 1/8 X 37 3/8 52 1/8 x 49 5/8 52 1/8 X 55 1/4 52 1/8 X 62 52 1/8 x 71 52 1/8 x 83 3 3 3 3 3 3 3 2 3 3 3 4 4 4 4024 4030 47 t 2 X 27 1/2 47 1/2 X 35 1/2 3 3 2 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 4060 4070 47 1/2 X 59 1/2 147 1/2 X 71 1/2 47 1/2 X 83, 1/2 3 3 3 3 4 4 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 JAMBS. NAILS: 17) NAILS SHALL MEET THE FOLLOWING REQUIREMENTS: a) 0.113" DIAMETER OR GREATER, b) SUFFICIENT LENGTH TO ACHIEVEMINIMUM EMBEDMENT OF 1 7/8" INTO THE TWO BY WOOD FRAMING (GENERALLY, NAIL 2 3/8" LENGTH OR GREATER SHALL MEET THIS REQUIREMENT), c) HELICAL (SCREW) OR ANNULAR (RING) SHANK STYLE ONLY, AND d) MANUFACTURER SHALL BE LISTED IN NATIONAL EVALUATION SERVICES, INC_'S NATIONAL EVALUATION REPORT, NER-272. 18) MANUFACTURER'S NAILS MEETING THESE REQUIREMENTS ARE (BUT NOT LIMITED TO) THE FOLLOWING: a) PASLODE DEFORMED SHANK NAIL, NO. 404947, 404537, 650111 AND 650148. b) DURO-FAST DEFORMED SHANK NAIL NO. 325. 19) SPACING OF NAILS SHALL BE: a) 6" FROM EACH CORNER OF THE HEAD, SILL AND JAMBS, AND b) EVENLY SPACED BETWEEN CORNER ANCHORS AND NOT EXCEEDING 7" O.C. SPACING FOR THE JAMBS AND 10" O.C. SPACING FOR THE HEAD AND SILL. DESIGN PRESSURE RATING & FBC REOUIREMENTS 20) IF EXACT WINDOW SIZE IS NOT LISTED IN WOOD SCREW ANCHOR CHART, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE. 21) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR WINDOW SIZES SHOWN IN CHART WITH SPACINGS SHOWN. DESIGN PRESSURES ('D.P.) SHOWN ARE POSITIVE AND NEGATIVE. 22) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 23) COMPLIES WITH CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1,2002. NAL, INC FLORIDA -EXTRUDERS 12540 Ew TT LANE CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD, FLORIDA TITLE: INSTALLATION DETAIL W/R8 SCREWS OR NAILS SINGLE HUNG FIN WINDOW - SERIES 1000,1500, & 2000 DRAWN BY: BB APPROVED BY: RJA DATE:7/29/04 SCALE: N T S DWG.: FLEX0026 SHT 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 I/4' MAX SHIM SPACE D e � 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 1). INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) TWO BY WOOD BY OTHERS (NOTE 6) 1-1/8' MIN. EMBEDMENT SLIDING GLAS DOOR FRAME HEAD TEMPERED GLASS (TYP.) CAULKING REQUIRED — (SEE NOTE 2). 1/2 d —DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB 1/4' MAX. SHIM SPACE DOOR HEIGHT 1 EMBEDMENT 0 1-1/4' MIN. INSTALLATION ANCHOR w 3/16' DIA. TAPPER a (NOTE 15) a �W CONCRETE OR Z MASONRY OPENING J BY OTHERS W w n SECTION A -A Of L, 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 #8 WOOD SCREW (TYP.) (NOTE 21) (ANCHORS SHOWN IN SAME PLANE FOR CLARITY ONLY. HOOK STRIP ANCHOR HOLES SPACED 2' APART ON OPPOSITE FLANGES.) SLIDING GLASS DOOR HOOK STRIP INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) STUCCO OR SIDING BY OTHERS r-, EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) CAULK BETWEEN DOOR FLANGE & SHEATHING SHEATHING BY OTHERS TEMPERED — GLASS (TYP.) CAULK BETWEEN HOOK STRIP & WOOD BUCK 1 MIN. E�IB/E% MENT (TYP.) 3/4' MAX. J_ SHEATHING BY OTHERS \—SLIDING GLASS DOOR INTERLOCK HOHK 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. 5) 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 17,07.4.4.3 AND THE ENGINEER OF RECORD'S DETAILS. TSEE SHEET 2 FOR CONTINUATION OF NOTES.] REV DESCRIPTION DATE IN I INTERNATIONAL, INC FLO M DA EXTRUDERS 2540 JEWETT LANE CERTIFICATE OF AUTHORIZATION No. 9235 SANFORD FLORIDA p B REVSED ROTES 1. 2. 3. 6. ,,. 20. z2E�sEoRELATED D�E�r6/'ORs 12/ 18/03 RJA I ORS. BODED NOTE 20ANAND/OR RED RELATED RE AND R D NO lLDSTTO 10 S_ RE„tau NOTES 8 TO lO TITLE: SLIDING - GLASS DOOR 500, 10 00 & 2000 n ^ DEC(� iV� L 4 E 71 AND TO SE NRO REVSED REfERE„C£5 TO THESENOTES. REVISED TAPPERS fOR R A M E INSTALLATION WITH # 8 SCREWS gOxx 3-P,wEi DOORS. C ADDED DISCLAIMER- 7129104 RJA DRAWN BY: BB APPROVED BY: RJA ®® ATE: 7/29/04 SCALE: NTS DWG #.- FLEX0027 SHT 1 OF 2 4 N ANCHOR INSTALLATION CHART Nominal Door Size and Configuration Door Size REQUIRED QUANTITIES OF ANCHORS HEAD (#8 WS) SILL (TAPPER) JAMBS (#8 WS) HOOK STRIP (#8 WS) TO 45 PSF 46 PSF TO 60 PSF 61 PSF TO 70 PSF TO 45 PSF 46 PSF TO 60 PSF 61 PSF TO 70 PSF TO 70 PSF TO 70 PSF 4068XX, 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 1 6 6 7 (D1) 8 8 5080 XX, OX, XO 60 x 96 6 6 6 3 3 3 10 10 6080 XX, OX, XO 72 x 96 8 8 8 4 4 4 10 10 8080 XX, OX, XO 96 x 96 10 10 10 5 5 5 10 10 10080 XX OX XO 120 x 96 12 12 12 6 6 7 (D1) 10 10 50100 XX, OX, XO 60 x 120 6 6 6 3 3 3 12 12 60100 XX, OX, XO 72 x 120 8 8 8 4 4 4 12 12 80100 XX OX XO 96 x 120 10 10 10 5 5 6 12 12 9068 OXO 109 118 x 80 12 12 12 6 6 6 8 8 12068 OXO 145 118 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 1/8 x 96 14 14 14 7 8 D1 9 D2 10 10 15080 OXO 181 1/8 x 96 16 16 18 1 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 106 518 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 10 (D2) 1.1 (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 (D3) 13 10 10 90100 XXX 106 5/8 x 120 12 12 12 6 6 6 12 1 12 120100 XXX 142 5/8 x 120 14 14 14 7 9 (D2) 10 (D3) 12 12 10068 OXXO 119 518 x 80 12 12 12 6 6 7 D1 8 8 12068 OXXO 143 5/8 x 80 14 14 14 7 7 8 D1 8 8 16068 OXXO 191 5/8 x 80 18 18 18 9 16 (131) 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 8 D1 9 (D2) 10 10 16080 OXXO 191 5/8 x 96 18 18 19 9 12 (D3) 14 (135) 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 1313 12 12 160100 OXXO 191 5/8 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 1317 8 8 16068 XXXX 189 1/4 x 80 16 16 16 9 (D1) 10 (D2) 12 (134) 8 8 10080 XXXX 117 1/4 x 96 12 12 12 6 6 7, 1311 10 10 12080 XXXX 141 1/4 x 96 14 14 14 7 8 D1 9 D2 10 10 16080 XXXX 189 1/4 x 96 16 16 19 9 (D1) 12 (134) 13 (D5) 10 10 100100 XXXX 117 1/4 x 120 12 12 12 6 6 7 1311 12 12 120100 XXXX 141 1/4 x 120 14 14 14 7 8 D1 10 D3 12 12 160100 XXX.X 189 1/4 x 120 16 18 1 21 1 10 (1312) 1 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 & £ONFIGUREATIONS 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) "D7" MEANS, INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 9) LOCATION OF ADDITIONAL TAPPERS IN SILL SHOULD BE PRIORITIZED AS FOLLOWS: A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN SILL. 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 (cont-) 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN_ THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 500 AND 2000 SLIDING GLASS DOORS. 8) WHERE "X" REPRESENTS MOVING PANEL AND ^O" 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. TFFEN (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. n INTERNATIONAL, EXTRUDERS w LANE CERTIFICATE OF AUTHORIZATION NO. 9235 1 SANFORD. FLORIDA TITLE: SLIDING GLASS DOOR 500, 1000 & 2000 FRAME INSTALLATION WITH #8 SCREWS DRAWN BY: BB APPROVED BY: RJA DATE_ 7/29/04 SCALE: NTS DWG /#: FLEX0027 SHEET 2 11Y 2 INSTALLATION ANCHOR. - CAULK BETWEEN 3/16"--DIA. T.APPE� WOOD BUCK & .(NOTE I7: MAS'Y. OPENING CONCRETE OR' BY OTHERS MASONRY OPENING BY OTHERS CAULK BETWEEN DOOR FLANGE SHIM AS & WOOD BUCK REO'SEED PERIMETER NOTES) - CAULK BY � v. � � STUCCO — BY OTHERS INSTALLATION ANCHOR #8 SCREW WOOD (TYP. - WHERE TAPPERS ARE NOT REQ'D. - NOTE 22) SECTION A -A CAULKING AT FASTENER HOLES REQUIRED (SEE NOTE 2). SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE U In 0 0 INSTALLATION ANCHOR ttB WOOD 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- C.ONCRE-TE- (SEE NOTE-2).- SHIM AS RCOUIRED:(SEC _NOTC 1). INSTALLATION ANCHOR' 48 WOOD SCREW: (TYP. WHERE TAPPERS ARE NOT ONE BY WOOD REQ'D. - NOTE 22) 4NE By WOOD - BUCK BY OTHERS (NOTE 11 & 12) 1 1/4 MIN.: - EMBEDDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) CAULKIN REQUIRE (SEE NO SLIDING GLASS DOOR FRAME JAMB - 1/4' MAX. -7) SHIM SPACE DOOR HEIGHT �ff c:.,a,gE ��= fC"•tk"r --f � _ 3. .�}��� R� s'_.'w—Y�+:^3-�.aF�'�i�S�-F� _ Y4 _ w — F'14. MAX SHIM SPACE ' MASONRY OPENING 2X4 "2X6; 0R 2X8 WOOD a BY OTHERS _ ,.-• _.... - EMBE -DMENT . _ ., - BY OTHERS cNOTE 6> _. _ _ ONE BY WOOD o BUCK BY OTHERS Q (NOTE 11 & 12) INSTALLATION ANCHOR t18 WOOD SCREW (TYP.) CAULK BE TwEEN (NOTE 23) HOOK STRIP S CAULK BETWEEN (ANCHORS. SHOWN IN SAME a WOOD BUCK PLANE FOR CLARITY ONLY. 4 WOOD BUCK & HOOK STRIP ANCHOR HOLES MAS'Y. OPENING SPACED 2' APART ON ► 1/8' MIN. BY OTHERS OPPOSITE FLANGES.) EMBEDMENT .T" SHIM AS REQ'D. (TYP a (SEE NOTES) SLIDING GLASS DOOR Q a HOOK STRIP a 1 a INSTALLATION ANCHOR . >3/ DIA. TAPPER (NOTE 17) 3/4' MAX. TEMPERED GLASS QCAULK BETWEEN t (TYP.) DOOR FLANGE & WOOD BUCK TEMPERED GLAS S/ (TYP.) PERIMETER a STUCCO CAULK BY CONCRETE OR H[]OK BY OTHERS OTHERS MASONRY OPENING BY OTHERS STRIP DETAIL \__SLIDING GLASS DOOR S.G.D. WIDTH STUCCO INTERLOCK BY OTHERS Disclaimer_ The purpose of this installation drawing is 10 present the manufacturer's recommendol ons for anchorage (i.e.. concrete screws, wood screws and nails) to achieve the design pressure specified on It,e T _ fenestration product as required by Florida Building Code. Section 1707.4.4. Anchorage Methods, SECTION /C\ Recommendations regarding (lashing. sealing. sealants or other joint sealant practices does not conslilute a worronly either expressed or implied. IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be (0110v2ed fully. H EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) GENERAL INSTALLATION INSTRUCTIONS ITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/9'. 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR W 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 F SI ILL IZE R 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& 1 BUCK FOR POCKET DOORS. 4) JAMB AND SILL CORNERS ARE TO BE SEALED WITH A SMALL (DINT SEAM SEALER- S) DOOR FRAME MATERIAL:_ ALUMINUM ALLOY 6063. STRIP TO BENSFER THE LAD TO 6TWOBY YCONOD BUCK OR DTHOER STR ING AT HE HO AKTE PER FBC SECHONL1707.4.4 2EAND THRE ENGINEER OOR CORD'SE MASONRY, DETAILS. 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS SOO AND 2000 SERIES SLIDING GLASS DOORS _ 8) WHERE "X" REPRESENTS MOVING PANEL AND "0" REPRESENTS FIXED PANEL, APPROVED CONFIGURATIONS ARE AS LISTED ON THE ANCHOR INSTALLATION CHARA y �,. ISF y EET j`FR CONTINUATION -OF NOTES J IN I aNI; EMBEDMENT a RE DESCRIPTION DATE �L� I ��j'E�e 20 �EwCT"r 1-1/4' MIN, oo 12/18/03 R JA CERTIFICATE F .-THORIZA: N�r10.'9235 SANFORD - � I OIZII)�- B aENscoNoTEs T.2.3.6. IT. i3. 31 AND ADDED 0 Z 3. T6. 22. 23 & w.o/OR REvTSCD RELATED IDING ^GLASS DOOR 500. 1000 & 2000 INSTALLATION ANCHOR o Z REFERENCES . D/oR tLUSTRATTonS RE.vuOCRCO NOTES 6 to To �0 TITLE: MASONRY INSTALLATION WI TI-I NON-STI�U(; 3 / 16' DIA. TAPPER Q w c� / / `j �004 J RE"SCo REFERENCES to THESE NOTES RS(o T.PPERS I -OR 90k' 3-P.r.EEVTT DOORS BUCK AND TAPPERS _---- (NOTE 17) l W a Ii --- _ - --- DT�AwN 13Y: BB APPROVIE I3Y CONCRETE OR &g C ADOEO DISCLAIMER. 7/29/04 RJA - — - DATE: 7/29/04 SCALE: NIS DWG //: FLEX0021 MASONRY OPENING BY OTHERS ANCHOR INSTALLATION CHART REQUIRED QUANTITIES OF ANCHORS - - HEAD, SILL (TAPPER) EACH JAMB (TAPPER) HOOK STRIP (#8 WS) Nominal Door Size Door Size TO 46 PSF 61 PSF TO 61 PSF TO TO 70 PSF and Configuration TO TO 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 3 3 4 4 a068 XX. OX, XO 48 x 80 3 4 3 4 8 8 5068 XX, OX. XO 60x80 3 3 4 4 4 8 4 6068 XX, ox. XO 72 x 80 4 4 5 4 8 96 x 80 5 5 8068 KX. OX, XO q 4 6 6 7 (D 1) 8 10068 XX OX XO 120.80 3 5 5 10 60x96 3 3 5080 XX OX XO 5 5.... _ .. 10 6080 XX, OX, XO 72 x 96 d 4 4 5 5 10 8080 XX, OX. XO 96 x 96 5 5 5 6 7 (D1) 5 5 10 10080 XX OX XO 120 z 96 6 6 6 12 50100 XX. OX, XO 60 x 120 3 3 3 6 6 12 4 60100 XX, OX XO 72 x 120 4 4 6 7 (O i) 6 12 8o 100 XX OX XO 96 x 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 4 8 15068 OXO 181 118 x 80 8 10 (D2) 11 (D3) 5 10 9080 OXO 109 118 x 96 6 6 6 5 5 5 1010 12080 OXO 145 118 x 96 7 8 D1 9 (D21 5 5 15080 OXO 181 118 x 96 8 11 13 6 7 D 1 12 90100 OXO 109 1/8 x 120 6 6 6 7 9 (D2) 10 (D3) 6 7 (D1) 12 120100 OXO 145 118 x 120 4 4 8 106 5/8 x 80 6 6 6 9068 XXX q 4 8 12068 XXX 142 518 x .80 7 7 8 01 4 4 e 15068 XXX 178 518 x 80 8 10 (D2) 11 (D3) 5 10 9080 XXX 106 5/8 x 96 6 6 6 5 5 5 10 12080 XXX 142 5/8 x 96 7 8 Di 9 02 5 5 10 15080 XXX 178 5/8 x 96 8 11 (D3) 13 7 12 90100 XXX 106 518 x 120 6 6 6 6 6 7 12 12010O XXX 142 5/8 x 120 7 9 (D2) 10 (03) 4 8 10068 OXXO 119 518 x 80 6 6 7 (DI) q 4 8 12068 OXXO 143 5/8 x 80 7 7 8 D1 4 4 4 8 16068 OXXO 191 518 x 80 9 10 (D i) 12 (D3) 5 10 10080 OXXO 119 5/8 x 96 6 6 7 01 5 5 10 12080 OXXO 143 518 x 96 7 8 D1 9 132 5 5 5 10 16080OXXO 19i 5/8 x 96 9 12 (D3) 14 (DS) 7 D1 12 100100 OXXO 119 518 x 120 6 6 7 D 1 6 6 7 D 1 12 120100 OXXO 143 5/8 x 120 7 9 D2 10 133) 6 7 (D 1) 12. 160100 OXXO 191 518 x 120 10 (DI) 13 (D4) 16 (07) 8 10068 XXXX 117 114 x 80 6 6 6 4 4 4 8 12068 XXXX 141 1/4 x 80 7 7 8 D1 4 - 4 8 16068�(J( 189 i!4 x 80 9 (D1) 10 (p2) 12 (D4) 4 5 10 10080 XXXX 117 114 x 96 6 6 7 131 5 5 10 12080 XXXX 141 1/4 x 96 7 1 8 01 9 02 5 5 5 10 t6080 XXXX 189 1/4 x 96 9 (DI) (04) 13 (05) 7 01 100100 xxxx 111 114 x 120 6 6 7 D1 6 6 7 D1 1��l120100 XXXX 141 1/4 x 120 7 8 D1 10 D3 6 7 (D1) 13 (D5) 15 (07) 160100 XXXX 189 1/4 x 120 10 (02)[12 ANCHOR INSTALLATION CHART NOTES: TAPPERS ARE REO-D. IN BOTH'FACTORY APPLIED INSTALLATION HOLES- 1) IN SOME CASES "07"DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE -DI- THROUGH REQ'D. -D1- INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 2) MEANS. -02- INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION. HOLES_ 3) MEANS. -D3- INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 4) MEANS, -D4- INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 5) MEANS. -D5" INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION_HOLES - 6) MEANS, -D6- MEANS. INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. 7) -07- MEANS, INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 8) 9) LOCATION OF ADDITIONAL TAPPERS IN HEAD & SILL SHOULD BE PRIORITIZED AS FOLLOWS: A. FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN HEAD & SILL. SECONDLY, AT EACH END OF HEAD & SILL NEAR JAMB CORNER. IF NEEDED. B 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 LISTED IN A & B. IMPORTANT INFORMATION & GENERAL NOTES (cont_) GENERAL INSTALLATION INSTRUCTIONS (cons) 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHOR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS -A-A", -B-B" & I ICx )i: ' I RIP I ii I: II :APtlL f 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" Di.Ar-1ETER ANI I 1 3/8" LENGTH (5/8" EMBEDMENT), A HARDENED -MASONRY NAIL' WITH A 0.148" DIAMETER AND 1 V:" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. 12) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 11/2" THICKNESS. NOT INTENDED TO UMFT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GR[nrr` . I !+A, I I NONIMAl. (3/4- THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE 1 1 13) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR 1! 0 cNVIRONr-LENT AND/OR FRAMING MATERIAL WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RE:c_Llr-irti N(;AFION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 14) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER - 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 WO01) (oVl, I tu..n . I I-.JN) 3/16" DIA. TAPPER CONCRETE SCREW (SILL AND NON-STRUCTURAL ONE BY WOOD BUCK ON HEAD AND IAMBS): 17) WHERE DOOR IS INSTALLED IN MASONRY OPENING WFTH ANON -STRUCTURAL ONE BY WOOD BUCK (NOTE 11) FOR THE HEAD AND JAMBS AND A MASON RY 1)R CO.'I _RFTE SILL, USE A 3/16" DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH: TO ACHIEVE MIN. EMBEDMENT OF I-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 (PAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TITEN (by SIMPSON STRONG -TIE) CAN bE SUBSTITU-F;:D vvi FI I I I : IOLLO`.vING 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 St TALL BE ANCHORED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN, 5/8 IN, EMBEDMENT INTO WOOD BUCK- ALL REMAINING FACTORY APPLIED INSTALLATION F:LSFErIER HOLES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE ANCHORED WITH "BANTAM PLUG" OR `FLUTED" PLASTIC ANCHORS MANUFACTURED B'r' P(W TI'S iASTENING, 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 818 6 I) 0: ,!.11'i ICIENT LENGTH TO ACHIEVE i-1/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK RECEIVING THE POINT. 24) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD SC 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 I OF 0 Si FOR SOUTHERN PINE. DESIGN PRESSURE RATING & FBC REQUIREMENTS 27) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR Nfl.<1 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 GLAZED.OR INSULATING GLASS. 30) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS- 31)COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707-4-4-1 FOR ANCHORING REQUIREMENTS, 1707.4-4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL. St gill I F�ATFS AND 1707-4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. INTERNATIONAL,. INC RA" FLORIDA EXTRUDERS 2540 JE:Wf:TT LANE CERTIFICATE OF AUTHORIZATION NO 9235 S A N I' U IZ I_) , FLORIDA TITLE: SLIDING GLASS DOOR 500, 1000 & r'n00 C MASONRY INSTALLATION WITH NHH II;tII ItJI,'i11 --- _ BUCK AND TAPP[RS _ DRAWN [3Y: BB APPROVED HY I' Jr� DATE:7/29/04 SCALE:NTS DWG #TLEXOM SIILL I 01 3t ------------- 1 X 2 X 1/8 1000 S.H. 1 X 2 X 3/8 ONE BY WOOD DETAIL C 1000 S.H_ TUBE MULLION TUBE MULLION j JAMB (TYP.) JAMB (TYP.) 1 BUCK BY OTHERS v— 1 CONCRETE OR MASONRY Q 1 1/4' MIN. - BY OTHERS a #8 X 1/2 SELF #8 X 1/2 SELF EMBEDMENT Q TAPPING SMS 7 TAPPING SMS aC SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (1 ) 1 X 2 7/16 X 1/8 TUBE MULLION 1000 S.H. 1000 S.H. JAMB (TYP.) JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (3) 1 X 4 X 1/8 TUBE MULLION JAMB 00(TYP.)S.H. - 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 (5) �— SEALANT BETWEEN WINDOW FLANGES & MULLION 2 X 4 X 3/8 #8 X 1-1/2 SELF TUBE MULLION TAPPING SMS SECTION A -A (2) 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) I k 4 X 3/8 TUBE MULLION #8 X 1-1/2 SELF TAPPING SMS `- INSTALLATION ANCHOR 3/16- DIA. TAPPER SCREW ANCHOR (TYP.) EXTERNAL MULLION INSTALLATION CLIP TYPICAL MULLION TO CONCRETE C9 HEAD MULLION (APPLIES TO HEAD & SILL WHERE I" X 4' & 2" X 4" TUBE MULLIONS ARE USED) #�X 2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION SECTION A -A (7) DETAIL C #8 SELF THrr uvu - SMS (TYP-) DETAIL B #8 X 1/2 SELF TAPPING SMS ELEVATION VIEWED FROM EXTERIOR w .0 c cv ,) in - v > O o J z SEALANT BETWEEN CDL` 1 WINDOW FLANGES m & MULLION C C �- #8 X 1-1/2 SELF 00 v 'f TAPPING SMS ,,in SECTION A -A (6) J ' For alternate sill DETAIL B profiles where Sill Clip" is not suitable, It is acceptable to use Installation Clip as shown in Detail C (with or w/o bucking). a INSTALLATION ANCHOR 3/16' DIA. TAPPER SCREW ANCHOR (TYP.) x SILL CLIP — I 1 1/4' MIN. EMBEDMENT „ Q PRECAST SILL BY OTHER AUXILIARY PLATE (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) 0 MULLION FLORIDA EXTRUDERS INTERNATIONAL,1 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 DATE: 6/ 1 7/ 0 4 SCALE: N T S DWG.: 1 V M F L G SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES IN PSF CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY WINDOW WINDOW 1X2X1/8 . 1X2X1/8 1X2X3/8 IX2X3/8 IX2 7/16X1/8IX2 7/16X1/81X2 7/16X3/8IX2 7/16X3/8 lX4X1/8 1X4X1/8 1X4X3/8 1X4X3/8 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 1 SECT. A -A 2 SECT. A -A 2 SECT. A -A 3 SECT. A-A(3) SECT. A -A 4 SECT. A -A 4 SECT. A -A 5 SECT_ A-A(5) SECT. A-A(6) SECT. A-A(6) SECT. A-A(7) 12 19 1/8 X 26 732.42 317.66 131.23 336.52 692.83 336.52 732.42 336.52 732.42 791.81 1 187.72 791.81 1187.72 1187.72 336.52 209.72 152.75 429.55 177.46 209.72 152.75 456.46 1 93.92 209.72 152.75 456.46 271.83 493.47 359.41 740.20 539.12 493.47 359.41 740.20 539.12 740.20 539.12 13 14 19 1 /8 X 38 3/8 19 1/8 X 50 5/8 209.72 131.23 94.13 65.97 43.49 26.96 127.29 89.21 58.81 36.45 127.29 89.21 58.81 36.45 135.81 97.48 64.27 39.83 1 39.09 97.48 64.27 39.83 135.81 119.85 90.09 55.84 194.97 136.64 90.09 55.84 319.55 282.02 212.62 131.79 460.17 423.03 212.62 131.79 319.55 282.02 296.98 184.08 479.33 423.03 296.98 184.08 479.33 423.03 365.75 294.03 145 19 1/8 X 56 1/4 19 1/8 X 63 19 1/8 X 72 19 1/8 X 84 94.1 3 65.97 43.49 26.96 15 16 17 1 H2 26 1 /2 X 26 26 1 /2 X 38 3/8 26 1 /2 X 50 5/8 26 1 /2 X 56 1/4 26 1 /2 X 63 26 1 /2 X 72 262.87 157.93 97.25 69.43 48.44 31.79 572.13 239.21 97.25 69.43 48.44 31.79 19.62 262.87 157.93 113.20 93.89 65.51 42.99 541.20 323.48 1 31.51 93.89 65.51 42.99 262.87 157.93 113.20 100.17 71.58 46.98 572.13 343.74 1 43.71 102.59 71.58 46.98 262.87 157.93 113.20 100.17 88.01 65.86 572.13 343.74 201.45 143.81 100.34 65.86 618.52 371.61 266.35 235.70 207.10 155.44 927.78 557.41 399.53 339.42 236.83 155.44 618.52 371.61 266.35 235.70 207.10 217.11 927.78 557.41 399.53 353.55 310.65 217.11 927.78 557.41 399.53 353.55 310.65 267.38 1 H3 1 H4 1 H45 1 H5 1 H6 26.53 26.53 28.99 28.99 40.64 40.64 95.93 95.93 133.99 133.99 21 4.02 1 H7 26 1 /2 X 84 19.62 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 7 X 50 5/8 122.22 73.34 185.12 73.34 122.22 85.36 250.32 99.17 122.22 85.36 266.00 108.37 122.22 85.36 266.00 151.91 287.57 200.86 431.36 301.29 287.57 200.86 431.36 301.29 431.36 301.29 23 24 245 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 :::27 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 98.27 156.97 676.28 347.25 231.01 19.2.22 131.60 450.85 231.50 154.00 133.48 115.08 676.28 347.25 231.01 200.23 172.63 676.28 347.25 231.01 200.23 172.63 53 1/8 X 26 53 1/8 X 38 3/8 53 1/8 X 50 5/8 3 1/8 X 56 1/4 53 1 /8 X 63 191.61 98.38 56.23 39.32 26.92 417.04 149.02 56.23 39.32 26.92 191.61 98.38 65.45 53.17 36.40 394.49 201.51 76.04 53.17 36.40 191.61 98.38 65.45 56.73 39.78 417.04 214.14 83.09 58.10 39.78 191.61 98.38 65.45 56.73 48.91 417.04 214.14 116.47 81.44 55.76 450.85 231.50 154.00 133.48 115.08 32 33 34 345 35 36 53 1/8 X 72 17.34 17.34 23.45 23.45 25.62 25.62 35.92 35.92 84.77 84.77 97.21 118.41 145.82 37 53 1/8 X 84 10.51 10.51 14.21 14.21 15.53 15.53 21.77 21.77 51.39 51.39 71.78 71.78 120.81 NOTES: A) NUMBER OF ANCHORS NOTED ARE FOR TAPPER FASTENERS INTO MASONRY REQUIRED AT EACH END USING 1 1/4" EMBEDMENT. 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 LANE SANFORD FLORIDA TITLE: DESIGN PRESSURE CAPACITIES FLANGE VERTICAL MULLIONS - S E R . 1000 & 1500 DRAWN BY: J BH APPROVED BY. WA B DATE:6/ 17104 SCALE: FULL DWG.-. I VMF-LG PG 2 1� Trussway, Ltd. Southeastern Division 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407) 857-7855 Project: Lennar Homes, Cozumel C Celery Estates lot 14, City of Sanford Truss Design Loads (Individual Drawings may show Special Loading Conditions) Gravity - Roof 40 psf Total Load Gravity — Floor 60 psf Total Load Wind: 120 mph as per ASCE 7-02 & FBC2004.Truss design software: Mitek202O Name, Address and License # of Structural Engineer of Record for the Building: Name: Lindemann Bentzon Engineering Company, Inc. License #EB0006871 Address: 375 Highway 50, Clermont, Florida 34711 This package includes truss design drawings with individual date of design. These trusses are listed below and/or on the attached spread sheet. These truss designs have been prepared by Trussway Ltd., under my direct supervision based on the parameters provided and shown on the truss drawings. The seal on this letter indicates acceptance of professional engineering responsibility solely for the truss drawings attached. The suitability and use of these components for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec.2. This is in accordance with Rule 61G5-31.003, section 5 of the Florida Board of Professional Engineers. HRO1, HR02, HR04, JO1-JO3, J03A, J04, J05, J07, RO1-RO7, RIO, R11, R20, VOI, FO1-FO3, F05, F06, F06A, F07-F10, F13, F15-F17, FRO1-FRO7 October 16, 2006 Delegated Truss Design Engineer Date Registered Professional Engineer, State of Florida Iqbal H.A. Gagan, License Number 25389 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 REVIEWED FOR CODE COMPLIANC CAPRI ENGINEERING TRUSSWAY, Ltd. 8850 Trussway Blvd. To: DeliveTy List Job Number: LE3159 Orlando, FL 32824 Lennar - Orlando Phone:407-857-2777 F2x:407-857-7855 Orlando, Florida Page: 1 Date: 07-18-2006 - 1:56:25 PM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: Office: Deliver To: Account No: Designer: JMT Name: COZUMEL Phone: Salesperson: Fax: B & C Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 3-7-7 4 HRO1 9-10-1 OUTRIGGER 3.54 1-5-0 0-0-0 44 lbs. each 0.00 2-8-10 1 HR02 6-9-4 OUTRIGGER 3.54 1-5- 0 0-0-0 28 lbs. each 0.00 3-4-2 2 HR04 8-10-12 201 3.54 1-5-0 0-0-0 39lbs. each 0.00 1-I-13 14 JO1 1-0-0 JACK 5.00 1-0-0 0-0-0 �+ 4 lbs. each 0.00 1-11-13 14 J02 3-0-0 JACK 5.00 1-0-0 0-0-0 .� 11 lbs. each 0.00 2-9-13 11 J03 5-0-0 JACK 5.00 1-0-0 0-0-0 17 lbs. each 0.00 2-5-1 1 J03A 5-0-0 JACK 5.00 0-0-0 0-0-0 14 lbs. each 0.00 s 1 - 0 - 0 i. 3-7-13 24 J04 7-0-0 JACK 5.00 1-0-0 0-0-0 23 lbs. each 0.00 8 J05 4-10-0 JACK 2-8-15 5.00 1-0-0 0-0-0 .� 16 lbs. each 0.00 L4 3-4-7 5 J07 6-4-0 JACK 5.00 1-0-0 0-0-0 21 lbs. each 0.00 (2) 2-Ply 3 - 7 - 13 4 R01 35-0-0 RHIPGIR 5.00 1-0-0 1-0-0 399lbs. each 2X4/2X6 0.00 4-5-13 2 R02 35-0-0 RHiP 5.00 1-0-0 1-0-0 164 Ibs. each 0.00 5-3-13 2 R03 35-0-0 RHIP 5.00 1-0-0 1-0-0 165 lbs. each 0.00 6-1-13 2 R04 35-0-0 RHIP 5.00 1-0-0 1-0-0 168 lbs. each 0.00 6-11-13 2 R05 35-0-0 RHIP 5.00 1-0-0 1-0-0 165 lbs. each 0.00 7-9-13 2 R06 35-0-0 REG 5.00 1-0-0 1-0-0 171 lbs. each 0.00 8-0-5 2 R07 35-0-0 REG 5.00 1-0-0 1-0-0 172 lbs. each 0.00 3-4-7 1 R10 20-4-0 314 5.00 1-0-0 0-0-0 97 lbs. each 0.00 s 1 - 0 - 0 4-2-7 1 R11 20-4-0 314 5.00 1-0-0 0-0-0 88 lbs. each 0.00 s 1 - 0 - 0 2-8-15 1 R20 20-0-0 MHIPGIR 5.00 1-0-0 0-0-0 95 lbs. each 0.00 TRUSSWAY, Ltd. 8850 Trussway Blvd. To: Delivery List Orlando, FL 32824 Lennar - Orlando Job Number: LE3159 P.hone:407-857-2777 Fax:407-857-7855 Orlando, Florida Page: 2 Date: 07-18-2006 - 1:56:25 PM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: Office: Deliver TO: Account No: Designer: JMT Name: COZUMEL Phone: Salesperson: B & C Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 1-8-4 1 Vol 4-0-0 MVAL 5.00 0-0-0 0-0-0 ® 12 lbs. each 0.00 8 FO1 19-5-8 BB 1-2-0 0-0-0 0-0-0 971bs. each 3 F02 19-2-12 BN 1-2-0 0-0-0 0-0-0 4nzSzSzM2SzSzq 971bs. each 25 F03 2-1-8 BT 1-2-0 0-0-0 0-0-0 1a 11 lbs. each 6 F05 11-7-0 BB 1-2-0 0-0-0 0-0-0 wSzSM=2:q 601bs. each 2 F06 10-9-0 BB 1-2-0 0-0-0 0-0-0 55lbs. each 2 F06A 10-9-0 BB 1-2-0 0-0-0 0-0-0 ce)�w 55 Ibs. each ENV 4 F07 12-1-8 BT 1-2-0 0-0-0 0-0-0 R� 62 Ibs. each 1 F08 8-0-8 BN 1-2-0 0-0-0 0-0-0 43 lbs. each 5 F09 19-5-4 FLOOR 1-2-0 0-0-0 0-0-0 97Ibs. each 1 F10 19-5-4 FLOOR 1-0-8 0-0-0 0-0-0 95 lbs. each 1 F13 19-2-12 BN 1-0-8 0-0-0 0-0-0 94lbs. each 1 F15 10-9-0 BB 1-0-8 0-0-0 0-0-0 {nz==zMI 53 lbs. each c1-7-12 2 F16 21-1-0 FLOOR 1-2-0 0-0-0 0-0-0 1071bs. each 3 F17 19-5-8 BN 1-2-0 0-0-0 0-0-0 99 lbs. each (1) 2-Ply 2-6-0 2 FRO1 19-9-8 301 0.00 0-0-0 0-0-0 149lbs. each 2X4/2X6 0.00 (1) 2-Ply 0-11-0 2 FR02 8-1-0 FLAT 0.00 0-0-0 0-0-0 69lbs. each 0.00 (1) 2-Ply 0 - 11 - 0 2 FR03 6-8-0 FLOOR 0.00 0-0-0 0-0-0 30 lbs. each 0.00 (1) 2-Ply 1 2 0 2 FR04 9-8-0 FLOOR 0.00 0-0-0 0-0-0 F 52 Ibs. each 2X4/2X6 0.00 1-2-0 10 FR05 10-0-0 FLAT TRUSS 0.00 0-0-0 0-0-0 39 Ibs. each 0.00 ►' TRUSSWAY, Ltd. 8850 Trussway Blvd. To: Delivery List Orlando, FL 32824 Lennar - Orlando Job Number: LE3159 Phone: 407-857-2777 Fax: 407-857-7855 Orlando, Florida Page: 3 Date: 07-18-2006 - 1:56:25 PM Project: Block No: Model: Lot No: Project ID: multiple Contact: Site: Office: Deliver To: COZUMEL Account No: Designer: JMT Name: Phone: B & C Salesperson: Fax Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 1-2-0 c4-8-8 2 FR06 4-8-8 301 0.00 0-0-0 0-0-0 ® 18 lbs. each 0.00 1-2-0 2 FR07 8-8-8 301 0.00 0-0-0 0-0-0 32 lbs. each 0.00 MISC. ITEMS Quantity: Description: 4 HU46 61de LE3159R HR01 (OUTRIGGER H401561 1-5-0 5-8-4 4-1-14 2x3S"le = 1:19.8 E 3x3 = �^J I� 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.35 TCDL 10.0 Lumber Increase 1.25 BC 0,33 BCLL 0.0 Rep Stress Incr NO WB 0.27 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 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-8-1 oc bracing. REACTIONS (lb/size) F = 631/Mechanical B = 420/0-4-15 Max Horz B = 233(load case 3) Max Uplift F = -338(load case 3) B = -210(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-802/197 C-H = -82/0 D-H = -81/43 D-E = -7/0 D-F =-231/209 BOT CHORD B-G =-365/746 F-G =-365f746 WEBS C-G = 0/253 C-F =-814/398 NOTES (8-9) 1) Wind: ASCE 7-02. 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. DEFL in (loc) I/deft L/d Vert(LL) -0.03 B-G >999 240 Vert(TL) -0.06 B-G >999 180 Horz(TL) 0.01 F n/a n/a bearing plate capable of withstanding 338 Ib uplift at joint F and 210 lb uplift at joint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-60 Trapezoidal Loads (plf) Vert: B=-3(F=28, 6=28)-to-D=145(F=43, 13=43), D=-105(F=-43, B=-43)-to-E=-108(F=-44, 13=44), B=-O(F=10, B=10)-to-F=-49(F=-15, B=-15) PLATES GRIP MT20 244/190 Weight: 44 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 A WARNING - Ver(fy 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 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. TRILIISSW 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 ANSI7TP11 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 Ns! LE3159R HR02 Trussway, Orlando, FI -1-5-0 r 1-5-0 OUTRIGGER �LE31 6.200 s Jul 1 5-0-8 5-0-8 H40157 — Fri Mar 10 07:19:01 2006 Page 1 6-9-4 1-8-12 2x3 11 Scale = 1:15.5 E D 3x3 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.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 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 252/0-10-10 F = 283/Mechanical Max Horz B = 122(load case 3) Max Uplift B =-157(load case 5) F =-144(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-G = 0/18 B-G = 0/18 B-C =-198/63 C-H = -28/0 D-H = -22/8 D-E = -4/0 BOTCHORD B-F =-126/167 WEBS D-F = -57/64 C-F =-226/172 NOTES (8-9) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 6-9-4 6-9-4 CSI DEFL in (loc) I/deft TC 0.23 Vert(LL) -0.09 B-F >836 BC 0.44 Vert(TL) -0.21 B-F >356 WB 0.05 Horz(TL) 0.00 F n/a (Matrix) bearing plate capable of withstanding 157 lb uplift at joint B and 144 Ib uplift at joint F. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-G=-60 Trapezoidal Loads (plf) Vert: G=-O(F=30, B=30}to-D=-99(F=-20, B=-20), D=59(1`=-20, B=-20}to-E=-63(F=-21, 13=21), B=-2(F=9, B=9)-to-F=-34(F=-7, B=-7) Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 28 lb k WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED ffiTEE REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 fabdcation, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 9411 Alcom St. Houston, TX 77093 - (713) 691 6900 TRUgWW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 n Job fuss truss type Qty Ply LE3159-Lennar Orlando -COZUMEL H40158 LE3159R HR03 OUTRIGGER 1 1 Job Reference o tional Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries; Inc. Fri Mar 10 07:19:01 2006 Page 1 -1-5-0 2-9-3 C 1-5-0 2-0-3 1:7.3 3.54 F12 B T1 B1 A 3x3 = 2-9-3 i 2-9-3 Plate Offsets X,Y : B:0-1-0,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.00 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 11 lb LUMBER 2) This truss has been designed for a 10.6 psf botto... chord live load nonconcurrent with any other live loads. TOP CHORD 2 X 4 SYP No.3 3) This truss requires plate inspection per the Tooth BOT CHORD 2 X 4 SYP No.3 Count Method when this truss is chosen for quality assurance inspection. BRACING 4) Provide mechanical connection (by others) of truss to TOP CHORD bearing plate capable of withstanding 29 lb uplift atjoint Structural wood sheathing directly applied or 2-9-3 oc C and 175 lb uplift at joint B. pudins. 5) Beveled plate or shim required to provide full bearing BOT CHORD surface with truss chord atjoint(s) C. Rigid ceiling directly applied or 10-0-0 oc bracing. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. REACTIONS (lb/size) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for C = 45/0-3-8 more information. B = 222/0-3-8 8) NOTE: The seal on this drawing indicates D = 25/0-3-8 acceptance of professional engineering responsibility Max Horz solely for the truss component design shown. B = 74(load case 4) Max Uplift LOAD CASE(S) C =-29(load case 6) Standard B =-175(load case 4) Max Grav C = 45(load case 1) B = 222(load case 1) D = 49(load case 2) FORCES (lb) Maximum Compression/Maximum Tension n TOP CHORD I A-B = 0/22 B-C = -32/9 BOTCHORD B-D = 0/0 NOTES (7-8) lgbal KAGagan, P.E. 1) Wind: ASCE 7-02: 120mph (3-second gust); h=22ft; Florida RE. No. 25389 TCDL=5.Opsf, BCDL=5.Opsf; Category 11; Exp B; enclosed; 8850 Tr[tssway Boulevard MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate Orlando, FL 32824 grip DOL=1.33. This truss is designed for C-C for "'.""....-"- members and forces, and for MWFRS for reactions specified. March 10,2006 ® WARNING - Ver{%y design parameters and READ NOTES ON THIS AND INCLUDED 1UTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with IvLTek connectors. This design B 9411 Alcorn St. based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Hour 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 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 8850 Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Orla 857 32 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. H40159 LE3159R IHR04 201 1 I 1 IJob Reference Trussway, Orlando, FI 6.200 s Jul 13 2005 -1-5-0 5-10-10 8-10-12 1-5-0 5-10-10 3-0-2 n 2x3 $pale = 1:18.4 E 3x3 = 3x4 = 5-10-10 3-0-2 Plate Offsets X,Y : B:0-1-0 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.04 B-G >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.09 B-G >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 39 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP N0,2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 358/0-3-8 F = 515/0-3-8 Max Horz B = 193(load case 3) Max Uplift B = -187(load case 3) F = -269(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-575/122 C-D = -53/23 D-E = -6/0 D-F =-138/125 BOT CHORD B-G =-250/527 F-G =-250/527 WEBS C-G = 0/249 C-F =-626/297 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. 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 187 lb uplift at joint B and 269 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=0(F=10, B=10)-to-F=45(F=12, B=-12), B=-2(F=29, B=29)-to-D=-131(F=-35, B=-35), D=-91(F=-35, B=-35)-to-E=-94(F=-37, 13=37) lgbal 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 WTEB REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with fvLTek connectors. This design is based only upon parameters show9411 Alcom St.n, and is for pn 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 Hots) 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 (713YJ Trussway Blvd. TRLSSW 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. H40160 LE3159R HR05 OUTRIGGER 1 1 Job Reference (optional) Trussway. Orlando. FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:01 2006 Paqe 1 1-5-0 4-10-10 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TP12002 4-10-10 4-10-10 CSI DEFL in (loc) I/deft Ud TIC 0.19 Vert(LL) -0.03 B-D >999 240 BC 0.20 Vert(TL) -0.05 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) LUMBER Count Method when this truss is chosen for quality TOP CHORD 2 X 4 SYP No.2ND assurance inspection. BOT CHORD 2 X 4 SYP No.2ND 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint BRACING C and 143 lb uplift at joint B. TOP CHORD 5) Beveled plate or shim required to provide full bearing Structural wood sheathing directly applied or 4-10-10 oc surface with truss chord atjoint(s) C. puriins. 6) "Fix heels only" Member end fixity model was used in BOT CHORD the analysis and design of this truss. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). REACTIONS (lb/size) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for C = 99/0-3-8 more information. B = 189/0-3-8 9) NOTE: The seal on this drawing indicates D = 38/0-3-8 acceptance of professional engineering responsibility Max Horz solely for the truss component design shown. B = 77(load case 3) Max Uplift LOAD CASE(S) C =-76(load case 3) Standard B =-143(load case 3) Regular: Lumber Increase=1.25, Plate Increase=1.25 Max Grav 1) Uniform Loads (plf) C = 99(load case 1) Vert: A-B=60 B = 189(load case 1) Trapezoidal Loads (plf) D = 84(load case 2) Vert: B=-2(F=29, 6=29)-to-C=74(F=-7, B=-7), B=O(F=10, B=10)-to-D=-25(F=-2, B=-2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -31/20 BOTCHORD B-D = 0/0 NOTES (8-9) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0.4 PLATES GRIP MT20 244/190 Weight: 17 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED EIITEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer, Bracing shown Houston, TX 77093 anh. PP tY 9 P P P P P P f`/ 9 9 9 9 (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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil 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. H40161 LE3159R J01 JACK 1 1 Job Reference (optional) Trussway, Orlando, FI 6.700 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:01 2006 Page 1 C 1-0-0 1-0-0 1-0-0 1-0-0 3x3 = a n LOADING SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.00 B >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) 0.00 B >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (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 1-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 133/0-3-8 D = 9/0-3-8 C = -5/0-3-8 Max Horz B = 53(load case 6) Max Uplift B = -123(load case 6) C = -5(load case 1) Max Grav B = 133(load case 1) D = 19(load case 2) C = 17(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/21 B-C = -26/14 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 123 lb uplift at joint B and 5 lb uplift atjoint C. 5) Beveled plate or shim required to provide full bearing surface with truss chord 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 Scale = 1:5.5 PLATES GRIP MT20 244/190 Weight: 5 lb lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use on with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. 9 N 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 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. o ru LE 3159R J02 JACK ury Fry Lt31oe-LennarOnanao- 1 1 Job Reference (optional 6,200 s Jul 13 2005 MiTek Ind 1-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 B-D >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) 0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C ri n/a BCDL 10.0 Code FBC2004/TPI2002 (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 3-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 67/0-3-8 B = 192/0-3-8 D = 27/0-3-8 Max Horz B = 97(load case 6) Max Uplift C = -58(load case 6) B = -127(load case 6) Max Grav C = 67(load case 1) B = 192(load case 1) D = 54(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/22 B-C = -39/21 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 11; Exp B; enclosed, MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58lb uplift at joint 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 WTER REFERENCE PAGE 1fHb7473 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/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H40162 Scale = 1:9.2 PLATES GRIP MT20 244/190 Weight: 11 lb i n �(J,— mlgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. TRLMWW Orlando, FL 32824 (407) 857 2777 Job Truss Trusi LE3159R J03 JACK • Trussway, Orlando, FI -1-0-0 1-0-0 H40163 1 1 I Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri 5-0-0 5-0-0 C LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.03 B-D >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0.07 B-D >767 180 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 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 133/0-3-8 B = 265/0-3-8 D = 47/0-3-8 Max Horz B = 142(load case 6) Max Uplift C = -120(load case 6) B = -145(load case 6) Max Grav C = 133(loadcase 1) B = 265(load case 1) D = 94(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -67/42 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 120 Ib uplift at joint C and 145 Ib uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 6) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Scale = 1:12.8 PLATES GRIP MT20 244/190 Weight: 17 Ib mlgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 ^ 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H401641 LE3159R J03A (JACK 1 1 IJob Reference Trussway, Orlando, FI 6,200 s Jul 13 2005 4-0-0 4-0-0 2x4 — 4-0-0 4-0-0 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND SOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 111 /0-3-8 E = 148/0-3-8 C = 37/0-3-8 Max Horz E = 85(load case 6) Max Uplift B = -101(load case 6) E _ -35(load case 6) Max Grav B = 111(load case 1) E = 148(load case 1) C = 74(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -52/34 A-E =-111/21 BOTCHORD D-E = -85/0 C-D = 0/0 WEBS A-D = 0/96 CSI DEFL in (loc) I/defl Ud TC 0.21 Vert(LL) 0.01 C-D >999 240 BC 0.15 Vert(TL) -0.03 C-D >999 180 WS 0.03 Horz(TL) 0.01 B n/a n/a (Matrix) 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. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Bearing at joint(s) E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint B and 35 Ib uplift at joint E. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:12.81 PLATES GRIP MT20 244/190 Weight: 14 lb Igbal KAAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-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. 9411 Alcorn St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 6977093 --- PP Y 9 P P P P P P tY 9 9 9 9 (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 Trussway Blvd. Tr erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 8850 8850 TrOrlando, 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. I LE3159R IJ04 IJACK H40165 1-0-0 3x3 = 7-0-0 C Scale = 1:17.7 7-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.12 B-D >663 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.30 B-D >265 180 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: 23 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 195/Mechanical B = 343/0-3-8 D = 67/Mechanical Max Horz B = 182(load case 6) Max Uplift C = -162(load case 6) B = -168(load case 6) Max Grav C = 195(load case 1) B = 343(load case 1) D = 134(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-E _ -88/0 C-E = -67/61 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 Ib uplift at joint C and 168 lb uplift at joint B. 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 - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with Milek 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/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53779. lgbal H.AGagan, P.E. Florida P.E. Ni . 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 TRILISSW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 LE3159R IJ05 H40166I -1-0-0 4-10-0 1-0-0 4-10-0 C LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.24 TCDL 10.0 Lumber Increase 1.25 BC 0.20 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or4-10-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS C = B = D = Max Horz B = Max Uplift C = B Max Grav C = B = D = (lb/size) 119/Mechanical 266/0-7-8 44/Mechanical 138(load case 6) -109(load case 6) -154(load case 6) 119(load case 1) 266(load case 1) 87(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -63/39 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02. 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DEFL in (loc) I/deft L/d Vert(LL) -0.02 B-D >999 240 Vert(TL) -0.05 B-D >956 180 Horz(TL) -0.00 C n/a n/a Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint C and 154 lb uplift at joint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for 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/TPI1 Qualify Criteria, DSB-89 and BCSit Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Scale = 1:12.51 PLATES GRIP MT20 244/190 Weight: 17 lb J/� r... t, � � Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcorn St. Houston, TX 77093 - (713) 6916900 8850 Trussway Blvd. TRLMWW Orlando, FL 32824 (407) 857 2777 LE3159R JACK 59 H40167 1-0-0 2-0-0 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.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 = 76(load case 6) Max Uplift B = -113(load case 6) C = -33(load case 6) Max Grav B = 156(load case 1) D = 39(load Case 2) C = 42(load case 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/21 B-C = -30/12 BOTCHORD B-D = 010 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf, BCDL=5.Opsf, Category 11; Exp B, enclosed, MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2-0-0 CSI DEFL in (loc) I/deft L/d TC 0.16 Vert(LL) -0.00 B >999 240 BC 0.06 Vert(TL) -0.00 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 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 113 lb uplift at joint B and 33 Ib 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 - 9erjfy design parameters and READ NOTES ON THIS AND INCLUDED MITES' REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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'Onofrio Drive, Madison, WI 53719. Scale = 1:7.3 PLATES GRIP MT20 244/190 Weight: 8 Ib lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 9411 Alcorn St r Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. TRLWW Orlando, FL 32824 (407) 857 2777 Job Truss Trusi LE3159R J07 JACK Trussway, Orlando, FI -1-0-0 1-0-0 3x3 = Qty Ply LE3159-Lennar Orlando-COZUMEL 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. 1 6-4-0 64-0 C H40168 Scale = 1:16.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.08 B-D >907 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) 0.20 B-D >363 180 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: 21 Ito LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 175/Mechanical B = 31710-3-8 D = 60/Mechanical Max Horz B = 173(load case 6) Max Uplift C = -158(load case 6) B = -159(load case 6) Max Grav C = 175(load case 1) B = 317(load case 1) D = 121(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -87/55 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint C and 159 lb uplift at joint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE AM-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 BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Igbal H.AGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineenng Department 9411 Alcorn St. Houston, TX 77093 u 6900 8850 Tr 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 LE3159R 1J08 IJACK H401691 1-0-0 3-6-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.19 TCDL 10.0 Lumber Increase 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 84/Mechanical B = 209/0-3-8 D = 32/Mechanical Max Horz B = 108(load case 6) Max Uplift C = -74(load case 6) B = -130(load case 6) Max Grav C = 84(load case 1) B = 209(load case 1) D = 64(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -44/26 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf, BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DEFL in (loc) Weil Ud Vert(LL) -0.01 B-D >999 240 Vert(TL) -0.02 B-D >999 180 Horz(TL) -0.00 C n/a n/a Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint C and 130 lb uplift at joint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding tobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Scale = 1:10.1 PLATES GRIP MT20 244/190 Weight: 13 lb lgbal KAGagan, P.E. Florida RE. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Tmssway Blvd. Orlando, FL 32824 (407) 857 2777 H40170 I LE3159R J09 (JACK -1-0-0 5-0-0 7-0-0 1-0-0 5-0-0 2-0-0 4x4 = Scale = 1:16.7 2x3 1 O F D 3x3 = 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.12 B-E >663 240 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.30 B-E >265 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 E 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 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E = 262/Mechanical B = 343/0-3-8 Max Horz B = 146(load case 6) Max Uplift E _-115(load case 6) B =-182(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/22 B-C =-195/60 C-F = -0/0 D-F = -0/0 D-E = -56/42 BOT CHORD B-E =-103/122 WEBS C-E =-186/156 NOTES (8-9) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Count Method when this truss is chosen for quality assurance inspection. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint E and 182 lb uplift atjoint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 30 lb lgbal KAGagan, P.E. Florida RE. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRILESW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H40171 LE3159R R01 RHIP GIR 1 Job Reference (optional) Trusswav, Orlando. FI 6.200 s Jul 13 2005 MiTek Industries. Inc. Fri Mar 10 07:19:04 2006 Paoe 1 11-9- 4-3-0 7-0-0 12-2-2 17-6-0 22-9-14 28-0-0 3D-9-0 35-0-0 $6-0-0 r— r—� 1-0-0 4-3-0 2-9-0 5-2-2 5-3-14 5-3-14 5-2-2 2-9-0 4-3-0 1-0-0 Scale = 1:62.2 5.00 F12 6x7 = 3x5 = D E 3x6 = 2x4 11 3x5 = 6x7 = F G H I 4x7 = S R O P O N M 4x7 3x5 = 3x6 = 5x6 = 4x9 = 5x6 = 3x6 = 3x5 = 6-10-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.53 P >780 240 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) 0.91 P >460 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.14 K n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-2-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 8-3-6 oc bracing. REACTIONS (lb/size) B = 2963/0-3-8 K = 2963/0-3-8 Max Horz B = 70(load case 5) Max Uplift B =-1389(load case 3) K =-1389(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-6969/3295 C-D =-6770/3244 D-E =-8780/4334 E-F =-9543/4701 F-G =-9543/4701 G-H =-9543/4701 H-1 =-8780/4335 I-J =-6770/3244 J-K =-6969/3295 K-L = 0/26 BOTCHORD B-S =-2987/6371 R-S =-2884/6185 Q-R =-4216/8780 P-Q =-4216/8780 O-P =-4209/8780 N-O =-4209/8780 M-N =-2873/6185 K-M =-2964/6371 WEBS D-S =-278/783 I-M =-279/783 C-S =-172/189 D-R =-1529/3020 E-R =-1203/844 E-P =-424/924 G-P =-650/543 H-P =-424/924 H-N =-1203/844 I-N =-1529/3020 J-M =-172/190 WEBS D-S =-278/783 I-M =-279/783 C-S =-172/189 D-R =-1529/3020 E-R =-1203/844 E-P =-424/924 G-P =-650/543 H-P =-424/924 H-N =-1203/844 I-N =-1529/3020 J-M =-172/190 NOTES (12-13) 1) 2-ply truss to be connected together with 0.131"xY Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face -in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1389 lb uplift at joint B and 1389 lb uplift at joint K. 9) Girder carries hip end with 7-0-0 end setback. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. PLATES GRIP MT20 244/190 Weight: 400 lb provided sufficient to support concentrated load(s) 513 lb down and 285 lb up at 28-0-0, and 513 lb down and 285 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-D=-60, D-1=-131(F=-71), I-L=-60, B-S=-20, M-S=-44(F=-24), K-M=20 Concentrated Loads (lb) Vert: S=-513(F) M=-513(F) _J.Y,3�t� 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 BDTEE 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 Alcom St. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, TX 77093 (713) 691 6900 - efor lateral support of individual web members only. Additional temporary bracing to h insure stability during construction is the responsibillifyng 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. H40172 LE3159R R02 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:04 2006 Page 1 I1-9- 5-10-4 9-0-0 14-0-12 20-11-5 26-0-0 29-1-12 35-0-0 �P-0-0 1-0-0 5-10-4 3-1-12 5-0-12 6-10-9 5-0-12 3-1-12 5-10-4 1-0-0 Scale = 1:62.3 5x6 = 3x5 = 3x6 = 3x5 = 5x6 ZZ 4x6 P O N M L 4x6 4x9 = 4x6 = 3x5 = 4x6 = 4x9 = 9-0-0 17-6-0 26-0-0 35-0-0 9-0-0 B-6-0 8£-0 9-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.27 N >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.58 N-P >724 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.17 J n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND 'Except' T2 2 X 4 SYP No.1, T3 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-1-11 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 J = 1457/0-3-8 Max Horz B = -67(load case 7) Max Uplift B = -525(load case 4) J = -525(load case 5) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-2969/1069 C-Q =-2689/981 D-Q =-2636/991 D-E =-2464/941 E-F =-3144/1230 F-G =-3144/1230 G-H =-2464/941 H-R =-2636/991 I-R =-2689/981 I-J =-2970/1069 J-K = 0/22 BOTCHORD B-P =-921/2682 O-P =-1120/3075 N-0 =-1120/3075 M-N =-1115/3075 L-M =-1115/3075 J-L =-896/2682 WEBS C-P =-308/263 D-P =-264/844 E-P =-847/426 E-N = 0/212 G-N = 0/212 G-L =-848/427 H-L =-265/844 WEBS I-L =-308/263 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint B and 525 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 PLATES GRIP MT20 244/190 Weight: 164 lb lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 ® WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with fv4Tek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St. Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 PP tY 9 P P P P P P 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, (713) 691 5-0of 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 rus5 fuss ype ty y LE3159 - Lennar Orlando - COZUMEL H40173 LE3159R R03 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:05 2006 Page 1 T1-0-Q 5-6-0 11-0-0 17-6-0 24-0-0 2980 35-0-0 36-0-Q 1-0-0 5-6-0 5-6-0 6-6-0 6-6-0 5-6-0 5-6-0 1-0-0 Scale = 1:62.3 6x7 = 2x4 11 6x7 = 5.00 12 D E F 2x4 0 p 2x4 �i C - W W2 VW2 3 G 4 W B H �A Iqo 4x6 N M L K J 4x6 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 8-9-0 17-6-0 26-3-0 35-0-0 8-9-0 8-9-0 B-9-0 1 8-9-0 Plate Offsets X,Y : B:0-1-10,0-0-2 , H:0-1-10,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.25 L >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.60 L-N >695 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.18 H n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 166 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 II; 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 or 2-7-2 oc for C-C for members and forces, and for MWFRS for purlins. reactions specified. BOT CHORD 3) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 6-3-5 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 5) This truss requires plate inspection per the Tooth B = 1457/0-3-8 Count Method when this truss is chosen for quality H = 1457/0-3-8 assurance inspection. Max Horz 6) Provide mechanical connection (by others) of truss to B = 67(load case 6) bearing plate capable of withstanding 494 lb uplift at Max Uplift joint B and 494 lb uplift at joint H. B =-494(load case 6) 7) "Fix heels only' Member end fixity model was used in H =-494(load case 7) the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. Maximum Compression/Maximum Tension 9) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering responsibility A-B = 0/22 B-C =-3022/1010 solely for the truss component design shown. C-0 =-2700/893 D-0 =-2623/906 D-E =-2683/1037 E-F =-2683/1037 LOAD CASE(S) F-P =-2623/906 G-P =-2700/893 Standard G-H =-3022/1010 H-1 = 0/22 BOTCHORD B-N =-876/2738 M-N =-672/2226 L-M =-672/2226 K-L =-657/2226 J-K =-657/2226 H-J =-849/2738 ICJbaI H.AGdgan, P.F. WEBS Florida P.F. No. 25389 C-N =-386/313 D-N =-96/492 $$50 Tru55Way Boulevard D-L =-246/677 E-L =-478/360 F-L =-246/677 F-J =-96l492 Orlando, FL 32824 G-J =-386/313 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, Alcorn 7 Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 6977093 pp ty g p p p p p g �' 9 g 9 g 8850 Tru 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 Safety Information available from Truss Plate Institute, 583 D'Onof6o Drive, Madison, WI 53719. fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Job Truss Truss Type uty Ply LE3159 - Lennar Orlando - COZUMEL H40174 LE3159R R04 RHIP 1 1 Job Reference (optional) Trussway, Orando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:06 2006 Page 1 L1-0-q 6-0-0 13-&0 17-6-0 22-0-0 28-6-0 35-0-0 36-0.0 i 1-0-0 6-6-0 6-&0 4-6-0 4-&0 6-6-0 6-6-0 1-0-0 Scale = 1:62.3 6x7 = 2x4 11 6x7 D E F 5.00 12 2x4 \\ 2x4 C D W 2 7W'1 3 P G m 4 N B H I oA Io 4x6 — N M L K J 4x6 — 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 8-9-0 17-6-0 - 26-3-0 35-0-0 8-9-0 8-9-0 8-9-0 8-9-0 Plate Offsets X,Y : B:0-1-6,0-0-2 , H:0-1-6,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.21 L >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.55 J-L >753 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.17 H n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 169 lb 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 6-7-11 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 = 145710-3-8 5) This truss requires plate inspection per the Tooth H = 1457/0-3-8 Count Method when this truss is chosen for quality Max Horz assurance inspection. B =-67(load case 7) 6) Provide mechanical connection (by others) of truss to Max Uplift bearing plate capable of withstanding 494 lb uplift at B =-494(load case 6) joint B and 494 Ib uplift at joint H. H =-4.94(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 = 0/22 B-C =-2988/931 acceptance of professional engineering responsibility C-O =-2726/845 D-O =-2712/868 solely for the truss component design shown. O-E =-2245/812 E-F =-2245/812 F-P =-2988/931 G-P = LOAD CASE(S) 0/226/845 G-H =-2988/931 H-I = 0/22 Standard BOTCHORD B-N =-783/2703 M-N =-543/2040 L-M =-543/2040 K-L =-529/2040 J-K =-529/2040 H-J =-753/2703 WEBS lgbal KAGagan, P.E. C-N = 418/313 D-N =-194/640 Florida RE. No. 25389 D-L =-115/446 E-L =-327/248 $$SdTfU55Waj/BOUIeVarC( F-L =-115/446 F-J =-194/640 G-J = 418/313 Orlando, FL 32824 March 10,2006 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. Engineering Department 1 7093 Design valid for use only with MTTek connectors. This design is based only upon parameters shown, and is for an 941Alcom St. individual building component. Houston, t. 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 BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. JOD Iruss Truss Type Qty Ply LE3159 - Lennar Orlando - COZUMEL H40175 LE3159R R05 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:05 2006 Page 1 11-0-Q 7-6-0 15-0-0 20-0-0 27-6-0 35-0-0 36-0-Q 1-0-0 7-6i0 7-6-0 5-0-0 7-6-0 7-6-0 1-0-0 Scale = 1:62.3 6x7 = 5.00 F12 6x7 = E F [q c 4x6 O N M L K 4x6 — 3x5 = 3x6 = 3x5 = 3x6 = 3x5 = 9-8-5 17-6-0 25-3-11 9-8-5 7-9-11 7-9-11 Plate Offsets X,Y : B:0-1-6,0-0-2 , 1:0-1-6 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.23 B-O >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.70 B-O >599 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except` T2 2 X 4 SYP No.1, T2 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. BOTCHORD Rigid ceiling directly applied or 6-8-9 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 1 = 1457/0-3-8 Max Horz B = 67(load case 6) Max Uplift B =-494(load case 6) 1 =-494(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-P =-2928/896 C-P =-2773/898 C-D =-2662/825 D-E =-2647/852 E-F =-1890/679 F-G =-2647/852 G-H =-2662/825 H-Q =-2773/898 I-Q =-2928/896 1-J = 0/22 BOTCHORD B-O =-711/2643 N-O =-403/1863 M-N =-403/1863 L-M =-394/1863 K-L =-394/1863 I-K =-711/2643 WEBS C-O = -485/338 E-O =-251/773 E-M =-63/210 F-M =-63/210 F-K =-252/773 H-K =-485/338 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 494 lb uplift at joint B and 494 lb uplift atjoint I. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 9-8-5 PLATES GRIP MT20 244/190 Weight: 165 lb lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 h WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED dUTEE REFERENCE PAGE MU-7473 BEFORE USE. cngmeenng uepanmem Design valid for use only with M-Tek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, TX 77093 - (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilityof 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 159Lennar O ando - CO2UMEL H40176 LE3159R ROSA RHIP 1 71E Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:06 2006 Page 1 r 7.6-0 15-0-0 20-0-0 2750 35-0-0 36-0-Q i 7-6-0 7-6-0 5-0-0 7-6-0 7Fr0 1-0-0 Scale = 1:61.0 6x7 = 5.00 F12 6x7 D E 2x4 3x6 � 3x6 2x4 \\ OB C W 1 W W2 F Gp r 16 3 A H I qI 0 Iq 0 4x6 N M L K J 4x6 3x5 = 3x6 = 3x5 = 3x6 = 3x5 = 9-8-5 17-6-0 25-3-11 35-0-0 9-8-5 7-9-11 7-9-11 9-8-5 Plate Offsets X,Y : A:0-1-6,0-0-2 , H:0-1-6,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.23 A-N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.70 A-N >591 180 BCLL 0.0 . Rep Stress Incr YES WB 0.32 Horz(TL) 0.16 H n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 164lb LUMBER 1) Unbalanced roof live loads have been considered for TOP CHORD 2 X 4 SYP No.2ND *Except* this design. T2 2 X 4 SYP No.1, T2 2 X 4 SYP No.1 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; BOT CHORD 2 X 4 SYP No.2ND TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; WEBS 2 X 4 SYP No.3 enclosed; MWFRS gable end zone and C-C Interior(1) zone, cantilever left and right exposed ; Lumber BRACING DOL=1.33 plate grip DOL=1.33. This truss is designed TOP CHORD for C-C for members and forces, and for MWFRS for Structural wood sheathing directly applied. reactions specified. BOT CHORD 3) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 6-6-6 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 5) This truss requires plate inspection per the Tooth A = 1387/0-3-8 Count Method when this truss is chosen for quality H = 1458/0-3-8 assurance inspection. Max Horz 6) Provide mechanical connection (by others) of truss to A =-79(load case 7) bearing plate capable of withstanding 416 Ib uplift at Max Uplift joint A and 495 Ib uplift atjoint H. A =-416(load case 6) 7) "Fix heels only" Member end fixity model was used in H =-495(load case 7) the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (Ib) more information. Maximum Compression/Maximum Tension 9) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering responsibility A-O =-2940/915 B-O =-2785/916 solely for the truss component design shown. B-C =-2674/842 C-D =-2658/869 D-E =-1894/684 E-F =-2651/857 LOAD CASE(S) F-G =-2667/830 G-P =-2777/903 Standard H-P =-2932/901 H-1 = 0/22 BOT CHORD A-N =-731/2656 M-N =-407/1868 L-M =-407/1868 K-L =-397/1867...._... J-K =-397/1867 H-J =-716/2647 Igbal Ii.AGagan, P. wEes Florida P.E. No. 25389 B-N = 489/343 D-N =-262/782 8850 Trussway Boulevard D-L =-65/210 E-L =-63/211 E-J =-252l774 G-J =-485/338 Orlando, FL 32824 March 10,2006 ® WARNING - VerVy design parameters and READ NOTES ON TBIS AND INCLUDED MUTER REFERENCE PAGE MU-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, on,AlcT St. 9 N 9 N P P 9 P Houston, 6977093 - Applicability of design paromenfers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40177 LE3159R R06 REG 1 1 Job Reference (optional) Trussway. Orlando. FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:06 2006 Page 1 �1-0-q 5-9-13 12-4-1 17-0-0 18-0-0 22-8-0 29-2-3 35-0-0 36-0-9 1-0-0 5-9-13 6-6-4 4-8-0 1-0-0 4-8-0 6-64 5-9-13 1-0-0 Scale: 3/16"=1' o/ 4x7 = 5.00 F12 F 4x6 = P O N M L 4x6 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 8-11-11 17-6-0 26-0-5 35-0-0 B-11-11 8-6-5 8-6-5 8-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.20 N >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) 0.53 L-N >779 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.17 J n/a n/a BCDL 10.0 Code FBC2004fTP12002 (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 3-1-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-8-11 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 J = 1457/0-3-8 Max Horz B = 67(load case 6) Max Uplift B = -494(load case 6) J = -494(load case 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3002/891 C-C! =-2688/766 D-Q =-26311773 D-E =-2612/789 E-F =-1871/635 F-G =-1868/635 G-H =-2611/789 H-R =-2630/773 I-R =-2688f766 1-J =-3002/891 J-K = 0/22 BOTCHORD B-P =-757/2718 O-P =-483/2145 N-O =-483/2145 M-N =-483/2145 L-M =-483/2145 J-L =-719/2718 WEBS C-P =-388/304 E-P =-110/535 E-N =-690/308 G-N =-697/311 G-L =-110/535 I-L =-389/304 F-N =-357/1140 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.0psf; Category 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 494 lb uplift at joint B and 494 lb uplift at joint J. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 172 Ib Igbal KAGagan, P.E. Florida RE. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ADTEK REFERENCE PAGE AIM 7473 BEFORE USE. Engineering Department 94Alcorn St. Design valid for use only with lvLTek 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 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, DSO-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job rus: LE3159R R06A REG 1 1 1 H40178I EI 5-9-13 12-4-1 17-0-0 18-0-0 22-8-0 29-2-3 35-0-0 36-0-0 5-9-13 6-6-4 4-8-0 1-0-0 4-8-0 6-6-4 5-9-13 1-0-0 Scale = 1:62.1 4x7 = 5.00 F12 E 14 4x6 O N M L K 4x6 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 8-11-11 0-1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-6-0 oc bracing. REACTIONS (lb/size) A = 1387/0-3-8 1 = 1458/0-3-8 Max Horz A = -79(load case 7) Max Uplift A = -416(load case 6) 1 = -495(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-3016/914 B-P =-2698/783 C-P =-2641/790 C-D =-2622/806 D-E =-1873/640 E-F =-1870/639 F-G =-2614/794 G-Q =-2633/777 H-Q =-2691/770 H-1 =-3005/896 I-J = 0/22 BOT CHORD A-O =-776/2732 N-O =-491/2150 M-N =-491/2150 L-M =-487/2147 K-L = -487/2147 I-K =-723/2721 WEBS B-O =-394/312 D-O =-120/538 D-M =-694/314 F-M =-697/311 F-K =-110/535 H-K =-389/304 E-M =-360/1142 8-6-5 6-6-5 CSI DEFL in (loc) I/deft TC 0.47 Vert(LL) 0.20 K-M >999 BC 0.76 Vert(TL) -0.54 K-M >776 WB 0.66 Horz(TL) 0.17 1 n/a (Matrix) 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 416 lb uplift at joint A and 495 Ib uplift atjoint 1. 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 B-11-11 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 170 lb lgbal KAGagan,P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - Ver4fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MJ-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. 9411 Alcom St. Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, b9TX 77093 PP tY 9 P P P P P P ry 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 responsibillity of the 8850 Trussway Blvd. TRILISSIAW 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/TPll 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. H40179 I LE3159R IR07 IREG T1-0- 6-2-7 12-6-3 17-6-0 22-5-14 2B-9-9 35-0-0 36-0-0 1-0-0 6-2-7 6-3-11 4-11-14 4-11-14 6-3-11 6-2-7 1-0-0 Scale = 1:61.2 5x6 = 5.00 F12 P O N M L 3x5 - 3x6 = 4x9 = 3x6 = 3x5 = 9-3-2 B-2-14 8-2-14 Plate Offsets (X Y): [B:0-1-6 0-0-2] [J:0-1-6 0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.19 N >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.58 B-P >714 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.17 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 3-0-12 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-9-5 oc bracing. REACTIONS (lb/size) B = 1457/0-3-8 J = 1457/0-3-8 Max Horz B = 67(load case 6) Max Uplift B =-494(load case 6) J =-494(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-2975/881 C-D =-2668/765 D-Q =-2656/767 E-Q =-2592/790 E-F =-1862/636 F-G =-18621636 G-R =-2592/790 H-R =-26561767 H-1 =-2668f765 I-J =-2975/881 J-K = 0/22 BOTCHORD B-P =-738/2690 O-P =-473/2126 N-O =-473/2126 M-N =-473/2126 L-M =-473/2126 J-L =-706/2690 WEBS C-P =-389/298 E-P =-120/542 E-N =-692/305 F-N =-365/1152 G-N =-692/305 G-L =-120/542 I-L =-389/299 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint B and 494 lb uplift at joint J. 6) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 9-3-2 PLATES GRIP MT20 244/190 Weight: 172 lb LOAD CASE(S) Standard WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M17-7473 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 shovan 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/711 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 9411 Alcorn SL' Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H40180 LE3159R R07A REG 1 1 Job Reference (optional) i Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:07 2006 Paae 1 6-2-7 12-6-3 17-6-0 22-5-14 28-9-9 35-0-0 36-0-Q 6-2-7 6-3-11 4-11-14 4-11-14 6-3-11 6-2-7 1-0-0 Scale = 1:59.9 5.00 F12 5x6 = E 4x6 = 0 N M L K 4x6 = 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 9-3-2 17-6-0 25-8-15 35-0-0 9-3-2 8-2-14 8-2-14 9-3-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.20 M >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.59 A-0 >706 180 BCLL 0.0 Rep Stress Incr YES WS 0.64 Horz(TL) 0.17 1 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-6-5 oc bracing. REACTIONS (lb/size) A = 1387/0-3-8 1 = 1458/0-3-8 Max Horz A = 79(load case 7) Max Uplift A =-416(load case 6) 1 = 495(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-2988/903 B-C =-2678/782 C-P =-2667/784 D-P =-2602/806 D-E =-1865/641 E-F =-1865/641 F-Q =-2595/794 G-Q =-2659(172 G-H =-2670/770 H-1 =-2978/886 1-J = 0/22 BOTCHORD A-0 =-755/2704 N-0 =-481/2131 M-N =-481/2131 L-M =-478/2129 K-L = -478/2129 I-K =-710/2693 WEBS B-0 =-395/306 D-O =-130/545 D-M =-695/311 E-M =-368/1154 F-M =-692/305 F-K =-121/542 H-K =-389/299 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at joint A and 495 lb uplift at joint I. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 171 lb lgbal KAGagan, RE. W Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-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 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 responsibility of the 8850 Trussway Blvd. TRLWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 tobrication, 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. H40181 LE3159R IR08 BOSTON HIP 1 1 IJob Reference II Trussway, Orlando, FI 6.200 s Jul 13 2005 .1-0-0 , 6-3-12 10-2-0 14-0-4 20-4-0 121-4-0 1-0-0 6-3-12 3-10-4 3-10-4 6-3-12 1-0-0 Scale = 1:38.2 5x5 = 2x3 11 K L01MIkR TOP CHORD MUST BE LATERALLY Iq 0 3x5 = AE AB AA Z Y X - W AF 3x5 = 2x3 II 3x5 = 4x8 = 3x5 = 2x3 11 3x5 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.12 Z-AA >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) 0.29 X-Z >839 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.07 U 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 OTHERS 2 X 4 SYP No.21ND 'Except* 022X4SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-10-12 oc bracing. JOINTS 1 Brace at Jt(s): L, P, S, H, E REACTIONS (lb/size) B = 836/0-3-8 U = 836/0-3-8 Max Horz B =-60(load case 6) Max Uplift B =-322(load case 5) U =-322(load case 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-AG =-1626/445 C-AG =-1570/454 C-D =-754/152 D-AH =-733/175 G-AH =-714/181 G-1 =-833/249 I-K = -641 /206 K-M =-641/206 M-0 =-833/247 O-AI =-714/183 R-AI =-733/178 R-T =-754/153 T-AJ =-15701456 U-AJ =-1626/447 U-V = 0/22 C-E =-1310/492 E-F =-1311/493 F-H =-772/233. H-J =-772/233 J-L =-772/233 L-N =-772/233 N-P =-772/233 P-C! =-772/233 Q-S =-1311/499 S-T =-1310/498 BOTCHORD B-AE =-408/1453 BOTCHORD AB-AE =-408/1453 AA -AB = -415/1441 Z-AA =-558/1975 Y-Z =-502/1975 X-Y =-502/1975 W-X =-357/1441 W-AF =-350/1453 U-AF =-350/1453 WEBS C-AB = 0/132 T-W = 0/132 M-N =-122/424 1-1 =-123/424 O-P =-393/168 R-S = -79/75 G-H =-393/169 D-E = -86/75 C-AA =-150/560 F-AA =-118/90 F-Z =-646/277 L-Z =-90/396 Q-Z =-558/275 Q-X =-118/91 T-X =-152/560 NOTES (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) 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 322 lb uplift at joint B and 322 lb uplift at joint U. 7) Girder carries hip end with 2-0-0 end setback. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 lb down and 7 lb up at 18-4-0, and 13 lb down and 7 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PLATES GRIP MT20 244/190 Weight: 140 lb LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: B-AE=-20, AE-AF=19(1`=1), U-AF=-20, A-AG=-60, C-AG=-56(F=4), C-K=-56(F=4), K-T=-56(F=4), T-AJ=-56(F=4), V-AJ=-60 Concentrated Loads (Ib) Vert: AE=-13(F) AF=-13(F) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: B-AE=-20, AE-AF=19(F=1), U-AF=-20, A-AG=-60, C-AG=-56(F=4), C-K=-56(F=4), K-T=-56(F=4), T-AJ=-56(F=4), V-AJ=-60 Concentrated Loads (lb) Vert: AE=-13(F) AF=-13(F) lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Ver(y design parameters and READ NOTES ON THIS AND INCLUDED MITES 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 kb 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 aty Ply LE3159 - Lennar Orlando - COZUMEL H40182 LE3159R R09 I REG 1 1 if -1-0-0 6-0-9 10-2-0 14-3-8 194-0 1-0-0 6.0-9 4-1-8 4-1-8 5-0-9 4x4 = 5x5 — 10-2-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.1 'Except' B1 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-11-1 oc bracing. REACTIONS (lb/size) G = 760/0-3-8 B = 832/0-3-8 Max Horz B = 110(load case 5) Max Uplift G =-250(load case 7) B =-330(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-1195/380 C-D =-875/279 D-K =-797/276 E-K =-863/261 E-F =-1128/392 F-G =-1195/432 BOTCHORD B-J =-31611022 1-1 =-2841971 H-1 =-284/971 G-H = 0/0 WEBS C-J =-378/279 D-J =-152/534 E-J =-323/289 F-H =-331/1134 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. Is] 3x9 = 3x5 = CSI DEFL in (loc) I/deft TC 0.44 Vert(LL) -0.22 B-J >999 BC 0.82 Vert(TL) -0.67 B-J >341 WB 0.36 Horz(TL) 0.03 G n/a (Matrix) TCDL=5.Opsf; BCDL=5.Opsf, Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) 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) Bearing atjoint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint G and 330 lb uplift at joint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 2x4 = 2x4 i B-3-0 0-11.0 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 87 Ib Scale = 1:38.6 Igbal H.AGagan, P.E. Florida P.E. NA 25389 8$54 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - ver(fy 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 Weir connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paramentea and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 r 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. TRUSOerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H40183 LE3159R R10 314 1 1 Job Reference (optional) Trussway. Orlando. FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:08 2006 Paoe 1 I -1-0-0 3-84 6-4-0 10-2-0 14-0-0 16-7-12 194-0 1-0-0 3-8-4 2-7-12 3-10-0 3-10-0 2-7-12 2-8-4 5x5 = 5x5 = 2x3 11 3x4 = 3x5 = 3x9 = 5x5 O F 3x4 = Scale = 1:35.0 I� 0 6-2-4 i 10-2-0 14-1-12 19-4-0 6-2-4 3-11-12 3-11-12 5-24 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.62 TCDL 10.0 Lumber Increase 1.25 BC 0.58 BCLL 0.0 Rep Stress Incr NO WB 0.51 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 3-3-3 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. REACTIONS (lb/size) B = 1516/0-3-8 1 = 1518/0-3-8 Max Horz B = 110(load case 5) Max Uplift B =-743(load case 5) 1 =-709(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-2789/1296 C-N =-2635/1234 D-N =-2569/1238 D-E =-2622/1292 E-O =-2621/1292 F-O =-2622/1292 F-G =-2409/1162 G-H = -24/37 H-1 = -68/58 BOTCHORD B-M =-1155/2419 L-M =-1064/2289 K-L =-1064/2289 J-K =-945/2107 I-J =-886/1866 WEBS D-M =-256/627 F-J =-146/379 E-K =-553/486 C-M =-125/147 D-K =-303/495 F-K =-3961715 G-J = 183/392 G-1 =-2338/1110 DEFL in (loc)/deft Ud Vert(LL) 0.12 K-M >999 240 Vert(TL) -0.22 K-M >999 180 Horz(TL) 0.08 1 n/a n/a 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) 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 743 lb uplift at joint B and 709 lb uplift at joint I. 7) Girder carries hip end with 6-4-0 end setback. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 408 lb down and 248 lb up at 14-0-0, and 408 lb down and 248 lb up at 6-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 12) 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=-60, D-F=-121(F=-61), F-H=-60, B-M=-20, J-M=-40(F=-20), I-J=-20 Concentrated Loads (lb) Vert: M=408(F) J=-408(F) A WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED AUTEK REFERENCE PAGE bM-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 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/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 3x5 = PLATES GRIP MT20 244/190 Weight: 102 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 999do2hom(713) 6916900 8850 Trussway Blvd. TRLMSW Orlando, FL 32824 (407) 857 2777 o ru LE3159R R11 314 uty Ply LE3159 - Lennai 1 1 Job Reference 6.200 s Jul 13 2005 -1-0-0 6-04 + 84-0 12-0-0 I 14-3-12 194-0 , 1-0-0 6-0-4 2-3-12 3-8-0 2-3-12 5-0-4 44 1F0, 4x4 ZZ E H40184 Scale = 1:35.0 4x6 = G B "4� VJ 10 ��� Sx5 = K J 12x4 i 5x8 = 3x5 = 2x4 = 10-2-0 18-5-8 1 19 1 10-2-0 8-3-8 0-10-8 Plate Offsets X,Y : 6:0-1-11,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.21 B-K >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.67 B-K >343 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 H n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 92 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND *Except* B2 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-11-10 oc bracing. REACTIONS (lb/size) H = 760/0-3-8 B = 832/0-3-8 Max Horz B = 109(load case 6) Max Uplift H = -250(load case 7) B = -330(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-1193/386 C-D =-884/298 D-E =-843/297 E-L =-840/297 F-L =-881/289 F-G =-1116/387 G-H =-1222/439 BOT CHORD B-K =-314/1019 J-K =-284/957 I-J =-284/957 H-1 = 0/0 WEBS D-K =-78/306 E-K =-61/268 C-K =-353/263 F-K =-260/258 G-1 =-337/1136 NOTES (9-10) 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) 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) Bearing atjoint(s) H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint H and 330 lb uplift at joint B. 8) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 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 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-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 on individual building component Houston, TX 77093 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII 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. H40185 LE3159R R12 RHIP GIR 1 Job Reference (optional) Trussway, Orlando, FI 6,200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:09 2006 Page 1 3-0-0 - 7-10-15 12-11-10 18-0-6 23-1-1 28-0-0 30-11-0 35-0-0 �6-0-Q 3-0-0 4-10-15 5-0-11 5-0-11 5-0-11 4-10-15 2-11-0 4-1-0 1-0-0 Scale = 1:61.3 5.00 12 2x4 11 6x7 = 6x7 zz 3x5 = 3x5 = 3x6 = 3x5 = B U C D E F G H T S R U P U N M L 2x4 II 3x6 = 4x6 = 5x6 = 4x9 = 5x6 = 3x6 = 3x5 = 3x5 = I 3-0-0 7-10-15 12-11-10 18-0-6 23-1-1 28-0-0 30-11-0 35-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.51 O >813 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) 0.86 O >486 180 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.12 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 420 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 8-2-14 oc bracing. REACTIONS (lb/size) T = 3058/Mechanical J = 2928/0-3-8 Max Horz T = -57(load case 6) Max Uplift T = -1472(load case 3) J = -1385(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B =-3035/1477 B-U =-6503/3308 C-U =-6502/3308 C-D =-8700/4382 D-E =-9322/4670 E-F =-9322/4670 F-G =-9322/4670 G-H =-8530/4263 H-1 =-6672/3230 I-J =-6871/3282 J-K = 0/26 A-T =-3039/1497 BOTCHORD S-T = -51/57 R-S =-1349/2820 Q-R =-3190/6502 P-Q =-4260/8700 O-P =-4260/8700 N-O =-4133/8529 M-N =-4133/8529 L-M =-2858/6094 J-L =-2950/6280 WEBS B-S =-1460/863 B-R =-2138/4275 C-R =-1974/1216 C-Q =-1237/2538 D-Q =-1011/706 D-O =-3321726 F-O =-639/535 G-O =-474/966 G-M =-1196/839 WEBS H-M =-1477/2871 H-L =-278/772 I-L =-170/190 A-S =-1511/3231 NOTES (13-14) 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 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02, 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1472 lb uplift at joint T and 1385 lb uplift at joint J. 10) Girder carries hip end with 7-0-0 right side setback, 0-0-0 left side setback, and 7-0-0 end setback. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 285 lb up at 28-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-13=131(F=-71), B-H=-131(F=-71), H-K=60, L-T=-44(F=-24), J-L=-20 Concentrated Loads (Ib) Vert: L=-513(F) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-131(F=-71), B-H=-131(F=-71), H-K=60, L-T=-44(F=-24), J-L=-20 Concentrated Loads (lb) Vert: L=-513(F) lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - Ver(fy design parameters and READ NOTES ON TBIS AND INCLUDED MITES REFERENCE PAGE MU-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 St. 9 N 9 N P P 9 P Houston, 77093 69- Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component (407) 857 2777 NZW Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss I russ I ype Qty Ply LE3159 - Lennar Orlando - COZUMEL H40186 LE3159R R13 RHIP 1 1 Job Reference (optional Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:09 2006 Page 1 5-0-0 12-0-0 19-&0 26-0-0 29-1-12 35-0-0 36-0-Q 5-0-0 7-0-0 7-0-0 7-0-0 3-1-12 5-10-4 1-0-0 Scale = 1:61.3 5.00 F12 5x6 = 3x5 = 3x6 = 3x5 = 5x6 = ' B P C D E F 4x4 % A 2 1 WW4 >;G H I .- 11 Iq 0 O N M L K J 4x6 2x4 II 4x9 = 4x6 = 3x5 = 3x10 M1120H= 4x9 = 5-0-0 15-CIO 26-0-0 35-0-0 5-0-0 10-6-0 1 10-6-0 9-0-0 Plate Offsets X,Y : H:0-1-6,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.30 J-L >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.82 L-N >505 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.18 H n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 171 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND F-J =-232f789 G-J =-305/265 BOT CHORD 2 X 4 SYP No.2ND A-N =-603/1676 WEBS 2 X 4 SYP No.3 NOTES (10-11) BRACING 1) Unbalanced roof live loads have been considered for TOP CHORD this design. Structural wood sheathing directly applied, except end 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; verticals. TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; BOT CHORD enclosed; MWFRS gable end zone and C-C Interior(1) Rigid ceiling directly applied or 2-2-0 oc bracing. zone; cantilever left and right exposed ; Lumber WEBS DOL=1.33 plate grip DOL=1.33. This truss is designed 1 Row at midpt C-N, E-J for C-C for members and forces, and for MWFRS for reactions specified. REACTIONS (lb/size) 3) Provide adequate drainage to prevent water ponding. O = 1387/Mechanical 4) This truss has been designed for a 10.0 psf bottom H = 1458/0-3-8 chord live load nonconcurrent with any other live loads. Max Horz 5) All plates are MT20 plates unless otherwise O =-146(load case 7) indicated. Max Uplift 6) This truss requires plate inspection per the Tooth O =-516(load case 4) Count Method when this truss is chosen for quality H =-538(load case 5) assurance inspection. 7) Refer to girder(s) for truss to truss connections. FORCES (lb) 8) Provide mechanical connection (by others) of truss to Maximum Compression/Maximum Tension bearing plate capable of withstanding 516 lb uplift at TOP CHORD joint O and 538 lb uplift atjoint H. n A-B =-1758/668 B-P =-1594/651 9) "Fix heels only" Member end fixity model was used in C-P =-15941651 C-D =-3147/1278 the analysis and design of this truss. D-E =-3147/1278 E-F =-24711968 10) NOTE: Refer to yellow bracing and/or T-1 sheet for F-Q =-2646/1022 G-Q =-269911011 more information. G-H =-2979/1100 H-1 = 0/22 11) NOTE: The seal on this drawing indicates A-O =-1363/527 acceptance of professional engineering -_- BOT CHORD responsibility solely for the truss component design lgbal H.AGagan, P.E. N-O = 0/146 M-N =-1123/2902 shown. Florida P.E. Na 25389 L-M =-1123I2902 K-L =-1223/3198 8859Tru55wayBoulevard J-K =-1223/3198 H-J =-924/2690 LOAD CASE(S) WEBS Standard Orlando, FL32824 B-N =-61/406 C-N =-1523f720 ---- C-L = -6/458 E-L =-93/155 E-J =-925/485 March 10,2006 WARNING - Ver{fy design parameters and READ NOTES ON THIS AND INCLUDED hDTEE 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 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. TRLWW 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 ANS17TPI7 Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss russ Type Qty Ply LE3159-Lennar Orlando - COZUMEL H40187 LE3159R R14 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:09 2006 Page 1 7-0-0 11-4-12 19-7-4 24-0-0 28-0-7 35-0.0 36-0.0 7-0-0 4-4-12 8-2-8 4-4-12 4-0-7 6-11-9 1-0-0 Scale = 1:61.3 5.00 12 5x6 - 3x5 = 3x6 = 3x5 = 5x6 zz B C D E F i 2x4T9 TA 3x6 G H 4x4 % yy 1 W 1 A W W3 I J 7 Iq 0 P O N M L K 4x6 2x4 I 4x9 = 3x6 = 3x5 = 3x6 = 4x9 = 7-0-0 15-6-0 24-0-0 35-0-0 7-0-0 B-6-0 8-6-0 11-0-0 Plate Offsets X,Y : 1:0-1-14,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.32 I-K >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.92 I-K >453 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.13 1 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 176 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND 'Except` A-0 =-586/1738 T1 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2ND `Except' NOTES (9-10) B3 2 X 4 SYP No.1 1) Unbalanced roof live loads have been considered for WEBS 2 X 4 SYP No.3 this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; BRACING TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; TOP CHORD enclosed; MWFRS gable end zone and C-C Interior(1) Structural wood sheathing directly applied, except end zone; cantilever left and right exposed ; Lumber verticals. DOL=1.33 plate grip DOL=1.33. This truss is designed BOT CHORD for C-C for members and forces, and for MWFRS for Rigid ceiling directly applied or 6-2-4 oc bracing. 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 P = 1387/Mechanical chord live load nonconcurrent with any other live loads. 1 = 1458/0-3-8 5) This truss requires plate inspection per the Tooth Max Horz Count Method when this truss is chosen for quality P =-145(load case 7) assurance inspection. Max Uplift 6) Refer to girder(s) for truss to truss connections. P =-479(load case 4) 7) Provide mechanical connection (by others) of truss to I =-510(load case 5) bearing plate capable of withstanding 479 lb uplift at joint P and 510 lb uplift at joint I. FORCES (lb) 8) "Fix heels only" Member end fixity model was used in Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD 9) NOTE: Refer to yellow bracing and/or T-1 sheet for A-B =-1890/688 B-C =-1699/685 more information. C-D =-2532/1009 D-E =-2532/1009 10) NOTE: The seal on this drawing indicates E-F =-2292/879 F-G =-2511/922 acceptance of professional engineering G-H =-2525/909 H-1 =-2897/1031 responsibility solely for the truss component design 1-J = 0/22 A-P =-1334/505 shown. BOTCHORD _.........__. _......_...._.. O-P = -0/145 N-O =-81612321 LOAD CASE(S) lgbal KAGagan, P.E. M-N =-816/2321 L-M =-901/2611 Standard Florida P.E. No. 25389 =-901l2611 I-K =-852/2613 8850 TrussWay Boulevard E WEBS B-0 -O =-117/496 C-O =-956/471 Orlando, FL 32824 C-M =-23/374 E-M =-156/128- E-K =-567/329 F-K =-260/803 H-K =-417/305 March 10,2006 WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-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 porameniers 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 Twssway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qgzmopp 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. H40188'.. I LE3159R R15 I SP 1 Job Reference 6.200 s Jul 13 2005 3-11-4 7-10-8 11-10-8 13-0-9 17-6-0 22-0-0 27-3-9 35-0-0 i6-0-0 3-11-4 3-11-4 4-0-0 1-1-8 4-6-0 4-6-0 5-3-9 7-8-7 1-0-0 Scale = 1:62.5 5x6 - 5x6 = 3x5 = 5x6 = 6x7 = R O P O N M L 4x6 4x5 = 4x9 = 3x6 = 4x9 = 2x4 11 4x9 = US = r 7-10-8 11-10-8 13-0-0 22-0-0 1 27-3-9 35-0-0 7-10-8 4-0-0 1-1-8 9-0-0 5-3-9 7-8-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.21 N-P >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) 0.64 N-P >651 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.15 J n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND G-N =-180/647 1-N =-668/324 BOTCHORD 2 X 4 SYP No.2ND I-L = 0/260 B-Q =-53/388 WEBS 2 X 4 SYP No.3 D-Q =-750/294 B-R =-1862/641 BRACING TOPCHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-7-11 oc bracing. REACTIONS (lb/size) J = 1458/0-3-8 R = 1387/Mechanical Max Horz R = -146(load case 7) Max Uplift J = -493(load case 7) R = -444(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -26/53 B-S =-1890/676 C-S = -1819/681 C-D =-1708/653 D-E = -2242/858 E-F =-2079/806 F-G = -20791765 G-H =-2234f798 H-1 = -2315/782 I-T =-2766/897 J-T = -2945/895 J-K = 0/22 A-R = -89/78 BOTCHORD Q-R = -418/1397 P-Q =-642/2166 O-P = -675/2208 N-O =-675/2208 M-N = -731/2631 L-M =-73112631 J-L = -731/2631 WEBS C-Q = -130/494 D-P =-434/210 E-P = -235f717 F-P =-330/177 F-N = -329/191 NOTES (9-10) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 493 lb uplift at joint J and 444 lb uplift at joint R. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 PLATES GRIP MT20 244/190 Weight: 197 lb r lgbal 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 MIT'EH REFERENCE PAGE DID-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MRek 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 respomibillity 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 fobricafion, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criferia, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40189 I LE3159R R16 ISP 1 Job Reference 6.200 s Jul 13 2005 5-10-8 9-10-8 15-0-0 20-0-0 27-6-0 35-0-0 36-0-0 5-10-8 4-0-0 5-1-8 5-0-0 7-6-0 7-6-0 1-0-0 Scale = 1:62.5 5x6 6x7 = D E 0 N M L K J 4x6 2x4 11 4x9 = 3x6 = 3x6 = 3x5 = 4x9 = I 5-10-8 1 9-10-8 15-0-0 25-0-0 35-0-0 5-10-8 4-0-0 5-1-8 10-0-0 10-0-0 Iq 0 Plate Offsets X,Y : H:0-1-6,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.23 H-J >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.69 H-J >600 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 H n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 181 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND 'Except* T5 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. REACTIONS (lb/size) 0 = 1387/Mechanical H = 1458/0-3-8 Max Horz 0 =-146(load case 7) Max Uplift 0 =-417(load case 6) H =-493(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-1826/559 B-P =-1649/560 C-P =-1649/560 C-D =-20901703 D-E =-1897/690 E-F =-2527/841 F-G =-2633/817 G-Q =-2775/908 H-Q =-2930/906 H-1 = 0/22 A-O =-1346/443 BOT CHORD N-O = -0/146 M-N =-638/2317 L-M =-638/2317 K-L =-429/1859 J-K =-429/1859 H-J =-721/2645 WEBS B-N = -47/429 C-L =-552/270 D-L =-89/501 E-L =-99/223 G-J =-493/343 A-N =-479/1708 C-N =-981/358 WEBS E-J =-219/764 NOTES (9-10) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint O and 493 lb uplift at joint H. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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) Igbal KAGagan, P.E. Standard 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 MD-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn 7 9 Y 9 Y P P 9 P Houston, TX 6977093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40190 I LE3159R R17 I ROOF TRUSS 1 Job Reference 6.200 s Jul 13 2005 3-10-8 7-10-8 12-0-1 17-0-0 h8=0-0 22-&0 29-2-3 35-0-0 36-0-Q 3-10-8 4-0-0 4-5-9 4-8-0 1-0-0 4-8-0 6-6-4 5-9-13 1-0-0 Scale: 3/16"=1' 4x7 = E P 0 N M L K 4"6 4x5 = 4x9 = 3x6 = 4x9 = 3x6 = 3x5 = 3-10-8 7-10-8 17-6-0 26-0-5 35-0-0 3-10-8 4-0-0 9-7-8 8-6-5 8-11-11 Plate Offsets (X,Y): (1:0-1-6,0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.22 M-0 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.67 M-0 >619 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.15 1 n/a n/a BCDL 10.0 Code FBC2004rTP12002 (Matrix) Weight: 186 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-1-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-10-12 oc bracing. REACTIONS (lb/size) 1 = 1458/0-3-8 P = 1387/Mechanical Max Horz P = -146(load case 7) Max Uplift I = -493(load case 7) P = -418(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = -35/52 1 B-Q =-2512f760 C-Q =-2512/760 C-D =-2807/886 D-E =-1875/638 E-F =-1875/640 F-R =-26121797 G-R =-2673/774 G-H =-2688/771 H-1 =-3003/899 I-J = 0/22 A-P =-112/102 BOTCHORD O-P =-333/1367 N-0 =-493/2134 M-N =-493/2134 L-M =-489/2149 K-L =-489/2149 I-K =-726/2719 WEBS B-0 =-372/1510 C-0 =-1283/463 D-0 =-184/661 D-M =-664/316 F-M =-693/313 F-K =-113/524 H-K =-390/304 E-M =-355/1138 B-P =-1831/549 WEBS B-0 =-372/1510 C-0 =-1283/463 D-0 =-184/661 D-M =-664/316 F-M =-693/313 F-K =-113/524 H-K =-3901304 E-M =-355/1138 B-P =-1831/549 NOTES (9-10) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 493 lb uplift at joint I and 418 lb uplift at joint P. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 lgbal H.AGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - Verf fy design pammeters and READ NOTES ON THIS AND INCLUDED AITTER REFERENCE PAGE MU-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 com onent. 9411 ton,AlcT St. 9 N r IY 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. TRILISSW 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 8CSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H40191 LE3159R R18 RHIP GIR 1 '4 Job Reference (optional) Trussway. Orlando. A 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:11 2006 Page 1 -1-0-0 3-6-0 6-5-7 10-5-13 14-6-3 18-6-9 _ 21-&0_ 25-0-0 1-0-0 3-6-0 2-11-7 4-0-6 4.0-6 4-0-6 2-11-7 3-6-0 6x8 = 5.00 F12 C 4x8 = 3x9 = 3x5 = 2x3 11 4x8 = 6x8 Zz S D E F G H T I Scale = 1:44.4 Iv 0 R Q P U V O N M L K 5x8 = 2x4 11 6x6 = 6x8 = 4x8 = 4x12 = 6x8 = 6x6 = 2x4 11 Igbal KAGagan, P.F. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 3-6-0 2-11-7 4-0-6 4-0-6 4-0-6 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TIC0.90 Vert(LL) -0.49 N-O >603 240 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) 1.39 N-O >213 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.16 J n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except* T2 2 X 4 SYP SS, T3 2 X 4 SYP SS BOTCHORD 2 X 6 SYP No.2 *Except* B22X6SYP SS WEBS 2 X 4 SYP No.3 *Except* W3 2 X 4 SYP No.2ND W3 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) J = 8618/0-3-8 B = 6749/0-3-8 Max Horz B = 30(load case 5) Max Uplift J = -853(load case 4) B = -1471(load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/13 B-C =-16494/3516 C-S = -28776/6016 D-S =-28775/6016 D-E = -36806/5960 E-F =-36806/5960 F-G = -35988/4774 G-H =-35988/4774 H-T = -28729/3402 I-T =-28729/3402 I-J = -19216/2082 BOTCHORD B-R = -3223/15192 Q-R =-3231/15231 P-Q = -3231/15231 P-U =-5988/28775 U-V = -5988/28775 O-V =-5988/28775 N-0 = -5932/36806 M-N =-3374/28729 L-M = -1901/17525 BOTCHORD K-L =-1901/17525 J-K =-1902/1770 WEBS 9 C-R =-381/81 C-P =-3058/1502 D-P =-2942/170 D-O = 7333/8526 F-O =-232/610 F-N =-2150/1269 G-N =-178/204 H-N =-1456/7709 H-M =-2721/680 I-M =-1635/1243 I-K =-29/1797 6 NOTES (13-14) 1) 4-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 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Attach chords with 1/2 inch diameter bolts (ASTM a-307) with washers at 2-0-0 on center. 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint J and 1471 lb uplift at joint B. 2-11-7 3-6-0 PLATES GRIP MT20 244/190 Weight: 536 lb Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Girder carries hip end with 3-6-0 end setback. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 71 lb up at 21-6-0, and 128 lb down and 71 lb up at 3-6-0, and 3059 lb down and 1334 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 14) 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=-30, C-1=-63(F=-33), I-J=-30, B-R=-10, R-V=-21(F=-11), K-V=-628(F=-618), J-K=-617(F=-607) Concentrated Loads (lb) Vert: R=-128(F) K=-128(F) U=-3059(F) 1st unbalanced Regular: Lumber Increase=1.25, 9) Plate Increase=1.25 Uniform Loads (plo Vert: A-C=-30, C-1=-63(F=-33), I-J=-10, B-R=-10, R-V=-21(F=-11), K-V=-628(F=-618), J-K=-617(F=607) Concentrated Loads (Ib) Vert: R=-128(F) K=-128(F) U=-3059(F) 2nd unbalanced Regular: Lumber Increase=1.25, 10) Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-10, C-1=-63(F=-33), I-J=-30, B-R=-10, R-V=-21(F=-11), K-V=628(F=6M2rC11 10,2006 J-K=-617(F=-607) M2 WARNING - Verj fy design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MD-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 parameniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral supporl of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 '? 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type City y LE3159-Lennar Orlando - COZUMEL H40191 LE3159R R18 RHIP GIR 1 w Y Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:11 2006 Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: R=128(F) K=-128(F) U=-3059(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-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 poramenters 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/TPI7 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Engineering Department 9411 Alcorn St. - Houslon, TX 77093 - - (713) 691 6900 8850 Trussway Blvd. TRUSSW Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type ty y LE3159-Lerner Orlando - COZUMEL H40192 LE3159R R20 MHIP GIR 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:11 2006 Page 1 -1-0-0 4-10-0 9-0-13 14-11-11 20-0-0 1-0-0 4-10-0 4-8-13 5-4-14 5-0-5 Scale = 1:36.4 5x5 3x4 = 2x3 11 3x9 = 5.00 F12 C L D M E F 2 rv,4 W B q� d 4x6 = K J I H 2x3 11 3x4 = 3xl0 M1120H= 5x12 = 2x4 4-8-4 - 9-6-13 14-11-11 20-0-0 4-8-4 1 4-10-9 5-4-14 5-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.22 H-J >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.39 H-J >603 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.08 G n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 95 lb LUMBER 3) This truss has ri designed for a i 0.0 psf bottom chord live load nonconcurrent with any other live loads. TOP CHORD 2 X 4 SYP No.2ND 4) All plates are MT20 plates unless otherwise BOT CHORD 2 X 4 SYP No.2ND indicated. WEBS 2 X 4 SYP No.3 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 6) Provide mechanical connection (by others) of truss to Structural wood sheathing directly applied or 2-7-1 oc bearing plate capable of withstanding 627 lb uplift at purlins, except end verticals. joint G and 590 lb uplift at joint B. BOT CHORD 7) Girder carries hip end with 0-0-0 right side setback, Rigid ceiling directly applied or 4-7-14 oc bracing. 4-10-0 left side setback, and 4-10-0 end setback. 8) "Fix heels only" Member end fixity model was used in REACTIONS (lb/size) the analysis and design of this truss. G = 1309/0-3-8 9) Hanger(s) or other connection device(s) shall be B = 1317/0-3-8 provided sufficient to support concentrated load(s) 215 Max Horz lb down and 119 lb up at 4-10-0 on bottom chord. The B = 143(load case 5) design/selection of such connection device(s) is the Max Uplift responsibility of others. G =-627(load case 3) 10) In the LOAD CASE(S) section, loads applied to the B =-590(load case 3) face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. Maximum Compression/Maximum Tension 12) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering A-B = 0/22 B-C =-2713/1184 responsibility solely for the truss component design C-L =-3299/1575 D-L =-3299/1575 shown. D-M =-2489/1189 E-M =-2489/1189 E-F =-2489/1189 F-G =-1242/655 LOAD CASE(S) 4A� BOTCHORD Standard (A—� B-K =-1113/2427 J-K =-1108/2401 Regular: Lumber Increase=1.25, Plate Increase=1.25 I-J =-1575/3299 H-1 =-1575/3299 1) Uniform Loads (plf) G-H = 0/0 Vert: B-K=-20, G-K=-33(F=-13), A-C=-60, WEBS C-F=-98(F=-38) C-K =-70/360 D-J =-226/291 Concentrated Loads (11b) Igbal H.AGagan, P.E. E-H =-557/452 C-J =-510/979 Vert: K=-215(F) Florida P.E. No. 253$9 D-H =-867/413 F-H =-1291/2702 8850 Trussway Boulevard NOTES (11-12) Orlando, FL 32824 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. March 10,2006 2) Provide adequate drainage to prevent water ponding. WARNING - ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-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 paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. 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 ANSIITP11 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. H401931 LE3159R IVol IMVAL 1 1 IJob Reference Trussway, Orlando, FI 6.200 s Jul 13 2005 V a 0 2x3 II 4-0-0 Scale = 1:9.6 i 3x3 :: 4-0-0 111. LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.15 TCDL 10.0 Lumber Increase 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 127/4-0-0 C = 127/4-0-0 Max Horz A = 73(load case 6) Max Uplift A =-40(load case 6) C = 71(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -44/29 B-C = -95/86 BOTCHORD A-C = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=22ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. DEFL in (loc) I/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a bearing plate capable of withstanding 40 lb uplift atjoint A and 71 lb uplift at joint 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 . Vert fy design parameters and READ NOTES ON THIS AND INCLUDED GHTEE REFERENCE PAGE DTI-7473 BEFORE USE. Design valid for use only with Mrlek 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, qualify control, storage, delivery, erection and bracing, consult ANSIfrPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. PLATES GRIP MT20 244/190 Weight: 13 lb lgbal 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. TRUSSW Orlando, FL 32824 (407) 857 2777 o tossTruss ype ty ly7LE31R5e9feI_enn'r Orlando-COZUMELH126497 LE3159F FO1 B B 1rence (optional) Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Jul 17 15:28:17 2006 Page 1 0-1-8 H i 1� 1�22???'� 0�.1.�a Sca'IA = 1:32.9 W/2x6 SP 3x3 = 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 FP= 3x5 = 4x6 = 1.5x3 11 A B C D E F G H I J K IaLz�_ 17 1 . W C� U T S R O P O N M 3x6 = 4x6 = 3x6 FP= 3x5 = 3x3 = 1.5x3 11 1.5x3 II 3x3 = 3x5 = 4x6 = 3x6 = 2x6 SP= 19-5-8 19-5-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.41 P-Q >563 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.72 P-Q >322 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 98 lb LUMBER 1) Unbalanced floor live loads have been considered for TOP CHORD 4 X 2 SYP No.2ND this design. BOT CHORD 4 X 2 SYP No.2 `Except' 2) Attach ribbon block to truss with 3-1 Old nails applied to B2 4 X 2 SYP No.1 flat face. WEBS 4 X 2 SYP No.3 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 4) Plates checked for a plus or minus 0 degree rotation Structural wood sheathing directly applied or 4-8-2 oc about its center. pudins, except end verticals. 5) "Fix heels only' Member end fixity model was used in BOT CHORD the analysis and design of this truss. Rigid ceiling directly applied or 2-2-0 oc bracing. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. REACTIONS (lb/size) Strongbacks to be attached to walls at their outer ends or V = 1152/0-3-8 restrained by other means. L = 1146/0-3-8 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (lb) - Maximum Compression/Maximum Tension 8) NOTE: The seal on this drawing indicates acceptance TOP CHORD of professional engineering responsibility solely for the A-V = -46/0 L-W = -41/0 truss component design shown. K-W = -41/0 A-B = 0/0 B-C =-2468/0 C-D =-4117/0 LOAD CASE(S) D-E =-5028/0 E-F =-5300/0 Standard F-G =-5028/0 G-H =-4117/0 H-1 =-4117/0 1-1 =-2467/0 J-K = -2/0 BOTCHORD ^ U-V = 0/1443 T-U = 0/3459 S-T = 0/R-S = 0/ J^J/� Q-R = 0/5300 5300 P-Q = 0/53005300 O-P = 0/5300 N-O = 0/4746 M-N = 0/3459 L-M = 0/1442 WEBS B-V =-1811/0 B-U = 0/1334 lgbal H.AGagafT, RE. C-U =-1290/0 C-S = 0/856 D-S = -819/0 D-R = 0/500 Florida RE. No. 25389 J-L =-1806/0 J-M = 0/1334 8850 Trussway Boulevard I-M =-1291/0 I-N = 0/856 Orlando, FL 32824 G-N = -818/0 G-O = 0/500 E-Q =-188/210 F-P =-188/210 E-R =-614170 F-0 =-614/70 July 18,2006 WARNING - Verj fy 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 BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Engineering Department 9411 Alcorn St. Houston, TX 77093 49th.,(713) 691 6900 TRWSW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Jo toss fuss ype ty Ply7LE3RefeLenn'r Odando-COZUMELH126498 LE3159F F02 BN 1 rence (optional) Twssway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Jul 17 15:28:18 2006 Page 1 0-1-8 H 1 1-3-0� 0-11-12 = 1:32.5 W/2x6 SP 3x6 FP= 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x6 = 3x3 A B C D E F G H I J K 1 R1 7N114 N I U T S R O P O N M 3x6 = 4x6 = 3x6 FP = 3x5 = 34 = 1.54 11 1.54 11 34 = 3x5 = 4x6 = 34 = 2x6 SP= 948-0 19-2-12 9-8-0 9-6-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L!d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.39 P-Q >581 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -0.69 P-Q >332 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 97 lb LUMBER 1) Unbalanced floor live loads have been considered for TOP CHORD 4 X 2 SYP No.2ND this design. BOT CHORD 4 X 2 SYP No.2ND `Except` 2) Attach ribbon block to truss with 3-10d nails applied to B2 4 X 2 SYP No.1 flat face. WEBS 4 X 2 SYP No.3 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 4) Plates checked for a plus or minus 0 degree rotation Structural wood sheathing directly applied or 4-9-8 oc about its center. purlins, except end verticals. 5) "Fix heels only" Member end fixity model was used in BOT CHORD the analysis and design of this truss. Rigid ceiling directly applied or 2-2-0 oc bracing. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. REACTIONS (lb/size) Strongbacks to be attached to walls at their outer ends or V = 1132/0-3-8 restrained by other means. L = 1139/0-3-8 7) CAUTION, Do not erect truss backwards. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) - Maximum Compression/Maximum Tension more information. TOP CHORD 9) NOTE: The seal on this drawing indicates acceptance V-W = -42/0 A-W = -42/0 of professional engineering responsibility solely for the K-L = -46/0 A-B = -2/0 truss component design shown. B-C =-2433/0 C-D =-4049/0 D-E = -4928/0 E-F =-5183/0 LOAD CASE(S) F-G =-4928/0 G-H =-4050/0 Standard H-1 = -4050/0 1-1 =-2433/0 J-K = 0/0 BOTCHORD ^ U-V = 0/1424 T-U = 0/3408 S-T = 0/3408 R-S = 0/4662 Q-R = 0/5183 P-Q = 0/5183 O-P = 0/5183 N-O = 0/4662 M-N = 0/3408 L-M = 0/1425 WEBS B-V =-1784/0 B-U = 0/1314 Igba! N.AGagan, RE. C-U =-1269/0 C-S = 0/834 D-S = -798l0 D-R = 0/477 Florida RE. No. 25389 J-L =-1788/0 J-M = 0/1312 8850 Trussway Boulevard I-M =-1269/0 I-N = 0/835 Orlando, FL 32824 G-N = -797/0 G-O = 0/477 E-Q =-186/205 E-R =-573/76 F-P =-186/205 F-O =-573/75 July 18,2006 WARN]NG - 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 on upon parameters shown, and is for an individual building component. Houston, on,AlcT St. 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) 6916900 ^ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII 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 Trus LE3159F F02A Trussway, Orlando, FI 0-1-8 Hi 1i� 1.5x3 II 4x7 = A B t BN s Jul 1 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 FP= 3x5 = C D E F G H I Z H40196 le 1 Scale = 1:33.8 4x9 = 3x3 II J AA K 5x7 = 6x7 = 3x6 FP= 6x6 = US = 2x6 11 2x6 II 6x6 = US = US FP= 6x8 = 6x7 = 3x6 FP= 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.1 BOT CHORD 4 X 2 SYP No.2ND 'Except' B3 4 X 2 SYP SS WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) X = 1201/0-3-8 L = 1757/0-3-8 FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD X-Y = -33/0 A-Y = -3310 K-L = -62/0 A-B = -2/0 B-C =-3169/0 C-D =-5336/0 D-E =-6596/0 E-F =-7073/0 F-G = -6898/0 G-H =-6075/0 H-1 =-6075/0 I-Z =-4065/0 J-Z =-4065/0 J-AA = 0/0 K-AA = 0/0 BOT CHORD W-X = 0/1768 V-W = 0/4459 U-V = 0/4459 T-U = 0/6173 S-T = 0/6173 R-S = Of7073 Q-R = Of7073 P-Q = 0/7073 O-P = 0/6672 N-0 = 0/5447 M-N = 0/5447 L-M = 0/2569 WEBS J-L =-3068/0 B-X =-2109/0 J-M = 0/1783 B-W = 0/1670 I-M =-1674/0 C-W =-1562/0 1-0 = Of760 19-2-8 CSI DEFL in (loc) I/d TC 0.95 Vert(LL) -0.46 Q >4 BC 0.91 Vert(TL) -0.80 Q >2 WB 0.72 Horz(TL) 0.08 L (Matrix) WEBS C-U = 0/1062 G-0 = -723/0 D-U =-1013/0 G-P = 0/274 D-S = 0/513 F-P = -210/0 E-S = -569/0 E-R = 0/102 F-Q = -67/0 NOTES (9-10) 1) Attach ribbon block to truss with 3-10d nails applied to flat face. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb down at 16-1-12, and 345 lb down at 18-1-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 Floor: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (plf) Vert: L-X=-10, A-K=-110 efl L/d PLATES GRIP 96 360 MT20 244/190 83 240 n/a n/a Weight: 125 lb Standard Concentrated Loads (lb) Vert: Z=-345(F) AA=-345(F) lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARMNG - Ver(fy 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 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 r 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. TRUSWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Cdlerfa, 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 LE3159F F03 Trussway, Orlando, FI A 7 BT 1 I 1 Job Reference 6,200 s Jul 13 2005 1.5x3 = B 3x3 = 1-9-8 2-1-8 x = 1-9-8 04-0 LOADING (psf) TCLL 40.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2004ITP12002 CSI TC 0.20 BC 0.02 WB 0.00 (Matrix) 71 DEFL in (loc) I/dell Vert(LL) 0.00 D "" Vert(TL) -0.00 C-D >999 Horz(TL) 0.00 n/a -.!low Ud 360 240 n/a LUMBER NOTE. Refer to y, bracirig andloi T-i sheet foi more information. TOP CHORD 4 X 2 SYP No.2ND 8) NOTE: The seal on this drawing indicates BOT CHORD 4 X 2 SYP No.2ND acceptance of professional engineering responsibility WEBS 4 X 2 SYP No.3 solely for the truss component design shown. BRACING LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-1-8 oc puffins, 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 0.5001n. 6) CAUTION, Do not erect truss backwards. I WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11919473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members any. 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'Onofno Drive, Madison, WI 53719. H40197 Scale = 1:7.3 PLATES GRIP MT20 244/190 Weight: 11 lb lgbal 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 detth3l(713) 6916900 8850 Trussway Blvd. YRUSOW Orlando, FL 32824 qqzor (407) 857 2777 Job Truss rvss ype ty y LE3159 - Lennar Orlando - COZUMEL H40198 LE3159F F05 B B 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:25 2006 Page 1 0-1-8 H 13-0 r 0-10-0 i ��1.I78 ScbIA = 1:19.8 1.50 11 3x3 = 3x3 = 1.5x3 11 1.50 11 3x3 = 3x3 = 1.50 11 A B C D E F G H P L L ry M L K3x3 = J 30 = 3x3 = 3x3 = 3x5 = 3x5 = 11-7-0 11-7-0 i Plate Offsets X,Y : 1:0-2-0,Ed e , N: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 0.28 Vert(LL) -0.06 L >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.10 L >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.03 1 n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 60 Ib LUMBER 3) This truss iequ re4 plate inspection per the Tooth Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. BOT CHORD 4 X 2 SYP No.2ND 4) Plates checked for a plus or minus 0 degree rotation WEBS 4 X 2 SYP No.3 about its center. 5) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-16d nails. purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 8) NOTE: The seal on this drawing indicates N = 673/0-3-8 acceptance of professional engineering responsibility 1 = 673/0-3-8 solely for the truss component design shown. FORCES (lb) LOAD CASE(S) Maximum Compression/Maximum Tension Standard TOP CHORD N-O = -39/0 A-O = -38/0 I-P = -39/0 H-P = -38/0 A-B = -2/0 B-C =-128010 C-D =-1833/0 D-E =-1833/0 E-F =-1833/0 F-G =-1280/0 G-H = -2/0 BOTCHORD /� M-N = 0/826 L-M = 0/1699 JI K-L = 0/1833 J-K = 0/1699 `► I-J = 0/826 WEBS G-1 =-1033/0 B-N =-1033/0 G-J = 0/591 B-M = 0/591 _... F-J = -545/0 c-M = -545/0 Igbal WAGagan, P.E. F-K =-34/337 C-L =-34/337 Florida P.E. No. 25389 D-L = -149/0 E-K = -149/0 8850Trussway Boulevard NOTES (7-8) Orlando, FL 32824 1) Unbalanced floor live loads have been considered for _..___._..__,..._.....___— _..—.._ this design. 2) Attach ribbon block to truss with 3-10d nails applied to flatface. March 10,2006 WARNING - Ver{(y 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. Houston, Alcorn St. 9 Y 9 Y P P 9 P Houston, 77093 - Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 696900 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. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, wi 53719. Job I fuss fU55 ype ty yTLE'1R'efeLennarOranc10-COZUMELH40199 LE3159F F06 BB 1 rence (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:26 2006 Page 1 0-1-8 i 1-3-0 H '� 1-3-0 �� 0 �1.18 ScbIA = 1:16.4 1.5x3 11 3x3 = 3x3 = 1.5x3 II 3x3 = 3x3 = 1.5x3 II A B C D E F G N O L IEl 0 L K J 3x3 = 13x3 = 3x3 = 1.5x3 11 3x5 = 3x5 = 10-9-0 10-9-0 Plate Offsets X,Y : H:0-2-0,Ed e , M:0-2-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.07 1-J >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.11 I-J >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.02 H n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 55 lb LUMBER 3) This truss reqU plate inspection pei Tooth Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. BOT CHORD 4 X 2 SYP No.2ND 4) Plates checked for a plus or minus 0 degree rotation WEBS 4 X 2 SYP No.3 about its center. 5) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-16d nails. purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 8) NOTE: The seal on this drawing indicates M = 623/0-3-8 acceptance of professional engineering responsibility H = 623/0-3-8 solely for the truss component design shown. FORCES (lb) LOAD CASE(S) Maximum Compression/Maximum Tension Standard TOP CHORD M-N = -39/0 A-N = -39/0 H-O = -39/0 G-O = -39/0 A-B = -210 B-C =-1154/0 C-D =-1555/0 D-E _-1555/0 E-F =-1158/0 F-G = -2/0 BOTCHORD L-M = 0/756 K-L = 0/1555 J-K = 0/1555 I-J = 0/1513 H-I = 0/760 —� WEBS F-H = -951/0 B-M = -946/0 F-I = 0/518 B-L = 0/517 E-1 = 462/0 C-L = -517/0 _. _... ....-___ ... E-J =-99/258 C-K =-47/111 lgbal KAGagan, PE. D-J = -loon Florida RE. No. 25389 8850 Trussway Boulevard Noyes (7-8) 1) Unbalanced floor live loads have been considered for Orlando, FL 32824 this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLr7DED SITTER 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 BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719. Engineering Department 9411 Alcorn St. Houston, TX 77093 - (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type oty Ply LE3159-Lerner Orlando -COZUMEL H40200 LE3159F F06A B B 1 1 Job Reference (optional) Trussway, Odando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:26 2006 Page 1 0-1-8 H 1�—i 110 P 8 S le = 7:18.7 2x3 II 1_5x3 II 3x3 = 3x3 = 3x3 = 2x3 11 5x5 = A B C D 3x3 = E F G L 0 q N O M L K J 13x5 = H 3x3 = 1.54 11 1.5x3 11 3x3 = 1.5x3 11 3x5 = 10-5-8 10-9-0 10-5-8 0-3-8 Plate Offsets X,Y : G:0-1-8,Ec1e , N: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 0.41 Vert(LL) -0.05 J-K >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.09 J-K >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.00 G n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 56 Ib LUMBER 3) This ti us. requirt— plate inspection per the Tooth Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. BOT CHORD 4 X 2 SYP No.2ND 4) Plates checked for a plus or minus 0 degree rotation WEBS 4 X 2 SYP No.3 about its center. 5) "Fix heels only' Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-16d nails. purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. REACTIONS (lb/size) 8) CAUTION, Do not erect truss backwards. N = 609/0-3-8 9) NOTE: Refer to yellow bracing and/or T-1 sheet for G = 616/0-3-0 more information. 10) NOTE: The seal on this drawing indicates FORCES (lb) acceptance of professional engineering Maximum Compression/Maximum Tension responsibility solely for the truss component design TOP CHORD shown. N-O = -38/0 A-O = -38/0 G-H = O/7 A-B = -2/0 LOAD CASE(S) B-C =-1117/0 C-D =-1508/0 Standard D-E =-1378/0 E-F = -646/0 F-G = -650/0 BOTCHORD M-N = 0/739 L-M = 0/1508 K-L = 0/108 J-K = 0/1508 I-J = 0/1201 H-I = 0/00 WEBS G-I = 0/806 B-N = -924/0 E-1 = -723/0 B-M = 0/492 E-J = 0/263 C-M = -501/0 D-J = -273/0 C-L =-52/152 ' lgbal KAGagan, P.E. D-K =-137/69 Florida RE. No. 25389 8850 Trussway Boulevard NOTES (9-10) 1) Unbalanced floor live loads have been considered for Orlando, FL 32824 this design. — ------ 2) Attach ribbon block to truss with 3-10d nails applied to flat face. March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-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 paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 ^ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 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 rus5 pe ty y LE3159-Lennar Orlando - COZUMEL H40201 LE3159F F07 7-MISS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:26 2006 Page 1 0.1-8 H i 1-3-0 12-1 �a S le = 1:21.1 2x3 11 1.5x3 11 3x4 = 3x3 = 1.5x3 11 3x3 = 3x3 = 2x3 11 5x5 = A B C D E Ti F G H L W o 0 N M L K J I 3x5 = 3x4 = 3x3 = 1.5x3 11 3x3 = 3x5 = 1.5x3 11 11-10-0 12-1-9 11-10-0 0-3-8 Plate Offsets X Y : H:0-1-8,Ed e , 0:0-2-0,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 0.40 Vert(LL) -0.07 L >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.12 L >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 H n/a n/a BCDL 5.0 Code FBC2004/-TP12002 (Matrix) Weight: 62 lb LUMBER ) This h ussq Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. BOT CHORD 4 X 2 SYP No.2ND 4) Plates checked for a plus or minus 0 degree rotation WEBS 4 X 2 SYP No.3 about its center. 5) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-16d nails. purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. REACTIONS (lb/size) 8) CAUTION, Do not erect truss backwards. O = 692/0-3-8 9) NOTE: Refer to yellow bracing and/or T-1 sheet for H = 699/0-3-0 more information. 10) NOTE: The seal on this drawing indicates FORCES (lb) acceptance of professional engineering Maximum Compression/Maximum Tension responsibility solely for the truss component design TOP CHORD shown. O-P = -39/0 A-P = -39/0 H-1 = 0/6 A-B = -2/0 LOAD CASE(S) B-C =-1325/0 C-D =-1941/0 Standard D-E =-1941/0 E-F =-1682/0 F-G = -750/0 G-H = -755/0 BOTCHORD N-O = 0/850 M-N = 0/1770 L-M = 0/1941 K-L = 0/1941 J-K = 0/1397 1-1 = 0/0 �--� WEBS H-J = 0/936 B-0 =-1063/0 F-J = -842/0 B-N = 0/618 F-K = 0/386 C-N = -580/0 - P.E. E-K = 416/0 C-M = -5/396 lgbal KAGagan, D-M = -150/0 E-L = -94/81 Florida P.E. No. 25389 8850 Trussway Boulevard NOTES (9-10) 1) Unbalanced floor live loads have been considered for Orlando FL 32824 r this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. March 10,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ADTER REFERENCE PAGE 11111.7473 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 N 9 H 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 responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type oty Ply LE3159 - Lerner Orlando - COZUMEL H40202 LE3159F FOB B N 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:26 2006 Page 1 0-1-8 1-3-0 H i 0-10-8 �0.3� Sole = 1:13.8 1.54 11 1.5x3 11 1.5x3 11 2x3 II 5x5 = 2x3 II A B3x3 = C D E3x3 = F G 1 L p N O 3x3 = 3x3 = K J I H 3x3 = 1.54 11 3x5 = 7-9-0 8-0-8 7-9-0 0-3-8 Plate Offsets X,Y : G:0-1-8,Ed e , L:0-2-0,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.02 I-J >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.04 I-J >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 G n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 43 lb 4) Plates checked foi a plus or minus 0 egme otation LUMBER about its center. TOP CHORD 4 X 2 SYP No.2ND 5) "Fix heels only" Member end fixity model was used in BOT CHORD 4 X 2 SYP No.2ND the analysis and design of this truss. WEBS 4 X 2 SYP No.3 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. BRACING Strongbacks to be attached to walls at their outer ends TOP CHORD or restrained by other means. Structural wood sheathing directly applied or 6-0-0 oc 7) Gap between inside of top chord bearing and first purlins, except end verticals. diagonal or vertical web shall not exceed 0.500in. BOT CHORD 8) CAUTION, Do not erect truss backwards. Rigid ceiling directly applied or 10-0-0 oc bracing. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 10) NOTE: The seal on this drawing indicates L = 447/0-3-8 acceptance of professional engineering G = 454/0-3-0 responsibility solely for the truss component design shown. FORCES (Ib) Maximum.Compression/Maximum Tension LOAD CASE(S) TOP CHORD Standard L-M = -62/0 A-M = -61/0 G-H = -2/4 A-B = -4/0 B-C = -794/0 C-D = -794/0 D-E = -794/0 E-F = -434/0 F-G = -438/0 BOT CHORD K-L = 0/501 J-K = 0/794 n I-J = 0/783 H-1 = 0/0 /Ir,� 41 WEBS G-1 = 0/541 B-L = -624/0 E-I = -454/0 B-K = 0/390 E-J =-72/159 C-K = -185/0 D-J = -75/10 Igbal KA,Gagan, P.E. NOTES (9-10) Florida P.E. No. 25389 1) Unbalanced floor live loads have been considered for 8850 TrUSSWaj/ Boulevard this design. 2) Attach ribbon block to truss with 3-10d nails applied to Orlando, FL 32824 flat face. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance March 10,2006 inspection: WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-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 parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Tmssway Blvd. TRLMWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job russTruss Type ty y LE3159-Lennar Orlando - COZUMEL H161721 LE3159F F09 FLOOR 1 1 Job Reference (optional) Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Thu Sep 07 11:53:12 2006 Page 1 G-1-8 H 1r 3-01 I 1-2� -i Scale = 1:32.9 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 FP= 3x5 = 4x6 = 3x3 11 A B C D E F G H I J K 1 4 N U T S R Q P O N M 34 = 46 = 3x6 FP= 3x5 = 3x3 = 1.5x3 11 1.54 11 3x3 = 3x5 = 46 = 3x6 = 2x6 SP= 19-5-4 19-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.41 P-Q >563 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.72 P-Q >322 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 98 lb LUMBER 1) Unbalanced floor live loads have been considered for TOP CHORD 4 X 2 SYP No.2ND this design. BOT CHORD 4 X 2 SYP No.2ND *Except` 2) Attach ribbon block to truss with 3-10d nails applied to B2 4 X 2 SYP No.1 flat face. WEBS 4 X 2 SYP No.3 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 4) Plates checked for a plus or minus 0 degree rotation Structural wood sheathing directly applied or 4-1-9 oc about its center. purlins, except end verticals. 5) "Fix heels only' Member end fixity model was used in BOT CHORD the analysis and design of this truss. Rigid ceiling directly applied or 2-2-0 oc bracing. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. REACTIONS (lb/size) Strongbacks to be attached to walls at their outer ends or V = 1144/0-3-8 restrained by other means. L = 1151/0-3-8 7) CAUTION, Do not erect truss backwards. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) - Maximum Compression/Maximum Tension more information. TOP CHORD 9) NOTE: The seal on this drawing indicates acceptance V-W = -42/0 A-W = -42/0 of professional engineering responsibility solely for the K-L = -46/0 A-B = -2/0 truss component design shown. B-C =-2465/0 C-D =-4111/0 D-E =-5019/0 E-F =-5290/0 LOAD CASE(S) F-G =-5019/0 G-H =-4111/0 Standard H-1 =-4111/0 1-1 =-2465/0 J-K = 0/0 BOTCHORD U-V = 0/1441 T-U = 0/3455 S-T = 0/3455 R-S = 0/4738 Q-R = 0/5290 P-Q = 0/5290 O-P = 0/5290 N-0 = 0/4738 d M-N = 0/3455 L-M = 0/1442 WEBS J-L =-1809/0 B-v =-1804/0 lgbal KAGagan, P.E. J-M = 0/1332 B-U = 0/1333 I-M =-1289/0 C-U =-1288/0 Florida P.E. No. 25389 I-N = 0/855 c-s = o/asa 8850 Trussway Boulevard G-N = -817/0 D-s = -817/0 Orlando, FL 32824 G-0 = 0/498 D-R = 0/498 _ F-0 =-611171 E-R =-611/71 E-Q =-187/209 F-P =-187/209 September 7,2006 A wARNING - Ver(jy design parameters and READ NOTES ON THIS AND I19CWDED MITER REFERENCE PAGE MU-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 parameniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRWYAff 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 BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job rus5 Truss Type Qty Ply LE3159-Lenn3r Orlando -COZUMEL H161722 LE3159F F10 FLOOR 1 1 Job Reference (optional) Trvssway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Thu Sep 07 11:53:12 2006 Page 1 0-1-8 H 1 1-3-0H I t-2� Scale = 1:32.9 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 FP= 3x5 = 4x6 = 3x3 A B C 10 t D E F G H I J K 1 U T S R O P O N M 3x6 = 4x6 = 3x6 FP= 3x5 = 3x3 = 1.5x3 11 1.5x3 II 3x3 = 3x5 = 4x6 = 3x6 = 2x6 SP= 19-5-4 19-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.50 P-Q >460 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.88 P-Q >263 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 95 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND F-P =-193/217 BOT CHORD 4 X 2 SYP No.2ND *Except* B2 4 X 2 SYP DSS NOTES (8-9) WEBS 4 X 2 SYP No.3 1) Unbalanced floor live loads have been considered for this design. BRACING 2) Attach ribbon block to truss with 3-10d nails applied to TOP CHORD flatface. Structural wood sheathing directly applied or 2-2-0 oc 3) This truss requires plate inspection per the Tooth purlins, except end verticals. Count Method when this truss is chosen for quality BOT CHORD assurance inspection. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4) Plates checked for a plus or minus 0 degree rotation 2-2-0 oc bracing: S-U. about its center. 5) "Fix heels only" Member end fixity model was used in REACTIONS (lb/size) the analysis and design of this truss. V = 1144/0-3-8 6) Required 2x6 strongbacks, on edge, spaced at 10-0-0 L = 1151/0-3-8 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or FORCES (lb) - Maximum Compression/Maximum Tension restrained by other means. TOP CHORD 7) CAUTION, Do not erect truss backwards. V-W = -43/0 A-W = -43/0 8) NOTE: Refer to yellow bracing and/or T-1 sheet for K-L = -46/0 A-B = -3/0 more information. B-C =-2797/0 C-D =-4664/0 9) NOTE: The seal on this drawing indicates acceptance D-E =-5694/0 E-F =-6003/0 of professional engineering responsibility solely for the F-G =-5694/0 G-H =-4665/0 truss component design shown. H-1 = 4665/0 1-1 =-2796/0 J-K = 0/0 LOAD CASE(S) BOT CHORD Standard U-V = 0/1635 T-U = 0/3920 S-T = 0/3920 R-S = 0/5376 ' J Q-R = 0/6003 P-Q = 0/6003 O-P = 0/6003 N-O = 0/5376 M-N = 0/3920 L-M = 0/1635 WEBS lgbal KAGagan, P.E. J-L =-1966/0 B-V =-1961/0 J-M = 0/1439 B-U = 0/1441 Florida P.E. No. 25389 I-M _-1394/0 C-u =-1392/0 8850 Trussway Boulevard I-N = 0/924 C-s = o/szz Orlando, FL 32824 G-N = -882/0 D-S = -883/0 ... _....... G-O = 0/535 D-R = 0/535 F-O =-666f77 E-R =-666177 E-Q =-194/217 September 7,2006 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 MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, AlcoTX rn 7 9 Y 9 Y P P 9 P Houston, 6977093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown (713) 691 6900 1 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. RUSSW 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 BC517 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofdo Dnve, Madison, WI 53719. Job ru55 fuss ype ly ly LE3159-Lennar Orando-COZUMEL H126501 LE3159F F13 B N 1 1 Job Reference (optional) Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Jul 17 15:28:18 2006 Page 1 0-1-8 H 1 1-3-0.11 1-12 Scale = 1:32.5 W/2x6 SP 3x5 FP= 1.5x3 I I 4x6 = 3x5 = 3x3 = 3x3 = 3x3 = 3x3 = 3x5 = 4x6 = _ 3x3 11 A B C D E F G H I J K 1 1 IQ U T S R Q P O N M 3x6 = 4x6 = 3x6 FP= 3x5 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x5 = 4x6 = 3x6 = 2x6 SP= 9-8-0 19-2-12 9-8-0 M-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 0.78 Vert(LL) -0.48 P-Q >475 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -0.84 P-Q >271 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.11 L n/a n/a BCDL 5.0 Code FBC2004/TPI2002 (Matrix) Weight: 95 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND F-O =-625/81 BOT CHORD 4 X 2 SYP No.2ND 'Except' B2 4 X 2 SYP DSS NOTES (8-9) WEBS 4 X 2 SYP No.3 1) Unbalanced floor live loads have been considered for this design. BRACING 2) Attach ribbon block to truss with 3-10d nails applied to TOP CHORD flatface. Structural wood sheathing directly applied or 3-11-2 oc 3) This truss requires plate inspection per the Tooth purlins, except end verticals. Count Method when this truss is chosen for quality BOT CHORD assurance inspection. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4) Plates checked for a plus or minus 0 degree rotation 2-2-0 oc bracing: S-U. about its center. 5) "Fix heels only' Member end fixity model was used in REACTIONS (lb/size) the analysis and design of this truss. V = 1132/0-3-8 6) Required 2x6 strongbacks, on edge, spaced at 10-0-0 L = 1139/0-3-8 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or FORCES (lb) - Maximum Compression/Maximum Tension restrained by other means. TOP CHORD 7) CAUTION, Do not erect truss backwards. V-W = -43/0 A-W = -43/0 8) NOTE: Refer to yellow bracing and/or T-1 sheet for K-L = -46/0 A-B = -3/0 more information. B-C =-2761/0 C-D =-4594/0 9) NOTE: The seal on this drawing indicates acceptance D-E =-5591/0 E-F =-5882/0 of professional engineering responsibility solely for the F-G =-5590/0 G-H =-4595/0 truss component design shown. H-I =-4595/0 1-1 =-2760/0 = 0/0 BO BOT CHORD LOAD CASE(S) Standard U-V = 0/1616 T-U = 0/3867 S-T = 0/3867 R-S = 0/5289 Q-R = 0/5882 P-Q = 0/5882 O-P = 0/5882 N-O = 0/5290 M-N = 0/3867 L-M = 0/1617 WEBS Igbal H./lGagan, RE. B-V =-1939/0 C-U =-1371/0 B-U = 0/1420 C-S = 0/901 Florida P.E. No. 25389 D-s = -asz/o D-R = 0/513 8850 Trussway Boulevard J-L =-1943/0 J-M = 0/1418 Orlando, FL 32824 I-M =-1373/0 I-N = 0/903 ............. .......... _................. -_.______..._... G-N = -861 /0 G-O = 0/513 E-Q =-192/213 E-R =-625/82 F-P =-192/213 July 18,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED AI TEE REFERENCE PAGE MZT-7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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, qualify 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 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss pe ty y LE3159-Lerner Orlando-COZUMELH40204 LE3159F F15 7-Uss 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:27 2006 Page 1 0-1-8 H I 1 0 nI S I = 1:18.4 1.5x3 11 3x3 = 3x3 = 1.5x3 11 3x3 = 3x3 = 1.50 A B C D E F G 0 L I L q L K J 3x3 = I3x3 = 0 3x3 = 1.50 11 3x5 = 3x5 = 10-9-0 10-9-0 Plate Offsets X Y : H:0-2-0,Ed e , M: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 0.35 Vert(LL) -0.07 I-J >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.12 I-J >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.03 H n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) inspection Weight: 54 Ib LUMBER 3)T-his russiecluiIe plate per the Tooth Count Method when this truss is chosen for quality TOP CHORD 4 X 2 SYP No.2ND assurance inspection. BOT CHORD 4 X 2 SYP No.2ND 4) Plates checked for a plus or minus 0 degree rotation WEBS 4 X 2 SYP No.3 about its center. 5) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-16d nails. purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 8) NOTE: The seal on this drawing indicates M = 623/0-3-8 acceptance of professional engineering responsibility H = 623/0-3-8 solely for the truss component design shown. FORCES (Ib) LOAD CASE(S) Maximum Compression/Maximum Tension Standard TOP CHORD M-N = -40/0 A-N = -39/0 H-0 = 40/0 G-0 = -40/0 A-B = -3/0 B-C =-1309/0 C-D =-1765/0 D-E =-1765/0 E-F =-1314/0 F-G = -3/0 BOTCHORD L-M = 0/858 K-L = 0/1765 J-K = 0/1765 1-1 = 0/1717 H-1 = 0/862 WEBS F-H =-1033/0 B-M =-1028/0 F-I = 0/560 B-L = 0/559 E-1 = -500/0 C-L = -561/0 - - E-J =-1071279 c-K = 47/111 lgbal KAGagan, P.E. D-J = -100/0 Florida P.E. No. 25389 8850 Trussway Boulevard Noyes (7-e) 1) Unbalanced floor live loads have been considered for Orlando, FL 32824 thisdesign. ........ _.._._.._._.... _....... __....................—.._....--- 2) Attach ribbon block to truss with 3-10d nails applied to flat face. March 10,2006 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 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/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Engineering Department 9411 Alcom St. Houston, TX 77093 - (713) 691 6900 8850 Trussway Blvd, TRIUMSW Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply LE3159 - Lerner Orlando - COZUMEL H40205 LE3159F F16 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FI 6,200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:27 2006 Page 1 DO NOT TURN TRUSS END FOR END H 1-3-0 0- -4 1 1-3-12 �� 01 8 S le 1:36.5 = 3x3 = 3x3 = 3x3 I I 4x6 = 3x5 = 3x5 = 1.5x3 11 1.54 11 3x3 = 3x6 FP= 3x5 = 4x6 = 1.5x3 A B C D E F G H I J K L M 1ZI X w v U T S R Q P O N 3x6 11 3x9 = 3x6 FP= 3x5 = 3x4 = 3x3 = 3x3 = 3x5 = 4x6 = 3x7 = 2x6 SP= 4x6 = 1-7-12 10-6-8 21-1-0 1-7-12 8-10-12 10-6-8 Plate Offsets X,Y : N:0-4-0,Ed e , S:0-1-8,Ed e , W:0-3-0,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 0.76 Vert(LL) -0.43 Q-R >535 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.76 Q-R >306 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) -0.10 W n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 107 lb LUMBER WEBS TOP CHORD 4 X 2 SYP No.2ND A-W = -121/0 C-W =-1805/0 BOT CHORD 4 X 2 SYP No.2ND *Except* C-V = 0/1360 D-V =-1311/0 B2 4 X 2 SYP DSS D-T = 0/840 E-T = -851/0 WEBS 4 X 2 SYP No.3 E-S = 0/862 F-S = -340/0 L-N =-1814/0 L-O = 0/1343 BRACING K-O =-1296/0 K-P = 0/855 TOP CHORD J-P = -833/0 J-Q = 0/405 Structural wood sheathing directly applied or 4-2-2 oc H-Q = -380/0 G-R =-153/114 purlins, except end verticals. H-R =-440/341 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES (9-10) Except: 1) Unbalanced floor live loads have been considered for 6-0-0 oc bracing: W-X. this design. 2) Attach ribbon block to truss with 3-10d nails applied REACTIONS (lb/size) to flat face. N = 1146/0-3-8 3) This truss requires plate inspection per the Tooth W = 1341/0-3-8 Count Method when this truss is chosen for quality Max Grav assurance inspection. N = 1150(load case 3) 4) Plates checked for a plus or minus 0 degree rotation W = 1341(load case 1) about its center. 5) Bearing atjoint(s) N considers parallel to grain value FORCES (lb) using ANSI/TPI 1 angle to grain formula. Building Maximum Compression/Maximum Tension designer should verify capacity of bearing surface. TOP CHORD 6) "Fix heels only" Member end fixity model was used in X-Y = 0/4 A-Y = 0/4 the analysis and design of this truss. N-Z = -42/0 M-Z = -42/0 7) Recommend 2x6 strongbacks, on edge, spaced at /f A-B = 0/99 B-C = 0/98 10-0-0 oc and fastened to each truss with 3-16d nails. �GV C-D =-2460/0 D-E =-4102/0 Strongbacks to be attached to walls at their outer ends E-F =-5221/0 F-G =-5221/0 or restrained by other means. G-H =-5221/0 H-1 =-5085/0 8) CAUTION, Do not erect truss backwards. I-J =-5085/0 J-K =-4133/0 9) NOTE: Refer to yellow bracing and/or T-1 sheet for K-L =-2480/0 L-M = -2/0 more information. lgbal KAGagan, P.E. BOT CHORD 10) NOTE: The seal on this drawing indicates Florida {? E. 10. 25389 W-X = -0/0 V-W = 0/1422 acceptance of professional engineering $$$Q Trii5SWajl BOUIarVafd U-V = 0/3461 T-U = 0/3461 responsibility solely for the truss component design Orlando, FL 32824 S-T = 0/4750 R-S = 0/5221 shown. Q-R = 0/5326 P-Q = 0/4773___._.---------_.--._-- O-P = 0/3476 N-O = 0/1448 LOAD CASE(S) WEBS Standard March 10,2006 B-W = -167/0 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, AlcoTX rn 7 9 Y 9 Y P P n P. Houston, 6977093 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. TRILISSW 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 BCSN 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 LE3159 - Lennar Orlando - COZUMEL H126502 LE3159F F17 B N 1 1 Job Reference (optional) Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Jul 17 15:28:19 2006 Page 1 0-1-8 H 1i 3-0 0H•' 3- 'SCale 1:33.5 = 3x6 FP = 2x3 11 1.5x3 11 4x6 = 3x5 = 3x3 = 3x3 = 1.5x3 11 3x3 = 3x3 = 4x5 = 2x6 11 6x6 = A B C D E F G H I J K L MTI TO 1 82 W I io 1N 1 W V U T S R Q P O N 3x5 = 4x6 = 3x6 FP = 3x5 = 3x3 = 1.5x3 11 3x3 = 34 = 4x5 = 4x10 = 1.54 11 2x6 SP= 9-8-0 19-2-0 18-5r8 r 9-8-0 9-6-0 0-3-8 Plate Offsets X,Y : M:0-1-8,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.39 S >581 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.68 S >333 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.01 M n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 100 lb LUMBER WEBS TOP CHORD 4 X 2 SYP DSS *Except* D-T = 0/481 J-O =-1398/0 T1 4 X 2 SYP No.2ND J-P = 0/1075 H-P =-1033/0 BOT CHORD 4 X 2 SYP No.1 *Except* H-Q = 0/571 G-Q = -542/0 B1 4 X 2 SYP No.2ND E-S =-174/143 E-T =-546/79 WEBS 4 X 2 SYP No.3 *Except* F-R =-161/26 G-R =-184/521 W4 4 X 2 SYP No.1 L-O = -140/0 M-O = 0/1775 BRACING NOTES (9-10) TOP CHORD 1) Unbalanced floor live loads have been considered for Structural wood sheathing directly applied or 4-9-6 oc this design. purlins, except end verticals. 2) Attach ribbon block to truss with 3-10d nails applied to BOT CHORD flat face. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3) This truss requires plate inspection per the Tooth 2-2-0 oc bracing: S-T,R-S. Count Method when this truss is chosen for quality assurance inspection. REACTIONS (lb/size) 4) Plates checked for a plus or minus 0 degree rotation X = 1132/0-3-8 about its center. M = 1139/0-3-0 5) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. FORCES (lb) - 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 = -42/0 A-Y = -42/0 Strongbacks to be attached to walls at their outer ends or M-N = 0/7 A-B = -2/0 restrained by other means. B-C =-2434/0 C-D =-4049/0 7) Gap between inside of top chord bearing and first D-E =-4930/0 E-F =-5168/0 diagonal or vertical web shall not exceed 0.500in. F-G =-5168/0 G-H =-4599/0 8) CAUTION, Do not erect truss backwards. H-1 =-3367/0 1-1 =-3367/0 9) NOTE: Refer to yellow bracing and/or T-1 sheet for J-K =-1446/0 K-L =-1429/0 more information. L-M =-1446/0 10) NOTE: The seal on this drawing indicates BOT CHORD acceptance of professional engineering responsibility W-X = 0/1424 V-W = 0/3408 solely for the truss component design shown. —•• U-V = 0/3408 T-U = 0/4663 lgbal KAGagan, PE. S-T = 0/5168 R-S = 0/5168 LOAD CASE(S) Florida, NO. 25389 Q-R = 0/5015 P-Q = 0/4160 Standard 8850 Trussway Boulevard O-P = 0/2541 N-O = 0/0 Orlando, FL 32824 WEBS B-X =-1784/0 B-W = 0/1314 C-W =-1268/0 C-U = 0/834 D-U = -800/0 July 18,2006 WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED IBTTEE REFERENCE PAGE av--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 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. H40207 2 LE3159F FR01 301 1 ,lob Reference (notional) 2-5-7 4-9-1 7-0-12 9-10-12 12-8-12 15-0-7 17-4-1 19-9-8 2-5-7 2-3-11 2-3-11 2-10-0 2-10-0 2-3-11 2-3-11 2-5-7 Scale = 1:34.6 6x7 = 7x10 II 6x7 = 5x12 M1120H= 4x4 = 4x4 = 6x7 = 6x7 = 3x9 II A U B V C D W X E Y F G Z H 15x8 = J 3x9 II 6x7 = 6x7 = 6x7 = 4x4 = 4x4 = 5x12 M1120H= 6x7 = 7x10 II 6x7 = 2-5-7 4-9-1 7-0-12 9-10-12 12-8-12 15-0-7 17-0-1 19-9-8 2-5-7 2-3-11 2-3-11 2-10-0 2-10-0 2-3-11 2-3-11 2-5-7 LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.26 P >916 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) 0.52 P >452 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0,12 K n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 300 lb LUMBER TOP CHORD 2 X 6 SYP SS BOTCHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 `Except` W1 2 X 6 SYP No.2 W3 2 X 4 SYP No.2ND W3 2 X 4 SYP No.2ND W1 2 X 6 SYP No.2 W3 2 X 4 SYP No.2ND W3 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-6-8 oc bracing. REACTIONS (lb/size) T = 5976/0-7-8 K = 8160/0-7-8 Max Uplift T =-2308(load case 3) K =-3260(load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-T =-5973/2317 A-U =-6583/2569 13-1-1 =-6583/2569 B-V =-12322/4867 C-V =-12322/4867 C-D =-12322/4867 D-W =-17537RO02 W-X =-17537/7002 E-X =-17537/7002 E-Y =-19264/7695 F-Y =-1926417695 F-G =-17655/7053 G-Z =-13833/5527 H-Z =-13833/5527 H-1 =-8335/3330 I-J = 0/0 J-K =-726/299 BOTCHORD S-T = -0/0 R-S =-2569/6583 Q-R =-4867/12322 BOTCHORD P-Q = -7002/17537 O-P =-7695/1926 N-O = -7053/17655 M-N = 45527/1383 L-M = -5527/13833 K-L = 23330/8335 WEBS B-S = -5684/2240 E-Q =-4696/1949 F-P = -1243/525 G-O =-457/1202 H-N = -1298/3298 A-S =-3431/8793 B-R = -3070/7666 E-P =-855/2128 F-O = -1983/792 G-N =-5104/2039 I-K = -11133/4448 D-R =-5070/2046 D-Q = -2851/6967 I-L =-1962/4971 H-L = -7344/2934 NOTES (12-13) 1) 2-ply truss to be connected together with 0.1 31"xY Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6- 2 rows at 0-4-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows 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) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; 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. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. bearing plate capable of withstanding 2308 lb uplift at joint T and 3260 lb uplift at joint K. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 58 lb up at 1-0-12, 189 lb down and 82 lb up at 3-0-12, and 262 lb down and 114 lb up at 5-0-12, and 2963 lb down and 1292 lb up at 7-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: K-T=-10, A-Y=-100(F=-70), J-Y=-829(F=-799) Concentrated Loads (lb) Vert: E=-2963(F) U=-133(F) V=-189(F) W=-262(F) lgbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard March 10,2006 Orlando, FL 32824 WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE AM-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 responsibillity of the 8850 Trussway Blvd. TRLSSW 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/TP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Job Truss 7-rus's pe LE3159F FR02 Trussway, Orlando, FI 1 1-7-2 i 1-7-2 A 6x6 = 8 3x6 = C2x3 II typly LE3159 - Lerner Orlando - COZUMEL H40208 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:28 2006 Page 1 6-5-14 B-1-0 r 4-10-11 1-7-2 Scale = 1:13.6 D 3x6 = 3x5 = E 4x6 = F 3x5 = 6x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud TOLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.08 I-J >999 360 TCDL 15.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.13 I-J >705 240 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.03 G n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 `Except* W5 2 X 4 SYP No.2ND W3 2 X 4 SYP No.1, W3 2 X 4 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) L = 2351/0-3-8 G = 2351/0-3-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-L =-2114/0 A-B =-4189/0 B-C =-6570/0 C-D =-6570/0 D-E =-4203/0 E-F = -651/0 F-G = -587/0 BOTCHORD K-L = 0/685 J-K = 0/4189 I-J = 0/6570 H-1 = 0/6570 G-H = 0/4203 WEBS A-K = 0/3815 B-J = 0/2550 E-G =-3868/0 B-K =-1689/0 E-H = 0/732 D-H =-2534/0 C-J = -933/0 D-I = -30/48 1) 2-ply truss to be connected together with 0.131 "xY Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-4-0 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. 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 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) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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) 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 Floor: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (plD Vert: G-L=-10, A-F=-593(F=-483) PLATES GRIP MT20 244/190 Weight: 69 lb Iqbal H.AGagan, P.E. Florida P.E. Ni 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - VerVy 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, Alcorn 7 9 Y 9 Y P P 9 P Houston, 6977093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRLMSW 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 Type QtY Ply LE3159 - Lerner Orlando - COZUMEL H40209 LE3159F FR03 FLOOR 1 2 Job Reference (optional) Tmssway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:28 2006 Page 1 2-3-4 4-4-12 6-8-0 2-34 2-1-8 2-3-4 Scale = 1:11.4 A 5x8 = B 3x5 = C 5x7 = I D 2x3 11 T1 W1 W 1 W W1 W W1 B1 G F 5x7 = 3x5 = 2x3 11 5x8 = 2-3-4 44-12 6-8-0 2-3-4 2-1-8 2-3-4 Plate Offsets X,Y : A:0-3-4,0-2-11 , E:0-3-4,0-2-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.08 F-G >936 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -0.12 F-G >624 240 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.02 E n/a n/a BCDL 5.0 Code FBC2001/ANS195 (Matrix) loads Weight: 60lb LUMBER 2) All are com dered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD TOP CHORD 2 X 4 SYP No.2ND CASE(S) section. Ply to ply connections have been BOT CHORD 2 X 4 SYP No.2ND provided to distribute only loads noted as (F) or (B), WEBS 2 X 4 SYP No.3 `Except` unless otherwise indicated. W2 2 X 4 SYP No.2ND 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. BRACING 4) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 10-0-0 oc and fastened to each truss with 3-16d nails. Sheathed or 4-8-2 oc purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 460 REACTIONS (lb/size) Ib down at 6-2-4 on top chord. The design/selection of H = 2239/0-3-8 such connection device(s) is the responsibility of others. E = 2651/0-3-8 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (Ib) 7) NOTE: The seal on this drawing indicates Maximum Compression/Maximum Tension acceptance of professional engineering responsibility TOP CHORD solely for the truss component design shown. A-H =-2134/0 A-B =-4927/0 B-C =-5047/0 C-1 = 010 LOAD CASE(S) D-1 = 0/0 D-E =-1054/0 Standard BOT CHORD Floor: Lumber Increase=1.00, Plate Increase=1.00 G-H = 0/0 F-G = 0/4927 1) Uniform Loads (plf) E-F = 0/5047 Vert: A-D=-685(F=-575), E-H=-10 WEBS Concentrated Loads (Ib) A-G = 0/5136 C-E =-5261/0 Vert: 1=-460(F) B-G =-1515/0 C-F = -124/0 B-F = 0/125 NOTES (6-7) 1) 2-ply truss to be connected together with 0.131 "x3" Nails as follows: Igbal KAGagan, P.E. Top chords connected as follows: 2 X 4 - 2 rows at 0-7-0 Florida RE. NO. 25389 oc.885OTrussway Boulevard Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 Orlando, FL 32824 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. March 10,2006 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MPTEE 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 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. TRILISSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Odando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Dnve, Madison, WI 53719. Job Truss Truss Type oty Ply LE3159 - Lennar Orlando - COZUMEL H40210 LE3159F FR04 FLOOR 1 2 Job Reference (optional) Tmssway, Orlando, FI 6,200 s Jul 13 2005 MiTek Industries, Inc. Fn Mar 10 07:19:28 2006 Page 1 2-4-2 4-10-0 7-3-14 i 9-8-0 2-4-2 2-5-14 2-5-14 24-2 Scale = 1:16.7 2x3 11 A 4x9 = B US = C US = D 4x6 — E T1 W1 W1 1 W1 1 I H G 4x9 = 3x6 = 3x6 = 2x4 11 4x6 = 24-2 4-10-0 7-3-14 9-8-0 1 2-4-2 1 2-5-14 2-5-14 24-2 Plate Offsets X,Y : 1:0-3-8,0-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.14 H >801 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.21 H >534 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.02 F n/a n/a BCDL 5.0 Code FBC2001/ANSI95 (Matrix) loads Weight: 105lb LUMBER 2) All aie cons-ir��lied to all plies, except if noted as front (F) or back (B) face in the LOAD TOP CHORD 2 X 4 SYP No.2ND CASE(S) section. Ply to ply connections have been BOT CHORD 2 X 6 SYP DSS provided to distribute only loads noted as (F) or (B), WEBS 2 X 4 SYP No.3 *Except* unless otherwise indicated. W2 2 X 4 SYP No.2ND 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. BRACING 4) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 10-0-0 oc and fastened to each truss with 3-16d nails. Sheathed or 3-8-1 oc purlins, except end verticals. Strongbacks to be attached to walls at their outer ends BOT CHORD or restrained by other means. Rigid ceiling directly applied or 10-0-0 oc bracing. 5) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 6) NOTE: The seal on this drawing indicates J = 3258/0-4-0 acceptance of professional engineering responsibility F = 3258/0-6-0 solely for the truss component design shown. FORCES (lb) LOAD CASE(S) Maximum Compression/Maximum Tension Standard TOP CHORD Floor: Lumber Increase=1.00, Plate Increase=1.00 A-J =-2440/0 A-B =-6347/0 1) Uniform Loads (plf) B-C =-8674/0 C-D =-6320/0 Vert: A-E=-110, F-J=-585(F=-575) D-E = 0/0 E-F = -153/0 BOTCHORD I-J = -0/0 H-1 = 0/6347 G-H = 0/8674 F-G = 0/6320 WEBS A-1 = 0/6746 B-1 = -986/0 B-H = 0/2443 C-H = 0/517 C-G =-2471/0 D-G = 0/2030 D-F =-6717/0 NOTES (5-6) 1) 2-ply truss to be connected together with 0.131"x3" Igbal KAGagan, P.E. Nails as follows: Florida RE. No. 25389 Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 $$50 TfU55Way Boulevard oc. Bottom chords connected as follows: 2 X 6 - 2 rows at Orlando, FL 32824 0-7-0 oc. __.._._.._._....___—._.........._._.._... _.-.._.___.... Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. March 10,2006 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MZI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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'Onofno Drive, Madison, WI 53719. Engineering Department 9411 Alcorn St. 141111111 Houston, TX 77093 - - - - (713) 691 6900 TRUSSW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss T runs Type city Ply LE3159 - Lennar Ortando- COZUMEL H40211i LE3159F FR05 FLAT TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industdes, Inc. Fri Mar 10 07:19:28 2006 Page 1 10-0-0 10-0-0 Scale = 1:17.3 2x3 11 2x3 11 2x3 11 2x3 11 3x4 = 2x3 11 2x3 11 2x3 II A B C D E F G H 12x3 II T1 1 1 Li B1 LJ Li OEM= MENESSEEM 2x3 11 2x3 11 2x3 11 3x4 = 2x3 11 2x3 11 2x3 11 2x3 II 2x3 11 10-0-0 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 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 J n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 39 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.3 E-O = 0/0 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 NOTES (7-8) OTHERS 2 X 4 SYP No.3 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality BRACING assurance inspection. TOP CHORD 2) Gable requires continuous bottom chord bearing. Structural wood sheathing directly applied or 10-0-0 oc 3) Truss to be fully sheathed from one face or securely purlins, except end verticals. braced against lateral movement (i.e. diagonal web). BOT CHORD 4) Gable studs spaced at 1-4-0 oc. Rigid ceiling directly applied or 10-0-0 oc bracing. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. REACTIONS (lb/size) 6) Recommend 2x6 strongbacks, on edge, spaced at R = 55/10-0-0 10-0-0 oc and fastened to each truss with 3-16d nails. J = 9/10-0-0 Strongbacks to be attached to walls at their outer ends Q = 168/10-0-0 or restrained by other means. P = 159/10-0-0 7) NOTE: Refer to yellow bracing and/or T-1 sheet for O = 160/10-0-0 more information. N = 160/10-0-0 8) NOTE: The seal on this drawing indicates M = 158/10-0-0 acceptance of professional engineering responsibility L = 167/10-0-0 solely for the truss component design shown. K = 128/10-0-0 LOAD CASE(S) FORCES (lb) Standard Maximum Compression/Maximum Tension TOP CHORD A-R = -51/0 A-B = 0/0 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 BOT CHORD Q-R = o/o P-Q = o/o _ lgbal KA,Gagan, P.E. O-P = 0/0 N-O = -0/0 Florida P.E. No. 25389 M-N = 0/0 L-M = o/o K-L = 0/0 J-K = 0/0 8850 Trussway Boulevard WEBS Orlando, FL 32824 B-Q = -154/0 C-P = -146/0 D-O = -147/0 E-N = -147/0 F-M = -145/0 G-L = -153/0 H-K = -117/0 March 10,2006 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6HTER REFERENCE PAGE 111177473 BEFORE USE. Engineering Department Design valid for use on with MiTek connectors. This design is based on upon parameters shown, and is for an individual building component. 9411 Alcorn 7 9 N 9 N P P n 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 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 Truss Truss Type aty Ply LE3159 - Leonar Orlando - COZUMEL H40212 LE3159F FR06 301 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:29 2006 Page 1 Ai 2x3 II B 2x3 II 4-8-8 C 2x3 II D 2x3 II E 2x3 II 4-8-8 Scale: 1.5"=1' T1 W1 ST1 ST1 ST1 W1 Bi 2x3 II 2x3 II 4-8-8 2x3 II 2x3 II 2x3 II 4-8-8 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 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 F n/a n/a BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight: 18lb LUMBER more information. TOP CHORD 2 X 4 SYP No.3 5) NOTE: The seal on this drawing indicates BOTCHORD 2 X 4 SYP No.3 acceptance of professional engineering responsibility WEBS 2 X 4 SYP No.3 solely for the truss component design shown. OTHERS 2 X 4 SYP No.3 LOAD CASE(S) BRACING Standard TOPCHORD Sheathed or 4-8-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) J = 62/4-8-8 F = 25/4-8-8 1 = 159/4-8-8 H = 168/4-8-8 G = 117/4-8-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-J = -57/0 A-B = -7/0 B-C = -7/0 C-D = -7/0 D-E = -7/0 E-F = -19/0 BOTCHORD I-J = Of7 H-1 = 0/7 G-H = Of7 F-G = 017 WEBS B-I = -1/0 C-H = -154/0 D-G = -11111/0 NOTES (4-5) 1) Gable requires continuous bottom chord bearing. Igbal H.AGagan, RE. 2) "Fix heels only" Member end fixity model was used in Florida RE. NO.25389 the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 8850 Trussway Boulevard 10-0-0 oc and fastened to each truss with 3-16d nails. Orlando, FL 32824 Strongbacks to be attached to walls at their outer ends or ..__ ...... ... __._..._.___.... __............. __--__ restrained by other means. March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED DHTEE REFERENCE PAGE 11W7 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MaTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 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/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 city Ply LE3159-Lennar Orlando - COZUMEL H40273 LE3159F FR07 301 1 t Job Reference (optional) Trussway, Orlando, FI 6,200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:19:29 2006 Page 1 8-8-8 r 8-8-8 � Scale = 1:15.0 2x3 11 2x3 11 2x3 11 2x3 11 A2x3 II B2x3 II C D E2x3 II F2x3 11 G H T1 B1 =MEN 2x3 11 2x3 11 2x3 I I 2x3 11 2x3 11 2x3 11 2x3 11 2x3 11 8-8-8 r— 8-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell 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 1 n/a n/a BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight, 33 lb LUMBER 2) Tr uss to be ful" ireathed from one face of securely braced against lateral movement (i.e. diagonal web). TOP CHORD 2 X 4 SYP No.3 3) Gable studs spaced at 1-4-0 oc. BOT CHORD 2 X 4 SYP No.3 4) "Fix heels only" Member end fixity model was used in WEBS 2 X 4 SYP No.3 the analysis and design of this truss. OTHERS 2 X 4 SYP No.3 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. BRACING Strongbacks to be attached to walls at their outer ends TOP CHORD or restrained by other means. Sheathed or 6-0-0 oc purlins, except end verticals. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for BOT CHORD more information. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility REACTIONS (lb/size) solely for the truss component design shown. P = 61/8-8-8 1 = 23/8-8-8 LOAD CASE(S) 0 = 161/8-8-8 Standard N = 160/8-8-8 M = 160/8-8-8 L = 158/8-8-8 K = 167/8-8-8 J = 119/8-8-8 FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-P = -56/0 A-B = -6/0 B-C = -6/0 C-D = -6/0 D-E = -6/0 E-F = -6/0 F-G = -G-H = -610 H-I = -18/18/0 ,/ BOTCHORD V O-P = 016 N-0 = 0/6 M-N = 0/6 L-M = 0/6 K-L = 0/6 J-K = 0/6 Mlgbal H.AGagan, P.E. I-J = 0/6 Florida P.No. 25389 wEes B-o = -147/0 c-N = -147/0 8850TrusswayBoulevard D-M = -147/0 E-L = -145/0 Orlando, FL 32824 F-K = -153/0 G-J = -112/0 NOTES (6-7) 1) Gable requires continuous bottom chord bearing. March 10,2006 WARNING - verVy design parameters and READ NOTES ON THIS AND INCLUDED MTTEE REFERENCE PAGE M97473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, AlcoTX rn 7 9 Y 9 Y P P 9 P Houston, 6977093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION *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. 0J/1G *For 4 x 2 orientation, locate plates 0-'a6' 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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS 3 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, 951 1, 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. p 4. Cut members to bear tightly against each other. x a5. Place plates on each face of truss at each O joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPII. 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® 2. 24' OC 5P 4F 10 0! J01 J02 J03 J03 J02 J01 7' FLOOR HANGER SCHEDULE MARK DESCRIP77ON SIMPSON USP fHl LUS410 ✓US410 FH2 HU46 HD46 fH3 HHUS48 7HD48 fH4 HGUS410 THDH410 fH5 TH4222-2 MSH222-2 fH6 7HA422 MSH422 F7L7 TH4422-2 MSH422-2 fH8 MSH179 fH9 I THA/222 MSH222 fH10 I THA413 MSH413 ALL MARKS MAY NOT BE USED. ROOF HANGER SCHEDULE MARK DESCRIP770N SIMPSON USP RHl LUS24 ✓US24 RH2 LUS26 JUS26 RH3 HUS26 THD26 RH4 7H429 MSH29 RH5 7HA222-2 MSH222-2 RH6 SUL26 SKH26L RH7 SUR26 SKH26R RH8 HUS210 7H0210 RH9 I HGUS26-2 7HDH26-2 RH1 HJC26 ALL MARKS MAY NOT BE USED. 7' o, �� JO1 J02 J03 J03 J02 JO1 y� o, TRUSSWAY, LTD: 8860"ltiwuiay Btod 0kwuto. FL 32aY4 (407) 867-2777 (407) 857-7866 PAZ (3) - (0.148 x 3 114' P-nail TOE -AWLS O h3P & BOTIDM CHORD CONN (MLS THROUGH BACK RDE OF GIRDER /NfO END a� MONO TRUSS $OWN 0- MONO TRUSS ARE AiOT ALLOWED) I REFER TO SHT."T-1" eoTro�ocHa v�A4iEa^Pifa�"v�l d FOR IMPORTANT ✓ACK AN° (12) NAlcs Atavc vDPnGAc END wE8 OF ?IR' C/ lMO THE HIP GIRDER 77i//SS INFORMATION! \41MCK(/)(0.148"xJ DATE : 1107103 1/4' P-nafl TOE -AWLS O 1TSa & 80770M CHORD CONNSC770N. DRAWN BY: ES CHECK BY: ✓T- JOB NO. : LE3159 REVISIONS GIRDER 1 06 06 ES WRIES 7 17 06 ES TYPICAL HIP SET NAILING OPEN FACE SHEET T — I OBBO=DROP BEAM BY OTHERS l fBHBO=f7 USH BE4M & HANGER BY OTHERS FSBO=FLUSH BEAM BY OTHERS /.