The URL can be used to link to this page

Home My WebLink About508 Bella Rosa Cir 07-228 New construction SFH4 t y PERMIT ADDRESSRJ Aft CtMLfSUBDIVISION CONTRACTOR PERMIT # ®Z DATE i cp ADDRESS Am PERMIT DESCRIPTION PERMIT VALUATION ®. ® PHONE NUMBER SQUARE FOOTAGE i PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR O MISCELLANEOUS CONTRACTOR C7 PERMIT NUMBER FEE - MISCELLANEOUS CONTRACTOR 4 a PERMIT NUMBER FEE t ±k CITY OF SANFORD PERMIT APPLICATION Permit # :y7 S Job Address:%z Date: 0Q-4 7 Description of Work: Total Square Footage Historic District: Zoning: Value of Work: $ / &r)• a) Permit Type: Building Electrical %Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service # of SIPS 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 Name & t~ + 1 pi.c F ^ I kq I I L.C4,rl(t. �Lk `+` ✓% ILA / ( i (J Phone: Contractor Name &Address: _ t'/ ! Gam/ / S State License Number: Phone & Fax: tJ�`( f�� J� %1jContact Person:—i J( Phone: Bonding Comnanv: Address Mortvaue Lender - Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicabic 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 s s water mange t-distrtricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Owner/Agent is _ Personally Known to Me or Produced ID Date FS Sien�d=�—of C Date DEBBIE LYNN DILLARD MY COMMISSION # DD519638 4 1; EXPIRES: Feb.16,2010 Contractor/Agent is Pe14�fWk{�pown OQ A9stcmaary Service.com Produced ID _- APPROVALS: ZONING: UTIL: FD: ENG: BLDG: Special Conditions: I Rev 03/2006 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106--75163 DATE: BUILDING PERMIT MB R:�; " {CIT )• COUNTY NUMBER: UNIT ADDRESS: C , TRAFFIC ZONE: JURIS ICTION : 06 CITY OF SANFORD SEC: TWP: RNG: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: J,L...-_..,. PLAT BOOK PAGE : 3L BLOCK: _�� LOT S OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: LAND USE CATEGORY: 001 - Single TYPE USE: Residential WORK DESCRIPTION: Single Family Family Detached House House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC, UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 5 705.00 ROADS -COLLECTORS NORTH 0 dwl unit * 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit t S4.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl 'unit $1,384.00 1 $ 1,384.00 AMOUNT DUE * 2, 143. 00 STATEMENT r �`t � ;�' RECEIVED BY:k...cr�-ei-SIGNATURE: (PLEASE PRINT NA-kE-0- DATE NF1TE 'T0 RtC"EIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: I. -COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665--7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING 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"******************* o Certificate of Occupancy This is to certify that the building located at 508 Bella Rosa Cir for which permit number 07-228 has heretofore been issued on October 26, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Building: R Addison Engineering & Planning: M Replogle Public Works: M Watson Utilities: R Blake Fire Department: Lennar Homes Property Owner Date 02/27/07 02/27/07 02/27/07 02/28/07 Conditions (if blank, no conditions apply) YVA . 4d,.� _ 03/01/07 Building Official P Date BP210U01 CITY OF SANFORD Application Miscellaneous Information Maintenance 2/28/07 16:58:42 Application number . . . . . 07 00000228.. r Parcel Number . . . . . . . 29.19.31.5f2-0000-0650 Address . . . . . . . . . . 508 BELLA ROSA Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 11/07/06 Y 1 story/2 bath _ HISB 11/07/06 Y noc on file exp 11/22/07 HISB 2/26/07 Y final f/s on file _ HISB 2/27/07 Y cc sign off: _ HISB 2/27/07 Y P&Z: MR 02.27.07 HISB 2/27/07 Y PW: MW 02.27.07 HISB 2/27/07 Y Util: RB 02.28.07 F3=Exit F6=Add F12=Cancel 3 �i VD '/\ Io v� Bottom 0.. CERTIFICATION OF ELEVATION FEBRUARY 21, 2007 ADDRESS OF JOB: 508 BELLA ROSA CIRCLE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 65, 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 65 MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD BUILDING CODE, CHAPTER 18, SECTION 18-4 (a). JAMES W. SCOTT R.L.S.44801 STATE OF FLORIDA U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. OMB No. 1660-0008 Expires February 28. 2009 SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name LENNAR HOMES, INC. Policy Number 1 A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number 508 BELLA ROSA CIRCLE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 65, 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' 07.3" Long. W 81 ° 14' 18.7" 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 414 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 State -7 UNINCORPORATED AREAS 120289 SEMINOLE 763. FLORIDA B4. Map/Panel Number B5. Suffix 66. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO065 E 04/17/95 04/17/95 "X" N/A B10. Indicate the source of the. Base Flood Elevation (BFE) data or base flood depth entered in Item 69. ❑ FIS Profile ❑ FIRM ® Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction' ® Finished Construction `A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized BASED ON ENGINEER PLANS Vertical Datum NGVD 1929 Conversion/Comments N/A a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 17.9 ® feet ❑ meters (Puerto Rico only) .N/A ❑ feet ❑ meters (Puerto Rico only) N/A ❑ feet ❑ meters (Puerto Rico only) 16.4 ® feet ❑ meters (Puerto Rico only) 16.1 ® feet ❑ meters (Puerto Rico only) 16.1 ® feet ❑ meters (Puerto Rico only) 16.5 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name JAMES W. SCOTT License Number 4801 Title LAND SURVEYOR Company Name GRUSENMEYER-SCOTT & ASSOCIATES, INC. Address 5400 E. COLONIAL DRIVE Signat State FL ZIP Code 32807 Ielepnone 407-277-3232 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 508 BELLA ROSA CIRCLE City SANFORD State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C3 e) LOWEST ELEVATION OF MACHINERY AND/OR EQUIPMENT SERVICING THE BULDING IS TOP OF A/C PAD THE LOT IS IN ZONE "X" H- - \ a_ - Z /zZ/° Signatur / `-� Date ❑ 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. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions DESCRIPTION AS FURNISHED: Lot 65, CELERY ESTATES NORTH, as recorded in Plat Book 71, Pages 3B through 45, of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Lennor Homes, Inc. (PC) LOT 95 REC. 518" I.R. #7142 N�°,h9ti I I I LOT 64 42.50' 2 U) w w LOT 94 N 89050' 10" E 60.00' 20.13' LOT 65 15.3" 24. o Cm o 0 CONc. 15.3, ONE STORY C/B RESIDENCE F.F. = 17.03' #508 COV'D CONC. 20.0' I CQNC. WALK (\I) 25.20' iWALK 1.9 I ON 10UTILITY EASEMENT Lo LOT 93 REC. 518 " I.R. #7142 o- I 20.13' CONC. DRIVE 111 25.20'I WALK, 1J'i ON SET N&D 5' CONC. WALK (B.B.) N 89050' 10" E SET N&D 60.00' #4596 #4596 BELLA ROSA CIRCLE IPPoe (50' R/W) TRACT 'E(PRIVATE INGRESS & EGRESS) G� b�O QO 0 �� PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS '-- = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A" PROPOSED F.F. PER PLANS = 16.58' SQUARE FOOTAGE CALCULATIONS I� SOD (SOD TO CURB): 3,851t SQUARE FEET IILLL_ DRIVE & LEAD WALKWAY: 457t SQUARE FEET SIDEWALK/APPROACH: 414t SQUARE FEET TOTAL LOT SQUARE FOOTAGE: 6,600f SQUARE FEET LOT 66 UI ING SETBACKS: FRONT= 25' REAR= 20' SIDE= 7.5' STREET SIDE= 15' CR U.S~E'2VW EETR - SCO TT & A S',SO C. , INC. - LAND ,SPUR vE YORS LEGEND - LEGEND - P F PLAT PA.L. = POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 IP. = FIELD = IRON PIPE TYP, = TYPICAL PR.. = POINT OF REVERSE CURVATURE NOTES: - LR, E.M.THE IRON RED P.L.CC. = POINT Of COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS 774E MINIMUM TECHNICAL STANDARDS SET FORTH BY = CONCRETE MONUMENT RAD. = RADIAL FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61017-6 FLORIDA ADMINISTRATIVE CODE PURSUANT SET REC, P.O,B. I.P., = v2' I.R. w/#LB 4596 RECOVERED POINT OF BEGINNING NR, NON -RADIAL W.P. WITNESS POINT CALC. = CALCULATED SECTION 472-027 FLORIDA STATUTES. 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND 1S PRESENTED FOR INFORMATIONAL PURPOSES ONLY. P.O.L. = POINT OF COMMENCEMENT PR,M. = PERMANENT REFERENCE MONUMENT 3. THIS SURVEY WAS PREPARED FROM RILE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS Q Nb.D = CENTERLINE FF. = FINISHED FLOOR ELEVATION OR EASEMENTS THAT AFFECT THIS PROPERTY. R/W = NAIL 8 DISK = RIGHT-OF-WAY BSI = BUILDING SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. ESMT. EASEMENT B.M. = BENCHMARK B.B, BASE BEARING 5, THIS SURVEY 15 PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT 8E RELIED UPON BY ANY OTHER ENTITY. ➢RAIN. = DRAINAGE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. uTTL. = U'14TILITY LINK FENCE LINK£ 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) WD.FC. = WOOD WD.FC= WOOD 8. ELEVATIONS.. IF SHOWN, ARE BASED ON NATIONAL GEODETIC VER77CAL DATUM OF 1929, UNLESS OTHERWISE NOTED. C/B = CONCRETE BLOCK - 9. CERTIFICATE OF AUTHORIZA77ON No. 4596, P.C. POINT OF CURVATURE SCALE 1" = 20' .DRAWN BY, P.T. DESC. = POINT OF TANGENCY - DESCRIPTION -T) CER777ED BY. DATE ORDER No. R L = RADIUS = ARC LENGTH PLOT PLAN 6-16-06 12051-06 D = DELTA REVISED PLOT PLAN 07-25-06 4432-06 C.B. • CHORDBEARING FORMBOARD FOUNDATION/ELEVS. 01-05-07 12793-06 NORTH CONC. FOUNDA770N/ELEVS. 01-10-07 666-07 F7NAL/ELEVS. 02-20-07 - 461-07 THIS BUILDING/PROPERTY DOES. NOT UE WITHIN n THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" M GRUSENM ._R, R.L.S. # 4714 ZONE "X'" PANEL #120289 0065 E. (04-17-95) J W. SCO1T, R.L.S # 4801 VERNON H. BERRY JR., R.L.S. # 6262 CITY OF SANFORD PERMIT APPLICATION 'ermit # : ��ZB Date: / /// ob Address: TZ8 298M CCAALIL, n- lescription of Work:. Cj — U Total Square Footage 3N)o [istoric District: Zoni g: Value of Work: S J) 'ermit Type: Building Electrical __v Mechanical Plumbing Fire Sprinkler/Alarm Pool :Iectrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole 4echanical: Residential V/ Non -Residential Replacement New (Duct Layout & Energy Cale. Required) 'lumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines 'lumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial )ccupancy Type: Residential L/ Commercial Industrial .onstruction Type: # of Stories: �-- # of Dwelling Units: Flood Zone: (FEMA form required ) Iwners t I-Y I ► Name & Address: ,��^^ 4� —ez kA0�( y1d t � �O �S I /� Phone: 'ontractor Name & Address: ( IA) Sb � A twits 6 MAV i d aq tI/ (M+ , ?J-1� I State License Number. hone&Faa Contact Person: Y' Phone: onding Company: ddress: tortgage Lender ddress: rchitect/Engineer Phone: ddress: Fax: pplication 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 suanee 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 rmit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and IR CONDffIONERS, etc. WNER'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 instruction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING WICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN TTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. OTICE: 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 tis county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. cceptance of permit is verification that I will notify the owner of the property of the requirements of Florida 414 h__ k, nQ C& / lltl(D Signature of Owner/Agent Date nature o Contrac A ent - Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Sign ure of Notary&ate of Florida Date DEBBIE BLANTON MY COMMISSION # DD 188491 �� piR£S 'r r Owner/Agent is _Personally Known to Me or Contract /� ersoI&FeftSWA M27ot Produced ID Pro Now° FL ^ 01'> D srount Assoc. Co. PPROVALS: ZONING: )ecial Conditions: -v 03/2006 UT[L: FD: ENG: BLDG: I loll1011111111111 oil I oil l$I,gi If 18161 �11 t118� 90 Nl11 � fl0il MORYMNti 14110', 11E'RK W CIRCUIT CWRT SEMIMILE l;f ONTY OK 0649:3 Pq .10661 (1pg) CLERKS S # 206F,185734 RI-tY)NI)IJ) 11M/1 06 11:`'a:11 AN Ot-4-11I4i) I N6 1` 111:`3 10.00 FRt',11114011) AY L McKinley UNTIFI E D COPY CLERK OF CIRCUIT COURT SEK11 COI" TY, FLORIDA B DEPUTY CU S NOTICE OF COMMENCEMENT d'VJV 2 2 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 PLAT BOOWM 5��OF PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, AKASD � (. GtePANI-10' D FL 32771 General Description Of Improvements: SINGLE FAMILY DETACHED Owner LENNAR HOMES, INC. Addres 101 SOUTHHALL LANE STE 450 MAITLAND, FLORIDA 32751 Owner's interest in site of the improvement OWNER/DEVELOPER Fee Simple Titleholder (if other than owner) Name SAME AS ABOVE Address SAME AS ABOVE Contractor SAME AS ABOVE Address Surety (if any) N/A Address Any person making a loan for the construction of the improvements. Name N/A Address Amount of bond $ Person within the State of Florida designated by owner upon whom notices or other documents may be 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 William Graham - Division President Lennar Homes, Inc. Sworn d subscribed before me this (—` day _... Of ,�1��L_. Notary Public Personal Knowledge �1pRY PUg� EDWARD L. DEAN, JR. MY COMMISSION N DD 550907 EXPIRES: M2y 10, 2010 Ilk E`6q§3' Bonded Thru Budget Notary Servkea Permit # Job Address: Description of Work:New lFa Historic District: No Zoning: CITY OF SANFORD PERMIT APPLICATION 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: It of Fixtures # of Water & Sewer Lines # of Gas Lines �o Plumbiug/Ngw Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy:Type: Residential X Commercial Industrial Total Square Footage: Constructiou Type: Block # of Stories: _# of Dwelling Units: _ Flood Zone: (FEMA form required for other than 7q t1 Parcel 1s;: r- (Attach Proof of Ownership &Legal Description) Owners Name & drArf! ess. C�nar Homes 101 Southhall Lane Ste 450 Maitland, FL 32751. _._....._ . Phone. 407.682.7266 Contractor Nam_ e_ & Address: Michael J. O'Neill 101 Southhall Lane Ste 450 Maitland, FL 327SI Y State License Number: CRCOS 7820 407.68 2.7266/407.682.6349 Phone&,Ea{; Contact Person: Phone: Bonding Company: N/A Address: Mortgage Leader: N/A Address: Architect/Engineer: Lindeman-Bentzon Engineering CO phone: 352.242.0100 Address: 731 E. Highway 50 Clermont, Florida Fay. 352.242.0302 Application ;is hereby made to obtain a permit to do the work and installations as indicated.. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of thispemrit, there maybe 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 ermit ' eri ation that I will notify the owner of the property of the requirements off/JFlorida Lien Law, FS 713. / /, , Signature of Owner/Agent Date Sigvdwraf n or/Agent Date William G ,/Michae!,W Print QWQ14 is Na � Print genL's Signature of Notary -State of Florida Date Siguaturc of Notary -State of Florida . Date Owner/Agent is Personally Known to Me or Contractor/Agent is T Personally Known to Me or _ Produced ID V — Produced ID APPLICATION APPROVED BY: Bldg: Zoning: r I I-01 rOfo Utilities: FD: (Initial & ate) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: F^ 25.2o SPRY PU ro .....�, EDWARD L DEAN, JR. 7- — 7 0. 1 jsir t u * * MY COMMISSION II DD 5M7 EXPIRES: May 10, 2010 mfI T,,,Ip- 'q 0 ;e ,v Bonded Thnt Budget Nobly Services o"av Puke EDWARD L DEAN, JR. * MY COMMISSION M DD 5M7 EXPIRES: May 10, 2010 IJV- Ft r Bonded Thtu Bttdgpl Notuy ser"M r City Of Sanford Sanford, FL Good Day: This letter will serve as authorization to allow Michelle Berger, Alice Hardway, Edward Dean and Angelo Santiago to obtain permits on behalf of Lennar Homes. Community: Celery Estates S20/T19/R30 Lot The qualifying agent is Michael J. O'Neill and his license is CRC057820 Thank you for your cooperation. Very Truly Yours, Michael . 'Neill SWORN TO AND SUBSCRIBED before me this ` day of 200{o at Altamonte Springs, FL This person known to me by Personal Knowledge. aav aue,c AUCE F. HARDWAY * * MY COMMISSION * DO 174113 s l""EXPIRES: February 1, 2A007 , Ov - Bonded Thru Budget Notary Services Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax: 407-682-4396 • CGC# 057320 • www.lennarcom a LaE I�I�NA'R. '•,Quality:. vnLre. Gitegrity.';.=p" 7r;; _.: �; City Manager' City of Sanford 300 N. Park Avenue Sanford, FL 32771 RE: ESTOPPEL LETTER (Name of Project) CeleryEstates (Permit Application Number) This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for issuance of Permit No. for the following work: Construction of new single family residences (1'he name of the owner), hereinafter referred to as the "Owner," recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or building(s) .from any applicable development regulations. By issuing Permit No. , the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the Celery Estates North until all required land development approvals have been obtained and all -required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use tof the Celery Estates North - for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the' permitting or construction of the above referenced project or the issuance of Permit No. The Owner also agrees to the following as additional conditions for Permit No. Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax: 407-682-4396 • CGC# 057320 • www.lennar.com r DATE Page 2 The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document_ WITNE Signature. Alice Hardway Printed/Typed Name a e Alyce Rittenhouse Printed/Typed Name STATE OF FLORIDA ) COUNTY OF SEMINOLE ) (OWNER) C Sign e William Graham Printed/Typed Name - Division President Title The foregoing instrument was acknowledged before me this 3rd day of June 2006 by William Graham as Division President for Lennar Homes Kwho is personally known to me or o who produced their Florida Driver's License as identification. Notary Public, State of Florid Print Name:�4/�%� My Commission Expires: �o�r3 ;;use% EDWARD L DEAN, JR F\SHA_ENG\Dept formsTstoppelletter.doc # * MY COMMISSION # DD 550907 EXPIRES: May 10, 2010 N'-f OF FtZor Bonded Thru Budget Notary Services CITY OF SANFORD PERMIT APPLICATION Permit #: 0qt t� 0 a, Job Address: 8 Bella, F&sU &ff-Ce. Description of Work: _ Historic District: Yl-12 Zoning: Date: / — / I _ o 7 Total Square Footage 6C0 d 7 Value of Work: $ Permit Type: Building Electrical W Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 9,00 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 'P Commercial Industrial Construction Type: b L . # of Stories: / # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name & Address —lot sol&du Contractor �Na/Jme & Address: Y"'1 CM b Phone & Fax: Vol, 3 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone - (a State License Number: � A7 Contact Person: l(!evPhone: 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. 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 suchV istricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requireme; FS 713. Signature of Owner/Agent Date Sig tt Date 7V0 661 /-c Print Owner/Agent's NamePrint Contractor/Ag nt's Name CA Signature of Notary -State of Florida Date Signature of N tary- to of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 UTIL: FD: Contractor/Agent is Personally Known to Me or Produced ID ENG: BLDG: $ol"N' Carolyn J Merritt V� Q My Commission DD370586 %,OF Expires January 07 2009 `'a Date: January 11, 2007 I hereby name an appoint Of Optimal Elec POWER OF ATTORNEY Kimberly Kmett to be my lawful attorney In fact to act for me and apply to the City of Sanford Bldg Dept for an electrical permit For work to be performed at a location described as: Section Township Subdivision Celery Estates, Range Lot Block 508 Bella Rosa Circle, Sanford Lennar Homes 101 Southhall Lane Ste. 450 Maitland FL (Owner of Property and Address) And sign my name and do all things necessary to this appointment. Floyd D Smothers EC0002772 Type or Print name of register of CertifiNd Contractor and Contractor's License Number Signature ofRegi"ster or Certified Contractor The foregoing instrument was acknowledged before me this —II— day of Jan —of 2007_ By Floyd D Smothers. Who is personally known to me/who produced As identification and who did not take oath. State of Florida County of S e �,,.,, : n o t 2. U4=". , Notary Public Carolyn Merritt o " � Carolyn J Merritt My Commission DD370586 V V Expires January 07 2009 2499 OLD LAKE MARY ROAD, STE. 116, SANFORD FL 32771 PH: (407) 323-0377 FAX: (407) 323-3766 EMAIL: optimalhtgandair@bellsouth.net EC0002772 CAC043970 AW , POWER OF ATTORNEY Date: January 11, 2007 I hereby name an appoint Kimberly Kmett Of Optimal Elec to be my lawful attorney In fact to act for me and apply to the City of Sanford Bldg Dept for an electrical permit For work to be performed at a location described as: Section Township Range Lot Block Subdivision Celery Estates, 508 Bella Rosa Circle, Sanford Lennar Homes 101 Southhall Lane Ste. 450 Maitland FL (Owner of Property and Address) And sign my name and do all things necessary to this appointment. Floyd D Smothers EC0002772 Type or Print name of Register of Certified Contractor and Contractor's License Number Signature of Register or Certified Contractor The foregoing instrument was acknowledged before me this —II— day of Jan —of 2007_ By Floyd D Smothers Who is personally known to me/who produced As identification and who did not take oath. State of Florida County of Notary Public Carolyn Merritt CITY OF SANFORD PERMIT APPLICATION 'Fruit # : (� cP�4 Date: bAddress: S � / /CL/ � /(112G. J1 Sej %l( EOt2,.0 )h4 - -scription of Work: L4 {A'1 j3 %�µ t: i /W 66G% (QA Y/ef Square Footage s istoric District: Zoning: Value of Work: $ /� t?� Trait Type: Building Electrical ___ Mechanical Plumbing Fire Spnnkler/Alarm Pool ectricaL New Service -# of AMPS Addition/Alteration Change of Service - Temporary Pole echanical: Residential Noa-Residential Replacement New (Duct Layout & Eaergy Calc. Required) umbing/ New Commercial: # of Fixtures # of Water & Sewer Lines__ # of Gas lines umbingfNew Residential # of Water Closets Plumbing Repair - Residential or Commercial zcupancy Type: Residential Commercial Industrial rns[ruction Type: It of Stories: # of Dwelling Units: _ Flood Zone: _ (FEhfA form required ) veers Ngya�m & Address: S�L ej'_a fY 1 it go tw 1, I ga & t:,44 4a_ ( � U_��r��L %C�`C Qj ^Q /�ff(•./ t �C.f`+fC! iJ !'''r' ) % 57' Phone a C..� tLj - �ntractor Name & Address: �u t,� %►� � {�(� t� � V %Q%—) Ltwt one & Ear: r- t/ riding Company: (dress: rrtgage Lender: dress: chitect/Frigineer dress: 3it�k14II Contact Person: State license Number: Phone: Far. plicsqu ,n 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 iariceW,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 ;mit,miist be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and CONDITfONERS, etc. JNER"tS AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable lawsregulating istruc +on and zoning. WARNING TO OWNER: YOUR FAILURE.TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING rICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN TORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NICE: in addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in die public records of ;county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. xptance of permit is verification that I will notify the owner of the property of the Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Owner/Agent is Personally Kto.wn to Me or Produced ID 3. Date gnature of Contra r/Agent / Sty ��fr�/off T� Ar Print Contractor/Agent' Name Ago — Date Signature of Not of Floridr—p • ' �ae� m i fi•?: o % O 4• �41Z Contractor/Agent i Personally Knoh HaM\\\\\\\ Produced ID 'ROVALS: ZONING: UTIL: ED: cial Conditions: 0312006 ENG: BLDG: L eo D.iNSCRIPTION AS FURNISHF .,D: L..ot 65, CEI IERY I -STATES, NORTH, (unrecorded) Seminole County, io; ida. PLOT TILAN P7OR/C.FRT111'1ED TO: -lennor Homes, Inc. LOT 95 ff I,0 Q) C) LOT 64 O C/) UMVERSAL E;41 G flD,'1-E, E, M rN Gs c MmCas REVIEWED "P�) 42.50' doz2h . 0% U to LOT 94 LOT 93 N 89050'10" E 60. 00' 20.13' LOT 65 15.3' 24.7' - COVERED ai PORCH ai 75. 3' PROPOSED RESIDENCE MODEL: CATALINA 11—A Two-CARGARAGE RIGHT FRONT 20.0' PORCH ' c �jq n' 4' zu.0 LWA L K DRIW.. 25,2 10' UTILITY EASEMENT II ii V) Q) A/C C) 10.0T- 25.20' 5'WAI K (B-B.) iV 89050'10" E 41 00' 2' CURB U BELI-1 A ROSE CIRCLE (50' R/W) TRACT ':U," (PRIVATE INGRESS & EGRESS) PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS ti = PROPOSED ORAiNAGLE PLOW LOT GRADING TYPE "A" PROPOSED �.F, PER PLANS SQUARE FOOTAGE, CALCULATIONS SOD (SOD TO CURB): 3,851± SQUARE FEET DRIVE & LEAD WALKWAY. 457± SQUARE FEET SIDEWALK/APPROACH: 414± SQUARE FEET ............... . ..... . ...... . ..... . . ....... . ..... . .............................. ............... . ............... . ... TOTAL LOT S0!jARE FOOTAGE: 6,600-- SQUARE FEET LOT 66 FRONI= 25' REAR= 20' SIDE= 7.5' STREET SIDE= 75' #PLOT PLAN ONLY* (NOT A SURVEY) ("R('. /.1' -SC1 OTT & A.-KSW. INC - SURVEYORS -R , -LAND I.." (.E N,1 L' GND p P;AT 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 f FIELD PP.1 POINT ON LINE TIP, * TYPICAL NOTES: LP. = iRON PIPE ON ROD !�ONG F.R.C.POINT OF REVERSE CURVATURE P.C.C.IPOINT Or COMPOUND CURVATURE - I 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT PHIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY ETE MONUMEN I BAD. RADIAL THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 6IC17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT "F, '/2' 1 I �R. K/ULB 4596 N.R. No -R DIAL N SECTION 472-027 FLORIDA STATUTES. RECDVC.RFD W.P. WITNESS jI ESS POINT 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. NEW LI BVGIN.IIN C ENT -POINT OF F "OMME."CEM CALC CALCULATED RM P, PERMANENT REFERENCE MONUMENT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS R C NTERLINI- F FINISHED FLOOR ELEVATION EASEMENTS THAT AFFECT THIS PROPERTY NAIL DISK B.S.L. BUD - DING SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. R E %N T. _& R. - OF -WAY Ily IGH. 0 w EA EMENT - -1 B.M. BASE RK B.D. BASE DEARING 7 5. THIS SURVEY IS PREPARED FOR THE SOLE SENERT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY 07 iER ENTITY, DRAIN. Y.AINAGE DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. lj-i� . 'I ... Ty 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B-B.) C� _ '14AIK LINK 'E' CE N B. ELEVATIONS, IF SHOWN, ARE a4SFD ON NATIONAL GEODL71C VERTICAL DATUM OF 192.q, UNLESS OTHERWISE NOTED. W�F-C, C/p p = - Wayp FENCE CONCRETE BLOCK POINT 0,CURVATURE 9. CERTIFICATT, OF AUIHORiZAFON No. 4596. SCALE I' = 20- DRAWN BY.- P. DES.1ESCRIPTIC 2 TNT OF CLERTITANGENCY r,"ED BY: DATE TE ORDER No. L -RA lus = ARC LENGTH PLOT PLAN 6-16-06 i 12051-06 nr.[..TA REVISED PLOT PLAN 07-25-06 4432-D6 C.R = CHORD BEARING 1 NORTH THIS BUILOINGIPROPFRTY DOES. NOT LIE WITHIN w \-Lp� THE ESTABLISHED 100 YEAR rLOOO PLANE AS PER "FIRM" QJ141SX-0 RUSEN FYER, R.L.S. # 4714 "X" 11scol R,L.S # 4801 ZONE PANEL f120289 0065 E (04-17-95" VERNON H. BERRY JR., R.1 S. f 6262 FFECIVED 7 2006 ® Ilk .Vol A PRODUCT OF NISUS CORPORATION For the Prevention and Control of: TERMITES, CARPENTER ANTS, WOOD DESTROYING BEETLES, and DECAY FUNGI FOR BOTH INTERIOR AND EXTERIOR USE ubl;c and it For use in and around Homes, Apartments, Garages,msSupermarketsrlRestausatntvate soand Food Processing Pns, Schools, Hotels, �aPtsals, Kennels, Stables, Farm Buildings, Trucks, Trailers, Warehouses, 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. EPA Est. 64405-TN-1 1 05N-1 Disodium Octaborate Tetrahydrate INazBa01, • 4H20):........4.0.0% 60.0% U.S. Patent Nos. 5,104,664 5,296,240 INERT INGREDIENTS: .................................. Density: 11.51 pounds per gallon n, KEEP OUT OF REACH OF CHILDREN r. CAUTION Foods should be removed or covered during treatment. All food PRECAUTIONARY STATEMENTS processing surfaces should be covered during treatment or thoroughly cleaned before using. After treatment in food processing Hazards To Humans & Domestic Animals g y CAUTION: Harmful if absorbed through skin. Avoid contact with skin, plants, thoroughly wash all equipment, benches, shelving, etc. where posed food eyes or clothing. Wash thoroughly with soap and water after handling. aex nd in owith protable water.d, with an effective cleaning compound When spraying overhead interior areas.ofllomes, apartment buildings, �1 Statement of Practical Treatment etc., cover or protect all surfaces below ,the area being sprayed with r If Inhaled: Remove.victim to fresh air. Apply artificial respiration.if plastic sheeting or other material which can be disposed of if indicated. Contact a physician if warranted. if In Eyes: Flush with contamination from dnppmg occurs: Do not apply in food serving areas plenty of water. Get medical attention it irritation persists. It On Skin: while food is exposed P Wash with plenty of soap and water. Get medical attention. BORA-CARES is NOT a soil termiticideand 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. ate ;STORAGE AND DISPOSAL Do not contammate water, food or feed by storage or disposal Environmental Hazards BORA-CARE° solutions carelessly spilled ovapplled to cropland or tpESTICIDE STORAGE: Store in a dry place. Do not store where growing plants including trees and shrubs may kill or seriously retard `child n o,animals may gain access. Do not freeze. plant growth. Cover plants and nearby soil with plastic to.avoidwhen ISP: Do not con contamination. Do not apply directly to water. Do„not contaminate PPgErSTInCnent IDENDshWO SAersL Wastes resat ng from t erase of tdhisproduocl water when disposing of equipment washwaters .may be disposed of on site or at an approved waste disposal facility. DIRECTIONS FOR USE 'CONTAINER DISPOSAL: Triple rinse (or equivalent). Then offer for in a manner recycling It is a violation of Federal law to use this product or reconditioning, or puncture and dispose of in a sanitary landfill, or incineration, or it allowed by state and local authorities, by inconsistent with its labeling. burning. If burned, stay out of smoke. NOTICE CLEANUP: Use soap and water to clean up tools. 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 c.onstitutes acceptance of the terms under WARRANTY LIMITATIONS AND DISCLAIMER- BORA-CA1:lE® should be applied only to bare wood, plywood, particle board and other cellulosic materials where an intact water repellent barrier such as paint, stain, or.a sealer is not present. The use of this product in food processing establishments should be confined to time periods when the plant is not in operation. f, MADE IN THE U.S.A. SAFE HANDLING PROCEDURES Applicators and other handlers must wear long-sleeved shirt and long pants, socks, shoes, chemical -resistant gloves, and protective eyewear. When applying BORA-CARE° in confined spaces, it is recommended that ventilation or an exhaust system be provided. If this is impractical, the use of a NIOSH approved respirator with an organic -vapor removing cartridge with a prefilter approved for pesticides (MSHA/NIOSH approval prefix TC-23C), or a canister approved for pesticides (MSHA/NIOSH approval prefix TC-14G), or a NIOSH approved respirator with an organic vapor (OV) cartridge or canister with any N, R, P or HE prefilter is recommended. Spills and over -spray may be cleaned with a damp cloth or absorbed with appropriate materials. (Refer to the BORA-CARED Material Safety Data Sheet for additional health and safety information.) 100 Nisus Drive, Rockford, TN 37853 (800) 264-0870 vv w.nrsuscorp.com oN01 1. 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 ilon Subterranean and Formosan 1:1 or 2:1 used'for fo mtingmay be Termites Drywood Termites 1:1 or 2:1 . Anobiid and Lyctid 1:1 or 2:1 Powderpost Beetles All other beetle species 1:1 Carpenter Ants 1:1 or 2:1 Decay Fungi 1:1 or 2:1 Drywood Termites, 5.1 Powderpost Beetles and Decay Fungi TABLE B. Application Logs, Large Beams and Dimensional Lumber Preventative Treatment of Decking, Fences and Plywood Prevention of Powderpost Beetles and Drywood Termites Logs, Large Beams and Dimensional Lumber Dilution Ratios Water to BORA-CARE© 1:1 2:1 5.1 5.1 Use a 2:1 dilution ratio for treating hardwood floors. Logs require a 1:1 ratio. Use a 1:1 dilution ratio on wood members 2" thick or greater. Two (2) applications required for surface spray. For prevention only. Application Notes All Insects and Decay Fungi. Use on wood members 2- in thickness or less. For prevention only. Dip treatment only. III . GENERAL INFORMATION: BORA-CARE"' is an innovative termiticide, insecticide and fungicide that eliminates existing infestations and provides long term protection against: Subterranean Termites: Reticulitermes, Heterotermes Formosan Termites:'Coptotermes Dampwood Termites: Zootermopsis, Neotermes Drywood Termites: Kalotermes, Incisitermes Powderpost Beetles: Lyctidae, Bosthchidae Anobiid Beetles: Anobiidae Old House Borers, Longhorn Beetles: Cerambycidae, Hylotrupes Ambrosia Beetles: Platypodidae, Scolytidae Carpenter Ants: Camponotus Brown Rot, White Rot, and Wood Decay Fungi BORA-CARE` can be used on all cellulosic materials including wood, plywood, particle board, paper, oriented strand board (OSB), cardboard and wood composite structural components.. In areas where a soil treatment/barrier termiticide treatment is required by law, BORA-CARE® should be applied as a supplemental pretreatment to protect wood from subteMaDg.ap 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 sail 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.. M ICI. REMEDIAL TREATMENT FOR THE CONTROLOF SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOSTAND OTHER WOOD BORING BEETLES AND WOOD DECAY FUNGI A. Infested wood can be treated by spraying and/or injecting BORA-CARE® solution into beetle holes, termite and carpenter ant galleries and decay pockets. Apply one (1) coat of BORA-CARE* solution to the point of wetness 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 (B) to ten (10) inch intervals. Inject at 40 psi for tour. (4) to six (6) seconds per hole. For treating infested wall voids, refer to Sections IV. E. and F 2 B. Basements and crawl spaces may be treated by applying one (1) coat of diluted BORA-CARE® solution to the point of wetness to all infested and susceptible wood surfaces including sill plates, piers, girders, subfloors, floor joists and any wood exposed to vertical access from the soil. On wood where access is limited to one (1) or two (2) sides of wood members, such as sills and plates on foundation walls, apply two (2) coats of BORA-CARE" solution. Wait at least 20 minutesaltos between applications. Apply at a rate of approximately one (1) g of BORA-CARE" solution per 200 square feet of floor area (400 square feet of wood surface area). C. Buildings on slabs may be treated by applying BORA-CARE° solution into wall voids by locating each stud and drilling a small hole through the wall covering to gain access to the infested area. Drill .holes adjacent to the side of each stud every 18-24 inches along its length and inject at least 1/3 fluid ounce of BORA-CAREm solution per hole. Drill at least one hole per stud bay near the floor in order to treat the base plate in each void. Treat entire wall areas as opposed to single stud bays in order to include the infested area completely within the treatment zone. D. Wood flooring can be treated by spray, brush or roller application. It will be necessary to remove any existing finish by complete coarse sanding or stripping prior to application. Apply 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 ( 8 hour between applications. Ahow floor to completely dry (typically I final finish. Moisture content must be 10 % or less before applying 9 BORA-CARE" applications may raise the grain of the wood and an finish - additional 0 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 drilled into walls and baseboard areas. Holes should be spaced no more than 24" apart along each member to be treated and at least one (1) hole must be drilled between each wall stud when treating base plates, Use sufficient amount of material to cover all areas to the point of wetness. NOTE: Existing insulation may interfere with distribution of the BORA-CARE" solution. It 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-CARE" to void spaces at a 1:20 to 1:30 foam ratio (one [11 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-CAREm (2:1) solution into the infested area and/or low pressure surface spraying at a rate of one (1) gallon per 300 to 400 square feet. NOTE: Some types of foam insulation, such as polyisocyanurate and extruded polystyrene, have closed cell structures which do not allow significant penetration from surface application. These types of foam should be injected, as well as surface sprayed, to achieve proper control or prevention of infestations. V. PREVENTATIVE AND/OR PRETREATMENT FOR WHOLE HOUSE PROTECTION FROM SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOST AND OTHER WOOD BORING BEETLES AND WOOD DECAY FUNGI NOTE: This treatment serves as a primary treatment for the control of Formosan and subterranean termites. Pretreatment should be performed at a point during the construction process when the greatest access to all wood members is available. Normally this is at the "dried -in" stage of construction when all structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems,,electrical wiring, etc. Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE' (1:1) solution to all wood surfaces to the point of wetness. Concentrate application in areas susceptible to attack, to include all sills, plates, floor joists, piers, girders and subfioors..Treat wood in all plumbing,- electrical, and ductwork areas where they penetrate walls or floors. Treat all base plates and studs on interior and exterior wails, 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-CARED solution to the exposed surfaces. Wait at least 20 minutes between applications. Treat all exterior wood including siding, facias, soffits, eaves, roofing, porches, decks and railings (refer to Sections Vill and IX for complete exterior application information). NTS VI. PREVENTATIVE AND PRETREATME SPACE, SUBTERRANEAN TERMITES BASEMENT AND SLAB) NOTE: This treatment serves as a primary treatment for the control of subterranean termites. Use only a one (1) part water to one (1) part BORA-CARE® (1:1) solution when treating for subterranean termites. Pretreatment may be performed at any point during the construction process, however it is best performed when greatest access to all wood members is available. Normally this is at the "dried -in" stage of construction when all structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems, electrical wiring, etc. A. Buildings on Crawl Spaces and Basements: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE®(1:1) solution to point of wetness in a 247inch wide uninterrupted band to all wood surfaces in crawl spaces and basements, to include all sills, plates, floor joists, piers, girders and subfloors as well as wood exposed to vertical access from the soil. Treat all wall base plates and the bottom two (2) feet of all interior and exterior wall studs. Treat -any wood adjacent to plumbing, electrical conduit and ducts where they penetrate subfloors or plates, and all wood next to porches, garages, and fireplaces in order to provide a two (2) foot wide barrier of BORA-CARE- treatment against termite penetration. On wood where access is limited to one (1) or two (2) sides of members such as sills and plates on foundation walls, apply o () coats of BORA-CARE° solution. Wait at least 20 minutes between . applications. If accessible, treat the exterior of sill areas around the entire perimeter of the structure with a 24-inch wide band of BORA-CARE- solution beginning with the sill area and extending upwards onto the sheathing material. V111. TREATMENT OF EXTERIOR WOOD SURFACES LESS THAN TWO INCHES THICK SUCH AS DECKS, SHEDS, SIDING AND FENCES Apply only to bare wood or to wood surfaces where an intact water repellent or finish is not present. If necessary, remove paint or finish prior to application. Apply one (1) coal 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. 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 (e) to o six (6) seconds ten (10) inch intervals. Inject at 40 psi for four (4) t per hole. B. Buildings on Slabs: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARES (1:1) solution to all base plates and the bottom 24 inches of all studs on all exterior and interior walls. In areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CARE® solution to the exposed surfaces. Wait at least 20 minutes between applications. Treat all wood in plumbing walls and apply to any wood in bath traps as well as wood adjacent to plumbing, electrical conduit and duct penetrations in order to provide a minimum 24-inch wide barrier of treatment between the soil and the balance of the structure. VII. PREVENTATIVE TREATMENT FOR DRYWOOD TERMITES AND POWDERPOST BEETLES Apply two (2) coats of a five (5) gallons water to one (1) gallon BORA-CARE- (5.1) solution to all wood surfaces to the point of wetness using a brush, spray or mist. Wait at least 20 minutes between applications. A. Finishing. and Maintaining Treated Surfaces: For long- term protection, extenor wood surfaees which have been treated with BORA-CAREm will require a topcoating with a water resistant finish such as paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment_ It is important to allow BORA-CARE® treated wood to completely dry (at least 48 hours) before applying any protective topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. 1X. 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 aunterfor and exterior wood surfaces. Refer to. application chart for minimum amount of BORA-CARE® to treat various size logs or beams. Typically, two (2) coats of solution will be required to treat round logs 10" or greater in diameter and rectangular logs larger than 6" x 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- ed wood to completely dry (at least 48 hours) before applying any protective topcoat_ Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. V F X. DIP TREATING LOGS AND LUMBER A dip treating solution may be prepared by mixing vill ee 5) parts n water to one (1) part BORA-CARE® (5:1) . This w 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®.- X11. APPLICATION RATES X111. 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-CAREID Diluted BORA-CARE®to Treat 1000 Square Feet (inches) Will Treat Up To: 1/4 1,600 Square Feet 0.6 Gallons 318 1,067 1.0 1/2 Boo 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 .1 Diameter BORA-CARE° Diluted BORA-CARE®to Treat 10b0 Lineal Feet (inches) Will Treat Up To: 6 167 Lineal Feet 6.0 Gallons B 96 10.4 10 61 16.4 12 43 23.4 NOTE: The numbers listed above are based on an application rate of one (1) gallon oiBORA CARE° solution to 400 board feet of wood. 100 Nisus Drive Rockford, TN 37853 800-264-0870 www.nisuscorp.corn Issue Date: B/24tB9 MATERIAL SAFETY DATA SHEET. Revised Date:312Bt97 BORA-CARE° 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.: N/A DOT Hazard Classification: Not Regulated Hazard Rating: NFPA Health 1 Slight hazard Flammability Reactivity 0 SECTION II - HAZARDOUS INGREDIENTS Material or Component: Ethylene Glycol CAS No. 1.07-21-1 TLV 50.00 ppm ACGIH Type CEIL - SECTION III - PHYSICAL DATA Appearance: Clear viscous gel Vapor Specific % Volatile: 60% by weight P Pressure: Negligible Boiling Point: Above 212* F Odor: None . pH: 50% aqueous solution 6.9 - 7.1 % Solubility in Water: 100 % SECTION IV -HEALTH HAZARD INFORMATION EYE CONTACT: This material may cause eye irritation. Direct contact may cause burning, tearing and redness in sensitive individuals. SKIN CONTACT: This material is essentially non -irritating. Prolonged or repeated exposure to this f the persons, material with pre -ex st ng sk n d sorders softening may be more susoceptibleskin. t 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 during organogenesis; not teratogenic when fed in the diet. Pre- existing kidney disorders may be aggravated. by exposure to this material. ue Dawley Acute oral LDso - greater than 5 gm/kg body weight (Spra g male and female rats). Acute dermal LDso - greater than 2 grrt/kg body weigtl (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 It irritation persists, seek medical attention. SKIN CONTACT: Remove contaminated clothing. Cleanse affected area thoroughly by washing with mild soap and water. If irritation or redness develops and persists, seek medical attention. INHALATION: If irritation of the nose or throat develops, move away from the source of exposure and into fresh air. If irritation persists, seek medical attention. If victim is not breathing, artificial respiration should be administered. If breathingalified difficulties Seek develop, immed ate en hould medical administered by q Pr 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. It 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: T nsproduct 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. powder or universal type foam. EXTINGUISHING MEDIA: CO,, dry p FIRE AND EXPLOSION HAZARDS: This material will not readily ignite. FIRE FIGHTING PROCEDURES: Avoid inhaling smoke. The use of a SCBA is recommended for fire fighters. Water spray may be useful in minimizing vapors and cooling containers exposed to heat and flame. SECTION Vlll - SPILL OR LEAK PROCEDURES PRECAUTIONS IN CASE OF RELEASE OR SPILL: Absorb with organic liquid absorbent. Do not let material or washwaters enter sewers or waterways. WASTE DISPOSAL METHOD: Contact your State Pesticide, Environmental Control Agency or local authorities for. proper disposal guidelines. '- SECTION IX -SPECIAL PROTECTION INFORMATION RESPIRATORY PROTECTION: Good ventilation. VENTILATION: Exhaust to ventilate. PROTECTIVE GLOVES: The use of solvent resistant gloves is advised. EYE PROTECTION: Use safety glasses, goggles ortace 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 particularpurpose and on the condition that they assume the risk of their use thereof.' R 100 Nisus Drive, Rockford, TN 37853 6� =j 800-264-0870 www.nisuscorp.com FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY FOR BUILDING CONSTRUCTIQF ICE Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Catalinall Builder. Lennar Homes Address: 508 Bella Rosa Circle Lot 65 Permitting Office: City, State Sanford, FL 32771 Ph 1 Permit Number: Owner: Lennar Homes Jurisdiction Number: Climate Zomi. tUlUral 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit Cap: 36.0 kBtu/Itr 3. Number of units, if multi -family 1 _ SEER: 13.00 j,/ 4. Number of Bedrooms 4 ,1 b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 1957 ft2 c. N/A 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) _ a. U-factor: Description Area _ 13. Heating systems (or Single or Double DEFAULT) 7kSngle Default) 228.0 ft2 a. Electric Heat Pump Cap: 36.0 kBtu/hr b. SHGC: / HSPF: 8.30 �J (or Clear or Tint DEFAULT) 7b. (Clear) 228.0 ft2 b. N/A _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 213.0(p) ft c. N/A b. N/A _ _ c. N/A _ 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 1124.0 ft2 EF: 0.90 b. Frame, Wood, Adjacent R=11.0, 314.0 ft2 �y _ b. N/A i c. N/A d. N/A _ c. Conservation credits e. N/A _ _ (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1996.5 ft2 15. HVAC credits PT, _ b. N/A (CF-Ceiling fan, CV -Cross ventilation, c. N/A - HF-Whole house fan, �� Qo�� 11. Ducts _ �n PT -Programmable Thermostat, sh" f o �l a. Sup: Unc. Ret: Una AH(Sealed):Garage Sup. R=6.0, 1.0 ft MZ-C-Multizone cooling, Of b. N/A _ MZ-H-Multizone heating) • LTo!"a13aNsR2brip'c3t�• Glass/Floor Area: . r"/`��75 e oints: 28965 �aa,o of sf *xUw "+ }: srf�;,g.. I hereby certify that the plans and sp ficattons;coveredCby" Rmg of {fie pla and i n " ` •$ i c 1 1�8 {&nrg,,, ty ZIiE ST this calculation are in c wi 4 e Florida gergyi� r y, t 11; ypecifiications �co red by this o� = ATFo� Code.t,cnr ,ry ,taery A i� �aeti�at�0�i indict s compliance with PREPARE B '.wy"41i<4'e tSaM;ria.�� t t `r�' w. roc Florida Ener Code. Before DATE: w c�n,� SVU7ie� on i sc • mpleted this ; - a building wile" be i spected for hereby certify that this building, as e n 'ante with the Florida Energy Cod compliance wit Section 553.908 1 I1, Statute D WE OWNER/AGEN •_' ING FFICIAL: DATE: 08/01/06 DATE: 1 Predom v,.- ,yp. a , & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.0) pLAN REVIEW wlifg,eaed�b,PfWye�mo�I�AmMOM"�083j a ol or o elopS6 the Flo 4M of these Pbes b Parr e+ry Items outsld► of tAs sbbd MC �i� dO feliW � stateotwAef �ct1 br No woo M elm of tefotof °Y of aft fa. swow��-- r FORM 60OA-2004 EnergyGaugeO 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1957.0 25.78 9081.3 Single, Clear NE 1.0 6.0 32.0 47.10 0.97 1463.5 Single, Clear NE 5.0 9.7 7.0 47.10 0.75 247.6 Single, Clear SE 1.0 6.0 23.0 61.07 0.96 1353.3 Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.7 Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.7 Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.7 Single, Clear SW 1.0 4.0 7.0 56.99 0.89 356.0 Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1755.5 Single, Clear SE 16.0 6.0 16.0 61.07 0.41 399.4 Single, Clear SE 1.0 6.0 23.0 61.07 0.96 1353.3 Single, Clear SW 10.0 7.7 40.0 56.99 0.47 1070.3 As -Built Total: 228.0 9897.0 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 314.0 0.70 219.8 Concrete, Int Insul, Exterior 4.1 1124.0 1.18 1326.3 Exterior 1124.0 1.90 2135.6 Frame, Wood, Adjacent 11.0 314.0 0.70 219.8 Base Total: 1438.0 2355.4 As -Built Total: 1438.0 1546.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Wood 20.0 7.20 144.0 Exterior 20.0 4.80 96.0 Adjacent Insulated 18.0 1.60 28.8 Base Total: 38.0 124.8 As -Built Total: 38.0 172.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1957.0 2.13 4168.4 Under Attic 30.0 1996.5 2.13 X 1.00 4252.5 Base Total: 1957.0 4168.4 As -Built Total: 1996.5 4252.5 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 213.0(p) -31.8 -6773.4 Slab -On -Grade Edge Insulation 0.0 213.0(p -31.90 -6794.7 Raised 0.0 0.00 0.0 Base Total: -6773.4 As -Built Total:. 213.0 -6794.7 INFILTRATION Area X BSPM = Points Area X SPM = Points 1957.0 14.31 28004.7 1957.0 14.31 28004.7 EnergyGauge® DCA Form 600A-2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 36961.1 Summer As -Built Points: 37078.4 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit36000 btuh,SEER/EFF(13.0) Ducts:Unc(S),Unc(R),Gar(AH),R6.0(INS) 37078 1.00 (1.09 x 1.15.0 x 0.95) 0.262 0.950 10972.5 36961.1 0.4266 15767.6 37078.4 1.00 1.188 0.262 0.950 10972.5 EnergyGaugeTM DCA Form 600A-2004 EnergyGauge(D/RaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGaugeO 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 1957.0 5.86 2064.2 Single, Clear NE 1.0 6.0 32.0 14.70 1.00 470.7 Single, Clear NE 5.0 9.7 7.0 14.70 1.00 103.0 Single, Clear SE 1.0 6.0 23.0 10.59 1.02 248.9 Single, Clear NW 1.0 6.0 16.0 14.97 1.00 239.1 Single, Clear NW 1.0 6.0 16.0 14.97 1.00 239.1 Single, Clear NW 1.0 6.0 16.0 14.97 1.00 239.1 Single, Clear SW 1.0 4.0 7.0 11.59 1.03 83.7 Single, Clear SW 1.0 6.0 32.0 11.59 1.01 374.9 Single, Clear SE 16.0 6.0 16.0 10.59 1.93 326.6 Single, Clear SE 1.0 6.0 23.0 10.59 1.02 248.9 Single, Clear SW 10.0 7.7 40.0 11.59 1.41 653.1 As -Built Total: 228.0 3227.2 WALL TYPES Area X BWPM = Points Type RValue Area X WPM = Points Adjacent 314.0 1.80 565.2 Concrete, Int Insul, Exterior 4.1 1124.0 3.31 3714.8 Exterior 1124.0 2.00 2248.0 Frame, Wood, Adjacent 11.0 314.0 1.80 565.2 Base Total: 1438.0 2813.2 As -Built Total: 1438.0 4280.0 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Wood 20.0 7.60 152.0 Exterior 20.0 5.10 102.0 Adjacent Insulated 18.0 4.00 72.0 Base Total: 38.0 174.0 As -Built Total: 38.0 224.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1957.0 0.64 1252.5 Under Attic 30.0 1996.5 0.64 X 1.00 1277.8 Base Total: 1957.0 1252.5 As -Built Total: 1996.5 1277.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 213.0(p) -1.9 404.7 Slab -On -Grade Edge Insulation 0.0 213.0(p 2.50 532.5 Raised 0.0 0.00 0.0 Base Total: 404.7 As -Built Total: 213.0 532.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 1957.0 -0.28 -548.0 1957.0 -0.28 -548.0 EnergyGauge® DCA Form 60OA-2004 EnergyGauge(D/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , PERMIT #: BASE AS -BUILT Winter Base Points: 5351.3 Winter As -Built Points: 8993.6 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 36000 btuh ,EFF(8.3) Ducts: Unc(S),Unc(R),Gar(AH),R6.0 8993.6 1.000 (1.078 x 1.160 x 0.95) 0.411 0.950 4173..E 5351.3 0.6274 3357.4 8993.6 1.00 1.188 0.411 0.950 4173.6 EnergyGaugeTm DCA Form 60OA-2004 EnergyGaugeO/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge@ 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 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 /Pczints Cooling Points + Heating + Hot Water = Total Points Points oints 15768 3357 9840 2896 10973 4174 10059 25205 PASS y y01v srAr�o� x EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/RaRES'2004 FLRCSB v4.0 �J FORM 60OA-2004 EnergyGaugeO 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 cfirn/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; / foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility / penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. / Floors 606.1.ABC.1.2.2 Penetrations/openings >1/&' sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, J soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. / Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air_ L/ 6A-22 OTHFR PRFSCRIPTIVF MFAGI IRFC imimf ho mnt nr cvrmAl ) hu n11 r—irr-- COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked circ 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 612A Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGaugeO/FlaRES'2004 FLRCSB v4.0 ,ta T^ cov.PO ppry - M.BEDROOM "I 4c& om I"F8 7.6 Ivcd 1150 3" bath duct to roof cap w/fan Nutone 695 FAMILY RM: Z,aalwCe ° BC 15,16 rop e .e SED M ¢2 4 14' 1 ,18 reg b 0 I 0.6 Ivcd IITa041'TR� g• 0.108.Q 6' 3" bath duct o.a t.e eta to roof cop w/fon 12 IWOrag 00 Nutone 695, § 01TC '-0`0.0.69acE fi• T• r. LL 16' 17 roq I ka. 10,10 req W p 1,un .,d 14 610*COM a,y,• wol I.,oa eb•w. le reol eaP 60 IOxa Iced t. 6• BO D i 17.6 ,.edvw D Rat MOLL 10 D1NN6 RMaR�- r {,�,, E��I pppppp �p_pa py, (p]L MOVE eaa r•u, l aror ed.la corC Mll U V W.a HCI i— /CCD. IR 90Mw. "M 1�1�9R9� $� ' M4. 1` ==J 42X42 A/C SLAB �, +, r�" � �i�r.•c�aa�eA� MIN REVIEWED vs +wod LIVINbR}%i5l �0s`' 2' FROBLDRM 2' fROM WALL I y-Q'rLO, fLTEA AOWtER XI MODEL ACEE2020 UP FOYR 2 GAR 6ARA6E o+a rLs. G27 tY, of GOL 3.0 a ;%Jo b op74a 10M l ,r laf as wdr ,Ip UV , Ib Mist ho..e a m6+Imum eleoronee of a Inches or —d the air hondler per the State Energy code. All duct has an r=fi insulation value. t mI LLI O = � Z O Q J Z < N JU U N r- Rating z o} � m UJ > z .al coCLJ(nQ0 O O Q cc IAL Duct System Summary Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CATALINA II 121M03 109 COMMERCE STREET, LAKE MARY, FL 3274E-6206 Phone: (407) 831-2665 Project Infoerriatioill For. LENNAR HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in. H2O 0.12/0.12 in H2O 0.727 in/10�V33 1200 cfm ft Cooling 0.30 in H2O 0,06 in H2O 0.24 in H2O 0.12/0.12 in H2O 0.727 in/100ft �/ 1200 cfm Supply Branch Detail Table Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk DIN/LIV/FOY h 4659 167 143 4.800 7 Ox 0 VIFx 5.0 0.0 DIN/LIV/FOY-A In 4659 167 143 2.400 7 Ox 0 VIFx 10.0 0.0 rnY c 1227 47 64 8.000 5 Ox 0 VIFx 3.0 0.0 6R.4 h 3016 108 80 1.846 6 Ox 0 VIFx 13.0 0.0 13R.3 h 1980 71 69 1.000 5 Ox 0 VIFx 24.0 0.0 1 BTH c 104 3 5 1.091 4 Ox 0 VIFx 22.0 0.0 1 BR-2 h 2386 86 76 0.960 5 Ox 0 VIFx 25.0 0.0 2 M. BTH h 1962 71 45 0.727 5 Ox 0 VIFx 33.0 0.0 2 M. BEDRM h 5167 186 184 0.960 7 Ox 0 VIFx 25.0 0.0 2 M. wIc c 128 _ 4 7 1.143 4 Ox 0 VIFx 21.0 0.0 2 FAM/NOOK-A c 2808 128 146 0.750 7 Ox 0 VIFx 32.0 0.0 1 FAMNOOK c 2808 128 146 0.889 7 Ox 0 VIFx 27.0 0.0 2 wT c 1788 35 93 1.000 5 Ox 0 VIFx 24.0 0.0 1 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 710 771 0.727 552 16 0 x 0 VinlFlx 2 Peak AVF 473 457 0.727 603 12 0 x 0 VinlFlx 1 � wrightS(Dft RightSuit,Residential 5.5.17RSR26014 2006Jun-2807:4242 )m E:\Files\LennarOrlando2o02\CatalinalBCatalinall.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CATALINA 11 12/22103 109 COMMERCE:S[REET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.80 ach x 15972 fta x 0.0167 = 213 cfm 2. Winter infiltration load 1.1 x 213 cfm x 32 °F Winter TD = 7496 Btuh 3. Winter` infiltration HTM 7496 Btuh / 266 ft2 Total window = 28.2 BtutVft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 15972 fP x 0.0167 = 106 cfm 2. Summer infiltration load 1.1 x 106 cfm x 18 'F SummerTD = 2108 Btuh 1 Summer infiltration HTM 2108 Btuh / 266 ft2 Total window = 7.9 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x43 gr/lb moist.diff. x 106 cfm = 3140 Btuh Nroceaure u - tquipment Sizing Loaas 1. Sensible sizing load Sensible ventilation load 1.1 x 50 cfm vent. x Sensible load for structure (Line 19) Sum of ventilation and structure loads Rating and temperature swing multiplier Equipment sizing load - sensible 2. Latent sizing load Latent ventilation load 18 °F SummerTD = + x 0.68 x 50 cfm vent. x 43 gr/lb moist.diff. Internal loads = 230 Btuh x 6 people Infiltration load from Procedure C Equipment sizing load- latent *Construction Quality is-. a 990 Btuh 23035 Btuh 24025 Btuh 1.00 24025 Btuh 1474 Btuh. 1380 Btuh 3140 Btuh 5995 Btuh No. of Fireplaces is: 0 soldlitalic values have been manually overridden - Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wraghtsoft Right -Suite Residential 5.5.17 RSR26014 2006,1un-28 07:43:10 Am E:\FileslLennarOrlando2002\Catalinall\Catalinall.rsr Page 1 C? PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Proiect Inforthation', For: LENNAR-HOMES Notes: RVSD 6-27-06 BY EJH Job: CATALINA If 12/22/03 Design, Information w, 7. Weather. Orlando AP, FL; US Winter Design Conditions Outside db 38 °F Inside db 70 °F Design TD 32 °F Heating Summary Building heat loss 33391 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 33391 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Area ft H�1% Co 11957 Volume (fN) 15972 15972 Air changesthour 0.80 0.40 Equiv. AVF (cfm) 213 106 Heating Equipment Summary Make CARRIER Trade Model Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.3 HSPF 0 Btuh @ 47°F 0 °F 1200 cfm 0.036 cfm/Btuh 0.30 in H2O Summer Design Conditions Outside db 93 'F Inside db 75 'F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 43 grAb Sensible Cooling Equipment Load Sizing Structure 23035 Btuh Ventilation 990 Btuh Design temperature swing 3.0 °F Use mfg. data y Rate/swing multiplier 1.00 Total sens. equip. load 24025 Btuh Latent Cooling Equipment Load Sizing Internal gains 1380 Btuh Ventilation 1474 Btuh Infiltration 3140 Btuh Total latent equip. load 5995 Btuh Total equipment load 30020 Btuh Req. total capacity at 0.80 SHR 2.5 ton Cooling Equipment Summary Make CARRIER Trade Cond Coil Efficiency 13 EER Sensible cooling 28400 Btuh Latent cooling 7100 Btuh Total cooling 35500 Btuh Actual air flow 1200 cfm Air flow factor 0.052 cfmBtuh Static pressure 0.30 in H2O Load sensible heat ratio 80 % Boldlrlalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. rr+�- wnghtsoft Right -Suite Resldential5.5.17RSR26014 - 2006-Jun.2807:43:10 r9C+C.P'� E: FileslLennarOrlando20021Catalinall\Catalinall.rsr 1 "\ AM r '17 AL Page 1 ��n S`2gjIC:ES �v► 1� r RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: CATALINA II 12/22/03 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2W5 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L. O X Y T M R R DIN/LIV/FOY a n sw a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 32.0 4.0 a n sw a c n 0 n 1 1 90 1.0 5.0 3.0 6.7 76.4 7.0 5.4 a n rtw a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 39.4 23.0 0.0 LDY BR.4 a n se a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 2.0 BR.3 a n se a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 2.0 BTH BR.2 a n se a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 2.0 M. BTH a n ne a c n 0 d 1 1 90 1.0 1.0 1.0 3.0 39.4 7.0 0.0 M. BEDRM a n ne a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 39.4 32.0 0.0 a n nw a C n 0 d 1 1 90 1.0 16.0 1.0 5.0 39.4 16.0 0.0 M. WIC FAM/NOOK a n rnvv a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 39.4 23.0 0.0 b n ne a c n 0 d 1 1 90 1.0 10.0 1.0 6.7 39.4 40.0 0.0 1 wng htsoft Right -Suite Residential 5.5.17 RSR26014 2006Jun-28 07:43.10 Za E:tFilesiLennarOrlando2002lCatalinalBCatalinall.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CATALINA II 12/22/os 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831.2665 MANUAL J: Im to 1 Name of room! Entre House DMJV/FOY LDY BRA 2 Lergth of aposed wall 213.0 ft 59.5 ft 6.0 ft 28.6 ft 3 Room cirnersars 19.0 x 21.0 ft 6.0 x 13.0 ft 17.5 x 10.5 ft 4 Ceilrgs Cor& Option 8.0 ft 1heat/cool d 8.0 ft heat/cool 8.0 ft heat(cool 8.0 ft heaVood TYPE CIF I CST HrM Area Load (Eft Area L(Bh aad h) h. Load (Btuh) Area Load (Btih) DARE No. Htg Clg (M Htg Clg (p) Htg I ag (ft� 149 a9 (n Htg I a9 5 Gross a 143 4.6 21 1372 '"" 336 '-" -- 0 - "" -" ENposed b 12C 29 1.9 0 0 "`- -- 0 -- -- 0 -- walls and c = 3.2 1.2 332 '"" 140 -" - 48 - 1 ""' -`"' partitions d 0.0 0.0 0 '"" 0 -" - 0 - -- 0 -- -- e 0.0 0.0 0 "" 0 - - 0 0 .-. .-,. f 0.0 0.0 0 - - 0 - .-. 0 '..' '.' 0 .-. .-. 6 V*xtwvs and a 1C 37.0 - 188 6948 "- 62 2292 -- 0 0 "' 16 591 -- glass doors b 8C 37.0 - 40 1478 -- 0 0 '" 0 0 '"" 0 0 Heating c 9c 38.7 - 0 0 --- 0 0 0 0 0 0 d 0.0 - 0 0 "" 0 0 "'* '0 0 0 0 e 0.0 - 0 0 0 0 0 0 0 0 f 0.0 - 0 01 0 0 ""' 0 0 "" 0 0 7 V*cbws and North 23.5 15 -- 365 9 -'- 241 0 0 2 -- 41 glass doors NEM 39.4 141 -- 5555 23 - 906 0 "" 0 0 -- 0 Cooling ENV 0.0 0 "- 0 0 "- 0 0 ""' 0 0 -- 0 SE/SW 48.0 72 '-- 3435 30 -- 1447 0 "" 0 1 -- 663 South 0.0 0 '-` 0 0 "- 0 0 0 D -- 0 Horz 0.0 0 -" 0 0 -- 0 0 '*" 0 0 *-°' 0 8 Cther doors a 10D 14.7 9.9 20 294 199 20 294 199 0 0 0 0 0 0 b 11A 18.9 12.7 18 340 229 0 0 0 18 340 229 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 21 1124 5179 2315 254 1170 523 0 0 0 68 313 140 exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 walls and c M 3.2 1.2 314 989 367 140 441 164 30 95 35 144 454 168 partitions d OD 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 1997 2101 2767 319 421 553 78 82 108 184 194 255 b 0.0 0.0 0 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 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 00 0.0 0 0 D 0 0 0 0 0 0 0 0 0 f 1 0.0 0.0 01 0 0 0 0 0 0 0 0 0 0 0 11 Fbors a 22A 25.9 0.0 213 5521 0 60 1542 0 6 156 0 739 0 (Nota: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is dspl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 28.2 7.9 266 7498 2108 82 2311 650 18 507 143 1 451 127 13 Subtotal loss=6+8. +11+12 -- 30355 -- -- 8472 - -- 1179 -- -- 2742 -- Less external heating ""- 0 '-' "-" 0 `-- "- 0 "- '-' 0 -- Less transfer `-- 0 "- 0 - 0 "- '-` Heating redistribution -- 0 -- -- 0 -- -- 0 -- `"*- 0 -`- 14 Duct loss 100/ 3036 -- 10°/ 847 10° 118 -- 10°/ 274 "-- 15 Total loss = 13+14 "- 33391 '-` -'- 9319 """- -- 1297 -- '-- 3016 - 16 Int. gains: People @ 300 6 `*'- 1800 1 -°" 300 0 -- 0 0 -- 0 Appl. @ 1200 2 '""- 1800 0 -- 0 1 -" 6D0 0 '-- 0 17 Subtat RSH gairr-7+8_+12+16 '-' -"- 23941 -- -- 4933 _ -- 1115 '-- *-` 1394 Less external cooling "- -- 0 -- "" 0 -- 0 -- "'- 0 Less transfer '-' -- 0 -- -- 0 -- -`" 0 - -- 0 Cooling redstribuion -- - 0 -'- -"" 0 -- -- 0 - -- 0 18 Dud gain 10°/ ""- 2094 10°/ *`- 498 10° -"' 112 10°/ "- 139 19 Total RSH gairF(17+18)"PL F 1.00 "- 23035 1.00 5481 1.00 .... 1227 1.00 "- 1533 20 Air requred (dm) "-' 1200 120D -1 335 286 -" 47 64 -1 108 80 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrr,gf�tsoft Right -Suite Residential5.5.17 RSR26014 2D06Jun-28 07:43:10 ' ` E:tFileslLennar0rlando2002\CatalinalllCatalinall.rsr Page 1 RIGHT-J WORKSHEET 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CATALINA 11 12/22103, 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 • MANUAL J: an to 1 Name of room BR.3 BlH BR.2 M. BTH 2 14 Lergth d exposed wall 10.5 ft 0.0 ft 16.0 ft 20.0 ft 3 Room dirt iersions 15.5 x 10.5 ft 8.5 x 8.0 ft 12.0 x 15.5 ft 9:O x 11.0 ft 08iings Conch[ Option 8.0 ft 1heaticool 8.0 ft heaVood 8.0 It heattcool 8.0 ft heat(cool TYPE Cl: I CST H N Area Lned ft h) Area Load Pt h) Area Load (13tuh) Area Load Pl h) EXPOSURE 2E NO. I CIg M H9 a9 m Htq I ag Rg CI9 (ft) Ht9 I ag 5 Gross a 14B 4.6 21 84 "" '"" 0 - `"`* 128 '-" - 160 - Exposed b 12C 2.9 1.9 0 "" "` 0 - 0 - 0 - walls and c 13C 3.2 1.2 0 "" "" 0 - - 0 - - 0 - partitions d 0.0 0.0 0 "" "" 0 - - 0 - - 0 - e 0.0 0.0 0 "" * ' 0 - - 0 - 0 - f 0.0 0.0 0 "" "„ 0 ...,. ...,. 0 - - 0 - .b 6 Wnclaws and a 1C 37.0 " 16 591 - 0 0 16 591 7 259 - glass doors b 8C 37-0 " 0 0 - 0 0 - 0 0 - 0 0 - Heating c 9C 38.7 " 0 0 - 0 0 - 0 0 - 0 0 - d 0.0 0 0- 0 0- 0 0 """ 0 0- e 0.0 0 0 "" 0 0 ""' 0 0 ""' 0 0 f 0.0 " 0 0 fet1 0 0 0 of 0 0 7 Windorvs and North 23.5 2 *"" 41 0 - 0 2 - 41 0 - 0 glass doors NEMA! 39.4 0 - 0 0 - 0 0 - 0 7 *"'°' 276 Cooling EM 0.0 0- 0 0- 0 0 - 0 0- 0 SE51N 48.0 14 - 663 0 - 0 14 - 663 0 - 0 South 0.0 0 """ 0 0 '" 0 0 "" ' 0 0- 0 Haz 0.0 0 "" 0 0 "*' 0 0 "" 0 0- 0 8 Other doors a 10D 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 c OD 0.0 0 0 0 0 0 0 0 0 0 01 0 0 9 Net a 14B 4.6 21 68 313 140 0 0 0 112 516 231 153 705 315 exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 0' 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1A 163 172 226 68 72 94 186 196 258 105 137 to 0.0 0.0 0 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 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 11 272 0 0 0 0 16 415 0 518 0 (Note: room to 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is dspl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 28.2 7.9 16 451 127 0 0 0 16 451 127 7 197 55 13 Subtotal loss=6+8.+11+12 1800 - - 72 - - 2169 - - 1784 Lis external heating - 0 - 0 - - 0 - - 0 *"'* Less transfer - 0 - 0 - - 0 - 0 *� Heating redistribution "-' 0 - - 0 - 0 - - 0 14 Duct loss 10% 180 - 10°/ 7 - 101/. 217 - 10% 178 15 Total loss =13+14 - 19M - - 79 - - 2396 - - 1962 16 Int gains: People @ 300 0 *` 0 0 "" 0 0 - 0 0 - 0 APPI @ 1200 0 ° ' 0 0 ' •• 0 0 - 0 0 0 17 StAxd RSH garr=7+g.+12+16 ++� 1196 - 9A "" 1319 "" . 784 Less external cooling "" "'*' 0 - 0 - - 0 - - 0 Less transfer '" `" 0 - 0 - 0 - 0 Cooling recistribution - """ 0 "" '�" 0 - 0 - - 0 18 Dud gain 10% - 120 10°/ ""' 9 10° - 132 10'/ - 78 19 Total RSH gairF(17+18)'PLF 1.00 - 1316 1.00 "" 1114 1.00 - 1451 1.00 "" 862 20 Air recµired (dm) - 71 69 - 3 5 1b 86 76 ""' 71 45 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wP�g9lt5oit Right -Sure Residenrial5.5.17RSR26014 2006Jun-2807:43:10 �� E:1FileslLennar0rlando2002\CatarinalftCatalinall.rsr Page 2 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CATALINA II 12/22/03 109 COMMERCE STREET,:LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 J:7Utt to. Dame of mom M. BEDRM M. WIC FAMINOCK KIT 2 Length of exposed wall 24.5 ft 0.0 ft 37.0 ft 11.0 ft 3 Rocm dmensiors 15.0 x 16.0 ft 120 x 7.0 ft 16.0 x 20.0 ft 16.0 x 11.0 ft 4'MANUAL Ceiings Condit Option 8.0 It 1 heatk=l 8.0 It heaticod 8.0 ft fleaVcool 8.0 ft 1heaV000l TYPE CF CST HTM Area Load (Btuh) Area Load (Btth) Area Load (huh) Area Load (Btth) DIRE NO Htg lag (ftl Hlg I Clg (ft) fib I a9 (ff� "g a9 (fv) Hb ag 5 Gross a 14B 4.6 21 196 - - 0 - - 296 E2 - - Exposed b 12C 2.9 1.9 0 - - 0 - - 0 ""' "" 0 "" walls and c 13C 3.2 1.2 0 - - 0 - - 0 '""' """" 0 - - partitions d 0.0 00 0 - 0 - *-" 0 "" ""' 0 - - e 0.0 0.0 0 - - 0 - - 0 .... "" 0 - - f 0.0 0.0 0 - - 0 - - 0 ""' """ 0 - 6 Wrrbnis and a 1C 37.0 " 48 1774 - 0 0 - 23 850 - 0 0 - glass doors b 8C 37.0 - 0 0 - 0 0 - 40 1478 - 0 0 - Heating c 9c - 38.7 0 0 - 0 0 - 0 0 - 0 0 _.. e 0.0 " 0 0 """ 0 0 ""' 0 0 0 0 f 0.0 0 0 '"' 0 0 "' 0 0 "" 0 0 7 V*xb is and North 23.5 0 - 0 0 "" 0 0 - 0 0 0 glass doors NE/MN 39.4 48 - 1891 0 "" 0 63 - 2482 0 "" 0 Cooing ENV 0.0 0- 0 0 "'" 0 0- 0 0 0 SE/SVV 48.0 0 - 0 0 0 0 - 0 0 0 South 0.0 0 - 0 0 0 0 - 0 0 '"" 0 Hoz 0.0 0 -" 0 0 0 0 - 0 0 0 8 Otl-a doors a 10D 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 01 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 21 , 148 682 305 0 0 0 233 1074 4B0 88 406 181 exposed b 12C 2:9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0. 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 240 253 333 84 89 116 320 338 444 176 186 244 b 0.0 0.0 0 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 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 25 635 0 0 0 0 37 959 0 11 285 0 (Note: room b 0.0 0.0 0 0 0 0 0 0' 0 0 0 0 0 0 perimeter c ao ao 0 0 0 0 0 0 0 0 0 0 0 0 is dspl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 01 0 0 0 0 0 12 Infiltration a 282 7.9 48 1353 380 0 0 0 63 1775 499 0 0 0 13 Subtotal loss=6+8.+11+12 - 4697 - - 89 - - 6475 - - 876 - Less eAernal heating - 0 - - 0 - - 0 - - 0 - Less transfer - 0 - - 0 - - 0 - - 0 - Heabrxg redistribution - 0 - 0 - - 0 - - 0 14 Duct loss 10°/ 470 - 10°/ 9 - 10°/ 647 - 10'/ 88 - 15 Total loss =13+14 "" 5167 - 98 - - 7122 - 964 - 16 Irt gains: People @ 300 1 - 300 0 "" 0 4 - 120D c - 0 Appl. @ 1230 0 - 0 0 "" 0 0 - 0 1 ""- 12DO 17 Subtot RSH gairF7+8.+12+16 - 3209 116 - 5105 - - 1625 Less external cooling - - 0 ` "' 0 "" 0 "" - 0 Less transfer - 0 "" """ 0 - - 0 - - 0 Cooing redistribution - - 0 "" " ' 0 - - 0 - - 0 18 Dud gain 10°/ - 321 10°/ ""' 12 10, - 510 10°/ ""'"' 163 19 Total RSH gairF(17+18)'PLF 1.oD - 3530 100 123 1.00 5615 1.00 - 1711B 20 Air required (dim) 186 184 4 7 - 256 293 -1 35 93 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. I&ear►ghYsoFt Right -Suite Residential 5.5.17RSR26014 2006-Jun.2807:43:10 K E:1FileslLennarOrtando20021Catalinall\Catalinall.rsr Page 3 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.2 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 (ftz) 1957 112 _ 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: I Description Area (or Single or Double DEFAULT) 7�Sngle Default) 228.0 ft' f b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 229.0 ftz f 8. Moor tYPes / a. Slab -On -Grade Edge Insulation R=0.0, 213.0(p) ft J b. N/A _ c. N/A _ 9. Wall types, / a. Concrete, Int Insui, Exterior R=4.1, 1124.0 t1z b. Frame, Wood, Adjacent R=11.0, 314.0 ftz J c. N/A _ d. N/A _ e. N/A _ 10. Ceilingtypes a. Under Attic R=30.0, 1996.5 112 _ b. N/A _ c. N/A 11. Ducts a. Sup: Une. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 1.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric HeatPump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 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 featureswhichwill be installed (or exceeded) in this home before final ins Otherwise. EPL D Splay Card, rtll be completed based on installed Code c(rr Builder Signature:. � !G�« Date: _ 08/01/06m `"""" ° ° Address of New Home:. 5508 Bella *NOTE. The home's estimated energy pe; This is not a Building Energy Rating. If y your home may qualify for energy of ciei Contact the Energy Gauge HOW at R information and a list of certified Rater Construction, contact the Department o 1 Predominant glass type. For actual glass type and Zsa Circle 5'anford.FL rmanee score is only available through the FI f rrlscore isf 80 ,or greater (or $6for a US EPA�D see see me rneppgauge ion about Florida's Eni (fairs at 8501487-1824. Cap: 36.0 kBnvhr /1 SEER: 13.00 Cap: 36.0 kBtu/hr'✓ HSPF- 8.30 V i Cap: 50.0 gallons EF: 0.90 ;L N computer program. ' EnergyStar designation), Ja Energy Gauge Rating. v fsec.ucf edu for Code For Building PT, _ to to f e t:een �pWmhuel Gres) � s. � (building, a by the State o1 FlorIt ibe t �� Kotho1 code, y400t to Section 106.3-S of ttt' stated 141WI Ekeuhe plans b P�� ., Items outstdu of Lance with Re*VI °t Qsase P do not Incl:=Ae�ityr°i.,.r tfoo+ comp yiatis9 gyilding code and it 9 p y Ww r n,.. s�,al It r",eve yper s:;ia cr codas 1 fi -so or a Pro n tin cr c.1 *;der S'� .. •:,..;:., .;nicer -ROM, SOLAR —TITS FAX NO. :4073341313 s s May. 12 2003 03:39AM I P1 NATIDNAL CERTIFIED' TESTING LABORATORIES 1464 GEM:NI BOULF!vARD • ORLANDO, FLORIDfI 32437 PHONE (407) 240-1356 & FAX (407) 240-8882 STR URA F R ANCETESTBREQnT REPORT NO.: NCTL-210-2089-1 "PEST DATE: 09-2449 REPORT DATE: 09-24-98 EXI'1P—kTION DATE: I Ild PARENT R IPORT NO.:: 10-1662.1 LABORATORY CFI�ICATION NO.: 98 0430.01 CLIE T: Florida Extruders lntemational Inc. 2540 Jewett Lane Sanford, FL 52771-1600 TEST SPE 1 Florida Extruders International Inc.'s Series "Milestone 1000" Alumintun Sliding Glass Door_ (Type XXO) (SGD-C30) TEST SPEC[FICATIp11: fkAMAMWWDA 101/[.S. 2-97, "Voluntary Specifications for Aluminum, Viayl (PVC) and Wood Windows and Glass boors." , TEST SPECTME,N D I.- GENERAL: The sample tested was a three panel type "XXO,, aluminum sliding glass door -measuring 1310" wide by M-3/4" high overall. `.Ta o Jafl activt and right panel measuring 5'0-1/2".wldc by•7'.,.11-1/47 high; the ,�,... center active panel measured YO-1I2'ri7�ide by 7' 1 l -ll4" high; the right fixed panel was secur0d rtlnC jamb with three 2" long alummi m rctainars eachf=,tned to the jamb stile with a single screw. Opt plµngc--type security lock was fastened to the left activelock'idlc with the keeper fastened to the left jamb- One adjustAbla metal single roller assembly wait used to the'left active lock stile with the keeper fastened to tho loft jtunb. Ono adjustable meutl single roticr a&scmbly was used at each end ofthz active bottom rails. The frame was of double screw coped corner construction. Panel topmrail/stile corners were of double screw overlapping coped corner construction. Panel bottom rall/stile comers wcrcofsingle screw overlapping coped corner construction. tNSTALLATIAZL: The Jt amc was mounted to the test buck using fifty-two (52) (1I 8 x I") flat boad scrows. C.T-A2lrgG: All panels Were channel gland using 3 116" thick temperod clear glass with a flexible vinyl glazing bead. WSTP: Double strips of polypile weatherstrip (0,190" high) were located at each interlock stile_ Double strips of polypile weatherstrip (0.360" high) were located at cacti jamb. A single strip of flexible flap vinyl weatherstrip was located ;it the bottom rail. Double Strips of polypile weatherstrip (0.190" high) were located at each panel top rail, A polypile dust plug measuring I-1/2" x I" x 250" high was located at the sill under each interlock stile. PROFESSIONALS /Al THE SCIENCE OF TESTING -ROM' : SOLAP.-T I TE Floridc: Extraders InterrLational jtt,c. -2- May. 12 2003 08:39AM P2 1YCTL-210-2346.1 SereeTL. An insect screen, tnea i-LrinA,• 49-5/8" wide by 31" nigh with a square Cut screen frame and a square cut plastic corner keys. Installation Fasteners: The specimen was fastened into ed t he topwood st bach of jamb at head ten and two (2) (# flat I") head screws; two (2) in the head, (# -3 x 1'�, two (2) 26.1 /�'" down from heed in. jambs; four (4) (# 8 x 2") were used below the fixed rail; two, (2) in each jamb. TEST RES ULTS Title method of Zest & me ea ure _ Alla we 2.2.1.G„T Operating Force 15lbs- max. 301bs. tn.ax. Active Sash 2.1.2 Air Infiltration -ASTM9283 0.19 cfrn./ft2 0:30"cfm/ft� 1.57psf (,5 mph) 2,1.8 Water ZPa_netration - . STML3311547 5. 0 gph / f t: WT,P= 2.86 psf No Leakage No Lealeage ,2.1.4.2 Uniform Load Structural - AST111 E330 p_024„ 0, p04'' 22.5 psf Exterior 0.027" 0.204„ 22.5 psf .Interior 2.2.1.6.2 Deglazing Test Active Sash, Meeting:Rail (70 lbs.) 0.106" (2.1 %) 0.118" (3.$%) < 1000/a < 100% Bottom Rail (70 lbs.) .T.,e ft Hand Stile (50 lbs.) "(I ° 0.095.9%) < 100% < 100% 1irght Hand. Stile. (50 lbs.) TEST COMpLETFE 04/21 / 00 The tested specimen meets (or exce«ds) the performance levels specified in Table 2.1 of AAMA/ A WWDA 101 i`LS;2-97 for air infiltration. 7� listed results were secured by using the designated test methods and in'd"te cornpltctince with the performance requirements of the referenced specification paragraphs for the (DB*-R30) (5$-1/8' x 72").product designation. Detailed drawings were available for laboratory records and comparison to the test specimen at the time of this report. A copy of this repor.-t aloeg with representative sections of the test specimen will be retained by or a, period of four (�) yearly. The results obtained apply only to the specimen tested. No conclusions NC;fL or IT o the g apecimen may be drawn from this Of ar4y kind regarding the adequacy or 47' test. This report does not constitute certification of t uct which m y only be granted by a csrtification pram volidator. NATIONAL C RTZ ��i 1►21 . LANE isj on anger A4FL/ ld TESMG LABORATORIES i ROM•:50LAR-TITE FAX NO. :4076341-013 May. 12 2003 08:40RM P3. FATONS 11 3i Jambs same Head & Sill same 31 7/8" 7" 24" -T ---� 4" Q.024 El, C, TYP, TYP, 15'-0" - The te:st specimen was flange mounted to the test buck using forty-eight (48) #8 X I' FH screws at locations shown. �--�- - DENOTES :SCREW -Ile NATIONAL CERTIFIED TESTING LABURATORIES ,SOB N.Q. = NCTL-210- 089-12,; COMPANY FLORJ, EXTRUDERS DATE 9-24 3-- -ROM':SOLRR-TITS FAX NO. :4073341318 May. 12 2003 03:40AN P6 TM Q ALITY WINDOWS BT FLORIDA EXTRUDERS SLIDING GLASS DOOR FEATURES & SPECIFICATIONS •. COMMERCIAL PRODUCT RATING OF C30 WITH APPROVED FORCED ENTRY; C40 AND C60 OPTIONAL • 4 3/4" FRAME DEPTH ON 2 TRACK DOORS • 6 5/16" FRAME DEPTH FOR 3 TRACK DOORS • UNIQUE 1 /2" FRONT FLANGE FRAME DESIGN WITH SNAP —OFF FLANGE FEATURE FOR IMPROVED INSTALLATION IN BOTH MASONRY AND FRAME CONSTRUCTION • AVAILABLE IN 2 AND 3 TRACKS AS WELL AS POCKET UNITS • PANELS HAVE UNIQUE D17EP DOUBLE INTERLOCKS FOR STRENGTH AND REVERSIBILITY; DESIGN RCQUIRES NO NOTCHING • A HIGH GRADE BOX SORE -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 Ir STANDARD; OPTIONS ARE INTERIOR FLUSH SILL, 2 5/8" AND 4 5/8" "ADD ON" RISERS • RECESSED DIE CAST LOCKING HARDWARE * OPTIONAL WOOD PULL FOR EASE OF OPERATION • 3/16" TEMPERED GLASS STANDARD; OPTIONS ARE 5/8" INSULATED, TINTED, AND LOW—E • INSULATED DOORS AVAILABLE WITH INTERNAL CONTOURED MUNTINS AVAILABLE TO BE MANUFACTURED IN CUSTOM SIZES AND COUNTER TOP UNITS • AVAILABLE WITH TANDEM ROLLERS • AVAILABLE WITH A STAINLESS STEEL OPTION • DURABLE WHITE AND BRONZE POWDER COATED FINISH learly W*%�.,.,no t e 41z&�ry sco-,D Lost 09. p5. 95 nl : 4c, Fm Pnr A_ 09, O5. 95 01 : aG PM F 0 1 F�?OM SOLAR-T I TE AT;HING QTHERS� UCCO SIDING . OTHERS FAX NO. 4070341018 SHIM AS RE'O'D INSTALLATION ANCHOR (SEE NOTcS) r3 SC�'E V re)11 v RFTWFEN TVC 3Y VQDD FI Y 7 T -EE R S 1 I 1 MAX. 'ERIMETER — CAULK BY OTHERS ;r �. r._'....... LIDING' GLASS WOR FRAME —, SILL ) 1 1-1/6' MIN. J EMBEDMc:NT SLIDING GLAS: DOOR EF..cr,C HEAD TEMPERED GL-__ (TY., ! DOOR HEIGr.T I£ G' LI � l LIBERALLT APPLY CAULKING UNDEr SILL ❑R SET SILL IN BCU L— INSTALLA-1 ON aNCHD OF CONCRETE 3/16, DIA. TAPCDN May. 12 2003 03:40AM P4 ter— DQOR VIDTH 14" MAX, SHIM.SPAfE TWO EY WOOD 1-I/9 MIN. BY OTHERS F'MBEDHENT SLIDING GLASS DOOR FRAME —� — JAMB \ - t TEMPERED GLASS (TY'P.) PLRiME'l ER CAULK BY OTHERS SECTION B-B FXTI-F: OImo, -; ^T1ON r�NLL Ur^'K �_.IJWN SLIDING GLASS IIOOK STRIP SHIM AS RE;O'O. (SEE NOTES) INSTALLAT10\1.ANCHQP 118 SCREE✓ --- CAULK BETWEEN DOOR FLANGE I), S-iEATH1NG -- SHEATHIVF, BY OTHERS TFMPFR,II I_ STUCCO (T YP.) nrz srtllNr, � BY fITHF.RS _ INTERLOCK INSTALLATION ANCHOR as SCREW :RS HULK BETWEEN 3OK STRIP 8 -iEATHING I-1/9' MIN. F:MBE DMENT " V 111v DY OTHERS ,HOOK STRIP DETAIL 1) DDCR MATERIAL- ALUNINLM Al :,OY 4047. 2) a4 1NSTALLATION SCREWS-x',:ST BZ 0'F Surf ICICHT LENGTH- TO ArHICVE MIN. EMBEDMENT OF 1-1/T3' INTO VO'OD. TAPCO, TYPE INSTALLATION ANCHORS AT SILL MUST BE Of Su-CTCIENT LENGTH TO ACHi_vE. mitt. CH3CD)LNT Or I-1/-4' INTO MASONRY OR CONCRETE. 3) INSTALLATION l,NC4CP. C4a4T Olt 241:[ Or T+4IS SHEET. 4) IJSE SILICONIZED ACRYLIC CA'Jl" EE";W) DC9X rLAMG[ AT HEAD f JAMBS. 31 L:Si SILICONIZED ACP.TLIC C=C�� !ET? =CPIMEfER SEAL AROUND LXTERTOR OF DEIoE. 6) IF EXACT DOOR S17C IS NTT LISTfi' 1N ANCrr1R CHART, USE ANCHOR DUANTITY LISTED VITI4 NF;XT. LAzGEP. SIZE. rO9._11t APP?_n-lAT; �SIC,N PPLSSURE PCO'D. %) r0l POCrET COUP Sl?E, VS= r,_"cE_•. ?Yc._;S DCO? SIZE & CUNTIGURATtON TO rINISHED ErENING. ICE I:4STA'-I.AT1 N AN;C-Q}_'3. a r`CTr S TRIP ;MIC�N.>i rsn♦ _ — rvlS G- "STM C1300 fi)_Ai, CHART ?) Dp(IP UNIT IS A?P?.QvEC USI%n_ TES=E='D GLASS IN SINGLE GL!•iED OR INSULA:iNG fa. ASS 10) JAMB / S!LL CDRNFP.: rP. 71 T< :' �,ED Wlilt A 'MALL JOINT SEAM SEAL17R. 11) S.I11 AS RI.O-D AT EA SCl fj 11-S -A1._oTIOv ANCHr)J -j MAX, ALLOVABLE SHIM STACK TO B[ 1/4' )r) AC1_ IN>TACL4TIU'`) :lfc:r_ro; -, DE ]r COPGOS!nrr F'=S1S .\NT MATERIAL_ VI RE -'EPRr'E S FIX�Ll PANEL AP=?„ _'D :ON-1Fj1.15:AT10HS ARE AS L:T 'D -� - -^O`2 _nA=) =IN SACK OF THIS -SHEET. +) NOi ALL CO);FiC.I)RA;I,�':S L';T-=:.�`.r AP.E S-9VN DN 1r'!S DRAWING, Hf)VEv'= INSTALLATION I!;?r) Arc TL :.IS TALL A T iON OF ALL �ONiCLLif?A:IQN$ 1�) `LL7iDA i_xTRU?CRS iCC:: - - �:_:Dl`•i, G'_=S$ DCCR iS a10VN THIS PPIN7 1•LSD APPLIES TO ;D-!C SCRIES a13 5,V FDESCRIPTION ! DATE _ I i FLOPIDA-IN. TU>]E::S _ TlTI:' ;_ 1 rl 'V CLASS nOUP _ LL:1T10N WITH �s sCREWS AJ- TOVEU BY: - -- ATE: i;,. ! %/ni cif-aI 1 N1 C' Ir, u)r ---- — AMF76iida July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy Building Official Orange County Building Division Administration Building, 1st Floor 201 South Rosalind Avenue P.O Box 2967 Orlando, FL 32802-2687 (4.07) 836-5760 RE: Florida Extruders Fenestration Masterfile Update Alternate Nailing Schedule for Fin Frame Windows Messieurs Plante and Smith, This letter updates Florida Extruder Fin Window installation drawings contained in the Orange County Fenestration 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 Mastefile 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 3ew-ett Lane,. Sanford, FL 32772-1600 (407) 323-3300 • Fax (407) 322-3507 Gd ou t p l t r. Woza : =0 ceo1! 60 das cbt S3 L0: 'ON h'U2 luaiu} 1e�aQ �.raer� Regards,. (MENTRAL FLORIDA B.O.A.-F. MANUFACTURER CTURER NAME: MASTER FDLE �r_,_ -�-�IMF • ;,yam_ Sk Fxe: 2002-L7R-RlA-014 - - - - 2540 3ewctt Line, Sanford, FL 32771-1600 • (407) 323-33DO • Fax (407) 322-3507 2 cd yydZO:i@ c00Z 60 daS 2bt 59�8 . L8t Oht XC3 zua"+3 + aQ 6u t p [ t ng W983 __-- _Jamossn� oanlen dSS:Zp ZD 60 °la'- f l Alternate;N.ailing Schedule and Installation Instructions — Analysls Methodology and Sample Calculation. Load Distribution based -on -AAMA 103.3-93 Procedural Guide and centroid location based on common shape geometric. formulas. M H.iphV Width - MAY c 1.0 - K.;ghVMdth- WW ► 1.0 AAMA 103.�. Coe] Load Distrinvlon _ AAMA 102.a, C. o 7 Lr d 04=e:6aclon Florida Extruders Drawing No_ FLEX0026, FLEXDD29 and FLEX0030 -d �— wrvw Eyebrow Arch - Fixed Lite y, Half Circle - Fixed Lite Florida Extruders Diawin_q No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = V�z (b)(h) where: b = Jamb Height (H) or Head/Sill Width (W) a = W - 2(H/2) or H — 2(W/2) Trapezoidal A = 'h (h)(a + b) h = H/2 or W/2 25W Jewett Lane, Sanford, FL 32771-16DO • (407) 323-3300 • Fax (407) 322-3507 5 5d Wdi=O : I0 Z00Z Lob : 'ON X1jd 7u-ai j2dza 6u I p l i ng wodd AM Floiy da (T-NTRAL I LUR DA iTLhL MANUFACTURER NAI'nE MW m3fiorklkrld4-fry.-f MASTER YME # 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)/2 H = centroid of 4R%3(3.1416) A2 = Atotal - Al R = Radius Fastener Calculation: Paslode Nail Allowable = 38 lbs./in per NER-272 Nail length is 2.375", sheathing thickness is '/_" and frame thickness Is 0.50" Embedment is 2.375 - .5 - .050. = 1,825" Nail Allowable at full embedment = 1.825(38) _ 69.35 lbs., use 69 Ibs_ Number of Fasteners = [Laad 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 rnaximurn 6" from each corner of head, sill or .jambs. - The number of fasteners required for each head, sip or jamb based on the [Loading Area x D.P.J/69 For each head, sill or jamb, the spacing of the required fasteners between the end fasteners is determined by dividing this `space by the number of fasteners required between the end fasteners. This is done for each of the configurations and a worst case spacing developed for all series window sizes at 4S psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 25, Width = 36, Height = 62" H/W is equal to 62/36 = ..72 therefore, therefore, loading diagram for Case 1 is shown on the next page. Al = V2(W/2)(CH-W)+H)) - Vx(36/2)((62-36)+62))/144 = 5.5 SF A2 = -1/2 (W/2)(W)/144 = ►/:,(36/2)(36)/144 2.25 SF 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 6 Ld WdVO:I0 c@0z 60 EGtIs9zs Lev : 'CII XU-1 -4.u--�•aeda0 6uipl ing : W06_3 dcC:7n 7n Pn daS AW Florida Load on Jamb = 70(5.5) = 385 lbs_ Load on Head/Sill = 70(2.25)=_157.5 lbs. Number of Fasteners Jamb, (N) = 385/69 = 5.56 = 6. Number 6f 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 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_ l Al b .Iamb Rel9ft T L A_J A,k MJ0.103 3, c-sv 7 Load Dlstrbvtion r MASTER 1F`ff�E #mod, 2540 3ewett Lane, Sanford, FL 32771=1600 • (407) 323-3300 • Fax (407) 322-3507 7 ed WdVO:LH EOW 60 aaS z6tS9F8 Lob = 'LM XUj -�uDnr;ledaQ 6ulpling 4adzi - ----- ---- j----- .date ATTACHMENT NO. 2 Alternate Nailing Schedule and Installation InstructIores - Fin Frame Window Required Nail Paslode Catalog #650111, 2.375" Long, D_ 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.1/z Sheathing thickness greater that 1/2." will require reduction in spacing based on the Manufacturer,: Florida Extruder International's recommendation. Spacing From Corner Minimum of one nail required in Head, Sidi 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 Sa 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. CEN T HAS. F LO:.4.1DA B. O. A. F. 14IAN 1 ACTUyI'' R NAM E : MASTER FILE# F/o � � Ex�-vdrrs 254D Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 ! Fax (407) 322-3507 4 Sd WC!ze:10 caOZ 60 'da5 EGV' f=S LOD' : 'ON XU3 1uawl.1L-daQ 6uipl ►ne : wod3 ATTACHMENT NO. i. orange County Fenestration Materfile List Ltlternate Nailing Schedule Drawing Applicability.-_ F[n Frame.Vllilldow_ Master -file _ No. Dw . No. De=-*crilRtIcm 1 FLEX0029 Horizontal Sliding Window XOX - Fin 3 FLEX0026 Single Hung Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window — Fin Half-GrcJe and Eyebrow shown_ Applicable to other ccnfiurations note 9 on FLEX0037) MANUFACTURER NA.E: MASTER FmE 2540 3ewett Lane, Sanford, FL 32771 1600 • (407) 323-3300 • Fax (407) 322-3507 3 I'd Wc,-_O : L0 ZOaZ 68 'daS Z6t_S9Z_B L0C 'ON Xt _i ;uD-;.-edZOQ 6u c p l t rls WO'd3 July 25, 2002 _ Florida County, City and. Local. Governments Community Development and Building Departments RE: FLORIDA EXTRUDER MILESTONE SINGLE .HUNG WINDOWS TESTED TO ANSI/AAMA/NWWDA 101/I.S.2 - 97 Building Officials, Inspectors and Plan Examiners, The question dealt with in this letter is the applicability of approved testing results for a single hung window with a straight head versus extending those test results to a single hung window with a -half radius or. full radius head. The Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows. , §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and. glass doors shall -be. tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA .101/I.S.2 - 97 Florida Extruder's approved testing reports for Milestone Single Hung Windows used • a straight head extrusion in the tests. These tests where- performed to the ANSI/AAMA/NWWDA 101/I.S.2 - 97 specification with structural testing to ASTM E330 as required by the AAMA 101 specification. ANSI/AAMA/NWWDA 101/I.S.2 - 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway _Performance Requirements as defined in Table 2.1. When extending test results to windows of other .configurations or to windows of smaller sizes, the following must be considered. 1. For other configurations, that the difference does not affect the test results. 2. For smaller window sizes, that a methodology grounded in sound engineering practice is used to extrapolate test results to smaller windows. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 - AM Fbida. EXnders 3.For both considerations, that extrusion section_ properties remain the same, corner connections do not differ and that the glass thickness.and style do not vary. ,Florida Extruder Milestone Window test reports are based on .the largest size window with comparative analysis (performed to. the methods promulgated by AAMA 103.3) used to determine.the rating of window sizes smaller then those tested. By use of . AAMA 103.3 procedures, sound engineering practice is used as mandated by the building code. When extending. the -test results of a single hung window with a straight head to windows with half radius head (2" per 1'_slope) or full r.adius-head (1" per 1'-slope), the corner connection-, extrusion section and glass thickness are the critical factors in determining applicability. In all cases for Florida Extruder Milestone Single Hung W-indows 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 th:e 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 ramoruso.peP loridaextruders.com Florida. PE License No. 49752 Florida Extruders International, Inc. File: 2002- LTR- R)A-0 2 9 2-540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 3 ANN ,7<_ 1ida AW do July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy. Bulldirig Official . Orange County Building Division Q..H+ I�TiU_1. �' ,F_1 i ? A $- �- A- `�- Ad ministration Building, lst Floor 201 oMANT�.J�.�.CTUR t,R N , D 201 South Rosalind .Avenue P.O. Box 2867 Ai 1Lr✓1tc4E Orlando, FL 32802-2-687 MASTER FILE - (407) 836-5760 A-4w frvn RE: Florida .Extruders Fenestration .Masterfile Update —Alternate Nailing Schedule for Fin Frame Windows Messieurs Plante and -Smith - This letter updates Florida Extruder Fin Window installation drawings contained in the Orange County Fenestration Masterfile for an Alternate Nailing Schedule and Installation Instn'ctions- 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 Sched Instructions. ule and Installation 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. 254D Jev�rctt Lanc, Sanford, FL 32771-1600 (407) 323-3300 t`ax (407) 322-3507 1 Zd wcim : Ie i:eDa 6e 'des Ztsc _= L0r 'ON XHd iuz=r -Led aQ Gu t P I i r' j W3d3 -a .Jawo'lsn7 oanTe% d6q:20 ao 60 dos Enders ftiU Regards, ENT RALFLORIDA. B. 1MANUFA+CTUBER NAME MASTER FDLE , JUL 3 a zoo2 2:F Fdc: 2O02-LTR-R1A-014 -- 2540 )ewctr Lane, Sanford, FL 32771-1600 • (407) 323-33UD • Fax (407) 322-3507 2 Ld WdZO : L0 7_00Z 60 das Z6t7G92e LOV -ON XkJzl ivaw} edaQ 6u i p l i rne. W083 -,a -Jaw02sn7 panT en d6S =Z6 ZO 60 das r -- 66da CENTPAL FLORIDA B- C1_ MANUFACTURER NAME: MASTER IFELE # ,��r 7'�01:51 ATTACHMENT NO. 3 Alternate Nailing Schedule and Installation Instructions — Analysis Methodology and Sample Calculation Load Distribution based on AAMA 103.3-93 Procedural Guide and centroid location. based on common shape geometric formulas. c..raa h H.tptiuwleu.. Hnr < 1.o He:g1iV4Vtidm - H/W ► t.o MM^ 103.3, C as. 3 LDAU Dix triDuticn MMA 10", Ca 1 L—d Dlae:sullon Florida Extruders Drawing No_ FLEX0026, FLEXD029 and FLEX0030 .a Eyebrow Arch - Fixed Lit, y Half Circlo - Fixed Lite Florida Extruders Drawi_ny .No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = Vz (b)(h) where_ b = iamb Height (H) or Head/Sill Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = '/z (h)(a + b) h = H12 or W/2 2540 Jewett Lane, Sanford, FL 32771-1600 - (4-07) 323-3300 - Fax (407) 322-3507 5 9d WdEe:10 ZOaZ 60 'da5 Z67S9L8 Lev : 'ON XCd 6utpitng : wo8zi . .1 , -jawoasnn DanTeA dFc�:7_Cl ?_D 6D daS >tb UN'AO PJDA B. O. A. F. MANUFACTURER NARM.- at rid MASTER FME # �r� f - T-10 r! 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 = I/z(b)(h) b = Sill Width' Atotal = 3.1416(R2)/2 H = centroid of 4R/3(3.1416) A2 = Atotal — AI- R = Radius Fastener Calculation: Paslode Nail Allowable = 38 lbs./in per NER-272 -Nail length is 2.375", sheathing thickness is 1/2" and frame thickness Is 0:50" Embedment is 2.375 - .5 - .050 = 1.825" Nail Allowable at full embedment = 1.825(38) = 69.35 lbs., use 69 lbs. Number of Fasteners = [Load Area (ps17 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 a5 and 70 psf. Fastener Spacing: Based on: • One nail. is required a maximurn 6" from each corner of head, sill or jambs. The number of fasteners required for each head, sill or jamb based on the [Loading Area x D.P.]/69 For each head, sill or jamb, the spacing of the required fasteners between the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is done for each of the configurations and a worst case sparing developed for all series window sizes at 45 psf and 70 psf. Example Calculation: Single Hung Window, FLEX002-6, Size 2S, Width 36", Height = 62" H/W is equal to 62/36 = 1.72 therefore, therefore, loading diagram for Case 3 is shown on the next page. Al = ;/z(W/2)((H-W)+H)) — V2(36/2)((62-36)+62))/144 = 5.5 SF A2 = '16 (W/2)(W)/144 = 1/7(36/2)(36)/144 = 2.25 SF 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 L.d WdV0:t0 Z002 60 'dzS 40b 'CJq XU3 iuq-iedzh3 6ut1311ng W063 -.4 r / n+61 ia.wo-asn7 pang en d6S =ZD ZO 60 daS r - AM P66da _ Load on Jamb = 70(5.5) = 385 tbs. Load on Head/Sill = 70(2.25) = 157.5 Ibs. Number of Fasteners Jamb (N). = 385/69 .5.56 6 Number of Fasteners Hea-d/Sill (N) = 157.5/69 = 2.28 = 3 . Fastener Spacing Jambs = (H 2(Edge Distance))%((N - 2) + 1) _ . (62 - 2(6))/((6-2)+i) = 10" Fastener Spacing `Head[Sill = (W - 2(Edge Distance))/((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. ►+cso Jrnb Yl a b �, �% fi IDA B. O. A- . . AAMA 1033. CGSQ 7 Load Distrbvi5on 2540 Jewett Lane, Sanford, FL 32771-16DO (407) 323-3300 - Fax (407) 322-3507 7 8d W&70: To ZOW 60 -daS z6vsg9 Lod .-ON xU 3 lu led�a 6u l p l i rls L � .-. ,.,) C`7."1C_1C0 nL1 1aWOaSn-1 OanTeA drCZ:?-rl PC) ii13 dBS Alternate Nailing Schedule_ and Installation Instructions - Fin Frame Window Required Nail . Paslode Catalog-#650111, 2.375" Long, 0.113" Diameter, Ring Shank Nail per NER-272. Nail Installation - • Nail shall be installed to its -full depth in the side grain of framing members. • Required embedment has considered window frame thickness and a sheathing thickness of 1/z". Sheathing thickness greater that 1h" 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" maximurn 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, Halt Circles, Full. Circles, -Ovals and Octagons. 45 PSF Design Pressure: Maximum. of 8" on centerline, 70 PSF Design Pressure: Maximum of 5" on centerline. AIANLTACTURZER NAME Flo r E,�t,-udrrs MASTER FILE # 2540 Jewett Lane, SanforQ, FL 32771-1600 - (.407) 323-3300 • Fax (407) 322-3507 4 SdWC:E0:I0 Ewa 60 -da5 ZGVS92:6 Let), -ON Xtid IL-1 tedzu butpi toe l Orange County Fenestration Masterfle List Alternate Nailing Schedule -Drawing Applicability - Fin Frame Window Masterfile - No. Dw . No. Descri tlon 1 FLEXD029 Horizontal Sfiding Window XOX - Fin - 3 FLEX0026 Sin le Hunq Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window - Fin Half -Circle and Eyebrow shown. Applicable to other CDnfj urations note 9 on FLEX0037 b"'LORMA B.-O.A.- . _ I+ �A�IV-UFACTUP,LR NAME:* Et izl" cif MASTER FMB 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 Fax (407) 322-3507 3 bd WCLC-0: TO MW 60 'day ZbCS9£a Ler 'ON Xd3 }ua 4-led;�Q but P I 1 re Ljodd 3uly 25, 2002 Florida County, City and Local Governments Community Development and Building Departments RE: FLORIDA EXTRUDER MILESTONE SINGLE HUNG WINDOWS TESTED TO ANSI/AAMA/NWWDA 101/I.S.2 — 97 Building Officials, Inspectors and Plan Examiners, The question dealt with in this letter is the applicability of approved testing results for a single hung window with a straight head versus extending those test results to a single hung window with a half radius or full radius head. The Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows. §1707.4..2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label .identifying the manufacturer, performance characteristics and approved .product evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder's -`approved testing reports for Milestone Single Hung Windows used_ a straight head extrusion in the tests. These tests where performed to the ANSI/AAMA/NWWDA 101/I.S.2 97 specification with structural testing to ASTM E330 as required by the AAMA 101 specification. ANSI/AAMA/NWWDA 101/I.S.2 - 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway Performance Requirements as defined in Table 2.1. When extending test results to windows of other configurations or to windows of smaller sizes, the following must be considered. 1. For other configurations, that the difference does not affect the test results. 2. For smaller window sizes, that a methodology grounded in sound engineering practice is used to extrapolate test results to smaller windows. 2540 Jewett Lane, Sanford, FL 32771-1000 • (407) 323-3300 • Fax (407) 322-3507 3. For both considerations, that extrusion section properties remain the same, corner connections do not differ and that the glass thickness and style do not vary. Florida Extruder Milestone Window test reports are based on the largest size window with comparative analysis (performed to the methods promulgated by AAMA 103.3) used to determine the rating of window sizes smaller then those tested.: By use of AAMA 103.3 procedures, sound engineering practice is used as mandated by the building code. When extending the test results of a single hung window with a straight head to windows with half radius head (2" per.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 Windows with either a straight head or a radius head, the extrusion section, corner connection, and the glass thickness and style are the same for the straight head as well as the radius head. Further, SBCCI PST & ESI Evaluation Guide 115, Doors and Windows states: "All sizes of doors and windows are not required to be tested. If samples selected for testing represent the critical parameters of the range of window sizes covered by the proposed Evaluation Report. The samples tested shall be randomly selected from regular production units and installed on the test apparatus in a manner representative of the manufacturer's published installation instructions." The independent testing laboratory will test that configuration enveloping those . critical parameters, as is the case with Florida Extruder Milestone Window testing. Therefore, based on the above references, reviews, and discussions, it is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius. head single head windows. Any additional questions can be addressed to the undersigned. Thank you. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax '(407) 322-3507 2 File: 2002-LTR-RJA-019 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 Fax (407) 322-3507 3 -JE Tir'ANUF MASTER Performance Class: AAMA/NWWDA 101/l.S.2-97 Each raving applies to windows of 1he Indicated size and smaller. ar I UP W., G, o 1 A" Penetration with 3N Tap Con Screws 6' from corner and 24" on center Q • PRECAST SILL viHy- e, 101 California Ave. P PROIDUCTS, .C. Beaumont, CA 92223 Series 625/825 Max. DP 80 Window Fastener Requirements Drawn by: Dale. . Corrosive resistanf #8 x I'A" PH Screw or equivalent M. Smith 09/26/01 Y- 10" from -,11 corners. 16" O.C. Max. Stucco Flange Windo%-,, Installation DT L ,; NAILING FIN —.- =8 PH SCREW FLASHING PAPER -- --� I l�IASTER it u"JF' # � DRYWALL i SILL SHEATHING 01 required) BUILDING PAPER Window Fastener Requirements Corrosive resistant #8 x 1'/a" PH Screw or equivalent Y-10" from all corners, 16" O.C. Max. Performance Class: AAMA/NWWDA 101/I.S_2-97 .ach eating aoilies to mndora of the Indicated size and smaller. 11-ce!7- F-Cd0 ./ DP BC 79 73_-- F.C75 / DP JS V99F lag i- CGSI IJ I' ® 101 California Ave��JP Lite Beaumont CA /PRODUCTS, INC. 92223 Series 625/825 Max. DP 80 Drawn by: Dale: M. Smith i 09/26/01 21/4" Aluminum Frame Window Installation T-1- L NAILING FIN z8 x I PH Screw FLASHING PAPER RYWALL SILL � "ENTHAL It L' I 6"iPli-'i :-' 4"� —': — I-- J, MANUA CTIUR ER N, t"XI"' MASTER FILE # I VIP"• k 1® Hy- ite 10 1 California Ave. , ^ Beaumont, CA 92223 PRODUCTS.. INC Series 600/800 Max. DP 80 Window Fastener Requirements Drawn by: Dale Corrosive resistant #8 x 1 '/4" PH Screw or equivalent M. Smith 09/26/01 3"-10" from all corners, 16" O.C. Max. 3" Aluminum Frame Window Installation Performance Class: AAMA/NWWDA 101/1.S.2-97 E,10 rating applies to windows of the noicaiel sqe jr-9 srnjIICr. F C30 CP 30 31' . 87- F C80 op 80 7. F Hc�o I op �0 /1"'CF, 1 11183 �c NAILING FIN X. I I S CT ow -- FLASHING PAPER -1 J;tt)1-,0'R1D-A H-0,A-F, KA\-NUFAC,j-tjj-t Performance AAMA/NWWDAClass: 101/I.S.2-97 Each rating applies to winoows of ti, 5 i2e ancl smaller. RASTER Operable Units DRYWALL 31" X 55 SILL F-C40 / DP 40 AP-C40 / op 10 V99A. 1,14 8 Fixed Units 3 1 87 F-C30 / DP E nF-C35 / DID 35 V99F- ij i 55' X 55' F-C65 I DP 65 IJIMF 1,1., SHEATHING (if required) I BUILDING PAPER �1tP. 101 Cahlornia,),ve. J✓rrr F 0MWT.1NC-, Be�!Ljniorij, CAC�,222,3 F—Prestige Series Max. DID 80 Window Fastener Requirements Drawn by: Corrosive resistant #8 x 11/4" PH Screw or equivalent M. Smith 709/26/01 Y-10" from all corners, 16" O.C. Max. Vinyl Window Installation - ONE BY WOOD - BUCK BY OTHERS (NOTE 6 & 7) CAULK BETWEEN WINDOW FLANGE & WOOD BUCK a STUCCO BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD (TYP.) W.H. (WINDOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL J/ VULKEM 116 ADHESIVE CAULK, OR APRV'D; EQL. Disclaimer: The pvipose of this ihstallotion drowing is to present the manufacturers recommendotions for IMPORTANT INFORMATION & GENERAL NOTES CONCRETE OR CAULK BETWEEN anchorage (i.e.: concrete screws, wood screws, nails and Vulkem structural adhesive( to achieve the design - MASONRY --OPENING WOOD BUCK & pressure specified on the fenestration produce as required by Florida Building Code. Section 1707:4.4: These notes are provided to ensure- proper installation of Florida Extruders Milestone .BY OTHERS MAS'Y. OPENING Anchorage Methods. Recommendations regarding flashing. sealing, seolonIs or other joint sealant practices products and must be followed fully. BY OTHERS AE does not constitute o warranty either expressed or implied. I B.W.GENERAL INSTALLATION INSTRUCTIONS (BUCK WIDTH) EMBED MIN. ,n EMBEDMENT " ST TION ANCHOR 7 PERIMETER CAULK BY OTHERS _ a 1-1/4 MIN. ONE BY WOOD IN ALLA a EMBEDMENT BUCK BY OTHERS 3/16' DIA. TAPPER 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. I (NOTE 6 & 7) (NOTE 12) p ALLOWABLE SHIM STACK TO BE 1/4". INSTALLATION ANCHOR SHIM AS REQ'D. - Anchor 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD & JAMBS. 3/16' DIA. TAPPER (NOTE `12) 1/4' MAX. E Locution SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR RIGID VINYL (SEE NOTES) SHIM AS REQ'D. GLAZING BEAD 1/4" MAX (TYP.) �� Abo e Meen Rail-tig APPROVED EQUAL. APPLICATION OF VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTURER'S (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B.H. (BUCK HEIGHT) FLANGE TYPE WINDOW FRAME / SILL A IPRECAST SILL BY OTHERS V r SECTION A —A W.W. I MIN. VIEWED FROM i A A B C EXTERIOR D E B K B W.H. F G H I i A_l ELEVATION GLASS (TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE CONCRETE OR MASONRY OPENING BY OTHERS a & WOOD BUCK PERIMETER CAULK W W BY OTHERS RECOMMENDATIONS. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE AND TO SEAL HEADS OF INSTALLATION FASTENERS. 4) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO ------- APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE HUNGS, 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. Anchor Loco tion Belo. ANCHOR INSTALLATION INSTRUCTIONS Meeting Roil. ZE GENERAL: 0 (WINDOW WIDTH) I 6) NAIL. AI IACHMENT OF NON-STRUCTURAL ONE BY BUCK IS 4 FROM EACH CORNER STUCCO BY OTHERS CAULK BETWEEN AND 8" ON CENTER. USE A HARDENED "T-NAIL" WITH A 0.097" DIAMETER AND 1 3/8" WOOD BUCK & LENGTH (5/8" EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0.148" DIAMETER SECTION B — B MAS'Y. OPENING AND 1 1/2" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT FOR ALTERNATE SECTION 0 BY OTHERS A-A/B-B, USE A 0.113" DIAMETER COMMON WIRE NAIL WITH A 3/4" EMBEDMENT OR CONCRETE OR EQUIVALENT FOR NAILING NON-STRUCTURAL ONE BY BUCK INTO A TWO BY MASONRY OPENING STRUCTURAL BUCK. BY OTHERS X4, 2X6, 2X8 WOOD BUCK Y OTHERS (SEE NOTE 16 & 23) INE BY WOOD BUCK BY OTHERS OPTIONAL) (NOTE 6, 7 and 16A) TALLATION ANCHOR WOOD SCREW (NOTE 16 and 16A) SECTION A —A For installation with or w � W ! w a- 03 af L, 7) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2" THICKNESS. NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GREATER THAN 1" NOMIMAL (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE 6. 8) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR THE ENVIRONMENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECOMMENDATION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 9) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER. 10) WOOD SCREWS SHALL MEET ANSI B18.6.1 DIMENSIONAL REQUIREMENTS. 11) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE & #10 WOOD SCREW - 9/64" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION). [SEE SHEET 2 FOR CONTINUATION OF NOTES] REV DESCRIPTION DATE INI FLOR:IDA EXTRUDERS 12540NJEWETT LANE �. REVISED ANCHOR LOCATION 4/23/04 RJA CERTIFICATE :or AUTHORIZATION NO. 9235 SANFORD FLORIDA IN JAMB OF SIZE 37. NO CHANGE IN OUANTITY- 1 6 2444 E ADDED DISCLAIMER AND CLARIFIED LOCATION OF JAMB ANCHORS. (ALTERNATE) with two by by wood bucks - TITLE: INSTALLATION DETAIL 7/29/04 R JA SGL. HUNG FLANGE WINDOWS - SERIES 1000, DRAWN BY: B B APPROVED BY: R JA DAT-1:7/29/N SCALE: NTS DWG-: FLEX0016, SI-iT 1 _0_/ 1500 & 2000 sammilliliff TAPPER LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PsF TO 4OPSF 41 PsF TO 70PSF 30PSF TO 40PSF 4 1 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 F,G 15 18 1/8 x 62 8 B B B F,G F,G F.G.H.1 16 17 18 1/8 X 71 18 1/8 x 83 B B F,G F.G,J,K t H2 25 1/2 X 25 B B F,G F,G F,G F,G 1 H3 25 1/2 x 37 3/8 B B B F,G F,G.H,I 1 H4 lH45 25 112 X 49 5/8 25 1/2 x 55 1/4 B 8 8 F,G F.G.H.1 1 H5 25 1/2 X 62 B B F.G F.G.H.1 1H6 25 1/2 X 71 B B F,G F,G,H.1 1 H7 25 112 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 30 112 X 38 3/8 29 112 x 37 3/8 B B B B F.G F,G.H,1 30 1/2 X 50 5/8 29 1/2 X 49 5/8 B B F.G F.G.H.1 30 1/2 X 56 1/4 29 1/2 X 55 1/4 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 B B F.G.H.1 F,G,H,I 30 112 X 84 29 112 X 83 B B F.G.J,K F,G.J.K 22 36 x 25 8 8 F,G F.G 23 36 x 37 3/8 B 8 F.G F.G 24 36 x 49 5/8 B B F.G F,G.H.I 245 36 x 55 1/4 B B F.G F.G.H.1 25 36 x 62 B B F.G.H.1 F,G.H,1 26 36 x 71 B B F.G.H.1 D.E,F,G.H.1 27 36 x 83 8 B F G J K F,G,H,I.J.K 42 x 26 41 x 25 8 B F.G F,G 42 x 38 3/8 41 x 37 3/8 B B F,G F,G.H,I 42 x 50 5/8 41 x 49 5/8 B 8 F,G F,G,H,I 42 x 56 1/4 41 x 55 1/4 8 B F.G.H.1 F.G.H.1 42 x 63 41 x 62 8 B F,G.H,I D,E.F.G,H.1 42 x 72 41 x 71 8 8 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.0 F.G F,G 48 x 38 3/8 47 x 37 3/8 8 A.0 F.G F.G.H.1 48 x 50 5/8 47 x 49 5/8 B A.0 F,G F,G 'H,I 48 x 56 1./4 47 x 55 1/4 B A.0 F.G.H.1 F.G.H.1 48 x 63 47 x 62 B A.0 F.G.H.1 D,E.F.G.H,1 48 x 72 47 x 71 B A.0 F.G.H.1 D.E.F,G.H.1 48 x 84 47 x 83 B A.0 F,G.J.K D.E.F,G.H,I,J.K 32 52 1/8 x 25 B A,C F.G 33 52 1/8 x 37 3/8 B A.0 F.G F.G.H.1 34 52 1/8 X 49 5/8 B A.0 F.G.H.1 F.G.H.1 345 52 1/8 X 55 1/4 B A.0 F.G.H.1 D,E,F,G.H.1 35 52 1/8 X 62 B A.0 F.G.H.1 D.E.F,G.H,f 36 52 1/8 x 71 B A.0 F.G.H.1 D.E.F,G,H,I 37 52 1/8 x 83 B A.0 F.G,J.K D.E,F,G.H,1,J,K 37 SIZE NOT AVAILABLE IN 1000 UK 15UU SLKILS_ IMPORTANT INFORMATION & GENERAL NOTES (cont.) ANCHOR INSTALLATION INSTRUCTIONS (cone) 3/16" DIA. TAPPER CONCRETE SCREW (WITH NON-STRUCTURAL ONE BY WOOD BUCK): 12) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A NON-STRUCTURAL ONE BY WOOD BUCK (NOTE 7), USE A 3/16" DIA_ TAPPER CONCRETE SCREW OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 13) SEE THIS SHEET FOR TAPPER INSTALLATION ANCHOR LOCATION CHART_ LETTER DESIGNATIONS ON THE TAPPER LOCATION CHART INDICATE WHERE TAPPER CONCRETE SCREWS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A -KEY. 14) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TAPCON (by ELCO TEXTRON INC)'OR TTTEN (by SIMPSON STRONG -TIE) CAN BE SUBSTITUTED WITH THE FOLLOWING LIMITATIONS FOR THE SINGLE HUNG WINDOW SIZES (1) 18 1/8 x 62 AND (2) 30 1/2 x 84: a) LIMIT TO 65 PSF, OR : b) INSTALL ONE ADDITIONAL FASTENER IN EACH JAMB OVER CHART REQUIREMENTS AT LOCATIONS H AND I. 15) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHOULD BE FILLED WITH #8 WOOD SCREWS OF SUFFICIENT LTH_ TO PROVIDE MIN. S/8 IN. EMBEDMENT INTO WOOD BUCK. VIEWED FROM EXTERIOR (ANCHOR LOCATIONS) W.W. A B C D J W.H. F H ELEVATION K #10 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK AND OPTIONAL ONE BY WOOD BUCK - SECTION A -A ALTERNATE ILLUSTRATES THIS OPTION, SIMILAR FOR SECTION B-B): 16) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 WOOD SCREWS (ANSI B18.6.1) OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK. 16A) IF A TWO BY & ONE BY WOOD BUCK ARE USED (SEE SECTION A -A ALTERNATE, SIMILAR FOR SECTION B-B), THEN #10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK WILL BE USED AND THE ONE BY WOOD BUCK WILL BE SECURED TO THE TWO BY WOOD BUCK AS REQUIRED IN NOTE 6 & 7. 17) #10 WOOD SCREWS SHALL BE INSTALLED AT ALL FACTORY APPLIED INSTALLATION FASTENER HOLE LOCATIONS. 18) WOOD SCREWS SHALL NOT BE USED TO FASTEN ASSEMBLY INTO THE END GRAIN OF WOOD. 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. I 20) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE WINDOW SIZES SHOWN IN THE CHART_ DESIGN PRESSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE. 21) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 22) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002_ 23) TWO BY WOOD BUCK AND/OR FRAMING AT THE HEAD AND JAMBS TO BE SECURELY FASTENED TO TRANSFER THE LOAD TO THE MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE PER FBC, SECTION 1707.4.4.2 AND THE ENGINEER OF RECORDS DETAILS. REV FLORIDA EXTRUDERS 12540NATIONAL, INC JEWETT LANE B C CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA D TITLE: INSTALLATION DETAIL E SGL. HUNG FLANGE WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY: R JA IAPPROVED BY:R JA DATE:7/29/04 I SCALE: NTS DWG.FLEXO0I6, SHT 2 OF 2 SHEATHING BY OTHERS STUCCO _/ OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS SHIM AS RE'Q'D (SEE NOTES) -CAULK BETWEEN DOOR FLANGE & SHEATHING CAULKING AT FASTENER HOLES REQUIRED (SEE NOTE 2). SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE LIU n ' IJ � 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). n O INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) TWO BY WOOD BY OTHERS (NOTE 6) ul DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB 1/4' MAX. SHIM SPACE 1-1/8' MIN.' EMBEDMENT SLIDING GLAS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT CAULKING REQUIRED (SEE NOTE 2). 1/2 6 1 EMBEDMENT 0 1-1/4' MIN. 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 t18 WOOD SCREW (TYP.) (NOTE 21) (ANCHORS SHOWN IN SAME PLANE FOR CLARITY ONLY. HOOK STRIP ANCHOR HOLES SPACED 2' APART ON OPPOSITE FLANGES.) SLIDING GLASS DOOR HOOK STRIP INSTALLATION ANCHOR #8 WOOD SCREW (NOTE 21) STUCCO OR SIDING BY OTHERS EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) INSTALLATION ANCHOR W a � 3/16' DIA. TAPPER (NOTE 15) oz Er CONCRETE OR Z MASONRY OPENING � J BY OTHERS - W D' W D_ SECTION A -A Cr� CAULK BETWEEN DOOR FLANGE & SHEATHING SHEATHING BY OTHERS TEMPERED — GLASS (TYP.) CAULK BETWEEN HOOK STRIP & WOOD BUCK 11/8' MIN- E BEDMENT (TYP.) 1 3/4' MAX. —f— SHEATHING BY OTHERS SLIDING GLASS DOOR INTERLOCK HUEIK 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 I 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 1707.4.4.3 AND THE ENGINEER OF RECORD'S DETAILS. [SEE SHEET 2 FOR CONTINUATION OF NOTES) / DEC 1 6 1 REV DESCRIPTION DATE ININTERNATIONAL, INC. FLORIDAFLORID-A EXTRUDERS 2540- JEWETTLANE CERTIFICATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA B REVISED NOTES 1.2.3.6.11.20. ZR[VISEDRELATEDADED AND/OR 2000NDIOR MATED R.LUS. ADDED ROTE RE xwD RED NO IELVSTRATgRS. RE [RED ROTES 8 7p 10 h 21 70SE ANDNOT RE RV47 REEERE„CESTo THESE ROTES- REUSED TAPPERS FOR OR gpxx 3-PANEL DOORS, 12/18/03 RJA TITLE: SLIDING GLASS DOOR S00 I000 & 2000 � FRAME INSTALLATION WITH #8 SCREWS DRAWN BY: BB APPROVED BY: RJA ®® C ADDED DISCLAIMER, 7/29/04 RJA ATE: 7/29/04 SCALE: NTS DWG #: FLEX0027 SHT I OF 2 �I ANCHOR INSTALLATION CHART Nominal Door Size and Configuration Door Size REQUIRED QUANTITIES OF ANCHORS HEAD #8 WS ( ) (TAPPER) SILL TAPPER JAMBS (#8 WS) HOOK STRIP (#8 WS) TO 45 PSF 46 PSF TO 60 PSF 61 PSF TO 70 PSF TO 45.PSF 46 PSF TO 60 PSF 61 PSF TO 70 PSF TO 70 PSF TO 70 PSF 4068 XX, OX, XO 48 x 80 6 6 6 3 3 3 8 8 5068 XX, OX, XO 60 x 80 6 6 6 3 3 3 8 8 6068 XX, OX, XO 72 x 80 8 8 8 4 1 4 4 8 8068 XX, OX, XO 96 x 80 10 10 10 5 5 5 8 118q 10068 XX OX XO 120 x 80 12 12 12 6 6 7 (D1) 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 1 12 12 6 6 7 (D1) 10 10 50100 XX, OX, XO 60 x 120 6 6 6 3 3 3 12R.160100XX, OX, XO 72 x 120 8 8 8 4 4 4 1280100 XX OX XO 96 x 120 10 10 10 5 5 6 129068 OXO 109 1/8 x 80 12 12 12 6 6 6 812068 OXO 145 1/8 x 80 14 14 14 7 7 9 D2 815068 OXO 181 1/8 x 80 16 16 16 8 10 (D2) 11 (D3) 8 9080 OXO 109 1/8 x 96 12 12 12 6 6 1 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 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 (133) 12 12 9068 XXX 106 5/8 x 80 12 12 12 6 6 6 8 8 12068 XXX 142 518 x 80 14 14 14 7 7 8 131 8 8 15068 XXX 178 5/8 x 80 16 16 16 8 10 (132) 11 (D3) 8 8 9080 XXX 106 5/8 x 96 12 12 12 6 6 6 10 10 12080 XXX 142 5/8 x 96 14 14 14 7 8 (D1) 9 D2 10 10 15080 XXX 178 5/8 x 96 16 16 17 8 11 (133) 13 10 10 90100 XXX 106 5/8 x 120 12 12 12 6 6 6 12 12 120100 XXX 142 5/8 x 120 14 14 1 14 7 9 (D2) 10 (D3) 12 12 10068.OXXO 119 5/8 x 80 12 12 12 6 6 7 D1) 8 8 12068 OXXO 143 5/8 x 80 14 14 14 7 7 8 D1 8 8 16068 OXXO 191 5/8 x 80 18 18 18 9 10 (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 8 131 9 (D2) 10 10 16080 OXXO 191 5/8 x 96 18 18 19 9 12 (D3) 14 (D5) 10 10 100100 OXXO 119 5/8 x 120 12 12 12 6 6 7 (131) 12 12 120100 OXXO 143 5/8 x 120 14 14 14 7 9 132 10 D3 12 12 160100 OXXO 191 5/8 x 120 18 19 22 10 (D1) 13 (D4) 16 (D7) 12 12 10068 XXXX 117 1/4 x 80 12 12 12 6 6 6 8 8 12068 XXXX 141 1/4 x 80 14 14 14 7 7 8 D1 8 8 16068 XXXX 189 1/4 x 80 16 16 16 9 (131) 10 (132) 12 (134) 8 8 10080 XXXX 117 114 x 96 12 12 12 6 6 7 131 10 10 12080 XXXX 141 1/4 x 96 14 14 . 14 7 8 D1 9 D2 10 10 16080 XXXX 189 1/4 x 96 16 16 19 9 (D1) 12 (D4) 13 (D5) 10 10 100100 XXXX 117 1/4 x 120 12 12 12 6 6 7 D1 12 12 120100 XXXX 141 114 x 120 14 14 14 7 8 D1 10 D3 12 12 160100 XXXX 189 1/4 x 120 16 18 21 10 (D2) 13 (D5) 15 (D7) 1 12 12 ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ'D_ IN BOTH FACTORY APPLIED INSTALLATION HOLES. "D1" THROUGH "DT' DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REQ'D. 2) "D1" MEANS, INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) "D2" MEANS, INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 4) "D3" MEANS, INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 5) "134" 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 W A & B. IMPORTANT INFORMATION & GENERAL NOTES (comet.) GENERAL INSTALLATION INSTRUCTIONS (coat_) 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR 1S 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 ANCHQR 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 CONSTRUC ION)_ 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_ TTTEN (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, IAMBS 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, IAMBS OR HOOK STRIP INTO THE END GRAIN OF WOOD. 24) WOOD SCREW WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS FOR THE POCKET DOOR HOOK STRIP ONLY ARE BASED ON A SPECIFIC GRAVITY OF 0.55 FOR SOUTHERN PINE_ 25) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES NOT USED FOR #8 WOOD SCREW (1 1/8" MIN. EMB_) INSTALLATION SHALL BE ANCHORED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN_ EMBEDMENT INTO WOOD BUCK_ DESIGN PRESSURE RATING & FBC REQUIREMENTS 26) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D_ 2NG7) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE DOOR SIZES SHOWN IN THE CHART. DESIGN PRESSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE: 28) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS_ 29) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 30) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002_ Ev FLORIDA EXTRUDERS INTERNATIONAL. A TT LANE B TITLE: CERTIFICATE OF AUTHORIZATION No. 9235 SANhORD FLORIDA SL I DING GLASS DOOR 500, 1000 & 2000 C FRAME INSTALLATION WITH #8 SCREWS DRAWN BY: BB APPROVED BY: RJA DATE:7/29/04 SCALE: NIS DWG #:F-LEX0027 SHEET 2 OF 2 r INSTALLATION ANCHOR INSTALLATION ANCHOR - -CAULK BETWEEN 3/,16'--DIA. TAPPER_ - - qg WOOD SCREW (TYP. WHERE WOOD BUCK & (NOTE 17) TAPPERS ARE NOT MAS'Y. OPENING CONCRETE OR ONE BY WOOD REQ'D. - NOTE 22) By OTHERS MASONRY OPENING BUCK BY OTHERS BY OTHERS (NOTE 11 & 12) CAULK BETWEEN DOOR FLANGE SHIM AS & WOOD BUCK REQ'D SLIDING GLASS (SEE DOOR FRAME PERIMETER NO JAMB - X. v.. -1 I/4' MIN. - ' . EMBEDMENT t/4' MA OTHERS o SHIM SPACE STUCCO — BY OTHERS INSTALLATION ANCHOR D8 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 19 o it SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) CAULKIN REQUIRE (SEE NO DOOR HEIGHT x — At r < _. _ .. N _CRE TE O =� SHIM SP , GE MAX_ _ ...... ;. _ .;; . , MASONRY OPENING ] 1/4' MIN. _. BY OTHERS �-` - EMBEDMENT 2_X4,:2X6=OR 2X8 WOOD a- _ - BY OTHERS (NOTE 6) o ONE BY WOOD BUCK BY OTHERS Q (NOTE Il 8. 12) INSTALLATION ANCHOR a8 WOOD SCREW (TYP-) (NOTE 23) CAULK BETWEEN (ANCHORS. SHOWN IN SAME PLANE FOR CLARITY ONLY. Q WOOD BUCK H HOOK STRIP ANCHOR HOLES - MAS'Y. OPENING SPACED 2- APART ON BY,, OTHERS OPPOSITE FLANGES.) - SHIM AS REQ'D. (SEE NOTES) SLIDING GLASS DOOR =D HOOK STRIP INSTALLATION ANCHOR DIA TAPPER (NOTE 17) CAULK BEIWLLN HOOK STRIP & In GOOD BUCK 1 1/8' MIN. EMBEDMENT, (TYP.) a /a 'n a 3/4- MAX. 3/16 _/ TEMPERED GLASS Q CAULK BETWEEN DOOR FLANGE &. WOOD BUCK TEMPERED GLASS P.> (TYP.)- PERIMETER a STUCCO CAULK BY CONCRETE OR H U M BY OTHERS OTHERS MASONRY OPENING BY OTHERS STRIP DE TAIL SLIDING GLASS DOOR -�— S.G.D. WIDTH STUCCO INTERLOCK By OTHERS Disclaimer The purpose of this installation drawing is fo present the manufacturer's recommendotions for anchorage (i.e.. concrete screws. wood screws and noils) to achieve the design pressure specified on the fenestration product as required by Florida Building Code. Section 1707.4.4. Ancho(oge Methods. SECTIONB — 17 C Recommendations regarding flashing. sealing. sealants or other joint sealant practices does not conslifute o warranty either expressed or implied. IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be followed fully. a aeEINSTALLATION U ANCHO 1-1/4' MIN- 66 u8 WOOD SCREW W/PLASTIC a z ANCHOR (TYP. WHERE (NSTALLAT ION ANCHOR 0 W W TAPPERS ARE NOT RE0'D. SEE NOTE 22) 3/16 DIA. TAPPER l (NOTE 17) LIBERALLY APPLY W a CAULKING UNDER SILL CONCRETE OR g OR SET SILL IN BED MASONRY OPENING OF_.CONCRETE- (SEE NOTE- 2). (SEE .:.NOTE D- BY OTHERS SHIM AS REQUIRED H EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) GENERAL INSTALLATION INSTRUCTIONS I) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/9'- 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) US&SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS- LIBERALLY APPLY SIl1CONIZED 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 & I BUCK FOR POCKET DOORS. 4) JAMB AND SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. S) DOOR FRAME MATERIAL: ALUMINUM ALLOY 6063. TRIP 6) TWO BY WOOD ECK AND/OR OER STRUCTURAL INATHE HOOKS PERTFBCESECTION SECURELY EAND THEE ENGINEER OD TO TRANSFER THE OR CORD'SE MASONRY, CO DETAILS. 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 500 AND 2000 SERIES SLIDING GLASS DOORS. "O" REPRESENTS FIXED PANEL, APPROVED CONFIGURATLONS ARE AS 8) WHERE "X" REPRESENTS MOVING PANEL AND LISTED ON THE ANCHOR INSTALLATION .CHAR !c= rcr-aFrFraa r nNTTNiIATIONrOF NOTES INRNLP1'L. INC RE DESCRIPTION DATE INI FLU l `j' E 2 0 JEWETr [,AN[: B RE�SEB NOTES z. s. 12. 12„ a/o3 R JA 13. 1e, 77. as a sI u+0 .00Ee CERTIFICATE E THORIZA NyNO 9235 S - N F O R D,----.--- °ER Rccs SCD RE q�USTRAToNz I DING GLASS DOOR 500, 1000 & 2000 RENr,..BERCONOTES 6TO1OAND TITLE: RMASONRY INSTALLATION WITH NON-STRU OILIl)IZAL SEO RErERENCES TO THESE ^ 'L� NEz "srO T,r cERs FOR Sox. BUCK AND TAPPERS (s 1 G 2004 s-R.HEL 000Rs _ — — ---- - _ - ----- DRAWN BY BB API" 13Y PJl1 C ADDED DISCUNMER. 7/29/04 R_jA -- --- -- --_ DATE: 7/29/04 SCALE: N I S DWG y F LCX002I JI ILf._ I I U{ ANCHOR INSTALLATION CHART REQUIRED QUANTITIES OF ANCHORS HEAD &SILL (TAPPER) EACH JAMB (TAPPER) HOOK STRIP (1t8 WS) TO 46 PSF 61 PSF TO 61 PSF TO TO 70 PSF Nominal Door Size Door Size and Configuration 45 PSF TO TO 60 PSF 70 PSF 60 PSF 70 PSF 4068 XX. OX, XO 48x80 3 3 3 3 4 4 4 4 8 8 5068 XX. OX. XO 60 z 80 3 3 4 4 4 8 6068 XX, OX.XO 72 x 80 4 4 5 4 q 8 8068 XX, OX. XO-_6 96 x 80 5 5 6 7 (D 1) 4 4 8 10068 XX OX XO 120 x 80 5 5 10 SOSO XX, OX XO 60 x 96 3 3 3 5 5 10 6080' XX, OX. XO 72 x 9fi 4 4 4 5 5 10 8080 XX. OX. XO 96 z 96 5 6 5 6 5 7 (D1) 5 5 10 10080 XX OX XO 120 z 96 6 6 12 50100 XX, OX, XO 60 x 120 3 3 3 6 12 60100 XX, OX XO 72 x 120 4 4 4 6 6 6 7 (Dl) 12 80100 XX OX XO 96 x 120 5 5 4 8 9068 OXO 109 1/8 x 80 6 6 6 4 4 8 12068 OXO 145 178 x 80 7 7 9 132 4 4 8 15068 OXO 181 118 x 80 8 10 (02) 11 (133) 4 5 10 9080 OXO 109 118 x 96 6 6 6 5 5 5 10 12080 OXO 145 118 x 96 7 8 D1 9 D2 5 5 10 15080 OXO 181118x96 8 11 13 6 7 D 1 12 90100 0XO 109 118 x 120 6 7 6 9 (02) 6 10 (D3) 6 7 (O1)12 120100 OXO 145 1/8 x 120 4 8 8 9068 XXX 106 518 x 80 6 6 6 4 4 8 12068 XXX 142 518 x 80 7 7 8 D 1 4 4 8 15068 XXX 178 518 z 80 8 10 (D2) 11 (D3) 4 5 10 9080 XXX 106 5/8 x 96 6 6 6 5 5 5 .10 t2080 XXX 142 5/8 x 96 7 8 DI 9 D2 5 10 15080 XXX 178 518 x 96 8 i 1 (D3) 13 5 7 12 90100 XXX 106 518 x 120 6 6 6 6 6 7 12 120100 XXX 142 518 x 120 7 9 (02) 10 (D3) 8 10068 OXXO 119 5/8 x 80 6 6 7 D 1 4 4 4 8 12068 OXXO 143 518 x 80 7 7 8 D1 4 8 16068 OXXO 191 518x 80 9 10 (D1.) 12 (D3) 4 10 10080 OXXO 119 518 x 96 6 6 7 (DI) 5 5 5 10 12080 OXXO 143 518 x 96 7 8 D1 9 D2 5 5 10 16080 OXXO 191 518 x 96 9 1 12 (03) 14 (OS) 5 12 100100 OXXO 119 Sl8 x 120 6 6 7 D 1 6 7 DI 12 120100 OXXO 143 5/8 x 120 7 9 D2 10 03) 6 6 7 D1 7 (D1) t2 16000XXO 10 191 5/8x 120 10 (DI) 13 (D4) 16 (D7) 8 10068 XXXX 117 1/4,x 80 6 6 6 4 4 8 12068 XXXX 141 114 x 80 7 7 8 O1 4 4 4 8 16068 XXXX 189 114 x 80 9 (D1) 1 10 (D2) 12 (D4) 4 10 10080 XXXX 117 1/4 x 96 6 6 7 D1 5 5 5 10 12080 XXXX 141 1/4 x 96 7 8 D 1 9 D2 5 5 10 16080 XXXX 189 114 x 96 9 (D1) 12 (D4) 13 (D5) 5 12 100100 XXXX 117 1/4 x 120 6 6 7 131 6 7 D1) 12 120100 XXXX 141 1/4 x 120 7 8 D1 10 133 6 6 7(011 7 (D1) 12 160100 XXXX 189 114 z 120 10 (D2) 13(05) 15 (D7) ANCHOR INSTALLATION CHART NOTES 1) IN SOME CASES TAPPERS ARE REQ'D. IN BOTH FACTORY APPLIED INSTALLATION HOLES. "D1" THROUGH "07" DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REQ'D. 2) "01- MEANS. INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) -02" MEANS. INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES- 4) -03" INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. MEANS, -D4- MEANS, INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES 5) -05- MEANS. INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES 6) 7) -06"MEANS. INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. 8) "07" MEANS. INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES- 9) LOCATION OF ADDITIONAL TAPPERS IN HEAD & SILL SHOULD BE PRIORITIZED AS FOLLOWS: A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN HEAD & SILL. B. SECONDLY, AT EACH END OF HEAD & SILL NEAR JAMB CORNER, IF NEEDED C: LOCATIONS IN HEAD & SILL OTHER THAN AS LISTED IN A & B- 10) LOCATION OF ADDITIONAL TAPPERS IN JAMBS SHOULD BE PRIORITIZED AS FOLLOWS AFIRST. 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 Cunt: 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHOR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS "A -A", -B-B" & H00x ; '; I RIP i r I :'II ; , ; L- r' 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-AmEl ET: AND 1 3/8' LENGTH (5/8" EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0.148" DIAMETER AND 1 '7z" LENGTH (3/4" EMBEDMENT.) OR EQUIVALENT. 12) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2" THICKNESS_ NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GRFA rl I t- NOMIMA1. (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE I I 13) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR TI it ENVIRONMENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE-PRESERVATNE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RECUr-1?1FNDATION 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 BI8-6-1 DIMENSIONAL REQUIREMENTS- 16) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: u8 WOOD SCREW - 1/8" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR W001) i ilr:'> t!:! b TI-jN) 3/16" DIA. TAPPER CONCRETE SCREW (SILL AND NON-STRUCTURAL ONE BY WOOD BUCK ON HEAD AND JAMBS): 17) WHERE DOOR IS INSTALLED IN MASONRY OPENING WITH A NON-STRUCTURAL ONE BY WOOD BUCK (NOTE 11) FOR THE HEAD AND JAMBS AND A h1A�Ora=;r OR - -,Jr-RFTE SILL, USE A 3/16" DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH. TO ACHIEVE MIN_ EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE- , 18) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR TAPPER REQUIREMENTS. I9) INSTALL ONE TAPPER IN EACH PAIR OF FACTORY APPLIED INSTALLATION HOLES UNLESS NOTED OTHERWISE ON ANCHOR INSTALLATION CHART - 20) ALTERNATE TAPPER INSTALLATION ANCHORS FRONT TO BACK IN ALL FRAME MEMBERS- 21)TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC- WILL BE USED. TITEN (by SIMPSON STRONG -TIE) CAN bE SUBSTIT UTLD WI I"I I II i` FOLLOWING LIMITATIONS FOR THE 120" HEIGHT SLIDING GLASS DOORS: a) INSTALL ONE ADDITIONAL FASTENER IN EACH JAMB OVER CHART REQUIREMENTS. 22) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE HEAD AND JAMB NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION StiALL BE ;VJCHORED WITH #8 WOOD SCREWS OF SUFFICIENT LTH- TO PROVIDE MIN_ 5/8 IN_ EMBEDMENT INTO WOOD BUCK. ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE ANCHORED WITH "BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACFURFO B,, L Ov:'F ! S cnSTENING, INC. (OR EQUIVALENT) AND 98 WOOD SCREWS OF SUFFICIENT LTH_ TO PROVIDE MIN- 7/8 IN. EMBEDMENT INTO THE CONCRETE OR MASONRY. 08 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 618 6 1) U 'S!.)fiICIENT LENGTH TO ACHIEVE 1-1/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK RECEMNG THE POINT_ 24) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD SCIEW 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 SPECIE IC GRAVi IY OF 0.55 FOR SOUTHERN PINE_ DESIGN PRESSURE RATING & FBC REQUIREMENTS 27) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NF.Y 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 SLAi ;I I�AIFS AND 1707.4.4-3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002- REv FLORIDA EXTRUDERS`254IONJI': 11' LANC A CERTIFICATE OF AUTHORIZATION NO 9235 SAN(� OIZI) rCoRIDA B TITLE: SL I DING GLASS DOOR 500, 1000 9. c'000 C MASONRY INSTALLA T ION WITH NI IEd -- BUCK AND TAPPERS DRAWN 13Y_ QQ DATE: M?9/04 ISCALE: NTS APPROVED 10' DWG uFLEXOOLI SHLL 1 c' <•. �z--.. �-.,- �. y'�%tr%C:.� � _.— �..,3r��.'^' k� Y.-c.""-' izi£Sr:.&.�.�.ec�a�:ee r �.,��:�.sr.�..:w�..o +—w� - "sx'w � s�euar�.�:..,_.._.......�..._ ,� _ �....; .s: 1000 S.H. JAMB (TYP.) 1000 S.H. JAMB (TYP.) 1000 S.H. JAMB (TYP.) 1 X 2 X I/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 (1) 1 X 2 7/16 X 1/8 / TUBE MULLION 1000 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 (3) I X 4 X 1/8 TUBE MULLION 1000 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) 1 X 2 X 3/8 TUBE MULLION #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION 2 X 4 X 3/8 #8 X 1-112 SELF TUBE MULLION TAPPING SMS SECTION A -A (2) 1 X 2 7/16 X 3/8 1000 S.H. TUBE MULLION JAMB (TYP.) 48 X 1/2 SELF TAPPING SMS 08 X 1-1/2 SELF SEALANT BETWEEN TAPPING SMS WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (AT I X 4 X 3/8 / TUBE MULLION ONE BY WOOD DETAIL C 1 BUCK BY OTHERS 1 CONCRETE OR MASONRY 1 1/4" MIN. Q BY OTHERS EMBEDMENT Q �\— INSTALLATION ANCHOR 3/16" DIA- TAPPER SCREW ANCHOR (TYP.) EXTERNAL MULLION INSTALLATION CLIP TYPICAL MULLION TO CONCRETE Q HEAD MULLION (APPLIES TO HEAD & SILL WHERE I „ X 4" & 2" X 4" TUBE MULLIONS ARE USED) #8 x 112 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION SECTION A -A (7) 118 SELF Trim 114u — SMS (TYP.) DETAIL B ELEVATION #8 X 1/2 SELF VIEWED FROM EXTERIOR TAPPING SMS w ao c" r�) in t r r Y U � O _O _j Z SEALANT BETWEEN m 1E L_ =r aa Z WINDOW FLANGES Q m & MULLION C �— 1118 X 1-1/2 SELF N 00 O TAPPING SMS Tin , SECTION A -A L6) J DETAIL C For olternote sill DETAIL B profiles where Sill Clip" is not suitoble, it is occeptoble to use "Instollotion Clip" os shown in Detoil 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 12540 JEWE TL LANE SANFORD FLORIDA TITLE: SER. 1000/ 1500 FLANGE SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEE OTHER S I DE ( SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: MSH APPROVED BY: WAB DATE:6/ 1 7/04 SCALE: NTS DWG.: 1 VMFLG SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES IN PSF CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY WINDOW WINDOW 1 X2X 1 /8 1 X2X 1 /8 1 X2X3/8 1 X2X3/8 t X2 7/t 6Xt/8 t X2 7/16Xt/8 1 X2 7/t 6X3/8 tx2 7/t sX3/8 1 X4X1 /8 1 X4X 1 /8 1 X4X3/8 1 X4X3/8 2X4X3/8 CALL TIP -TO -TIP TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL SIZE SIZE 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS 4 ANCHORS 6 ANCHORS 4 ANCHORS 6 ANCHORS 6 ANCHORS SECT_ A -A t SECT- A -A t 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 26 336.52 732.42 336.52 692.83 336.52 732.42 336.52 732242� 791.81 1187.72 791.81 1187.72 1187.72 13 19 1/8 X 38 3/8 209.72 317.66 209.72 429.55 209.72 456.46 209.72 456.46 493.47 740.20 493.47 740.20 740.20 14 19 1/8 X 50 5/8 131.23 131.23 152.75 1 77.46 152.75 193.92 152.75 271.83 359.41 539.12 359.41 539.1 2 539.1 2 145 19 1/8 X 56 114 94.13 94.13 127.29 127.29 135.81 1 39.09 135.81 194.97 319.55 460.17 319.55 479.33 479.33 15 19 1/8 X 63 65.97 65.97 89.21 89.21 97.48 97.48 119.85 136.64 282.02 423.03 282.02 423.03 423.03 16 19 1/8 X 72 43.49 43.49 58.81 58.81 64.27 64.27 90.09 90.09 .212.62 21 2.62 296.98 296.98 365.75 17 19 1/8 X 84 26.96 26.96 36.45 36.45 39.83 39.83 55.84 55.84 131. 1 31 .79 184.08 184.08 294.03 1 H2 26 1 /2 X 26 262.87 572.13 262.87 541 _20 262.87 572.1 3 262.87 572.1 3 618.52 927.78 618.52 927.78 927.78 1 H3 26 1 /2 X 38 3/8 157.93 239.21 157.93 323.48 157.93 343.74 157.93 343.74 371.61 557.41 371.61 557.41 557.41 H4 6 1 /2 X 50 5/, 97.25 97.25 69.43 48.44 113.20 1 31 .51 113.20 143.71 113.20 201.45 266.35 399.53 266.35 399.53 399.53 93.89 65.51 93.89 65.51 100.17 71.58 102.59 71.58 100.17 88.01 143.81 100.34 235.70 207.10 339.42 236.83 235.70 207.10 353.55 310.65 353.55 310.65 E1 l H45 6 1 /2 X 56 1 / 26 1 /2 X 63 69.43 48.44 1 H5 1 H6 26 112 X 72 31.79 31.79 42.99 42.99 46.98 46.98 65.86 65.86 155.44 155.44 217.11 217.11 267.38 1 H7 26 1 /2 X 84 19.62 19.62 26.53 26.53 28.99 28.99 40.64 40.64 95.93 95.93 133.99 133.99 214.02 471.75 216.75 471 _75 216.75 471.75 21 6.75 471.75 510 765 510 765 765 22 37 X 26 21 6.75 7 X 38 3/8 122.22 185.12 122.22 250.32 122.22 122.22 266.00 287.57 431.36 287.57 431.36 431_36 23 24 7 X 50 5/8 73.34 73.34 85.36 99.17 85.36 F266-OO 7 85.36 151.91 200.86 301_29 200.86 301.29 301.29 245 7 X 56 1/4 51.97 51.97 70.28 70.28- 74.98 . 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 53 1/8 X 26 191.61 417.04 191.61 394.49 191.61 417.04 191.61 417.04 450.85 676.28 450.85 676.28 676.28 32 33 53 1/8 X 38 3/8 98.38 149.02 98.38 201.51 98.38 214.14 98.38 214.14 231.50 347.25 231.50 347.25 347.25 34 3 1/8 X 50 5/8 56.23 56.23 65.45 76.04 65.45 83.09 65.45 116.47 154.00 231.01 154.00 231.01 231.01 345 53 1/8 X 56 1/4 39.32 39.32 53.17 53.17 56.73 58.10 56.73 81.44 1 33.48 192.22 133.48 200.23 200.23 35 53 1/8 X 63 26.92 26.92 36.40 36.40 39.78 39.78 48.91 55.76 115.08 131.60 115.08 172.63 172.63 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 1 18.41 145.82 37 53 1/8 X 84 10.51 10.51 14.21 1 4.21 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 1 300 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: BN APPROVED BY: WA B DATE_6/ 1 7 / 0 4 SCAt E_ FULL DWG 1 VMFLG PG 2 0 V - MtAMf ACE � hIG�� It DADS 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) 375-2908 - NOTICE OF ACCEPTANCE (NOA) Therma-Tru Corporation 108 Hutzfeld Road Butler, IN 46711 SCOPE: This NOA is being issued under the applicable rules and regulations governing the'use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall.not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in. the accepted manner, the'manufacturer will incur the expense of such . testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirement's of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Inswing W/E Glazed Insulated Steel Door w/Sidelites APPROVAL DOCUMENT: Drawing No. B020 i, titled " 6/0 x 6/8 Steel Inswing Moderate Climate Patio", sheets 1 through 4, prepared by manufacturer,.datcd 8/10/98 with revision on 6/7/99, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami - Dade County Product Control Division. [MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RE`IEWAL, of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product_ 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. ff any portion of the NOA is displayed, then it shall be done in its entirety. - INSPECTION: A copy ofthis entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 99-0311.02 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 02-0805.06 Espirialon Date: September 30, 2007 Approval Datc: September 5, 2002 Page 1 SEE HILLI(N HEAD SEE AS SEHBLT GAGE 2ff I)tT - 7 4 -1 / 16 ' -•-B - 1'- c' �'c i _ I RCV DESCRIPTION DATE C ;nls D PCR BUD 6-7-99 29 D III 1 2 I!! YJd1rS 29 20 7/16' IMUN VA-1/1' MIX DGE DUO Q 3/11 t n 20 111 VA-1/4' MIX (2//'1 24 2 IQ 2 In SLIM 6 u1 t 4' 9�YS 22 t v Tv S TIAI[ 21 PFOD SITSL D PUp(TCR IT UTE 20 PLOD 19 2 vUTlflts[A PADS 18 2 S11sm MON RATC I 6 12, O.C. YAX —� iA f 82 1/3 35 Ui' q 1 21 Il8' rAX 63 I/E' FAX I ol 14 2 NAX 13 11 2 SIRRITT MM RATE . Tom-WASilt-Lp lu SETIRCD Y/1 1161 (2TIP - AND 10TI 11 / ' 15 2 u IVES YOKE XDM SLID BLI V/ U2' DImY I4 I 1YD1CT VA ARKS Ed KLT 13 1 1VTXSCI 101 Ms In So 12 1 FIXED PAtf1 TIPLSwAwra 11 I S IIAV t 17tr MVD6 SU 11 1 DA D,RfiM ACTTVC ICER MU 9 PLOD DfAIA-Tw FAQ)KZ111 VCAMSfRIP 1 1 2' 13 9AV VIDO KLLB 1 1 1 -9A6' 1 1-I/4' 1 1/V MDD JN(BS 6. I I yr 111 RASIIC L TF rw OIE7b - Ru Ti a NADC fix . FSTPRI AY UH-10 DEAiPLASIICI VIIH 16 r 15/B' TTPC AD Phi IUD 110LLTPS KIM AT 12 lH' DC ALDG PCRIKM 5 2 I' BvDULL D19UICD (LASS WI , C061Si If t!8' IOPC(SD Q D Na 3/4, AfR S9 1 4 001 RAILS 1 1 1/4' 1 1 11/16' PDE SIDS 2 Aks mol PD.nRLITkE fIN11 M, 22 PCr TE1611T (Mg 'PI0160TA'1ON 1 1 su, 01J MUD, 8 GI DIIe1'M7, MIX ICU SIIEWI f1-195 4 . 11lCIHTAIY 0(m WEI ff 2111, ITCR OTT RESCRIPTTIH BILL Of MATERIAL THERMA OTRU' CORPORATION "r 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO 1,11, OuYOL n - ll 1F Rf. 8 0-98 NONE D C F ... U ` CAPI'Dt1c I CONPl1111 MOf DESIGN PRESSURE RATING PRODOCTR[NCWCD soA e"unoulc wot� HO10 SCE MIlLLiO"I Sllt IS DAbty 17 MIANI-DADC APPROVED SHUTTERS ARE ASSEMBLY (PAGE D OF 4) POSITIVE i 48b] psf B4"i 0 2-o 5.c'6 erREWIRED FOR THE INSTALLATION Of NEGATIVC - 64A psf E do. am azro? PRIM DIVISIONam, conleiu,rc[ Onlc[ THIS uNlc CONFIGLcATlON. OX M ,«[I,L,:�I N�. ^o / M6m ode Prvd.1c. nlin DI a ,` 36___ ul' rrz IN NIN CF) 18EON[Ni x 20 MULLION HEAD ASSEMBLY 0) PER SIDE SPACED 22, O.C. ,o 00 SECTION A -A n CORNER ASSEMBLY REV DESCRIPTION DATE C REVISED PER HUD 6 1 99 .— 36 5/J2' '---"— --- INTERIOR r 17 18 5 I CCTICRETC 0 0 28 I [XIERIOR I , 1 6 / ( I l/4' MIN Q O EkBE0PIN1 I/8, 1ECIKRED 0 ASS ° o . I �/! FIR - O o o - lI!iCAt o O 0 • ° oa•°o° 21 l 25 20 THERMAOTRU CORPORATION 16 X 1-5/8' RPE A6 PHP "� 6/0 X 6/8 STEEL INSVING MODERATE CLIMAIE PATIO Al 12-3/4' QC SPACING MAW m a , puyp� q, �„ ,Q, RF. -10-98 NONE 10204 C 2 OF 4 GLAZING DETAIL 1/8' OPTION SHOVH APPAavo AS G0 anme wfix ixi - - PRODUCTRENEWED SOUTH fiORICA OUILOING COOS . u �omPl�{°j KIV IL• Flarlda pq . B.Idh`Cad•. Aaspa°n N Z-. S; Q G BY tc97 PcOou Maoi Olmlox A�tLa Prod.UCoe AL'i'J+; COOf colAPIIA.M ornct 4 9,16' 11/4, HIM I I IN EHBEONCNI INK[ I/4' MAX CONCRETE o' p 20 ,� n ,o• .o. 9 25 a a, CORNER ASSEMBLY • 20 EXTERIOR INTERIOR 79-9/32' CXICRIM INTERIM Y 0o ao .o .o " 20 0 12 MULLION SILL ASSEMBLY 20 THERMAQTRU' CORPORATION rtnt 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PATIO 8' w.w ry crnr� a�voc is >am ' RF. 87 - 0-98 ND 0204 C CONCR[lE WK0YED AS .CWKYLNO Ynj TH[ 20 SOUTH QORIOA BUILDING 00M 28 :R06UCi'RENEWED D4 OcY�6W Lg�_ Bulding Cod,. . tin tlaa Oah ti9Gl .1. Uf, "glAix Division Br 30.6rc cu0t COMPI!.acL 0r1:C1 SECTION B—B SECTION C—C S� "'� P�dn�l on1 .u[rla;irtHo:�_,g3�2 t 71 SITLES SHOVH HERE IN CONFIGURATIONS SMLE-SYING OR AS -TESTED 'OX', �� ®® ECUAL S I I SIZE (IN VEST, FUR HI UPEkIhGS 1CS1 SIZE (6/0 VIDE X 6/8 HIGH) go�I f 48.67 PSI 61.0 PSF 2, fIR SINGLE IN-SYING D[DR: . MAX PANEL SIZE IS 34' VIDE X 64' HIGH 1 FIR OX COWIGURATION, MAX. OVERALL UNIT ISIZE IS ]4-3/16' VIDE X 82-I/32' HIGH Dun goo 60 999 990 LEI � UQU gun ®®® ®® goo ®�® goo ® goo goo goo ®® �El ® ® TNERMA OTRU ` CORPORATION I� 6/0 X 6/A STECL INSVING HODERATE CLIMATE PAT10 WV. n. art. t "Nr utn. RT. 8-10- 8 NONE 0 01 . C 1 OF T . - APPROVED AS COAfPLY1110 WMI TILE : SCUM FLORIDA BUUIIIO CODE PRODUCT RENEWED OArr O.d, �-yg t: u tomplf L� wlth tht PTotid� l �� 77[['' Ouldln Colt 9t �� N� I L' A <tptnct Na 0 2'0 .OS U(� tS01flC NrPOI DIY S ON I 1 r inpon Dth 100� OJ -D,N4 CODE COMM 1iiQ OffiCE GRILLS AND MUhTINS SHOW A,<E VACS[ - er AND FOR D[[ORAIIVC PURPOSES ahLT , o" OWtPioducl Cautrol 1 ICt ` M I A M+DAQE Xt IANI I -DAD CO.L'NTY, FLO IDA ME-M.0-DADE FLAGLCR BLrtLDtNG BUILDING CODE COMPLIANCE OFFICE(SCCO) I40 NN ST.FL GLER STREET, SUITE 1603. PRODUCT CONTROL DIVISION MIAMI,. FLORMA 33t30-15.63 (?s15)1 5-2901 FA\ (305) 375_21)()& NOTICE OF A.CC:E.PTAiINCE (N0A) Thernia-Tru Corporation 108 1lutzfeld Road Butler, IN 4672a SCOPE: ThI . A is:being issued under the:applicable rules and regulations governing the use of construction materials. The docurt Lntationsub.rnttted:.has been reviewed by,Miami=Dade County Product Control Diyiston and: accepted by the Board of Bales and 1AppeaIs (B.O.RA) .to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction,(AHJ). This NOA shall not be valid after the expiration date stated. below. The Miami -..Dade County Product. Control Division (in Miami Dade County) and/or the; AHJ (in areas.�other than Miami Dade County) rescncc. the right to have this product -,or material tested far quality assurance pucpocs If this product or material fails to per:t;orm in the accepted manner, the manufacturer will incur the ex.pcnsc of such tc ttng. and the AM may immediately revoke.; modify; or suspend the use of such product or material within their jurisdiction. BOIzA reserves the right to revoke this acceptance, if it is determined by Miami --Dade County Product Control Division that this product or material faits 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 Vclocity Hurricanc . Zone of the FJorida Building Code. DESCRIPTION-: "Fiber Classic"/"Smooth Star".6'8" Inswing Opaque. Insulated Fiberglass Door w/Sidelites APPROVAL D.O.C.UME..NT: Drawing Na. S-2151, datcd:01JR/02., with revision I dated 0.1/31102, titled "Fiber.. Classic"/"Smooth Star" up to 1057 x 6-8 w & w10 14" SL, Inswing; 54-ets 1 through 8, prepared .by R. W. Building_. Consultants, Inc., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number.and approval date by the LN1 ami-Dade County Product Control Division. NUSSILE LVI;PACT RATIrG.- None LABELING:.Each unit shall bear a permanent label with the manufacturer's name or logo, city-state and following statement: "Miami -Dade County Product Control Approved",: unless otherwise noted herein. RENEWAL of this NOA shall be considered after a rcnevval.applic.ation has beenfiled 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. ADVERTISELMEN' : The NOA number preceded by the words: Miami -Davie 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 copy of this entire NOA shall be provided to the user by the manufacturer or its distributors an.d shall be available _for inspection at the jobsite at the request of the }.3.uilding:0ffrciai. This NOA consists of this page I as well as approval document mentioned_ above. The submitted documentation was reviewed by ivianuel Perez, P.E,. NOA No 01-11Z7.02 Expir2tfon Date: June6, 200 Approval Date: June 6, 2002 - Page 1 THERMA oTRUS 'FIBER CLA_%SICrSYOOTH STAR' INS%TNO"SINGLE ANO DOU8LE WI& . WK)UTSIOELITE& NSULATED FIBERGLASS DOOR WRH Vti000 FRAMES. GENERAL NQTE5 I. THIS PRODUCT IS DESIGNED TO COMPLY WITH FLORIGA BUILDING CODE. 2. WOOD SUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOAOS TO THE STRUCTURE. 3, PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEibNO WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1. 5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR 'HIGH VELOCITY HURRICANE ZONES'. 6. WHEN THIS PRODUCT IS USED IN AREA REQUIRING WINDBORN DEBRIS PROTEMICN, F.ORICA BUILDING CODE APPROVED IMPACT REStSTANr SHUTTERS ARE REQUIRED. 7. SIOELITES ARE. AN OPTION AND CAN BE USED IN A SINGLE OR 'DOUBLE CONFIGURATION. RES DENTIAL INSULATED FIBERGLASS DOOR ` Common to all frame conditions Door & Sidelilt Lea( Construction: Face sheets: Fiberglass 9vg. min. yield. strength Fy(min.)-6,0DO psi SmoolhStor - 0.070' minimum akin thickness FiberClassic - 0.110' minimum skin thickness Care daslan Pofyurethone foam core, with 1.9 lbs. density by BASF. The yya el akin is constructed from a 0.070' Lhk. ee „ ng compound (S nc . The interior cavity is filed with 1.9 lbs. density &SF polyurethane loam. The panel (ace sheets are glued.to the rood silea oppdd ph ThS LA latch stile s reinforced' with a rood lock block mr=wnngg Z 5 s KO long at the stake and deodbok location. The,hinge rigs Is Fingef Joirded Pine and the top and bottom roil are of a woad cornpgails material h the double door. application the Inoctive doorra fitted r1h an e.rtiuded duminum astragal (Wad Jamber it) of 6063-T6 alloy. The frame is construct d from An %oinled pine, The eo of is )one o tlr sidd ambs with (3� Riga T/ crown s 2 long staPla at each side. The mullions are secured together in o side -life opplicalicn using /8 s 2' ION M, Wood Screw (6) scren per each mullion. The units use on Inswng Saddle threshold meoaurinq 5.75' s 1:548. ,5•dlli(a ia9; TM skWile pcnals are sandwich glazed using g two piste �P i rartM—They ore dry glazed on the exterior with an 1/8 OIL celfulor 91a:ng tapp� (Sh -I cape) a caulked with silicone. The lite frames art held ,og►ther for a �8 s 1 /2 long Plascrew. TABLE OF CONTENTS. SHEET / DESCRIPTION I- TYPICAL ELEVATIONS & GENERAL NOTES 2 ,VERTICAL CROSS SECTIONS 3 HORIZONTAL CROSS SECTIONS 4- HORIZONTAL CROSS SECTIONS. & NOTES 5 ANCHORING LOCATIONS & DETAILS 6 a+NCHO ING LOCATIONS & GLAZING AILS Z UNIT COMPONENTS B BILL OF MATERIALS & UNIT COMPONENTS FJ r.7 MAX, OVERALL WIDTH 35' MAX. rPANEL WIDTH W 4: W z C. v. a o � N Ic Qi 1� 15.5' MAX. FRAME WIDTH 13.75' MAX. WIDTH 7.125' MAX. .L.Q. WIDTH 1 wi r) e • e .. . e I � r� ie eeew�l NO ICI i• Ili i F11 F11 F11 n I � 1 I I t� I � V u � � t� I� � • 1�1I F11 I �f • o I e• V e � 105.5' MAX. OVERALL FRAME WiDTH 36.625" MAX, PANEL WIDTH NO FEW F11 F11 DESIGN PRESSURE RATING UNIT TYPE WHERE WATER IN LTRA QN RE UIR ENT IS NOT NEEDED SINGLE + 67,0 PSF - 67.0 PSF DOUBLE + 55.0 PSF - 55.0 PSF -SINGLE+ —WITHI 55.0 PSF - 55.0 PSF 8.13 A OYn layromp:; uF wkk be ""y n•�•O xl as I.i„cc: u. owa er: T4 u l 21SdZ N A. ewe w: RY ali.ml O.J. P. J.r1 C Na., UoMlilwa i ' o� ui S-2151 sNtit 1 .oi FXTFRICR 1.68• MIN, PANEL THK. 1 ,Ass cFCT10N 2 DOOR PANEL 9 N •' 1�; LLJ ►� 16 p � iJ Rom `� z 17 O zC)M g�Ln 2 a � � ono '^ 2s 3� z x Q �O 42 U1 4 In • d'• a m o' J4 r. o • SEE NOTE _ d., �•a 5 SHT. 4 1 w 41 SE . NOTE M z \NJ oy I SHT• 4 to 5' MIN, CLASS THK,010 a qw p h ty��jjj p iL z N FOAM QkSKET �t w ' ' ' N `ZA SILICONE CAP BEAD • O c 6 C . Sfs,TION 2 SIDELlTE PANEANf w o: 0 n E 4 , ' ^z b �eumwd NiULTAM7,' WC a1a•ea4,�1 ' AMNoVd.a tooIyU ►Ju IL. r tW. �wiae O.r. NOA1 _ hU.aIU�J.r�d.aC 1 - °01 py wn 08 10 01 stilt' 1 2' 0 1. • . aro, en TJH out WA RW aWrgNo: S-2151 aim 3 OF 24 FX EJRIOR SEE NOTE 2 8 7 Z LJ SHT. 4 �` n 27 O B to 0 co INACTNE ACTNE 2 O= N ° .. JOWr ° . T V. .•' O..'. _ - (ram r` u ASTRAGAL RETAINER it 1 a BOLT 8.0' LG, TOP do BOTTOM (2) BOLTS RfOR 2 5 ui AT TOP do (2) AT BOTTOM y`x2 18 SEE NOTE 6 3 8 1 SNT, 4 FOAM GASKET J O ASTRAGAL 43 f SILICONE CAP BEAD ui a SEE NOTE wj ~ 5 SHT..4 34 U� =o JJ ct o caS f 25 1.15' MIN. EdZE�4B . Y0 2� EXTFRIOR EMB. ° Y •�. .Qt� '•.� 3 r .25' MAX. SHIM ' 15' MIN. FOAM GASKET S N SILICONE CAP BEAD 'a'' C— 1 K e• — °.•°. _ — Y EE NOTE 111 J4 z 4J Tc SHT. 4 JJ INTERIOR 2 36 1 23 4 8 0d 26 m W 9 FO 29 4 41 a ,� a 37 " y S NOTE 1 SW. 4 Q ° •,� SEE NOTE n o p •v Q 7 SHT. 4' HORIZONTAL CROSS SECTION O HINGE JAMB TO SIOEIJTE z Y T � � ccHsnukrta, uw J6 � 6 n O1J.064 ]E]1 29 w Y 41 v aaFi 06 1'0 01 SE NOTE 1 F--1 2' - 1' J5 SHi: 4 Appr°.W wa°mplyi4 •h►IW art m TJH rw�m °u1°9c°4 J� HopizoyrAL CROSS SECTION t7- nu:W- urn Al RW -- J o SIDEUTE i0 SUCK �li.ol OMItIWJuaG ail' pq,�ryp p� Ul 5-2151 srtii ap 1.15' MIN. a EMBED. 15.' MIN. 17 C—SINK EXTERIOR 8 7 JO 6 ol I6 ' 13 3 i 1 2t J1 10, 25' MAX. 'R SHIM SPACE I N INT IOR [ I 1 HORIZONTAL CROSS SECTION 4. LATCH JAMB TO BUCK, NOTES: 1, SPACING FOR ITEM NO. 41 (LJTE FRAME SCREWS) 15 AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5, 27.5', 38.J73, 49.375' d< 60.375'. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' IN FROM EACH CORNER. 2. SPACING FOR ITEM NO. 27 (18 x 1' PANHEAO SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1'. 3'. 5, f8.257, 40,5', 59.25', 74.25'. 76,25' do 78.25. J. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH (3) 16GA. x 1/2' CROWN x 2' STAPLES AT BOTH SIDE, 4. THE THRESHOLD 15 ATTACHED TO THE SIDE JAMBS WITH (2) 16GA. x 1/2' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELTTE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO, 43 (%8 x 2' PFH.. WOOD SCREW), THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.5', 31 % 4,8.5' 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 WULUONS 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 HINGE TO ME JAMB AND THE BUCK USE REM NO. 12 (110 x 2' SCREW).; WHEN.ATTACHING THE HINGE TO THE JAMB AND THE SIDELITE AT THE MULLION USE ITEM NO- 37 .(� 10 x 1 3/4' SCREW). FOAM GASKET k SILICONE CAP BEAD I.:' MIN. EMBED. 95' MIN. C—SINK INTFRtOR I L 4 10 B 26 9 2 4 HINGE JAMB TO BUCK, 25' MAX' SHIM SPACE 21 SEE NOTE 35 fi SHT. 4 4J DEDUOR SEE NOTE 5 SKF, 4 Oi ;�s� •.s�• ,• ►r =� III�1; EVE SE • 0 ..: •. :• ••. LJ O STRIKE JAMB TO SIDEUTE x N 0 ca (L z 1n a 5wo �o�o wCc z SEE NOTE 7 SHT. 4. 2Y z JO a.e�uLDna coN�u�rNrrs, w+c 1C�'HLQB. 19 e13:e64:Ja�t oe f o D.1 . A•Pr°r<dx<<onplrl<j Mryrh< scxc:l/2' owc. rn TJH Fl•.i L .; ILa c . Du< Nom -' � o°l en RW . A1ual D.E. Nudl." PAKW om"fc 110: B1 By S-2151 �l < O SEE NOTE J SHT. 4 14 TYP. J' - (—� SEE DETAIL 'F' SHT. 5 6• 6• 6' 1 II 13 II lL - 1 13 T1 TYP,Typc II 1 13 ' SEE DETAIL' - SEE NOTE •F' SHT. 5 - �. 5 SHT. 4 SEE DETAIL 'G' SHT. 5 SEE NOTE 5 SHT. 4 _ TY?. SEE DETAIL IJ SHT, 5 TYP. .B. _ _ ro• 814 _ 7YF. — -B• _ I 6• 6. 8. 12 10 10 10 DETAIL 'F' L . . SEE 00AIL "E", SHT. TYP SET NOTE 4 SHT. 4 ld TYP. - J n n in SEE DETAIL J '0• SHT. 5 n � gqz� e a J h -I 6• 6• SEE NOTE J SHT. 4 I. 3�.CO 13 N H O TYP. _ c ^n ow •�• SEE DETAIL,: 'E• SHT. .5 ,C• C. TYP TYP. •0• Io u�l - 1I _I 14 TYP. ��,s r T-7-1 i-- a • 6' --i r--T SEE NOTE to 4 SHT. 4 rr rrr; ra /I arr: BOLT THROW yy aw owo li�M7, INC 0 1J EIl.6D4.38Ji 1 J (A Oal 10 01 Annmr.a uwnnl)+a w11Y�N' N.T.S. 0 ►L.+4. Wlaarr . ora rt TJH DETAIL 'F' Nnu cw an RW ATTACH ASTRAGAL. THROW BOLT • m .d udr tAT THE reeun pweq �q: STRIKE P ST TO FRAME oETAIt 'G• ASTRA� 0OL� ur 5-2151 4.5 6 3' 1.845' t,06J' F- �-- 1.284' -- -1 y� N N a + /7�71 O 20 21 526' 22 3 WOOD FRAME FINGER JOINTED PONDEROSA PINE 1 2J2' —{ J3 1.92" PLASTIC I IP I (M FRAMF 1 r-- 2.141• EXTRUDED 8TS 1.7J4' � L �{�-1,5J1•—�{ O INSW N . DOOR ROM CWEFP INSWIN S10E1 IT 15 -- FC. TOP RAIL EXfRU_ DES VINYL .OBO�� BOTTOM ROOT W000 COMPOSITE BALL 1lAx. .OJS W I MIN. 0.09• EXTRUDED VINYL WALL Ll 4 x 4 STEEL DOOR HINGE b 1m j-1.D77 --j 'O L_L_L_LJ� i.5J1"� 42 SIDFI ITE TOP k ja(2TTOM RM FINGER JOINTED PONDEROSA PINE 0 .L 1 rn SS. BOTTOM RAIL h - 1 WOOD COMPOSITE vbi 1.264- . N n cl Q1.531 • -- FC LATCH SIOF S11 F'COMPOSITF • ��1f_ tllllllffrr • • �alz �N 'vi(A i O R 77 N 04 FP SOD HIN , cf0 Sn(F al �i3 FFTT 2 PC, BOTTOM RAIL WOOD COMPOSITE ' S l F ADJUSTING SADDLE THR SHOD 19 ALUMINUMIVINYL..045 WALL ALUM Z 080• THK. WAI I VINY, TYP. J. COMSLLTA!l77, a f a.aa4aa3, o~ am O8 10 01 ~I - Apym.Jaswnpl�la�wliLl6e'u N.T,S 1____. I II.�Js uLllry Coda a.a, Yi: TJH Wi. D v„c lr: RW IrUAa 30 . - -� AtiarlU.J.PnJ.u. aaureK Na.+ . WOOD 10 K Of K° S-2151 FINGER. J01NTED PONDEROSA PINE wuT -2— w JL. t S)dcowm W SKIN .070 wmilul1 K.FISMASS d FSERClASS7C DOM SKIN . T10' WIN. THK EI60 ASS BY THOWA-TRU a,h rield rtren F min. =fi D00 pi FIBERGLASS 2 FL. TOP RAIL 1331' x .94' THERIU-IRU WOOD COMPOSITE) *M COWpm J FC LATCH SIZE -TRU, WU^D CWPOSITE 1.5JI i 1.20? WOCO CUFCSiTE 4 FC HFKI 51tI.E -TR11 P0.NOCROSA, PINE I.SJi i IZA WC00 5 IfC. SOMW RAA 15J1 x 115 iH07W-IRU IVGOD, mkpostTE A= CUPOSITE 6 POLYlJRE7hANE OA S 91bs. OENSTTY FOAM 7 SHORT REACH COYPRESS)ON WEATHERSTRIP ERYA-TRU FOAM 8 LONG REACH MJPRESSKIN WEATHERSTRIP ERMA-TRU FOAM 9 4 x 4 HINGE .097 THK. ERMA-TRU STEEL to 10 x 3 4 PFH WOOD SCREW Hine to Fmme S EEL 1 t Si XTU 9t 1.91 I S4 I70Uk-ITN 'AOx) CVA0=Q OJYP04TC 12 10 x 2 LC. PFH WOOD SCREW I STEEL 13 8 x 2 I Y LC. PFH WOOD SCREW . STEEL 14 J 16' TAPCON ANCHOR E C 2.0 MIN. LG. STEEL 15 ISIDELFFE BOTTOM BOOT .090 EXTRUDED VINYL. VINYL 15 2x INNER WOOD 8UCK WOOD 17 MAX. I a SHIM . MATERIAL. WOOD 18 KWD(SFT TTTAH 700 SERIES PASSAGE LOCK - 19 Sfli ADA571kc pe" SAW THRESHOLD ALUM. WOOD 20 4. x I. MA- U: WOOD 21 r 1 - ' N W 00 22 {. r 1. JAaI W- , PI 13 KWIKSET MAN 700 SERIES DEADBOLT 24 ASTRAGAL WINOJAMBER II WR68T .052 WALL ALUM, 6063-T6 25 GLAZING 1 2 INSULATED TEMPERED CLASS GLASS 28 SS -TRU, PW{DEROSI PINE 1,1 r I 1 WOOD, 27 8 x 1 LG, PANHEAD SHEET METAL SCREW' STEEL 28 IN5111NC DOOR BOITOU SWEEP VINYL 29 WOOD 30 M000 8L0Ck L175 r I.515 PO EROSA FINE WO J T SS LA TRU W= CWPOS(TE I.193 x LIJ11 )I(p0 CON. 32 1 8 W. CEILAAR GLAZING TAPE SVK-11 TAPE) - 33 tW 8 BTS 34 PLkM LIP UTF FRAME nCy, THERUA-TRU)M 35 4 x 1.25 RAW 4ws ERUA-4RU PONDEROSA Pw00 36 SCEllfE SUE STLE -iRu .15JI x .69d PtANEhm OD 37 10 z 1 J 4 LG: PFH W000 SCREW STEEL 38 SS TIP PAL rill r . 44 TIrm-TAXI 11000 CDfi�SflE 39 NOT USED r 40 SILICONE CAULK SIE 41 6-10 x 1 1 2 PLASCREW FOR ITEM. 34 STEEL 42 4IIffE V f Li7T1LY W1 -1FV, I.SJI x .06 MOM WO 43 8 x 2 L.C. PFH WOOD SCREW STEEL I � I L i J8 �n SS TOP RAIL WOOD COMPOSITE . I i .592' 2 W --1 .579'cr I.SJ1' N . l al 6' --1 q c . N � I �Q?I ca rn txZp� Lo w q.4.j cl:O co O -"I .179' O COMPRESSION WEATHERSTRIP 00 LONG REACH COIAPRFScI IN WFATH RMIP BY THERMA-TRU w � FOAM CELL CORE W/VINYL JACKET FOAM CELL CORE W/VINYL JACKET SS, WOOD HINQF SIDEan F �3• 1� vaHro CL O c, m ASTRAGAL HAS g m� ' (2) 8.0' ox z3 - N I n BOLTS O BOTTOM ° N N f1 (2) BOLTS O.TOP ` 1 0 H a DRILL TRU FOR 1.767' --{ ' J6'7' DIA. ASTRAGAL N DRILL TRU FOR A 18 RETAINER BOLTS w PFH WOOD SCREW 2PLC5 WINDJAMBER I! WR687 24 WINDJAIARFR. 11 WR687 STRIKF PLATE ASTRACAL (ALUMINUM Ogg' WALL TYP) o �a O z coksiliT�rs. INe - h =t am 08110101 ASTRAGAL RETAIN R'BO T sc�c N.T.S. �.--.� APIwa'alnrniarlrlx�wW Ue wc, er; TJH O.1r MATERIAL: C/R ROD ZINC R? fdl d4YCoa. O-L BY; RW J1 I & YELLOW CHROMATE' MOAN O h---1.SJ1x n I wl Uidc 1'r.4"k 1 ° tr SS. LATCH SIDE STIL GOMP05_ITE S-2151°j xHar or 8. 11:4au'am . P. 007 . W Buildina Consultants, Inc. B Cowalting and Fwgineering Services for the Building Industel g.0, Box Z;tl vd ico, F1. 33594 Plum 813-659.9197 Facsin i 8131.659.48;8 . nwf""TM - MINA 8' • 'al V ."sue Tma-Tw Corp. Balm, ,FIN 46721 PhMp260,W.5811 P 1c 1i1e .? .8fi3.31 .� 2 'O RED sdd 2: FJ= Cl.,mcl Sum fir,Senm F,ib--� Door (GWeM with or, without Sxk-kites '.Ili•= ova -An 11-40mdaei sle asp taSq a S`8 UUM Is-mbg Conf%ursdom X, OXO, XO, OX.3M a OXXO C u oewnpikx the hw4 � � woodmc=zing 4.9" x 1.25" with an extruded ala.-ni>fmm t1s a 3k11d: The dz r p1tx13 and Ages pmels am 1.68" ddc :a j cwsaat of my MAC skins with a thickness of 0.063" for the Fier tic Seai€s ar the Srt th Star Series with a sidn thickpew of 0.070". ^Fens are glued to wood soles and rags Seidl aluruthane. corgi. The gbzed d6hla am MUWd to Ke MI.- cd or Ur ietsalatsd tempered lip lire instals or ihtegtal harsh 'g3 lid trax auTe rm by T hemw- a sa3 71.. A __ - l'tlYr S. 1 !!ka' "114n T Ln A"fIMNiPt1 Tat TsatLocatim Doe RMod No. L`rrlit+ E>l�tx� L�rCk rt ta, 1 '-C41 i 16by30,t997 110-1940-1134 Dam Hotr3xxry,#1-,25 8c ri►�?�f 3� Asa p, ,,ra E1± - itcah NY JNY J=w 2 2001 P1'Z;-01 741-11008.0 A PR . 4ArM Ncr1.-Ocwdo May 30.1997 210.1940-t214 ftmr pofftw(r,#16233 TA8:YY2 PrxmdFa�g gl'%- a1,=Ugga NY ,'Seto 22 2001 E C-01 741-11008.0 Uoiik as P.E. #42M ° WA" NCTW. L- x�o Mq 30, 1997 210-19*-W4 awry 1 y, �'z5�3 i .aSrM E331 $. . NY JUM22,2DOI EM-01741-11008.0 xDckkm P.S. A42029 3 Tt{-17 - bo rasp 30, r997 210-1940-M4_ ?3arty Ply, 0 162 58 A.`TM E223 1 Air lx ftdl m ,z,TC - R1,�,hw ? 7Y .hWC222001 E C-01 741-11008.0 jmph Tie M-04,939 f TAQ 7:A1M3 •+l,cx�o 31A NA NIA ttikA � SKWGLH aro V'a Wmoocs a� nlf3 1�70 A nmualYo 1.rwi:gu nua�wa.-no nw"u°uao as rw ... "''l�.i p-,�},uc cw� :� sh�keasadm moot amlRis �.c6z . Cw1pratioon A4aximum Size Design Pressure Ratings Moved Siu& X Lp To 3'0 x 6'8 + 47.00 - 47.00 Glwzcd 2LA with SidChws XO X, 9X0 U To 5'4 x 6'8 + 47.00 -47.00 Alum Awao Ah= Gbzed DoubL- xx UP Ts, 6'0 x 6'R 1 + 40.00 - 40.00 + 47.00 - 47,00 with eliaes OXX0 To 8' 4 x 6' 8 I + 40.00 - 40.00 + 47:00 - 47l a€r+l Aa g*:sa Sm mem tWe tWs pW 1. Evah okd f; r we to locatimm adhering to the F%nda Building Code and whine pressure requiTenments as destaniined t*j A 7 Moaatam DtAp La=b for t'ltber SStrxardares do not exceed the design pressure s bn&-% bored *one x. FGw Tvbwmy ulgAaaons wicre the sab4m& is Iess than I-U2 in hes (FBC section 1707.4.4 Aaclmrage Methods aitd Aib�m 3707.4.4.1 and 1707.4.42) sauna s -miler Tapeou type connote anchors must be substituted and Ow length. lmul be Ruh %M a miramum I-U4" erg cfft T-opcon iM the masonry wall is oiat Ww& Item i'roiem.;orwl Engm= - Scat No. 43409 May 22, 2002 Lyndon F. Scbm dl 19506 French Lace Drive Lutz, Fl. 33558 - @6l30li�2 11 1 ?04wil P . 003- - _ W Building Consultants, Inc. l.or'solag and En gmeermg Services fbr the Building ln11u ?.0. lacx 231? VaZncu l'L 33594 Phone 813.659.9197 Facsimile 8 3.659.4359 ALTC TM-TTU Corp. 108.Mutz" %ad &"'ier, IN 46721 1a1 2W.868.541 I Fa r 2 0.Sii8.51 �lJ DOMMUM -W ow Uld ' Mom Does Fite- rr C.� air-r;smr h Smrp&� y� ��il� z,,4mm : (Opaque) with orpwiitlly�la Sii -. -hats = g Size: wp to a tl Lim- rt a � tug 4.5" x 1.25" with an extruded tllullain111n t slid door pe1a wW siddits, paiAs 2m 1.6W 06A alid ocasist of two SMC Bias with a thiclms of 0.110" for the Filarr Llmac S e ins ` or tlxt slmvb S12f Sci= with a akin tbi*', °'°lb of0.070" ilII ars ghled to wood stiles and rails with a Meths mrc. The gWcd siddites use tawed 2a rye 1 " tempmml or It2" insulated wn pacd lip lift irrsorts or irltegrai gush: d JAM ry,j1 by nMa.=1, f1707-4.3-1`'mir Amr�scpr 170745 MnIlians Dmr Axn-±C lied _ DM-*.= TIZA LWZC-Cn Dec R No. r j - i Ife' nv' do Maa 17 21t01 01-741-10703.0 wag&"" ICI. P.1L. $3415.3 ! �,�-r� a�3o Air F 1?�rc-R�;t�X aaayls,00l 01-741-I0701.0 weadellhaary,P,E.3541sP Oaluba 19 2001 01-741-10593-0 1.lfarid. Pnpq% P.E_ #53706 MMxy 17, 2001 01-741-IDMA wmde,l HMWV, P. F- 054153 TAS 2 yarew &Ory E: - - poduzer, NY Miry 1;, 2001 01-741-10701.0 WdWW1 ibw7, ?. E. IS41-33 Od*W 19, 2001 01 741-10593.0 Mork PSEAMV6 T.E. #53 i3dri Wy 17.2001 01 741-10703.0 Wax3Qti11mt-7,P. E. #54159 A,4MAE331 i� FTC-e`4n_ih�ssr,;1Y May in,2001 01-741-10701.0 Wasdalt in y PAI 3St,9g taaba 19 2001 01-741-10593.0 MwX Para, P.fi 153M -�-. May 17.2001 01741-10703.0 SVaadcl7;4�cy,P.E a3a?;�? ° A31UE2'S'i Air ca E7C-R4cbmer, NY May Is, 2001 01-741-10701.0 WsuW1112auy, P. E f54139 tNu&x 19 2001 01-741-10593.0 Mwk Fw=o, R 'e- 93M TA3 :0 ir.03 -Lmw fiM6,,o i 31-�1 N/A N/A NiA O ;1 womw me W= 13-^ 9f r'JLS9'x 3A` r&n f'7"" we4yaw RiMZUM QAG11. *411 iarraalad .- be sbw=l d to med eam no dataiet a it�rs+. cs 3x� Cflagul3fim 11�1�:trrlum .Size Design Pressure RatixW g X 1p To 3'0 x 8'0 + 67.00 = 67,00 Si . yviLh Sidciites XO OX, OXO Up To 5'4 x 8'0 + 47.00-.47.00 Alum AsUMI Coastal Ahml .r &Ua . l XX Up To 6'0 x 8'0 + 40.00 -40.00 + 47.00 - 47.OD is wfts� si t 4'XXO 1}� i Q 8'4 x 8'0 + 40.00 - 40.00 + 47.00 = 4100 J)xe - i.-EvWualod in R=licm wring to the irderi& BOild* Code and whore pressure rapliremew as nliz" ASCE 7 s'3 Wwm r'.a oda for ftndbVg andd obcr Sdrmetar" do rot exceed the dettign presswe rxtinr> BOA 2. Fosr Mamnxy imt llsdo= achem the ssab-buck is !ems zzkm 1-112 inches (FBC section 1707.4.4 Arw"hor p Metho& and s<•. sia= 1. i 4.4.1 a;;d 1707, 4.4.'_; rase diw:ei r Tap -cm type concrete awbors must be wbWhued and the lengu% vets:-st to s MrA a nAn ml m 1-1/4- csZtg==M of 11m ' apeo-sl ;,rto She masonry wall is obtained Fcrich ?M-:eg.4t4StA EngL• r - Sew No 4-14M May 22, 2002 Lyndon F. k via- 19511ri 3Fmxh Lace Drive Lutz. FL 33559 lyp. " SIDE (5) EQLXLY SPACED a� . 9a r!„ 1 i 1 u a a ar t o a ~Iry' w n +�i 11 rY rlo 1 �— -- it (A IlL a �a— 2�,� �~~ °.�.- +25." '- '�"°"" 2.5.." •°. ,.i �.- :S.bl' w v1. 15.0- r cr r ? K,fa <R ,2 5 FRS' ry 4i r�� ID YA a 0� 0 co t+i 0 ddto i I_ a 411WA �a 141 i I i w i 4 3 2 .:) A y_yy�,y1-T1 (g) INTER MEOUtE STLES FOR I6' WIDE DOOR. REVISIONS 4R EEC - ATTACHED W/ TOC-L-LOG (TOP a eoT REV. NO. ZONE: GATE: ECN NO. APPVD: DESCRIPTION ;I ANO URETHANE ADMESNE (N.ONC CEM ) ognoNAt u sse css OR ---�- A - 1 82 I1/00 - MWW OTY (1) WAS (2) FOR TRACK BOLT 1//6' ACRYLIC LLAS AVAIUBLE (SEE SECTION 8-0) IgPo2DINSTALLER SUPPORT BY 20 GA MIN. END STILES ATTACHES TO DOOR DOOROOR INSTuL cw (TO SUIT) SKIN WITH PATENTED TOOLOG SYSTEM D� (TOP, BOTTOM k CENTER).). n NEW �B� IJ CA CALV.AST AC BRACKET. WOOD —B WITH (3 5/IB SITES%D TO R WOOD LAG SCREWS. LISTED HQM OCABLE TRACK IRAfK C nAl1011 LOW ALE EAS HEADROOM IS AVAILABLE AN OPTION ' Q DOOR 11 VIEW 'C* Gal C JS al Z' CLV. STEEL. TRACK, MIN. TRACK THICKNESS:.060' ® z H LOON PISTON QR TYP. 2-1/2'.12 GA GALV. STEEL TRACK BRACKET. (BIM 510E5) i (/) TRACK BRACKETS PER SIDE. Iwo POINT LOCKING IY lHR TOP BRACKET REPORT#9606C�� NORIZOMK C. GA U-BARS. QQUBLE RUCK U-BARS IN A 2-1-2-1 IOW HFAnRDOM IPTION PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION, ONE U-BARS ON NEAR SECTION. ETC.) JI1.5/6' SHEET METAL SCREWS LOCATION OF - - OPTIONAL A:HTS -"~ A OPTIONAL OUTSIDE KEYED LOON PISTON NM. DOOR wIOM - He'-O' V INSIDE FIB NATIoNs TAYPINO SCREWS. V NO HINGFB Ie oA INMRUFDYTF HINGE IiQIE-I. _ UG SCREWS ON 19 CENTERS. 1 �, - M� DOORS - HICK CONSIST OF ((1) SECTIONS (SHOWNI. FRONT FRAME WITH U.V. WASHER REQUIRED. W: SCREWS' WY BE COUNIFMUNK DOORS O T' HIGH CONSIST OF (5) SECTIONS ( OT SHOWN). COATING ON OUTSIDE SURFACE (BUT NOT REWIRED) TO PROVIDE A RUSH MOUNTING STOP MOULDING AL DOOR INSTALLER (TO SUIT) SURFACE HORIZONTAL JNIBS DO NOT TRANSFER LOAD. 2.6 YELLOW PINE JAMB 20 GA MIN: CN.V. STEEL ENO SOLE n 2' NICK SSB GLASS OR OPTIONAJ 10 SCREW 20 CA GALV. STEEL INTER. STILE WINIKIW LITE f MOLDED INSIDE J II I/B' ACRYLIC IJTE BECnoN B-B 12 W GALV STEEL TRACK LIFE RETAINER - BRACKETS FASTENED TO WOOO JAMB) MIN. STEEL JB.J/4' PAN HEAD SCREW WITH ONE 5/16'.1-5/8' LAG SCREW SKIN D WITH G 4o MIN. (10 SCREWS PER UTE) ] B .4 SLEEVE ANCHORS ON 2I CENTERS (C-90 PER TRACK BRACKET, GALVAHIZI! N PRIMER. B OCN)-OR 21' CENRTRS (2.000 PSI MIN, CONCRETE) OR 7/Ie' I.D. ROUND PUSHN T AND a - 0- OLYESTER SNAP UTCH ENGAGES y'" ON �PETE)REMA5NER5 INCLUDEDS ON WITH CENTERS (Y,000 FASTENER (ONE PER RIXIFJT) IB CA GILV. STEEL CENTER HINGGE TOP( -AT APP TO BOTH ONTO VERTICAL TRACK. FASTENED TO INTER. STILES W 4) IDES 0 EL SKIN. 12 W. GI-V. STEEL TOP SLEEVE ANCHORS, I' O.D. MIN. WASHER REQUIRED 2' CALV, STEEL TRACK FASTENED TO 14 GA GALV. STEEL ROLLER HINGE ROLLER 81RACKET. EACH ONE SNIP UTCH ON WITH TAPCONS. MA HORS MAY BE COUNTERSUNK 11 GA GALV. STEEL TRACK BRACKETS. FASTENED TO END STILES EACH W 14) J14.]/8' SHEET METAL SC BRACKET ATTACHED W/0) EACH SIDE OF DOOR. BUT NOT REQUIRES TO PROMBE A RUSH f,ET NN1I INTER. STKE ( ) TRACK ATTACHED TO EACH BRACKET YII.S//8' SM METAL SCREWS J 14+5/6' SHEET METAL MOUNTING SURFACE. HORIZONTAL JAMBS 00 NOT WITH ONE 1/4'.5/8' BOLT h NUT CI) 1/1'v]/{ SELF TAPPING SCREWS PER END HINGE. SNIP LAP JOINTS. SCREWS. TP.WSRER LOAD. R TWO 1/4' DlA RIVETS. ]' TAIL U-BAR 20 GA, DALV. STEEL MIN. YEILD STRENGTH: 50 L�'r 1-7/8' T SECTION A -A (SIDE H OUTSIDE KEYED , HANDLE ENO 2' Sly SHORT. STEM, 10 BALL STEFl HOLLER. 11 GA GAILY . STEEL - END STILE END HINGE. UCH I/ STILE .IAMB CONFIGURATION MARK WESTERFIELD,. P.E. FASTENED TO ENO - 1 INTER. �P ARON OF' BS BY OTHERS SFLTOH C-C FLORIDA P.E. j48495 SOLES W/(4) 114.5/8' - *!'INSIDE AN HANDLE STILE NORM GAR/LIAR P.E'J2]8]2 SHEET. METAL SCREWS 84R ENGAGES IN h (4) I/4'.3/4' SELF OUTSIO LOCK KEY D OCK LOCK TAPPING SCREWS. SIP AT H O N OPTInN TRACK ON 1dQIE..L THE DESIGN OF THE SUPPORTING SMUCTVPAL ElFUEMS DESIGN LOADS: +24.0 PSF h -24.5 PSF OUTSIDE EACH 510E SHN1 BE THE RESPONSIBILITY OF THE PROFESSIONAL OF TEST LOADS: +36,0 PSF do -31,0 PSF HANDLE OF 000R. RECORD FOR ME BUILDING OR STRUCTURE AND IN ACCORDANCE 3 TALL .. 20 W. GILV. STEEL U-BARS END SLIOE BOLT WITH CURRENT BUILDING CODES FOR THE LO/DS LISTED ON wta1 A wsm sVA (EMePoORWI �� PART NO. IN A 2-I-2-1 PATTERN (I.E. TWO U-BARS SOLE LOCK. ENGAGES THIS DRAWING, ON BOTTOM SECTION, ONE U-BM ON NEXT INTO VERTIZAL SECTION, ETC.)). EACH U-BAR-ATTACHED TRACK. GNE NOTH:E - UM... Slated Oth—i.. 312 W.I u( SL SUiN 1600 WITH I/41J/1' SELF TAPPING SCREWS LOCK ON Conee.nual/Propd.lory inlannauon IDEAL Cinclnnali OH 45202 PER STILE LOCATION. EACH SIDE al cLOPAY euRDINc PRQGU3 co. TOLERANCES on let. No. 1-f13-381-M O DOOR, L.m W-d n.ran ane ro .m - W�Oea Oe p To. No. 1-513-762-3519 a eLNo..e, a..e, 0uP9coIN, .0 < },03 aa...anaeL, « eHMNBww NNS1�F _511nF eDlr j .�m;Ml R, Pnn...n„m. F<Iwr, L. ,DO 1.015 DESCRIPTION: MODEL 6R5T W4 I6-0 X 8-0: 24/-24.5 DESIGN LOAD LOCK OPTION / ob._. W • no0u may rnW1 In .000 = } 00$ `IJ CA CALV. STEEL BOTTOM BRACKET. / % Rae1y ra. any aama9•..na DRAWN BY: 8MM DATE: 4/18/00 SCALE: I DWG. ATTACHED WITH (2) J14.5/8' SHEET METAL SCREWS. 1..... n.-np Ih.nlram. .0000 i.001 R ALUMINUM EXMUSION///tl/2' CHECKED BY: MWW DATE: 4/18/0o SHEET 1 OF 1 SIZE 1J A NNA WUTHERSMIP. ✓.y /yl/ , / Thild loonAng+ _ U.... Slated Olhe/wies Project On DIMENSIONS ARE IN INCHES. DWG, NO.: 102138 REV. N0. 1 L C L A i I G IIn MODEL 6RST (25 GA�, STEEL SKIN) MODEL' 4RST (24 GA. STEEL SKIN) (1) INTERMEDIATE STILE ATTACHED W/ TOG-L-LOC (TOP & BOT) AND URETHANE ADHESIVE (ALONG CENTER) • N O 3 - OPTIONAL OSS GLASS OR LISTED ACRYLIC LITES AVAILABLE ($EE SECTION B-B) 20 GA. MIN. END STILES ATTACHED TO DOOR SKIN WITH PATENTED TOG-L-LOC SYSTEM �"- A TOP, BOTTOM & CENTER). REPORT#9606C 25 GA. MIN, GALV.-/ STEEL SKIN COATED LOCK POSITION WITH A BAKED -ON PRIMER, ( BOTH SIDES) AND A BAKED -ON POLYESTER j TWO POINT LOCKING TOP COAT APPLIED TO BOTH III III SIDES OF STEEL SKIN, ONE 3" TALL x 20 GA, U-BAR (50 KSI) PER DOOR SECTION. LUCAIIUN Ut L. _,_� OPTIONAL VENTS A OPTIONAL OUTSIDE KEYED LOCK POSITION MAX. DOOR WIDTH 9'0° N14x5/8°.SHEET METAL SCREWS END SLIDE BOLT STILE LOCK ENGAGES INTO VERTICAL TRACK. ONE LOCK ON EACH SIDE OF DOOR. INSIDE SLIDE BOLT LOCK OPTION NO.1 ZONE: I DATE; I ECN NO, 1 I A4 I WOO I - 2' THICK 3" TALL U-BAR 20 GA. GALV. STEEL I. 3'. (— 1-7/ L6 GA. GALV.,STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(3) /144/8- SHEET METAL F SCREWS. x .-SHIP LAP JOINTS, lJ x 14 GA. GALV. STEEL 0 END HINGE. EACH O FASTENED TO END STILES W/(4) A14z5/e' II SHEET METAL SCREWS k (4) 1/4'.3/4' SELF TAPPING SCREWS. REVISIONS CITY (1) WAS (2) FOR TRACK BOLT HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT) D 13 GA. GALV. STEEL FLAG BRACKET, EACH FASTENED TO WOOD JAMB WITH (3) 5/I6"xl-.5/8" WOOD LAG SCREWS. NOTE: DOUBLE TRACK TRACK CONFIGURATION LOW HEADROOM IS AVAILABLE AS AN OPTION DOOR HEIGHT "L" 6 -6 70 2" GALV. STEEL TRACK, 7 -0 76 MIN, TRACK THICKNESS: .060" -6 82 8 -0 88' ` -P. 2-1/2"x12 GA. GALV. STEEL TRACK BRACKET. 3' TALL , 20 GA GALV. i (4) TRACK BRACKETS 'PER SIDE. STEEL U-BAP. ONE U-BAR PER SECTION. EACH U-BM ATTACHED z w WITH TWO 1/4'.3/4' SELF TAPPING SCREWS PER STILE LOCATION. o LHR LOP BRACKET DOUBLE HORIZONTAL TRACK NOTE 1: FRONT FRAME WITH U.V. - DOORS UP TO 7'-0" HIGH CONSIST OF 4) SECTIONS (SHOWN)). COATING ON OUTSIDE SURFACE 4:�� DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SHOWN). DOUBLETRACK13 GA CALV. STEEL BOTTOM LOW HEADROOM OPTIOO VERTICAL JAMB ATTACHMENT yW00D FRAME BUILDINGS): BRACKET. ATTACHED WITH TWO1/4"x3/4" SELF /2"xd"LAGCRESON24CENTERS. i"O.D. MIN. 1ItxS/e SHEET METAL SCREWS.OPTIONAL 10 SCREWASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK SSB GLASS OR TAPPING SCREWS. ALUMINUM EXTRUSION - 1/8" ACRYLIC LITE WINDOW LITE _ 14 GA END HINGES 16 GA INTERMEDIATE HINGE (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING k VINYL WEATHERSTRIP, SECTION 8-B . VI SURFACE. HORIZONTAL .JAMBS DO NOT TRANSFER LOAD, SECTION A -A (SIDE VIEW) �E1"L-S' N8x3/4" PAN HEAD SCREW O� VERTICAL JAMB ATTACHMENT (C-00 BLOCK OR (10 SCREWS PER UTE) w ENO 2.000 P I MIN. CONCR0 UMN): MOLDED INSIDE- I(ydjlJl'STILE STOP MOULDING BY DOOR INSTALLER TO SUIT LITE RETAINER _ ( ) 3/8"z4° 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. PSI MIN, CONCRETE), WASHERS INCLUDED WITH ONE SNAP LATCH ON 20 GA. GALV. STEEL INTER. STILE 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 DO NOT HANDLE WITH ONE 5/16"x1-5/8" LAG SCREW TRANSFER LOAD. _ OUTSIDE KEYED PER TRACK BRACKET. HANDLE t 18 GA GALV STEEL CENTER HINGE END FASTENED S INTER. STILES W S, - - STILE OUTSIDEKEYED LOCK 2" GALV. STEEL TRACK FASTENED TO L14 GA. GALV. STEEL ROLLER HINGES �14ic5/B" HEETMETAL SCREEIW4S. la SOCK BAR LOCKING 12 GA. GALV. STEEL TRACK BRACKETS. FASTENED TO END STILES EACH W/(4) TRACK ATTACHED TO EACH BRACKET ,f 14x5/8" SHEET METAL SCREWS AND WITH ONE 1/4"x5/8" BOLT & NUT (4) 1/4"x3/4"SELF TAPPING SCREWS .PER END HINGE, OR TWO I/4" DIA, RIVETS V2" DIA, SHORT STEM, 10 BALL STEEL ROLLER. PREPARATION OF JMIRS BY OTHERS. JAMB CONFIGURATION SECTION 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 - WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON MARK WESTERFIELD, P.E. FLORIDA P.E. #48495 �✓�l � i/,�:i / THIS DRAWING. NORTH CAROLINA P.E. #23832 l� LOCK BAR ENGAGES IN TRACK ON. EACH SIDE OF DOOR. C m 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 �xYYA —A 1;1 9 Ie[ (- W 9laE �rK A srlsm sr.W (oleoss). PART NO.: - ^ rancE: Unlace Stated Otharwlea 312 fthul SL SwI. 1600 c..aa.,,u.VPr.vmt.ry �r•r•+•a•• TOLERANCES IDEAL Cincinnati OH 45202 cLo ion nay n en mcyRnoo. b. b tl d aa, a,ymma. nre .0 - t.03 Lel. Ho. 1-I13-381-4600 GLUM Om 0ow"L Fax HQ. 1-513-762-3519 DESCRIPTION: MODEL 6RST W4 9-0 x 8-0: +25/-32 DESIGN LOAD .a as M .r d-ib.t.d .iu t R, P ",. t F.Iwr, m .00 t.015 .bawv U" b . m ....R I a.m.q...na ma,., r.awl�q In.r.rr.m .000 = t.005 ,DODO =. t.Dot Degrees t 1/2' DRAWN BY: BMM DATE: 4/18/Do SCALE: NTS DWG. CHECKED 8Y: Mww- DATE: a/te/Do SHEET t OF 1 SIZE Third Angle{�{j}}�{--��-� ProleC tion �/ `J DIMENSIONS ARE IN INCHES. DWG. NO.: 102137 REV. NO. 1 Lul8�tr3NYt45Fb, e.': +s�J�3:�a 0 uJLJd,>akJJJ�f�k vdV. Southeastern Division 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407)857-7855 Project: Lennar Homes, Catalina II A Celery Estates Lot 65, City of Sanford Truss Design Loads (Individual Drawings may show Special Loading Conditions) Gravity - Roof 40 psf Total Load Gravity — Floor 60 psf Total Load Wind: 120 mph as per ASCE 7-02 & FBC2004.Truss design software: Mitek2020 Name, Address and License # of Structural Engineer of Record for the Building: Name: Lindemann Bentzon Engineering Company, Inc. License #EB0006871 Address: 375 Highway 50, Clermont, Florida 34711 This package includes truss design drawings with individual date of design. These trusses are listed below and/or on the attached spread sheet. These truss designs have been prepared by Trussway Ltd., under my direct supervision based on the parameters provided and shown on the truss drawings. The seal on this letter indicates acceptance of professional engineering responsibility solely for the truss drawings attached. The suitability and use of these components for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec.2. This is in accordance with Rule 61 G5-31.003, section 5 of the Florida Board of Professional Engineers. HRO1, JO1405, R01-R15, R16G, VO1-VO4 21, 2006 Delegated Truss Design Engineer Date Registered Professional Engineer, State of Florida Iqbal H.A. Gagan, License Number 25389 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 TRUSSWAY, Ltd. 8850 Trussway Blvd. To: T DeliveryList Orlando, FL 32824 Lennar Orlando Job Number: LE3158 Phone:407-857-2777 Fax:407-857-7855 Orlando, Florida Page: I Date: 06-09-2006 - 4:29:06 PM Project: Block No: Model: Lot No: Project ID: II -A Contact: Site: Office: Deliver To: Account No: Designer: JMT Name: CATALINA II Phone: Salesperson: A Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 3-2-7 5 HR01 8-5-1 OUTRIGGER 3.54 1-5-0 0-0-0 ® 35 lbs. each 0.00 1-6-13 9 J01 2-0-0 JACK 5.00 1-0-0 0-0-0 .� 7 lbs. each 0.00 2-4-13 9 J02 4-0-0 JACK 5.00 1-0-0 0-0-0 14 lbs. each 0.00 3-2-13 28 J03 6-0-0 JACK 5.00 1-0-0 0-0-0 .� 20 lbs. each 0.00 a 1 J04 5 lbs. each 2-0-0 JACK 1- 5.00 0.0000 0-0-0 s 0- 4- 8 0-0-0 r 2-0-1 1 J05 4-0-0 JACK 5.00 0-0-0 0-0-0 11 lbs. each 0.00 s 0 - 4 - 8 3-2-13 1 R01 223 lbs. each 40-0-0 2X4/2X6 RHIP GIR 2 Rows Lat Brace 5.00 0.00 1-0-0 1-0-0 �� 4-0-13 1 R02 40-0-0 RHIP 5.00 1-0-0 1-0-0 187 lbs. each 0.00 4-10-13 2 R03 40-0-0 RHIP 5.00 1-0-0 1-0-0 189 lbs. each 2 Rows Lat Brace 0.00 5-8-13 2 R04 40-0-0 RHIP 5.00 1-0-0 1-0-0 194 lbs. each 2 Rows Lat Brace 0.00 6-6-13 2 R05 40-0-0 RHIP 5.00 1-0-0 1-0-0 190 lbs. each 0.00 7-4-13 2 R06 40-0-0 RHIP 5.00 1-0-0 1-0-0 ROW ft 209 lbs. each 0.00 8-2-13 2 R07 40-0-0 RHiP 5.00 1-0-0 1-0-0 205 lbs. each 2 Rows Lat Brace 0.00 9-0-13 11 R08 40-0-0 REG 5.00 1-0-0 1-0-0 195 lbs. each 2.18181818191818 OMMLat race 4-10-13 1 R09 40-0-0 ROOF TRUSS 5.00 1-0-0 1-0-0 189 lbs. each 2 Rows Lat Brace 0.00 4-10-13 1 R10 40-0-0 ROOF TRUSS 5.00 1-0-0 1-0-0 193 lbs. each 0.00 3-2-13 1 R11 20-0-0 RHIP GIR 5.00 0-0-0 I-0-0 85 lbs. each 0.00 s 0 - 4 - 0 4-0-13 1 R12 20-0-0 RHIP 5.00 0-0-0 1-0-0 87 lbs. each 0.00 s 0 - 4 - 0 4-10-13 1 R13 20-0-0 REG 5.00 0-0-0 1-0-0 83 lbs. each 0.00 s 0 - 4 - 0 1-5-15 1 R14 8-7-8 RHIP GBL 5.00 1-0-0 1-0-0 .�1 33 lbs. each 1 0.00 TRUSSWAY, Ltd. 8850 Trassway Blvd. To: DefiveTy List Orlando, FL 32824 Lennar Orlando Job Number: LE3158 -Phone: 407-857- 2777 Fax:407-857-7855 Orlando, Florida Page: 2 Date: 06-09-2006 - 4:29:06 PM Project: Block No: Model: Lot No: Project ID: 11-A Contact: Site: Office: Deliver To: CATALINA II Account No: Designer: JMT Name: Phone: A Salesperson: Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Load By: 2-3-15 c0-4-0 1 R15 8-7-8 RHIP 5.00 1-0-0 1-0-0 Ate. 34 lbs. each 0.00 2-6-6 c0-4-0 1 R16G 8-7-8 REG 5.00 1-0-0 1-0-0 �. 30lbs. each 0.00 0-10-4 c 4 - 0 - 0 1 Vol 4-0-0 RVAL 5.00 0-0-0 0-0-0 ® 10 lbs. each 0.00 1-8-4 c 8 - 0 - 0 1 V02 8-0-0 RVAL 5.00 0-0-0 0-0-0 ® 24 lbs. each 0.00 1 V03 12-0-0 RVAL 2-6-6 5.00 1-0-12 c 8 - 2 - 8 1-0-12 35 lbs. each 0.00 s 1- 9- 0 s l- 9- 0 3-4-4 c8-2-8 1 VO4 16-0-0 VALLEY 5.00 1-0-12 1-0-12 39lbs. each 0.00 s3-9-0 s3-9-0 �� mat Via Of Job Ns. LE3158 HR01 Trussway, Orlando, FI -1-5-0 150 OUTRIGGER 5-7-13 Qty Ply LE3158 - Lennai 1 1 Job Reference 6.200 s Jul 13 2005 8-5-1 2-9-4 H40214 2x3 11 Scale = 1:1&0 n E 3x3 = 3x4 = 8-5-1 Plate Offsets X,Y : 6:0-1-0,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.20 B-F >494 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.51 B-F >190 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 F n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 36 lb LUMBER TOP CHORD 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 331/0-3-8 F = 460/0-3-8 Max Horz B = 177(load case 3) Max Uplift B = -178(load case 3) F = -243(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-389/174 C-D = -50/22 D-E = -6/0 D-F =-132/125 BOTCHORD B-F =-286/351 WEBS C-F =-412/335 NOTES (7-8) 1) 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. 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 178 lb uplift at joint B and 243 lb uplift at joint F. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-60 Trapezoidal Loads (plf) Vert: B=O(F=10, B=10)-to-F=42(1`=11, B=-11), B=-2(F=29, B=29)-to-D=124(F=-32, B=-32), D=-84(F=-32, B=-32}to-E=-87(F=-34, B=34) Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - Vert(y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. tngineenng 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 aramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 6977093 PP ty 9 P P P P P P tY 9 9 r 9 (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the TRUSSM 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria,`DSB-89 and BCSII Building Component Orlando, o, L 32 Safety Information available from Truss Plate Institute, 583 D'Onotno Drive, Madison, WI 53719. o n LE3156 J01 - I -- P-- - JACK I 1 1 H40216 6.200 s Jul 13 2005 MITek Industr .1-0-0 2-0-0 C 1-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 0.06 Vert(TL) -0.00 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 156/0-3-8 D = 19/0-3-8 C = 42/0-3-8 Max Horz B = 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 (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/21 B-C = -30/12 BOTCHORD B-D = 0/0 NOTES (7-8) 1) 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 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 113 lb uplift at joint B and 33 lb uplift at joint C. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM 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/TPII Qualify Criteria, DSB-89 and BCSI1 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 lb 4� lqbal 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 NZO LE3158 IJ02 IJACK I1 1 1 I H40217 4-0-0 C4 Scale = 1:11.0 1 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.03 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 14 Ib LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 101/0-3-8 B = 228/0-3-8 D = 37/0-3-8 Max Horz B = 119(load case 6) Max Uplift C = -90(load case 6) B = -135(load case 6) Max Grav C = 101(load case 1) B = 228(load case 1) D = 74(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -51/32 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; 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 90 Ib uplift atjoint C and 135 Ib 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 - VerVy design pammeters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Alf-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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI7 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 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 6916900 TRUSYM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H40218 LE3158 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 J03 (JACK 1-0-0 U3 = SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.45 Lumber Increase 1.25 BC 0.34 Rep Stress Incr YES WB 0.00 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 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 164/0-3-8 B = 304/0-3-8 D = 57/0-3-8 Max Horz B = 165(load case 6) Max Uplift C = -149(load case 6) B = -155(load case 6) Max Grav C = 164(load case 1) B = 304(load case 1) D = 114(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/22 B-C = -82/52 BOTCHORD B-D = 0/0 NOTES (7-8) 1) 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 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. 1 Job Reference 6.200 s Jul 13 2005 6-0-0 DEFL in (loc) I/deft Ud Vert(LL) -0.06 B-D >999 240 Vert(TL) -0.16 B-D >430 180 Horz(TL) -0.00 C n/a n/a Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint C and 155 lb uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:15.8 PLATES GRIP MT20 244/190 Weight: 20 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - verVy design parameters and READ NOTES ON THIS AND INCLUDED ffiTEE REFERENCE PAGE AID-7473 REPORE 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 �t�p Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 u[�rI�vaa� 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 OF 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 Tens Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40219 LE3158 J04 JACK 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:31 2006 Paae 1 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.06 TCDL 10.0 Lumber Increase 1.25 BC 0.04 BCLL 0.0 Rep Stress lncr YES WB 0.00 BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 63/0-3-8 C = 16/0-3-8 B = 47/0-3-8 Max Horz A = 47(load case 6) Max Uplift A = -15(load case 6) B = -48(load case 6) Max Grav A = 63(load case 1) C = 31(load case 2) B = 47(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -30/18 BOTCHORD A-C = 0/0 NOTES (7-8) 1) 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 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. 1-7-8 DEFL in (loc) I/deft L/d Vert(LL) -0.00 A >999 240 Vert(TL) -0.00 A >999 180 Horz(TL) -0.00 B n/a n/a Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint A and 48 lb uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 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 bUTEE REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shovsn, 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 sho"n is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Scale = 1:7.3 PLATES GRIP MT20 244/190 Weight: 5 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 6916900 1RUSSW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H40220 LE3158 IJ05 (JACK I1 I 1 IJob Reference Trussway, Orlando, FI 6.200 s Jul 13 2005 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.27 TCDL 10.0 Lumber Increase 1.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 133/0-3-8 B = 100/0-3-8 C = 33/0-3-8 Max Horz A = 90(load case 6) Max Uplift A = -36(load case 6) B = -97(load case 6) Max Grav A = 133(load case 1) B = 100(load case 1) C = 67(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -56/35 BOT CHORD A-C = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft, 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. 3-7-8 3-7-8 8 DEFL in (loc) I/deft Ud Vert(LL) -0.01 A-C >999 240 Vert(TL) -0.02 A-C >999 180 Horz(TL) -0.00 B n/a n/a Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint A and 97 lb uplift at joint B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 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 Scale = 1:11.0 PLATES GRIP MT20 244/190 Weight: 11 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 TJUS AND INCLUDED EUTEE REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mirek 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 TRUSSW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiflity 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. H40222 LE3158 R01 RHIP GIR 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:32 20D6 Paae 1 11-0-Q 6-0-0 10-8-1 15-5-13 20-0-0 24-6-3 29-4-0 34-0-0 40-a0 41-o-D 1-0-0 6-0-0 4-8-1 4-9-13 4-6-3 4-6-3 4-9-13 4-8-1 6-0-0 1-0-0 Scale = 1:70.8 5.00 12 6x7 = C V 45 = 3x6 = 49 = 2x4 11 4x9 = 45 = 6x7 zz D E F G H I W J 4x7 U T S R O P O N M 4x7 2x4 11 4x5 = 5x6 = 6x10 = US = 4x5 = 2x4 11 6x6 = 5x6 = 5-104 10-8-1 15-5-13 15�-0 20-0-0 24-6-3 29-4-0 I 34-1-12 40-0-0 5-10-4 4-9-13 4-9-13 0-2-3 4-4-0 4-6-3 4-9-13 4-9-13 5-10-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.23 N-P >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) 0.39 N-P >751 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 K n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 223 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 'Except' W2 2 X 4 SYP No.2ND W2 2 X 4 SYP No.2ND BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 4-2-15 oc bracing. WEBS 1 Row at midpt D-R, H-Q REACTIONS (lb/size) B = 626/0-3-8 R = 3962/0-7-8 K = 1528/0-3-8 Max Horz B = 63(load case 5) Max Uplift B = -356(load case 5) R = -1920(load case 3) K = -722(load case 6) Max Grav B = 637(load case 9) R = 3962(load case 1) K = 1531(load case 10) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-969/450 C-V =-147/433 D-V =-147/434 D-E =-1346/2875 E-F =-1346/2875 F-G =-386/231 G-H =-386/231 H-1 =-2580/1293 I-W =-3485/1722 J-W =-3485/1722 TOPCHORD J-K =-3251/1470 K-L = 0/26 BOTCHORD B-U =-354/818 T-U =-344/784 S-T = -433/289 R-S =-433/289 Q-R =-2875/1465 P-Q =-1179/2580 O-P =-1607/3485 N-0 =-1607/3485 M-N =-1264/2890 K-M =-1272/2923 WEBS C-U =-164/578 J-M =-154/551 D-T =-118/673 F-R =-2321/1306 G-Q =-499/418 H-P =-143/669 I-N =-174/288 C-T =-1285/567 D-R =-2804/1347 F-Q =-1788/3679 H-Q =-2507/1209 I-P =-1024/482 J-N =-387/751 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) 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. 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 356 lb uplift at joint B, 1920 lb uplift at joint R and 722 lb uplift atjoint K. 7) Girder carries hip end with 6-0-0 end setback. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. provided sufficient to support concentrated load(s) 360 Ib down and 200 lb up at 34-0-0, and 360 lb down and 200 lb up at 6-0-0 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-C=-60, C-J=-116(F=-56), J-L=-60, B-U=20, M-U=-39(1`=19), K-M=-20 Concentrated Loads (lb) Vert: U=360(F) M=-360(F) 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 TFUS AND INCLUDED hIITEE REFERENCE PAGE AM 7473 BEFORE USE. Engmeenng Uepartment Design valid for use on with M-rek connectors. This design is based on upon parameters shown, and a for an individual building component. Houston, on,AlcT 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 Nzmop fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H40223 LE3158 R02 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:33 2006 Page 1 �1-0-p 6-4-7 8-0-0 13-4-1 2D-0-0 26-7-15 32-0-0 33-7-9+ 40-0-0 41-0-q 1-0-0 6-4-7 1-7-9 54-1 6-7-15 6-7-15 54-1 1-7-9 6-4-7 1-0-0 Scale = 1:71.1 6x6 = 5.00 F12 - 3x5 = 0 3x6 = 3x5 = 3x5 = 6x6 Ia 0 4x5 = R Q p O N M 4x5 = 4x9 = 3x6 = 5x5 = 5x5 = 3x6 = 4x9 = 8-0-0 15-8-0 i 24-4-0 32-0-0 F 40-0-0 8-0-0 7-8-0 8-8-0 7-8-0 8-0-0 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) -0.11 O-P >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.29 K-M >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.03 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 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) B = 420/0-7-8 P = 2022/0-7-8 K = 86510-7-8 Max Horz B = 74(load case 6) Max Uplift B = -254(load case 6) P = -796(load case 4) K = -375(load case 7) Max Grav B = 443(load case 10) P = 2022(load case 1) K = 877(load case 11) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-418/197 C-D =-205/149 D-E =-132/127 E-F = -426/1241 F-G =-426/1241 G-H =-823/378 H-1 =-1138/459 I-J =-1274/497 J-K =-1479/524 K-L = 0/22 BOTCHORD B-R =-140/323 Q-R =-641/285 P-Q =-641/285 O-P = -34/90 N-O =-392/1108 M-N =-392/1108 K-M =-390/1291 WEBS C-R =-334/269 WEBS D-R =-107/49 E-R =-222/858 E-P =-1058/510 G-P =-1602/745 G-O =-257/949 H-O =-517/293 H-M =-62/127 I-M =-143/395 J-M =-298/260 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.0psf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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 254 lb uplift at joint B, 796 lb uplift at joint P and 375 lb uplift at joint K. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 187 lb r 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 MD-7473 BEFORE USE, Engineering Department Design valid for use only with fvLTek connectors. This design a based only upon parameters shown, and is for an individual building component. 9411 Alcom St.Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII 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 Truss Type - City - Ply LE3158 - Lennar Homes - CATALINA H40224 LE3158 R03 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:33 2006 Page 1 1� 5-8-6 10-0-0 16-11-2 23-0-14 i 30-0-0 34-3-10 40-0-0 41-0-0 1-0-0 548-6 4-3-10 6-11-2 6-1-12 6-11-2 4-3-10 5-8-6 1-0-0 Scale = 1:71.0 3x5 = 6x6 = 6x6 3x6 = 3x5 = ZZ 5.00 F12 D E F G H 4x7 = P O N M L 4x7 = 4x9 = 3x10 M1120H= 3x5 = WO M1120H= 4x9 = 10-0-0 10-0-0 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 *Except* T2 2 X 4 SYP No.2, T3 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2 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 2-2-0 oc bracing. WEBS 1 Row at midpt E-P, G-L REACTIONS (lb/size) B = 1657/0-3-8 J = 1657/0-3-8 Max Horz B = 74(load case 6) Max Uplift B =-596(load case 4) J =-596(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3473/12 C-Q =-3121/1141 D-Q =-3057/11 D-E =-2852/1093 E-F =-3754/14 F-G =-3754/1485 G-H =-2852/10 H-R =-3057/1147 I-R =-3121/11 1-J =-3473/1263 J-K = 0/22 BOTCHORD B-P =-1101/3148 O-P =-1359/36 N-0 =-1359/3686 M-N =-1353/36 L-M =-1353/3686 J-L =-1075/31 WEBS C-P =-370/321 D-P =-257/902 E-P =-1075/521 62 47 85 93 41 86 86 48 10-0-0 10-0-0 10-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.89 Vert(LL) 0.40 N >999 240 MT20 244/190 BC 0.95 Vert(TL) -0.91 L-N >524 180 M1120H 187/143 WB 0.35 Horz(TL) 0.25 J n/a n/a (Matrix) Weight: 189 lb WEBS E-N = 0/235 G-N = 0/235 G-L =-1075/521 H-L =-257/902 I-L =-370/322 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 596 lb uplift at joint B and 596 lb uplift at joint J. 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 Ili WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. rngineenng uepanmem 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. A licabili of desi n aramenters and ro er incor oration of com onent is res onsibili of buildin desi ner- not truss desi ner. Bracin shown Houston, TX 6977093 PP tY 9 P P P P P P tY 9 9 r 9 (713) 691 6900 efor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job ru, - LE3158 R04 RHIP 1 1 1 13 H40225 1-01 6-6-14 12-0-0 17-0-0 22-8-0 28-0-0 + 33-5-2 40-0-0 41-0-p 1-0-0 6-6-14 5-5-2 5-4-0 5-4-0 5-4-0 5-5-2 6-6-14 1-0-0 Scale = 1:71.0 6x6 = 3x5 = 3x5 = 6x6 = D E F G 4x7 = O N M L K 4x7 = 4x9 = 4x6 = 3x5 = 4x6 = 4x9 = 10-10-4 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code 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 2-3-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-O, F-K REACTIONS (lb/size) B = 1657/0-3-8 1 = 1657/0-3-8 Max Horz B = 74(load case 6) Max Uplift B =-564(load case 4) 1 =-564(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0122 B-C =-3437/1180 C-P =-3045/1038 D-P =-2965/1055 D-E =-2529/949 E-F =-3125/1197 F-G =-2529/949 G-Q =-2965/1055 H-0 =-3045/1038 H-1 =-3437/1180 I-J = 0/22 BOTCHORD B-0 =-1022/3114 N-0 =-1028/3081 M-N =-1028/3081 L-M =-1022/3081 K-L =-1022/3081 I-K =-994/3114 WEBS C-0 = -448/352 D-O =-247/907 E-O =-816/366 E-M = 0/189 F-M = 0/189 20-0-0 1 29-1-1, 9-1-12 9-1-12 CSI DEFL in (loc) I/defl TC 0.71 Vert(LL) -0.34 B-O >999 BC 0.98 Vert(TL) ' -0.99 B-O >483 WB 0.29 Horz(TL) 0.25 1 n/a (Matrix) WEBS F-K =-816/366 G-K =-247/907 H-K = -448/352 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category ll; 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 564 lb uplift at joint B and 564 lb uplift at joint I. 7) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 10-10-4 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 194 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 WARNING - VerVy design pa-ters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MU-7473 BEFORE USE, Engineering Department 9411 Alcom St. Design valid for use only with M iTek connectors. This design is based any 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 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, defivery, 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. H40226 LE3158 R05 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:34 2006 Page 1 2-0-y 7-0-0 14-0-0 20-0-0 26-0-0 33-0-0 40-0-0 41:0-0 1-0-0 7-0-0 7-0-0 6-0-0 6-0-0 7-0-0 7-0-0 1-0-0 Scale = 1:70.8 5.00 12 6x7 = 2X4 II 6x7 = Iq 0 5x5 = - — 5x5 = 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = I 9-10-11 20-0-0 30-1-5 I 40-0-0 , 9-10-11 10-1-5 10-1-5 9-10-11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND 'Except' T2 2 X 4 SYP No.1, T2 2 X 4 SYP No.1 BOTCHORD 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 2-2-0 oc bracing. REACTIONS (lb/size) B = 1657/0-3-8 J = 1657/0-3-8 Max Horz B = 75(load case 6) Max Uplift B =-556(load case 6) J =-556(load case 7) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3454/1091 C-D =-3129/987 D-E =-3030/1009 E-F =-2745/1018 F-G =-2745/1018 G-H =-3030/1009 H-1 =-3129/987 I-J =-3454/1091 J-K = 0/22 BOTCHORD B-P =-943/3128 O-P =-684/2419 N-0 =-684/2419 M-N =-667/2419 L-M =-667/2419 J-L =-912/3128 WEBS C-P = 466/358 E-P =-188/660 E-N =-177/594 F-N =-441/333 G-N =-177/594 G-L =-188/660 I-L = -466/358 CSI DEFL in (loc) I/deft L/d TC 0.96 Vert(LL) 0.28 N >999 240 BC 0.95 Vert(TL) -0.77 N-P >617 180 WB 0.27 Horz(TL) 0.22 J 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=15ft; 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 556 lb uplift at joint B and 556 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 MT20 Weight: 191 lb GRIP 244/190 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 A WARNING - Ver(jy design pammeters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St.Houston, TX 77093 -.- Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 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. H40227 LE3158 R06 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:34 2006 Page 1 1 1-O- 6-10-12 I 11-1-2 16-0-0 I 20-0-0 24-0-0 28-10-14 33-1A 40-0-0 41-0-0 1-0-0 6-10-12 4-2-6 4-10-14 4-0-0 4-0-0 4-10-14 4-2-6 6-10-12 1-0-0 Scale = 1:71.0 �r 0 5.00 FIT 6x7 2x4 11 6x7 = 4x7 = R Q P O N 4x7 = 4x9 = 3x6 = 4x9 = 3x6 = 4x9 = 11-1-2 20.0-0 28-10-14 40-M 11-1-2 8-10-14 8-10-14 11-1-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.37 L-N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -1.08 L-N >443 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.22 L n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 210 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 2-5-12 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) B = 1657/0-3-8 L = 1657/0-3-8 Max Horz B = 74(load case 6) Max Uplift B = -554(load case 6) L = -554(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3398/1053 C-S =-3048/931 D-S =-3019/934 D-E =-2958/946 E-F =-3055/1041 F-G =-2373/860 G-H =-2373/860 H-1 =-3055/1041 I-J =-2958/946 J-T =-3019/934 K-T =-3048/931 K-L =-3398/1053 L-M = 0/22 BOTCHORD B-R =-853/3073 Q-R =-545/2241 P-C! =-545/2241 O-P =-532/2241 N-O =-532/2241 L-N =-853/3073 WEBS C-R =-382/307 E-R =-277/202 F-R =-286/880 F-P =-93/406 G-P =-288/219 H-P =-93/406 H-N =-286/880 WEBS I-N =-277/202 K-N =-382/307 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; 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 554 lb uplift at joint B and 554 lb uplift atjoint L. 7) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard ® WARNING - VerVy design pammeters and READ NOTES ON THIS AND INCLUDED EUTEE 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'Onofrio Drive,.Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 9411 Alcom St.. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H40228 Job rU LE3158 R07 RHIP 1 1 I Job 6.200 s 11-0-p 6-0-0 12-2-6 18-0-0 22-0-0 27-9-11 34-0-0 40-0-0 41-04' 1-0-0 6-0-0 6-2-6 5-9-11 4-0-0 5-9-11 6-2-6 6-0-0 1-0-0 Scale = 1:71.0 '91F 0 5.00 F12 6x6 = 6x6 = F G 47 = O P O N M 4x7 = 3x5 = 4x6 = 6x12 = 4x6 = 3x5 = 10-0-0 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.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 2-7-2 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-O, H-O REACTIONS (lb/size) B = 1657/0-3-8 K = 1657/0-3-8 Max Horz B = 74(load case 6) Max Uplift B =-554(load case 6) K =-554(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3471/1053 C-D =-3121/909 D-R =-3071/915 E-R =-3050/931 E-F =-21881744 F-G =-20911757 G-H =-2188f744 H-S =-3050/931 I-S =-3071/915 1-J =-3121/909 J-K =-3471/1053 K-L = 0/22 BOTCHORD B-Q =-896/3146 P-Q =-641/2640 O-P =-641/2640 N-O =-641/2640 M-N =-641/2640 K-M =-864/3146 WEBS C-C! =-394/328 E-Q =-74/537 F-O =-140/574 10-0-0 10-0-0 CSI DEFL in (loc) I/defl TC 0.57 Vert(LL) 0.26 O >999 BC 0.94 Vert(TL) -0.75 O-Q >635 WB 0.35 Horz(TL) 0.23 K ri (Matrix) WEBS G-O =-140/574 E-O =-836/336 H-O =-836/336 H-M =-74/537 J-M =-394/328 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) 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 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 554 lb uplift at joint B and 554 lb uplift at joint K. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 10-0-0 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 206 Ib --Q Ar,2,� Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 WARNING - Ver(fy design pammeters and READ NOTES ON TIDS AND INCLUDED MiTEE 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 on individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 it 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. �� ivaa rypc s-y rry ucsioc-uennar Homes-cr.iNurvN H40229 LE3158 R08 REG 1 1 Job Reference (optional) Trussway, Odando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:35 2006 Page 1 11-0-Q 7-2-12 i 14-2-4 20-0-0 25-9-12 32-9-4 40-0-0 41-0-9 1-0-0 7-2-12 6-11-8 5-9-12 5-9-12 6-11-8 7-2-12 1-0-0 Scale = 1:69.6 6x6 = 5.00 12 F 5x5 = p 0 N M L 5x5 = 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 10-0-10 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 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 2-5-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-N, G-N REACTIONS (lb/size) B = 1657/0-3-8 J = 1657/0-3-8 Max Horz B = 74(load case 6) Max Uplift B =-554(load case 6) J =-554(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3423/1008 C-Q =-3123/911 D-Q =-3102/912 D-E =-3039/936 E-F =-21387727 F-G =-2138l727 G-H =-3039/936 H-R =-3102/912 I-R =-3123/911 I-J =-3423/1008 J-K = 0/22 BOT CHORD B-P =-841/3095 O-P =-557/2446 N-O =-557/2446 M-N =-557/2446 L-M =-557/2446 J-L =-812/3095 WEBS C-P =-422/326 E-P =-171/647 E-N =-787/356 F-N =-410/1313 G-N =-787/356 9-11-6 9-11-6 CSI DEFL in (loc) I/deft TC 0.67 Vert(LL) 0.26 N >999 BC 0.95 Vert(TL) -0.78 J-L >612 WB 0.51 Horz(TL) 0.22 J n/a (Matrix) WEBS G-L =-171/647 I-L = 422/326 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02, 120mph (3-second gust), h=15ft; 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 554 lb uplift at joint B and 554 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 10-0-10 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 196 lb WARNDYG - Vert jy design pammeters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE Mff 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 responspillity of the erector. Additional permanent bracing of the overall structure is the responsibilityof 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. d Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 NZW (407) 857 2777 ILE3158 IR09 IROOFTRUSS H40230 s Jul 1 11-0-Q 6-0-0 10-8-12 15-7-4 20-5-12 26-0-0 30-0-0 34-6-10 40-0-0 41- 1-0-0 6-0-0 4-8-12 4-10-8 4-10-8 5-6-4 4-0-0 4-6-10 5-5-6 1-0-0 Scale = 1:72.4 4x12 = 6x7 6x6 = 4x6 S R Q p O N M 4x6 2x4 11 3x6 = 2x4 I I 6x10 = 3x6 = 4x9 = 4x9 = 6-0-0 10-8-12 15-7-4 20-5-12 30-0-0 40-0-0 6-0-0 4-8-12 { 4-10-8 4-10-8 9-6-4 10-0-0 Plate Offsets (X Y): [B:0-1-10,0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.18 K-M >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.48 K-M >488 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.08 0 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 190 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except* T3 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. WEBS 1 Row at midpt F-0, H-0 REACTIONS (lb/size) B = 1480/0-3-8 0 = 3407/04-12 (input: 0-3-15) K = 509/0-3-8 Max Horz B = -74(load case 6) Max Uplift B = -658(load case 5) 0 = -1355(load case 3) K = -248(load case 6) Max Grav B = 1498(load case 9) 0 = 3407(load case 1) K = 509(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-3103/1245 C-T =-2908/1298 D-T =-2908/1298 D-E =-2908/1298 E-F =-2908/1298 F-G =-879/2373 G-H =-879/2373 H-1 =-188/79 I-U =-174/68 J-U =-221/62 J-K =-634/270 K-L = 0/22 TOP CHORD A-B = 0/22 B-C =-3103/1245 C-T =-2908/1298 D-T =-2908/1298 D-E =-2908/1298 E-F =-2908/1298 F-G =-879/2373 G-H =-879/2373 H-1 =-188/79 I-U =-174/68 J-U =-221/62 J-K =-634/270 K-L = 0/22 BOTCHORD B-S =-1078/2774 R-S =-1067/2735 Q-R = -492/1184 P-Q =-492/1184 O-P =-492/1184 N-0 =-766/404 M-N =-766/404 K-M =-147/552 WEBS C-S =-208/684 C-R =-151/197 D-R =-756/432 F-R =-799/1985 F-P =-24/255 F-0 =-3888/1658 G-0 =-584/366 H-0 =-1890/631 H-M =-259/944 I-M =-183/151 J-M =-457/351 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) 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. 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) WARNING: Required bearing size atjoint(s) O greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 658 Ib uplift at joint B, 1355 Ib uplift at joint 0 and 248 Ib uplift atjoint K. the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 478 Ib down and 208 Ib up at 6-0-0 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-C=-60, C-G=-142(F=-82), G-H=-60, H-I=-60, I-L=-60, B-S=-20, O-S=-49(F=-29), K-O=-20 Concentrated Loads (lb) Vert: S=-478(F) WARNDPG - Ver(fy design parameters and READ NOTES ON THIS AND DPCLUDED MTEK REFERENCE PAGE AU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 41r--2--- lqbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H119588 LE3158 R10 ROOFTRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jul 05 11:31:17 2006 Paoe 1 11-0-Q 5-8-3 8-0-0 14-2-7 18-11-6 l 25-4-4 28-0-0 30-0-0 33-7-9 � 5-0-9 40-0-0 41-0-0 1-0-0 5-8-3 2-3-14 6-2-7 4-8-15 6-4-14 2-7-12 2-0-0 3-7-9 1-4-7 5-0-0 1-0-0 Scale = 1:70.8 2x4 11 2x3 = 6x6 = 2x3 II 3x5 5.00 512 3x5 = 3x6 = 3x5 = J 4x5 = R Q P O N 4x6 4x9 = U15 = 5x10 = 4x9 = 3x6 = 9-7-4 9-4-2 10-2-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.24 L-N >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.67 L-N >373 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.04 L n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except* T4 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. Except: 1 Row at midpt H-1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt H-P REACTIONS (lb/size) B = 617/0-3-8 P = 1989/0-3-8 L = 740/0-3-8 Max Horz B = -97(load case 7) Max Uplift B = -293(load case 6) P = -818(load case 4) L = -344(load case 7) Max Gray B = 643(load case 10) P = 1989(load case 1) L = 756(load case 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-943/357 C-D =-615/211 D-E =-541/186 E-F =-343/1052 F-G =-343/1052 G-H =-343/1052 H-T =-821/698 I-T =-821/698 1-1 = -44/0 I-U =-825/724 K-U =-860/723 K-L =-1173/689 L-M = 0/22 BOTCHORD B-R =-246/828 BOT CHORD Q-R =-69/261 P-Q =-69/261 O-P =-166/451 N-0 =-166/451 L-N =-521/1036 WEBS F-P =-312/226 E-R =-117/619 E-P =-1256/563 H-P =-1619/935 H-N =-251/580 K-N =-304/265 C-R =-360/279 I-N = 0/348 D-R = -9/133 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=S.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 293lb uplift at joint B, 818 lb uplift at joint P and 344 lb uplift at joint L. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 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 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE M9 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. PLATES MT20 Weight: 194 lb GRIP 244/190 -- — I Ir- - Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 July 5,2006I 9411 Alcom St. Houston, TX 77093 (713) 6916900 TRUSSM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 o ru5s rUss ype ty y LE3158 - Lennar Homes - CATALINA H40232 LE3158 R11 RHIP GIR 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:36 2006 Page 1 5-8-0 9-8-0 13-8-0 19-8-0 _ i 20-8-0 5-8-0 4-0-0 4-0-0 6-0-0 1-0-0 Scale = 1:34.9 5x5 = 20 11 5x5 ZZ 5.00 F12 B K Cr D 2 W 0 A (V E Flo Bi 4x6 = J I H G 4x6 = 2x3 11 3x9 = 3x5 = 2x3 11 5-6-4 9-8-0 13-9-12 19-8-0 5-6-4 4-1-12 4-1-12 5-10-4 Plate Offsets X,Y : A:0-0-6,0-0-11 , E:0-1-10,0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.18 1 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.31 G-1 >732 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.10 E n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight: 85 lb LUMBER TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; TOP CHORD 2 X 4 SYP No.2ND enclosed; MWFRS gable end zone; cantilever left and BOT CHORD 2 X 4 SYP No.2ND right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. WEBS 2 X 4 SYP No.3 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom BRACING chord live load nonconcurrent with any other live loads. TOP CHORD 5) This truss requires plate inspection per the Tooth Structural wood sheathing directly applied or 2-6-4 oc Count Method when this truss is chosen for quality pudins. assurance inspection. BOT CHORD 6) Provide mechanical connection (by others) of truss to Rigid ceiling directly applied or 54-5 oc bracing. bearing plate capable of withstanding 612 lb uplift at joint A and 701 lb uplift at joint E. REACTIONS (lb/size) 7) Girder carries hip end with 6-0-0 right side setback, A = 141610-3-8 5-8-0 left side setback, and 6-0-0 end setback. E = 1498/0-7-8 8) "Fix heels only" Member end fixity model was used in Max Horz the analysis and design of this truss. A =-72(load case 6) 9) Hanger(s) or other connection device(s) shall be Max Uplift provided sufficient to support concentrated load(s) 360 A =-612(load case 5) lb down and 200 lb up at 14-0-0, and 340 lb down and E _-701(load case 6) 189 lb up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the FORCES (Ib) responsibility of others. Maximum Compression/Maximum Tension 10) In the LOAD CASE(S) section, loads applied to the TOP CHORD face of the truss are noted as front (F) or back (B). A-B =-2970/1322 B-K =-3168/1527 11) NOTE: Refer to yellow bracing and/or T-1 sheet for C-K =-3168/1528 C-D =-3168/1528 more information. D-E =-3009/1333 E-F = 0/22 12) NOTE: The seal on this drawing indicates BOT CHORD acceptance of professional engineering — J A-J =-1134/2629 I-J =-1126/2599 responsibility solely for the truss component design H-1 =-1137/2646 G-H =-1137/2646 shown. E-G =-1145/2676 WEBS LOAD CASE(S) Igbal KAGagan, P.E. B-J =-154/514 D-G =-154/529 Standard C-1 =-551/463 B-1 =-364f746 Regular: Lumber Increase=1.25, Plate Increase=1.25 Florida P.E. No. 25389 D-1 =-340/689 1) Uniform Loads (plf) 8850 Trussway Boulevard Vert. A-B=-60, B-D=-116(F=-56), D-F=-60, A-J=-20, Orlando, FL 32824 NOTES (11-12) G-J=-39(F=-19), E-G=-20 1) Unbalanced roof live loads have been considered for Concentrated Loads (lb) this design. Vert: J=-340(F) G=-360(F) March 10,2006 WARNING - Vergy design pammetem and READ NOTES ON TWS AND INCLUDED MITES 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 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 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qlzzwop fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply LE3158-Lerner Homes - CATALINA H40233 LE3158 R12 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:36 2006 Page 1 5-1-14 7-8-0 11-8-0 14-2-2 19-8-0 20-8-0 5-1-14 2-6-2 4-0-0 2.6-2 5-5-14 1-0-0 Scale = 1:35.0 4x5 - 4x5 C D 5.00 12 2x3 J K 2x3 B E 1 1 2 W A A F G Io 4x5 = H 4x6 = 5x10 = 3x5 = 9-8-0 19-8-0 9-8-0 10-0-0 Plate Offsets X,Y : A:0-0-2,0-0-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.18 F-I >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.50 F-1 >468 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 88 lb LUMBER TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; TOP CHORD 2 X 4 SYP No.2ND enclosed; MWFRS gable end zone and C-C Interior(1) BOT CHORD 2 X 4 SYP No.2ND zone; cantilever left and right exposed ; Lumber WEBS 2 X 4 SYP No.3 DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for BRACING reactions specified. TOP CHORD 3) Provide adequate drainage to prevent water ponding. Structural wood sheathing directly applied or 4-4-10 oc 4) This truss has been designed for a 10.0 psf bottom purlins. chord live load nonconcurrent with any other live loads. BOT CHORD 5) This truss requires plate inspection per the Tooth Rigid ceiling directly applied or 9-3-13 oc bracing. Count Method when this truss is chosen for quality assurance inspection. REACTIONS (lb/size) 6) Provide mechanical connection (by others) of truss to A = 773/0-3-8 bearing plate capable of withstanding 255 lb uplift at F = 846/0-3-8 joint A and 336 lb uplift at joint F. Max Horz 7) "Fix heels only' Member end fixity model was used in A =-72(load case 7) the analysis and design of this truss. Max Uplift 8) NOTE: Refer to yellow bracing and/or T-1 sheet for A =-255(load case 6) more information. F =-336(load case 7) 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility FORCES (lb) solely for the truss component design shown. Maximum Compression/Maximum Tension TOP CHORD LOAD CASE(S) A-B =-1415/470 B-J =-1110/345 Standard C-J =-1087/354 C-D =-1130/359 D-K =-1094/354 E-K =-1110/346 ^ ' E-F =-1456/472 F-G = 0/22 BOTCHORD A-1 =-387/1251 H-1 =-345/1299 F-H =-345/1299 WEBS Igbal H.AGagan, P.E. B-1 =-311/253 C-1 =-56/328 D-1 =-54/331 E-1 =-362/261 Florida P.E. No. 25389 8850 Trussway Boulevard NOTES (8-9) Orlando, FL 32824 1) Unbalanced roof live loads have been considered for this design. March 10,2006 01, WARNIIPG - VerVy design pammeters and READ NOTES ON THIS AND INCLUDED DUTEK REFERENCE PAGE AW-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, on,AlcT St. 9 Y 9 Y P P 9 P Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 691 6900 TRUSSIW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 (713) 691 6900 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. H40234 Job Tru. LE3158 R13 REG t 1 I Job 6.200 s 1 5-2-4 941-0 14-1-12 19-8-0 20-8-0 5-2-4 4-5-12 4-5-12 5-" 1-0-0 Scale = 1:34.4 4x4 = C 4x5 = H U 4x6 = 3xg = 3x5 = 9-8-0 Plate Offsets (X,Y): [A:0-0-2,0-0-151 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 4-4-14 oc purlins. BOTCHORD Rigid ceiling directly applied or 9-2-11 oc bracing. REACTIONS (lb/size) E = 846/0-3-8 A = 773/0-3-8 Max Horz A =-72(load case 7) Max Uplift E _-336(load case 7) A =-255(load case 6) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B =-1431/479 B-1 =-1081/301 C-1 =-1014/316 C-J =-1014/315 D-J =-1081/301 D-E =-1471/479 E-F = 0/22 BOT CHORD A-H =-397/1269 G-H =-336/1316 E-G =-336/1316 WEBS B-H =-386/294 C-H =-129/576 D-H = -430/300 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 10-0-0 CSI DEFL in (loc) I/deft L/d TC 0.37 Vert(LL) -0.18 E-H >999 240 BC 0.73 Vert(TL) -0.50 E-H >468 180 WB 0.20 Horz(TL) 0.05 E n/a n/a (Matrix) TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint E and 255 lb uplift at joint A. 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 ffiTEE REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII 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: 83 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900YRUSSW 8850 Trussway Blvd. Orlando, FL 32824 OF (407) 857 2777 Job rU' LE3158 R14 RHIP GBL 1 1 1 H40236 EJ -1-0-0 1-10-0 6-9-8 8-7-8 9-7-8 1-0-0 1-10-0 4-11-8 1-10-0 1-0-0 Scale = 1:17.9 5.00 12 44 = 2x3 11 2x3 11 2x3 11 C O D E F P 4x4 = G 3x3 = 2x3 11 2x3 11 2x3 11 2x3 11 20 11 3x3 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 1 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 H n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 34 lb LUMBER TOP CHORD LOAD CASE(S) TOP CHORD 2 X 4 SYP No.3 A-B = 0/21 B-C = -37/36 Standard BOT CHORD 2 X 4 SYP No.3 C-O = 0/37 D-O = 0/37 WEBS 2 X 4 SYP No.3 D-E = 0/37 E-F = 0/37 Standard OTHERS 2 X 4 SYP No.3 F-P = 0/37 G-P = 0/37 G-H = -37/36 H-1 = 0/21 BRACING BOT CHORD TOP CHORD B-N = 0/35 M-N = -4/38 Structural wood sheathing directly applied or 6-0-0 oc L-M = -4/38 K-L = -4/38 puriins. J-K = -4/38 H-J = 0/35 BOT CHORD WEBS Rigid ceiling directly applied or 6-0-0 oc bracing. E-L = -79/61 D-M = -83/62 F-K = -83/62 C-N = -63/38 REACTIONS (lb/size) G-J = -63/33 B = 151 /8-4-0 H = 151/8-4-0 NOTES (11-12) L = 110/8-4-0 1) Unbalanced roof live loads have been considered for M = 98/8-4-0 this design. K = 98/8-4-0 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; N = 102/8-4-0 TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; J = 102/8-4-0 enclosed; MWFRS gable end zone and C-C Interior(1) Max Horz zone; cantilever left and right exposed , Lumber B = -31(load case 7) DOL=1.33 plate grip DOL=1.33. This truss is designed Max Uplift for C-C for members and forces, and for MWFRS for B = -124(load case 6) reactions specified. H = -130(load case 7) 3) Truss designed for wind loads in the plane of the L = -45(load case 7) truss only. For studs exposed to wind (normal to the M = -54(load case 4) face), see MiTek "Standard Gable End Detail" K = -54(load case 4) 4) Provide adequate drainage to prevent water ponding. N = -17(load case 6) 5) This truss has been designed for a 10.0 psf bottom p�7 J = -13(load case 4) chord live load nonconcurrent with any other live loads. Max Grav 6) This truss requires plate inspection per the Tooth B = 151(load case 10) Count Method when this truss is chosen for quality H = 151(load case 11) assurance inspection. lqbal KAGagan, P.E. L = 111(load case 10) 7) Gable studs spaced at 1-4-0 oc. Florida P.E. NO. 25389 M = 98(load case 1) 8) Provide mechanical connection (by others) of truss to K = 98(load case 1) bearing plate capable of withstanding 124 lb uplift at 8850 Trussway Boulevard N = 102(load case 1) joint B, 130 lb uplift atjoint H, 45 lb uplift at joint L, 54 lb Orlando, FL 32824 J = 102(load case 1) uplift atjoint M, 54 lb uplift atjoint K, 17 lb uplift atjoint N and 13 lb uplift atjoint J. FORCES (lb) 9) Non Standard bearing condition. Review required. Maximum Compression/Maximum Tension 10) "Fix heels only" Member end fixity model was used March 10,2006 in the analysis and design of this truss. WARMING - Ver(fy design pammeters and READ NOTES ON THIS AND INCLUDED AUTEE 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 aramenters and proper incorporation of component is responsibility of building designer truss designer. Bracing shown Houston, TX 77093 PP tY 9 P P P P P P t`/ 9 9 9 9 (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. ti erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 RKBEMMEEM fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. o russ hiss ype ty y LE3158 - Lennar Homes - CATALINA H40237 LE3158 R15 RHIP 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:37 2006 Page 1 -1-0-0 3-10-0 4-9-8 8-7-8 9-7-8 1-0-0 3-10-0 0-11-8 3-10-0 1-0-0 Scale = 1:17.9 4x4 = 4x4 = C D T2 5.00 12 H W1 W1 T1 T1 E B F I Io G 3x4 = 3x3 = 3x3 = 4-3-12 8-3-8 4-3-12 I 3-11-12 0-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.01 G >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.03 B-G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 34 Ib LUMBER 4) This truss has been designed for a 10.0 psf bottom TOP CHORD 2 X 4 SYP No.2ND chord live load nonconcurrent with any other live loads. BOT CHORD 2 X 4 SYP No.2ND 5) This truss requires plate inspection per the Tooth WEBS 2 X 4 SYP No.3 Count Method when this truss is chosen for quality assurance inspection. BRACING 6) Provide mechanical connection (by others) of truss to TOP CHORD bearing plate capable of withstanding 219 lb uplift at Structural wood sheathing directly applied or 6-0-0 oc joint B and 219 lb uplift at joint E. purlins. 7) "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. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. REACTIONS (lb/size) 9) NOTE: The seal on this drawing indicates B = 402/0-3-8 acceptance of professional engineering responsibility E = 402/0-3-8 solely for the truss component design shown. Max Horz B = 36(load case 6) LOAD CASE(S) Max Uplift Standard B =-219(load case 6) E _-219(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-H =-489/157 C-H =-428/162 C-D =-416/173 D-I = 28/162 E-I = 489/157 n 0/22 BOT CHORD - B-G =-99/402 E-G =-97/402 WEBS C-G = 0/106 D-G = 0/106 NOTES (8-9) Igbal KAGagan, P.E. 1) Unbalanced roof live loads have been considered for Florida P.E. No. 25389 this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; 8850 Trussway Boulevard TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; Orlando, FL 32824 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 March 10,2006 specified. WARNING -Verify design parameters and READ NOTES ON TNIS 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. Holt on,AlcT 7 Applicability of design aromenters and proper incor oration of component is responsibility of building designer - not truss designer, Bracing shown Houston, 6977093 PP tY 9 P P P P P p b 9 9 9 9 8850 Trussway 6900 T is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. 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/71`I7 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Dnve, Madison, WI 53719. H40239 LE3158 1-0-0 R16G 5.00 F12 REG 4-3-12 3x3 = 1 Job Reference 6.200 s Jul 13 2005 8-7-8 9-7-8 4-3-12 1-0-0 Scale = 1:17.6 3x3 = 3x3 — 8-3-8 8-7-8 8-3-8 0-4-0 Plate Offsets X,Y : C:0-1-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.21 B-D >469 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.53 B-D >188 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 30 lb LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP DSS BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing. REACTIONS (lb/size) B = 402/0-3-8 D = 402/0-3-8 Max Horz B = 36(load case 6) Max Uplift B = -556(load case 4) D = -507(load case 4) Max Grav B = 606(load case 12) D = 606(load case 12) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-F =-696/710 C-F =-596/635 C-G =-596/636 D-G =-696/710 D-E = 0/22 BOTCHORD B-D =-550/562 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 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 556 lb uplift at joint B and 507 lb uplift at joint D. 6) Load case(s) 4, 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Except: Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: B-D=-20, A-C=-60, C-E=60 MWFRS Wind Left: Lumber Increase=1.33, Plate 4) Increase=1.33 Uniform Loads (plf) Vert: B-D=-10, A-B=51, B-C=130(F=100), C-D=126(F=100), D-E=18 Horz: A-B=61, B-C=-40, C-D=36, D-E=28 User defined: Lumber Increase=1.25, Plate 12)Increase=1.25 Uniform Loads (plf) Vert: B-D=-20(F), A-B=-20(F), B-C=-120(F), C-D=120(1`), D-E=-20(F) WARNING - verify design parameters and READ NOTES ON THIS AND iNCLUDED ffiTEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with Mifek 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/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 9411 Alcorn Sl r Houston, TX 77093 (713) 691 6900 TRUSY" 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type. Oty y Homes- CATALINAH40243 LE3158 Vol RVAL 3x3 = 7LE11RI.8f-Lerner rence (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20:39 2006 Page i 2-0-0 4-0-0 2-0-0 2-0-0 Scale = 1:6.6 5.00 Fl2 T T1 C A B1 Q19 0 3x3 4-0-0 3x3 i 4-0-0 Plate Offsets X,Y : B:0-1-8,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999 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: 10 lb LUMBER 4) This truss requires plate If ispection per the Tooth Count Method when this truss is chosen for quality TOP CHORD 2 X 4 SYP No.3 assurance inspection. BOT CHORD 2 X 4 SYP No.3 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to BRACING bearing plate capable of withstanding 46 lb uplift atjoint TOP CHORD A and 46 lb uplift atjoint C. Structural wood sheathing directly applied or 4-0-0 oc 7) "Fix heels only" Member end fixity model was used in purlins. the analysis and design of this truss. BOT CHORD 8) NOTE: Refer to yellow bracing and/or T-1 sheet for Rigid ceiling directly applied or 10-0-0 oc bracing. more information. 9) NOTE: The seal on this drawing indicates REACTIONS (lb/size) acceptance of professional engineering responsibility A = 106/4-0-0 solely for the truss component design shown. C = 106/4-0-0 Max Horz LOAD CASE(S) A =-2(load case 5) Standard Max Uplift A =-46(load case 6) C =-46(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B =-115179 B-C =-115l79 BOTCHORD A-C = -56/95 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; lgbal KAGagan, P.E. MWFRS automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate Florida P.E. No. 25389 grip DOL=1.33. This truss is designed for C-C for 8850 Trussway Boulevard members and forces, and for MWFRS for reactions Orlando, FL 32824 specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. March 10,2006 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AW-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 agchlkh Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 TRUSSM 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/1PIl 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. H40244 I LE3158 4 a 0 RVAL 4-0-0 B 4x4 = 1 1 Job Reference (opti 6.200 s Jul 13 2005 We 8-0-0 4-0-0 Scale = 1:13.4 3x3 � 2x3 11 - 3x3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 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.3 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) A = 130/8-0-0 C = 130/8-0-0 D = 270/8-0-0 Max Horz A = 9(load case 6) Max Uplift A = -71(load case 6) C = -73(load case 7) D = -84(load case 6) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-E = -46/28 B-E = -16/35 B-F = -16/33 C-F = -46/26 BOT CHORD A-D = 0/14 C-D = 0/14 WEBS B-D =-187/126 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) 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 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. 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) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint A, 73 lb uplift at joint C and 84 lb uplift at joint D. 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: 24 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,20061 A WARNING - VerVy design parameters and READ NOTES ON TBIS AND INCLUDED MITES 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 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. RUSSM 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/Ti Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply LE3158 - Lennar Homes - CATALINA H40245 LE3158 V03 RVAL 1 1 Job Reference (optional) Trussway, Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Mar 10 07:20*39 2006 Page 1 _i-1-0-12 4-3-0 8-&0 9-6-12 1-0-12 4-3-0 4-3-0 1-0-12 Scale = 1:18.9 4x4 = C 5.00 12 K J W1 3x4 T1 T1 3x5 11 D B W2 E 0 W3 0> 0 2x4 = 2x3 Z 2x3 2x4 = 8-6-0 8$0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.02 E n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.04 E n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 35 Ib LUMBER BOTCHORD TOP CHORD 2 X 4 SYP No.2ND H-I = -40/40 G-H = -0/0 BOTCHORD 2 X 4 SYP No.3 F-G = 0/0 WEBS 2 X 4 SYP No.3 WEBS C-G =-225/114 B-H = -45/45 BRACING TOP CHORD NOTES (10-11) Structural wood sheathing directly applied or 6-0-0 oc 1) Unbalanced roof live loads have been considered for puffins, except end verticals. this design. BOTCHORD 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft, Rigid ceiling directly applied or 10-0-0 oc bracing. TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) REACTIONS (lb/size) zone; cantilever left and right exposed ; Lumber 1 = 210/8-6-0 DOL=1.33 plate grip DOL=1.33. This truss is designed F = 33/8-6-0 for C-C for members and forces, and for MWFRS for G = 314/8-6-0 reactions specified. D = 206/8-6-0 3) This truss has been designed for a 10.0 psf bottom H = 39/8-6-0 chord live load nonconcurrent with any other live loads. Max Horz 4) This truss requires plate inspection per the Tooth I = 40(load case 6) Count Method when this truss is chosen for quality Max Uplift assurance inspection. I = -184(load case 6) 5) Bearing atjoint(s) I, F, D considers parallel to grain G = -70(load case 6) value using ANSI/TPI 1 angle to grain formula. Building D = -223(load case 7) designer should verify capacity of bearing surface. H = -1 (load case 6) 6) Provide mechanical connection (by others) of truss to Max Grav bearing plate capable of withstanding 184 lb uplift at I = 210(load case 1) joint I, 70 lb uplift at joint G, 223 lb uplift at joint D and 1 F = 66(load case 2) lb uplift at joint H. G = 314(load case 1) 7) Non Standard bearing condition. Review required. D = 206(load case 1) 8) "Fix heels only" Member end fixity model was used in H = 78(load case 2) the analysis and design of this truss. 9) Gap between inside of top chord bearing and first FORCES (lb) diagonal or vertical web shall not exceed 0.500in. Maximum Compression/Maximum Tension 10) NOTE: Refer to yellow bracing and/or T-1 sheet for Igbal KAGagan, P.E. TOP CHORD more information. Florida P.E. NO. 25389 A-B = 0/28 B-J =-51/103 11) NOTE: The seal on this drawing indicates C-J = 0/108 C-K = 0/108 acceptance of professional engineering 8850 Trussway Boulevard D-K =-51/103 D-E = 0/28 responsibility solely for the truss component design Orlando, FL 32824 B-I =-206/233 D-F = 0/0 shown. BOTCHORD H-1 = -40/40 G-H = -0/0 LOAD CASE(S) F-G = 0/0 Standard March 10,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek 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 69 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown (713) 691 00 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. H402461 0 • LE3158 1-0-12 VALLEY 4-3-0 4x4 = L 1 Job Reference 6.200 s Jul 13 2005 8-6-0 4-3-0 2X4 = 2x3 \\ 2x3 11 2x4 = 1-0-12 Scale = 1:22.51 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.02 E n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0.04 E n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 39 Ib LUMBER BOTCHORD TOP CHORD 2 X 4 SYP No.2ND H-1 = -27/58 G-H = -15/36 BOTCHORD 2 X 4 SYP No.3 F-G = -15/36 WEBS 2 X 4 SYP No.3 WEBS C-G =-225/99 B-H = -81/81 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) 1 = 202/8-6-0 F = 33/8-6-0 G = 315/8-6-0 H = 46/8-6-0 D = 206/8-6-0 Max Horz I = -47(load case 4) Max Uplift 1 = -211(load case 7) G = -54(load case 6) H = -47(load case 6) D = -231(load case 7) Max Grav I = 202(load case 10) F = 66(load case 2) G = 315(load case 1) H = 93(load case 7) D = 206(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/28 B-J =-17/142 C-J = 0/147 C-K = 0/147 D-K =-51/142 D-E = 0/28 B-1 =-206/248 D-F = 0/0 BOTCHORD H-1 = -27/58 G-H = -15/36 F-G = -15/36 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; 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 ; end vertical 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) I, F, D 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 211 lb uplift at joint I, 54 Ib uplift at joint G, 47 lb uplift atjoint H and 231 lb uplift at joint D. 7) Non Standard bearing condition. Review required. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 March 10,2006 1 WARNING - Verf jy design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, on,AlcT 7 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 IRUSSW 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'Onofdo Drive, Madison, W 153719. Symbols PLATE LOCATION AND ORIENTATION 3/4' *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O J/16" *For 4 x 2 orientation, locate plates 0-11,6' from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 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 <r 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/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 af O U O R 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, 9511, 9432A MiTek Engineering Reference Sheet: Mll-7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 p 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each O joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPII I. 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 MTek® 4.. 0 �c 04 O O2 5, ofO, I,, r 11 till 11 � • 11 -1 ME 11 ME 11 ME 11 ME 11 11■ 11 ME 11■ 11 11 ' • � 11 11 ••- 11 _I_I ' • 11 1_I ' • 11_ _ 11 ,- III ■i�i®ii�i� lid// � 11 -- 11� �I�///„////////...//,I/I/ MORE ►�i �l�l� �l� Mimi�I_� 0� N EL EVA TOO A 11 '• .� 11 _ 11 ®�� ® 11 ' •' __ III ■i��c�i�i�ili�� PALI� 11 wwIlI �2,IWA it � il�l�l I�I�I�I► mimimimMimi=�i� R05 R04 R03 TYPICAL HIP SET NAILING OPEN FACE 3 R13 R13G R13 8860 AY LTD. D. (40 7-2777 FL 4 (407) 857-7855 FAZ w q o q O zt REFER TO SHT."T-1" FOR IMPORTANT INFORMATION! DATE : 1211610.3 DRAWN BY:JT WALL HEIGHT LEGEND CHECK BY: ES Q 8'—O" WALL HT. JOB NO. : LEJ156 ® 10'-4' WALL HT. REVISIONS :. CEILING LEGEND 8'—O' CEIUNG HT. 0 10'-4' CEILING HT. SHEET T H BEAM do HANGER BY OTHERS OBBO=DROP BEAM BY OTHERS FBBO=FLUSH BEAM BY OTHERS