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513 Bella Rosa Cir 07-1455 SFR
PERMIT ADDRESS CONTRACTOR Le4y%6tor ADDRESS PHONE NUMBER PROPERTY OWNER LewmeiK ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION CI&I PERMIT # 01 " AlM DATE loo7 PERMIT DESCRIPTION n&A) 91F PERMIT VALUATION a1►O l . Oy SQUARE FOOTAGE CERTIFICATION OF ELEVATION OCTOBER 2, 2007 ADDRESS OF JOB: 513 BELLA ROSA CIRCLE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 61, 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 61 MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD BUILDING CODE, CHAPTER 18, SECTION 18-4 (a). J6SEPH E. WILLIAMSON R.L.S. #6573 STATE OF FLORIDA U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency Exoires February 28. 2009.� National Flood Insurance Program Important: Read the instructions on pages 1-8. �), S5 SECTION A - PROPERTY INFORMATION I For Insurance Company Use: I Al. Building Owner's Name LENNAR HOMES, INC. A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number I 513 BELLA ROSA CIRCLE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 61, CELERY ESTATES NORTH, PLAT BOOK 71, PAGES 38 THROUGH 45, SEMINOLE COUNTY, FLORIDA A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. N 28° 48' 06.2" Long. W 81° 14' 18.2" 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 Sri 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 403 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number- B2. County Name B3. State UNINCORPORATED AREAS 120289 SEMINOLE FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel 68. 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 "X1 N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 89. ❑ FIS Profile ❑ FIRM ® Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item 69: ® NGVD 1929 ❑ NAVD 1988 ❑Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) 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, ARIA 1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. 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. 16.43 ® feet ❑ meters (Puerto Rico only) .N/A ❑ feet ❑ meters (Puerto Rico only) .N/A ❑ feet ❑ meters (Puerto Rico only) 16.0 ® feet ❑ meters (Puerto Rico only) 16.5 ® feet ❑ meters (Puerto Rico only) 16.3 ® 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 JOSEPH E. WILLIAMSON License Number 6573 Title LAND SURVEYOR Company Name GRUSENMEYER-SCOTT & ASSOCIATES, INC. Address 5400 E. COLONIAL DRIVE City ORLANDO State FL ZIP Code 32807 Signature / / Date 10/2/07 Telephone 407-277-3232 /0/o Z/07 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 513 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" /O/oZ/o'7 wature 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 El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. 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 AD. 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 ASoF'URBIPHdID. Records6of SemRoleSCounty,�Oorido.as recorded in Pfat 36 through 45, �e("�'/�. BOUNDARY FORICERTIFTED TO: Lennor Homes, Inc- (� LOT 62 REC �471T; I.R. a I I I �1-' I � I I I I I I TRACT 7 "' (OPEN SPACE) S 89-50, 1 0 " 60. 00, 9 OFF I LOT 61 ♦6 ZO. 00' ONE SrORY CE �513 F.F.=IB.BS' I CONC. � ` I C}7 I WACJL 25.00• I f D• uncm' EASEMENT W O.a' BRfCK REC. 5/8" I.R. WALL NO I.D. WA i3'6'ir• ti % 0.00, I I 16' CONC. DR. REC. 5/8� l.R.�1 .POPE CONC. WALJC 1.B° OF1 NO SO 60. 00' °tee BETLLA ROS-4 ClRCLL' (50' R/W) TRACT 'R" (PRIVATE INGRESS / EGRESS) LOT 60 a 1R 80.28' REC. 1/2- R. J 45I. 96 ,'- 5a 11 G (P. C.) 2PROPOSED Zoe S' UARF F'OOTACZ CALCULA7' DNB' REAR - -20' a FINISHED SPOT GRADE ELPVATTON SIDE+ 7.5• PER O/ZVNACE PLANS SDD CSOO To CURB): 3,8292' >w—c FEET f SQUARE FEET STREET SIDE- 15' v` PROPOSED DR.nINACE FLOW DRf LEAD WALKWAY: 461 SIDEWALK APPROACH: a 4f SQUARE FEET LOT CRADING TYPE A' PROPOSED F.F. PER PLANS a 70.43' TOTAL LOT SO WIRE FOOTAGE: 6, 60Os SQUARE FEET CR USZNAiIE'YE1R — SCOTT L'JG A SSOC: , INC. — LAN.D SUR VE'YORS L[ro. 6400 E. COLONLAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-656- 14J6 PaMn,T Luc T6 v Acvosc cu+vATUNc lw�L PtpM NOR P.C. a Ln.• b C411VArWAC N011M I, TM[ +aArs'G OOEs N£REOT Cf— TJ4T — yRVCr ua['rs �h[ NA+INLW TCdMKAL SET fOR1N ev TNC l[OIi1W BOWO �/ PROF'ma" l,llm S[M�A7GR9 IN GiWiR 6)O/T-A R.Of861 ADYfN1HfMTM 4VOC PUItlIMNT C. 1R. -A 1AC.p r,G•I-o�G1K P. VTfM[6a P�(T IMM 1s p A Mcno6f GM./. llCflON M003M P SL vTAi av Arom ]. CLOOR9dD n0A" SLWWrVRS BT.V_ TNl9 wM2T LS NOr 10LLJ0 4/0 /S DfrM W1W R6TRICiONY C9VERC - pp[INT CV D[�pWNM ALG. • C.LGY..TLO �AM. • I[Mw,p(f R/YGR[MC[ MbAPI[M F A'ar S. RY1f 'LlR2Y P/1Z="EC /RGM f A 1I� n0N %WPN]NCD TO MS bLRVCTLR- 1/1GkC WY OLD OTNCR IM1 AfTCCf 1M•J PROJIAfY�R� P11G • POINT CCM,6NCtiJJO:MT (ZNT[RLINE 1. . TWTMD LeOR LIEVATIpV OR tlLSL .. NO UNOOKJRWNG uIHRO`ENORs FfA1! e!!M LOL:H[r VMLZSB ORLOTALSE NLO . " L ➢SSY yyiL. yyYyLyIMS [cTsrnl LIRc - LC1LT-�d'-vAY WL fENClMaO( ai1r. [AJEM[)1T u DA„LL sVR'IId 6. TMIS SURKr LJ DR?ARZV MM TNS +fir OE7'ET7► OI 1/10•SL Cb•R7ViPD ro AND 51/01KD NOT a[ REiY'D IM�ON ur ANY OrNOt fM1I7 FM INC LOCATION OF 6APR0*0M M NFAFGN SHOOLD NOT BE USED TO RLLONSIRUCT OWNOARr LWIM. L 1M. LAALNAAO e. AurtN9aN4 6NOWN 7 8ZAAMM AW AAJEO ASSUNm GATVEI AND 0I TIE VNC SNOML AS 0A= OTAWNO (a&) �LJJT{L . ur LLiT,' CLyC . L:MLIM LilOf O. [18W1TVN5. er S/L01T t ,IRS HLSm ON N n0ML OEGOE7IC VATTCAL wnim of swa ULVL83S OTeD+M[SL' NOTED. 4e09L rOlG - r� cn�IeKc � s pp P.T.PDIi� ,A�iurA a eLRFWTCATe of AUMptwTr(YI M. CJVMF799 BY, sGLE r .. 20• �--y aVNWN ar OA7L1 ORDER Na OEM - E.y� LO' 1-23--07 PW-: 1268-0i FD Ro0NvA71ON/EL.EV3. 06-22�07 231E-07 C— C0&jNLLL7/CNV/EL"=. OB-2C-07 3705-07 Ca - AOAu,rO A/ORTH YnEY5. 08-08-07 2708-07 rNfS OWLMNC/PNOV'PiTTY DDES. NOT Ur NTTMIN TNC CV?A6 JSHED 100 TPAR /2000 PLANE AS PER TRY- X. CRVSOvHETER. M.L.S. If 47f4 ZONE 7f' PANEL 120289 0065 E, (04-17-95) JALLES W. SC077 R.L.S % 4601 ZI3h3W35f1ZIJ 96bZ8S9L0b BS:60 L00Z/90/01 60 3E)Vd -- — - -- CITY OF SANFORD PERMIT APPLICATION Application # : 1 .5r -S /� / Submittal Date: 1 J n Job Address: i 3 a t l� R=Z. S 5 Ccr S �n t"v�61 Value of Work: $ S o'er Parcel ID: Zoning: Historic District: Description of Work: S P- C..J/ t 6 A 1r-/— Square Footage: Permit Type: Building ❑ Electrical Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: ResidentialtiO Non -Residential ❑ Replacement ❑ Newx (Duct Layout R Energy Cale. Required) Plumbing/ New Comme//rccial: # of Fixtures # of Water R Sewer Lines # ol'Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair —Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FENIA form required ........................................................................................................................ Property Owner: C/ Contractor: �-C ✓c, oil !Sg (— u r ct!l Address: v( S Fin G l Y S a Address: — 0 1 V cA G 1 !a, al Phone: E-mail: Phone: to Z g ' �16(S- State License Number: 1 4'_ a O 0 -0 3 Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and coning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the prope//Jl. rty of th requ' enicaLs of Florida Lien Law, FS 713. 1` Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Prin ontra r/A s Nam t Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: UTIL: FD: �J t� tra�/AgEt'P MM SS vn to Me or �W r"' otrd IDFl 25, 201 t I ca ENG: BLDG: Special Conditions: Rev 07.07 430 �S POWER OF ATTORNEY Date: � I --b I hereby name and appoint of Otv .- 0 S J r ►' to be my lawful attorney in fact to act for me and apply to the C- t 0 S I-ri a Building Department for a 0 .e permit for work to be performed at a location described as: Section Township Range Lot -I Q Block Subdivision (Address of Job) 7 LI&yty1 cr 12 rn e I (Owner of Property and Address) and to sign my name and do all things necessary to this appointment. h �.✓� c Type or Print N ified Contractor and ature of Certified Contractor cease Number The foregoing instrument was acknowledged before me this .,� day of 20 �'7 by 5-"Il9110 who is personally known to me/who produced�- as identification and who did not take oath. State of Florida County of (Dr a Not Pu ►c, Orange County, Florida oun n on.u. uouu. n...p.N.nmM..� JAMES SHEPPARD = COT"DDOs50= aw� Fbsds rbmry ass,,.. Inc e A ......................... 6.64...............: Seal CITY OF SANFORD PERMIT APPLICATION Application #: a -7- / SE� /- n � Submittal Date: Job Address: �i �JP /!�' �/� SCE [ i s?� le_- Q h-f[?i?J� Value of Work: S 2 $ O b Parcel ID: 9 - ! 4- 3 /ZOZ -,nC00 - Olo 1n Zoning: Historic District: Description of Work: Xlef. . 1 HLIAC, Square Footage: ........................................................................................................................ Permit Type: Building ❑ Electrical ❑ Mechanical b--' Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential Er'_ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) ..................................................................................................... ................ Property Owner: Contractor: �/ — c// 2 G Address: Address: ��� ���e;7019 4yDIC&2� Inn M Q :a,�t al. Eli- - 3a�6/ Q G c Phone: E-mail: Ph ne? -73 11AQ State License Number: 6qC Q M L 7'/ Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK. PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IM[PROVENMI 70 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 pemuts required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requiremeriLs of Florida,,Lign Law, FS 713. 7�t7 Signature of Owner/Agent Date Signature of Contractor/Agent ate Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 UTIL: FD: 7/3/07 C-o 0 Dt13361911 i �M 7b!l0p6 Bonded ttw (e00)4324254 $ Florida Notary Assn., he f$ .m 1......::.. y� •................ Contractor/Agent is �t�Yersonally Known to Me or Produced ID ENG: BLDG: Tri-Tech Air Conditioning, Inc. Power of Attorney July 3, 2007 I hereby name and appoint Wayne Wagner to be my lawful attorney in fact to sign my documents pertaining to permits for the City of Sanford. License number CACO42648 Charles Trier Na of er! esl Contractor (Type or Print) Signature of Certified Contractor State of Florida City of Sanford The foregoing instrument was acknowledged before me this day of J. QDO'1 by CohGt v -5 Tr who is personally -known to me or has produced as identification and who did or did not take an oath. ot!,ublic Si nature) MICHEL E M. WI ERR YwAW eww.o aw (9ook32-42sr L....:::::....... FbriCa No /asn.. 1no Tri-Tech Air Conditioning, Inc. 1041 Seminola Boulevard, Casselberry, Florida 32707 Phone: (407) 673-1090 Fax: (407) 673-2866 Email: Stephen@TriTechAir.Com CITY OF SANFORD PERMIT APPLICATION Application #: 14645 ; 45 Submittal Date: (LJ J/ 'J/'rl Q-3 Job Address: ` Value of Work: S / [ , 400 tt Parcel ID: q % /, Zoning: Ilistoric District: Description of Work: / V RC-' ✓1��C1V'6r Square Footage: I o� Permit Type: Building ❑ Electrical Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS � Addition/Altention ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines Plumbing/New Residential: # of Water Closets Occupancy Type: Residential X Commercial ❑ Industrial ❑ # of Gas Lines Plumbing Repair- Residential ❑ Commercial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) ............................................................................: .......................................... Property Owner: NNrYt2- t'iOY►'lF� Contractor:{- S (_DI4't'L%C'[_4 (L Address: I O1 SOUTH 481 , I AW -jj!:456 Address:✓ S. l f}+✓i12�L �V{✓ . MAITL►tND . EL -32-1G71 � ) SfiNFoj? . FL 3-z"1-7 1 Phone: E-mail: Phone:` c)l. US-.1119tate License Number: Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applic this county, and there may be additional permits required from other governmental entities such as Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Signature of Owner/Agent Date Signature of Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is. Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 that may be found in the public records of districts, state agencies, or federal agencies. Law, FS 713. (o 13(D-7 Date m' 1-,2113101 of Florida Date 01"4� Cheryl L Smitn ' My Commission onDD243250 a w cp Expires August 20, 2007 Personally Known to Me or Contractor/Agent is X Personally Known to Me or Produced ID UTIL: _ FD: ENG: BLDG: CITY OF SANFORD PERMIT APPLICATION Application # :Q% — t y's-5 Submittal Date: /0— (3 -0� a� � Job Address: S/3 Q�tlA &S14 J�2LI Value of Work: S 'Wo v Parcel ID: Zoning: Historic District: Description of Work: N qm 13 / Kjj A4 f t,;..) Square Footage: •• • • • • •....................................... • • • • •• • • • • Sign ❑ Permit Type:Building ❑ Electrical ❑ Mechanical ❑ Plumbing ire Sprinkler/Alarm ❑• • • • • •Pool •❑ • • • • • • • Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets —& Plumbing Repair — Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: r/ (FEMA form required ) ..... PropertyOwner.............................. _Lfy(40 r+4[ 5 ..................Contractor: • • �CtC_ M 4k.(... :N � ............ Address: ! EE Address: Phone: E-mail: Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Phone: State License Number: AI33 Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notily the owner of IN f property of the requ Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 07.07 UTIL: FD: of L' FS 713. , � s /j/ Date Pr nJy/��ontractort�m, s Njilie cQ pm Signature of e • fi _-Va c Q X /ySTATE Contractor/Agent is _ Personally Known to Me or Produced ID ENG: BLDG: OFFICE CITY OF SANFORD BUILDING VALUATION WORK SHEET NEW ONE AND TWO FAMILY AND TOWNHOMES DATE 3,2G�7 APPLICATION NUMBER PROJECT ADDRESS 's � J J�A\ k ��- nC7 14IS - 4 k(f-)t3&K i( C( BUILDER MODEL�)A%AV*410utQ�qd Z 3 A BUILDING CODE OCCUPANCY USE GROUP R-3 BUILDING CODE CONSTRUCTION TYPE V-B SQUARE FOOTAGE OF AREAS: BVD c LIVING AREA 19 D X 91.36 = W z RCN GARAGE "1 J© X 35.55 = 1 5( Z8�, so COVERED PATIOS) X 35.55 TOTAL ESTIMATED VALUATION COST PER SQUARE FOOT FOR VAULATION FROM THE MOST CURRENT BUILDING VAULATION DATA (BVD) AS PUBLISHED IN THE BUILDING SAFETY JOURNAL BY THE INTERNATIONAL CODE COUNCIL March 1, 2007 y Print Form Code Administration, Plan Review & Inspection Services CAPRI r N I. 1 N F. r R I N G Notice to Building Official of Use of Private Provider • Project Name: Celery Estates -North Address / Parcel ID:29/19/30 Services to be provided: Plan Review XQ Inspections ❑ Note: If the notice applies to either private plan review or private inspection services the Building Official. may require, at his or her discretion, the Pr at provider be used for both services pursuant to Section 553.791(2) Florida Statute. I William Graham the fee owner, affirm I have entered into a contract with the Private Provider indicated below to conduct the services indicated above. Private Provider Firm: CAPRI Engineering. LLC Private Provider: Gary H. Elzweie. PE Address: 6925 Lake Ellenor Drive, Ste. 200 Orlando, FL 32809 Telephone: 407-855-1860, Fax: 407-855-1868 Email Address (Optional): %teL-weig@caDriengineefing.com Florida License, Registration or Certificate #: 00034163 I have elected to use one or more private providers to provide building code plans review and/or inspection services on the building that is the subject of the enclosed permit application, as authorized by s. 553.791, Florida Statutes. I understand that the local building official may not review the plans submitted or perform the required building inspections to determine compliance with the applicable codes, except to the extent specified in said law. Instead, plans review and/or required building. inspections will be performed by licensed or certified personnel identified in the' application. The law requires minimum insurance requirements for such personnel, but I understand that I may require more insurance to protect my interests. By executing this form, I acknowledge that I have made inquiry regarding the competence of the licensed or certified personnel and the level of their insurance and am satisfied that my interests are adequately protected. I agree to indemnify, defend, and hold harmless the local government, the local building official, and their building code enforcement. personnel from any and all claims arising from my use of these licensed or certified personnel to perform building code inspection services with respect to the building that is the subject of the enclosed permit. application. I understand the Building Official retains authority to review plans, make required inspections, and enforce the applicable codes within his or her charge pursuant to the standards established by s. 553.791, Florida Statutes. If I make any changes to the listed private providers or the services to be provided by those private providers, I shall, within 1 business day after any change, update this notice to reflect such changes. The building plans review and/or inspection services provided by the private provider is limited to building code compliance and does not include review for fire code, land use, environmental or other codes. CAPRI Engineering LLC 6925 Lake Ellenor Drive Ste #200 ■ Orlando, Florida 32809 ■ (407) 855-1860 ■ Fax: (407) 855-1868 www.canrien aineerine.com COUNTY OF Orange STATE OF Florida Corporation Lennar Homes Print Corporation Name 60AVA� By: William Graham Print Name 101 Southhall lane Ste 450 Maitland, FL 32751 Address 407 682.7266 Phone r. Signature of Notary Edward L. Dean, Jr. Print Name Before a this , 6:�-day of ,2 personally appeared William Graham Of Lennar Homes, a corporation, on behalf of the state corporation, who executed the foregoing instrument and acknowledged before me that same was executed for the purposes therein expressed. NOTARY STAMP BELOW _ EDWARD L DEAN, JR * * MY COMMISSION t OD 55307 EXPIRES: May 10, 2010 �,��F OF Fl��' Bonded 1AN W NolM Se*N LE N NAR_ Qualiry. tnfur•. lurrgriry•. 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 S2O/T19/R30 Lot: / The qualifying agent is Michael J. O'Neill and his license is CRC057820 Thank you for your cooperation. Very Truly Yours, M4 O'Neill v SWORN TO AND SUBSCRIBED before me thi&�day of 200at Altamonte Springs, FL This person known to me by Personal Knowledge. (Notary Public) ,p" :°'�4k, EDWAFO L DEAN, A * * MY COMMISSION i DD 550907 EXPIRES: May 10, 2010 �'•+ "'le Balled Tin Budpel"Untes Wnar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax: 407-682-4396 • CGC# 057320 • .www.1Pnnarmm COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 107-75009 _ � 4 BUILDING PERMIT NUMBER-, (CITY) UNIT ADDRESS: 1.3 e TRAFFIC ZONE: JURISDICTION: SEC: TW R AG: SUBDIVISION: •" PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: 1 �i I� J DATE: COUNTY NUMBER: 06 CITY OF SANFORD PARCEL: �— TRACT BLOCK: LOT: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # 6 TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit 3 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH 0 dwl unit $ 000.,00 1 S 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,143.00 STATEMENT RECEIVED BY: 1 ,t VA. ' (SIGNATURE : , 1 (PLEASE PRINT NAM$), -1 DATE: � - - ' NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH 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******************** AlaCode Administration, Plan Review & Inspection Services CAPRI IiNGI N H E R I N G Private Provider Plan Compliance Affidavit Private Provider Firm: Code Administration, Plan Review & Inspection Services Private Provider: Gary H. Elzweig, PE Address: 1079 Shotgun Road, Sunrise, FL 33326 Phone: (954) 424-2520 Fax: (954) 424-2580 Email: gelzweip-(a-)capriengineering.com I hereby certify that to the best of my knowledge and belief the plans submitted were reviewed for and are in compliance with the Florida Building Code and all local amendments to the Florida Building Code by the following affiant, who is duly authorized to perform plans review pursuant to Section 553.791, Florida Statute and holds the appropriate license or certificate: Name: Wayne A. Vater Project: Lennar Homes — Celery Estates — WilliamsBurg with Sales Center — Lot # 61 Plan Sheets: Review for pages-C, 1, 2, 3, 4, El, H1, S1, S1.1M, S1.1S, S2, S2.1, S4, SDI, SD2, SD3, S134, and all information / engineering packets provided. Mechanical: Approved as noted — need to provide Energy Calculation preparer and Owner/ agent information as required on Form 600. Florida License / Registration / Certification #(s) and description: Signature of Reviewer: v SWORN AND SUBSCRIBED before me by being personally known to me X or having produced as identification and who being fully sworn and cautioned, state that the foregoing is true and correct to the best of his/her knowledge or belief. I ' I it a r'i Lirn in ASa /Itis Signature of Notary Print Name Notary Public: NOTARY STAMP BELOW MARIVON M ADAMS M commission expires: MY COMMISSION # 00636907 Y P a I O (' ?%� EXPIRES February 05, 2011 �gg.UtS3 F10(W8N0terySemu.c0m CAPRI Engineering LLC 6925 Lake Ellenor Drive Suite #200 ■ Orlando, FL 32809 ■ (407) 855-1860 ■ Fax: (407) 855-1868 www.capriengineering.com 111111413 if IV H 1111111111111111111111111111111111111111111 MARYAWE 911 E, CLERK OF CIRCUIT LOURT SEMINOU LUUNTY BK 06617 Pg -W- 57; U pg ) CLERK'S f# 2007036000 RECORDED 607/08/2007 Ci2:26:02 FM RECORDIn FIEE9 10.00 RECORDED IN T Smith r` NOTICE OF COMMENCEMENT N M d State of Florida County of Seminole Q The undersigned hereby informs all concerned that improvements will be made to certain real property, and in J r� accordance with section 713.13 of the Florida Statues, the following information is stated in this NOTICE OF COMNIENCEMENT. Z.Legal description of property (include Street Address, if available) LOT # b Celery Avenue Estates, PHASE 1 G TO THE PLAT THEREOF AS ED IN PLAT BOOK N 71 PAGES #38-45 PUBLIC R�> CORDS OF SEMINOLE COUNTY, EFLORLDA, AKAS /3 �%��� �f CC(t O`` 'SAN O/RD, FL 3271 General Description Of Improvements: SINGLE FAMILY DETACHED C vvn Owner LENNAR HOMES, INC. Address 101 SOUTHHALL LANE STE 450 MAITLAND, FLORIDA 32751 Z Owner's interest in site of the improvement OWNER/DEVELOPER Fee Simple Titleholder (if other than owner) Name d Address j Contractor O� `n Address 0 SAME AS ABOVE SAME AS ABOVE SAME AS ABOVE Surety (if any) N/A U Z Address W Any person making a loan for the construction of the improvements. r r O Name x x Address d N/A Amount of bond $ z Person within the State of Florida designated by owner upon whom notices or other documents may be served: Z a Name LENNAR HOMES, INC. Q Address 101 SOUTHHALL LANE STE 450 MAITLAND, FLORIDA 32751 In addition to himself, owner designates the following person to receive a copy of the LienOT'S Notice as C W provided in Section 713.13 (1) (h), Florida Statutes. (Fill in at Owner's option). >� Name oa a Address QTHIS SPACE FOR RECORDER'S USE ONLY C, C>~ a William Graham - Division President Lennar Homes, Inc. Sworn to s �Cbed Of Personal Knowledge 1 :fpre me this 7 1 day Notary Public 0��,0.Y PUBli EDWARD L DEAN, JR. c * MY COMMISSION t DD 5007 EXPIRES: May 10, 2010 ����E of f70§o' Bonded Thru Budget Notary Servbea CrrY OF SANFORD PERMfr APPLICATION RECEIVED Permit #: 0-1- 1 4S S Job Address: —,) / S /- Description of Work.New Si Historic District: No le Family Residence Zoning: /� Date: / 0� MAR 0 7 2007 xe �O Value of Work: GS 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) q-3 Plumbing/-New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Pbrmbigg/New Residential• /# of Water Closets Plumbing Repair- Residential or Commercial Occupants -Type: Rest X Commercial Industrial Total Square Footage:�� Constructiop.T !pe: C & # of Stories: # of Dwelling Units: 1 Flood Zone: (FEMA form required for other than X) - Pared li:/�/� �� (Attach Proof of Ownership & Legal Description) Owners Name & Address. ennar Homes 101 Southhall Lane Ste 450 Maitland, FL 32751 - -� PhoOe:407.682.7266 .......:.. Contractor Name_ & Address: Michael J. O'Neill 101 Southhall Lane Ste 450 Maitland, FL 32751 State License Number.CRC057820 Phone&.Faz:407.682.7266/407.682.6349 Contact Person: Phone: Bonding Company: N/A Address:_ Mortgage Leader. N/A Address: Arebiteet/Engineer. Lindeman-Bentzon Engineering CO Phone: 352.242.0100 Address: 731 E. Highway 50 Clermont, Florida F= 352.242.0302 Application js 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, BEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of 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 govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of Lis veifi tha will notify the owner o the p of the requirements of Florida Lien Law, FS 713. ? part Signature ofOwner/Agmt m Si of to William Gra Michael J.�,r4c;t Print are Print Signature of Notary -State -o orida Dam ignattme of Notary,State of Florida . Date Owner/Agent is Personally Known to Me or Contractor/Agent is _ Personally Known to Me or Produced m� �) —Produced m APPLICATION APPROVED BY: Bldg: Zonin 5 Utilities: FD, (Initial Dam) (Initial & ) I (Initial & Date) (initial & Dam) Special Conditions: +0`WY P:;% EDWARD L DEAN, JR # * MY COMMISSION I DD 550907 EXPIRES: May 10, 2010 f4 7d Bonded ihm OW0t Notary Services * MY COMMISSION I DD 550907 EXPIRES: May 10, 2010 Bonded Thru Budget Notary Services DESCRIPTION AS FURNISHED: Lot 61, CELERY ESTATES NORTH, as recorded in Plat Book 71, Pages 38 through 45, of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Lennor Homes, Inc. TRACT 'F" (OPEN SPACE) S 89050' 10" W 60.00' OFFICE I 20.00' 20.00' I i LOT 61 , A N S REVIE `�•+, PLANS Eb 10.00' 1 -`^° 24.7 � p � S AN � CITY15.3 LANAI m I I I r) Q) LOT 62 p� j I I PROPOSED ONE-STORY RESIDENCE ^ MODEL: WILLIAMSBURG A I O 00 LOT 0 O O p Z¢ I 2 CAR GARAGE RICH? I p O 6 0 m O ^ O Ly zl I AGI' ^ moo^ QI IQ � �I I IN I r 1 10.00' 18.7' o ENTRY I .r .r 21.3' 10f( II I Ll DRIVE 1 25.00' 25.00' I — — — 10' UTILITY EASEMENT I / 80.28' (P.C.) (B.B.)N 89050' 10" E 5' WALK 60.00' 2' CURB L-1— BELLA ROSA CIRCLET (50 ' R/W) TRACT 'E" (PRIVATE INGRESS / EGRESS) BUILDING SETBACKSPROPOSED l S UARE FOOTAGE CALCULATIONS REART=200' = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS SOD (SOD TO CURB): 3,829t SQUARE FEET SIDE= 7.5' " - = PROPOSED DRAINAGE FLOW 11 DRIVE & LEAD WALKWAY: 461 t SQUARE FEET STREET SIDE= 15' LOT GRADING TYPE A" SIDEWALK APPROACH: 414± SQUARE FEET PROPOSED F.F. PER PLANS = 16.43' 'PLOT PLAN ONLY* TOTAL LOT SQUARE FOOTAGE: 6,600t SQUARE FEET (NOT A SURVEY) CR USETNAIEM? - SCOTT & ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - P •PLAT PDL.. • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD 7YP. TYPICAL NOTES: I.P. IRON PIPE PR.C. . POINT OF REVERSE CURVATURE I.P. IROCON ROD P.C.C. POINT OF COMPOUND CURVATURE 1, THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY CONCRETE MONUMENT •RADIAL THE FLORIDA BOARD OF PROFESSIONAL. LAND SURVEYORS IN CHAPTER 61C17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT SE MR SET LP, 1/2' IR ./tLB A996 MR H➢N-RADIAL SECTION 172-027 FLORIDA STATUTES. RCC. RECOVERED V.P. • VITNESS PCINT P.O.B. 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. POMT OF CUMKEBCGINCE CALL. • CALCULATED P.O.C. POINT DT COHNENCENCNT PRJ4 PERMANENT REFERENCE MONUMENT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS Q CENTERLINE FF. FINISHED FLOOR ELEVATION OR ��� THAT AFFECT THIS PROPERTY. HAD • NAIL A DISK BSI. - BUILDING SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS NAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. RSV •RIGHT -OF -MAY BID REM NMMK ESMT. • EASEI+ENAGE 7 B.D. BASC DURING 5, THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. • GRAIN. DRAIN &DIMENSIONS SHOWIN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. UTIL UTILITY 7. BEARINGS. ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS &LSE BFARINC (B.B.) CLFC. • CHAIN LINK FENCC VDFC. VOOD FENCE a ELEVATIONS, IF SHCWN, ARE EASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. C/B CONCRETE BLOLN 9. CERTIFICATE OF AUTHORIZATION No. 4596. SCALE �-- 1• a 20' DRAWN BY P.C. POINT OF CURVATURE P.T. • POINT OF TANGENCY ➢ESC • DESCRIPTION DATE CERTIFIED BY: ORDER Na R . RADIUS RC L • ALENGTH -_ PLOT PLAN 1-23-D7 1268-07 Il DELTA C • CHORD C.B. CHORD BEARING NORTH - - - THIS BUILDING/PROPERTY DOES. NOT UE WITHIN iNE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM' CRUSENMEYER, R.LS. j 47T4 ZONE _T" PANEL 1120289 0065 E (04-17-95) JAMES W. SCOTr, R.LS / 4801 Lok- �I z)wco a -IC '3L o `t 1 �k- I�AZe- � �lDLc00 J —b 4�, o % co v,Ve, ACCESS - PANEl co C C • fiT•:a•Ia` - © 0 0 o E �I - a�avaaa Mal ' p ►4WE Ht■ �■ �! o: •.a , �lI A A II. I �I li i — ■tttttlltttttttttttttttl/ ■■■■■■11■■t■■t■■■ttttttl/ ■■■t■■11■■t■■■■■ttt■■■tIJ O p ■■■■ttll■■■■lifr■tii■ t■■tlll � • ■■■tttll■■t■ ■■■tl ■■ ■tttttllttt�t■ ■tt■Ir �t■�A ■rlttlltll■■■■tt1FRE1/ p i wilm ml�. �7 I / : aI . I M Jtr�. ■■ ■tttttll■I1 •�Ii ■■ -tttttll■anummoll / \1■t!I / / OJ■\11^ ■■■tttllt■t►R■ „ ..- ■1 / ■■�l��■tttttllttLw�� ll alms smms�11 1.0mommollm 1..1.tE7C�� Iltttt■■t■ ■_ 7 Ii■■tt■■ .', �i tltttt■\!U ■tl a O p 1 11■rrrwt�tttl II1ltI�11�—�■ aaaa -aa 11■ / f:-.�■ 1■■cam I Iltt\Ittttl A / / 1iOltnll�iii II D IIn■ttt.tt.111llllt■■tww 0 _ ON PLATFORM / OM INSTALL PER "U". / LPANG f, � ��t�-� LEI ■�� / / / ■ttll■\\tt■ / � �ttl�■p1N�� v' FLOOR PLAN SGA1E 1/4' - r0 ON 24' N 3W ur-1.4.ON u'M Ir O WINDOW SCHEDULE -VERIFY ROUGH OPENINGS WANSTALLERI GENERAL NOTES L AL1 EJLTEDOR WALLS SHAL BE A55UED MARK TYPE la MT. REAMM PRESSURE ro BE LOAD BFARM SEE RDOR RAN NO FOUNDATION RAN MR CALU. WALL R12594 CO' 2409/47S5 PEtiDRCEMENTIOUTC%S. 2. wRQOW AND DOOR 9NSLF3S S ALL ® 25 9H C0• 2519/-2718 PROYDE CNREN7 ROU G H OPENING M WH C H SHALL K0E PR02D04M OVER ' THEID WOW AID DOOR SC KDUFS ON PLAN. © 2s sH B•0- 2SA9/d057 3 CABINET WRS SHOP DRUWNIGS WALL ' RAVE PRECEDENCE OYER THE WrEMOR C/BtET EL&ATlONS SHOWN. q 4• DO NOT SCALE PANS. DDENSIW6 ARE T AL tE rolLDwfD AS NOTED. ALL GLASS LDGATEDN HM7 R"A'S LOCATIONS SHALL COMPLY WITH DOOR SCHEDULE ROUGH OPENINGS W/INSTALLERI THE FLORIDA R65C01NE Q -VERIFY BLLDOD CODE 2004 EDITION. I.B. & ALL GARNWJOYER HEAD 0=6 SHALL BE MARK TYPE WNW. REMARKS PRESSURE + LUSTED AM TESTED RJR 30 SEDONDS AT DESIGN O 30GO W/10W St. T-V EIRORIOR 24AS/," FRESM-A TO R1CUUDE A 10 SELOEO GIRT AT SS TEES THE DESIOE PRESSURE O32 EJTTIIOCU 2LSV2426 7. REPLACEGR HIGH U. Q_ DRY PANEL WITH WITH"HIGH SL fL OR. PER OBWo SGD CP ORFIOCR 2273F2175 97BDY REQ. OR CONTRACT S BE ® 2B6B CO• NFTTnIDR BEHINDINTHEDRYERDRYER LOCUM AND TO BE IUD MOM THAN 25'0' LONG © 6d' KTERIOR DOOR W/Wl R.. SEPARATE GARAGE FROM?eW 2W CLEAR OPENING ATM OR FLOOR AREA 7� g w RATED 20 M®OTE(1d/B• GWS101 BOND PER PRQDOA. SMIM 2BW yr MOL W/SOD COiq OINTERIOR ALL CERSM TO BE SHEATHED WITH MtlOILM GYPSR667O GYPSUM U BOARD. RAG/lr IYP')C SMALL BE USED N GARAGES ® SOW DBF 6,6. KRONOR PERGYPSUMBOARD PER fiDC 309.2 DO 49 260 6b• TEMP GLASS SHOWER DDOR 2) NOTE 1) ALL RA SUES ARE APPR60UTL SEE PRODUCT SPECS FOR ACNAD 2) WI DO N CONTRACTOR TO VERIFY ALL R.O. PDOR TO COSTDUCTON 3) MASONRY ROUGH OFENROGS ARE NE7 CLEAR CPOOD tE. FROM Top OF SKL Lip ToeoTTDM a LNETFI 41 HEADER NOGNT S MEASURED FROM FINISH ROM LEGEND INDICATES &WO OM) CN.LLL MaTRIDR LOAD WARM 19V • TOP OF CMU INDICATES WALLS TO LE UUZED FOR BEARING 21 WOOD SPAS • 16. 0.4 U. LO INDICATES 2A WOOD SPAS 24' 0.4 MAX 0 0CW LOAD BEAFM MDILOR PARTITIONS OraYJ Nao3 DMATES FILLED CELL WEN VEHRCAL • R5 FILLED SOLA. BAR TO BE CONT. ND BOCOARSE TO FOOTING. REFER TO DEF. NS1 FOR SUM AM BEND RED. MUTE: ALL EAOWR WOOD WALLS 8 GABLE ocs roBESHEATHED ASSHENTRALLS SEE DEDUL 10/SD2 AREA TABULATION TOTAL LIVING 2004 S.F. 2-CAR GARAGE 403 COVERED LANAI 102 ENTRY 41 TOTAL UNDER ROOF 2SSO S.F. WATER HEATER: PDWOE UK 50 GALLON WATER HFATM WHILE EVERY ATTEMPT WAS BEEN MADE TO PREVENT HUMAN ERROR, CONTRACTORS 9ACONTRWFO S AND BUILDERS ARE URGED ro REVEW AM I FORkWMN CONTAINED H ON PRIOR TO COMMENCEMENT Omesna CTDNE OOI6LPT SCIRDNS• W_ HS HIP RESPOHSME FOR MY MlSKMRPRETAIDNS, ERNS OMISS 01S OR CUSTOM CHANGES MISSED AM POP REPORTED TO CONCEPT SOLUIVIS. ILD. PILOR 10 OONSTIDCIOW IO DZERIONS. A 1, 10 A PRODUCT OF NISUS CORPORATION vot i For the Prevention and Control of: TERMITES, CARPENTER ANTS, WOOD DESTROYING BEETL n JD 4"GI FOR BOTH INTERIOR AND EXTERIOR USE For use in and around Homes, Apartments, Garages, Museums, Public and Private Institutions, Schools, Hotels, Hospitals, Kennels, Stables, Farm Buildings, Trucks, Trailers, Warehouses, Supermarkets, Restaurants and Food Processing Plants. Authorized by the USDA for use on Non -Food Contact Surfaces in Edible Product Areas of Official Establishments Operating under the Meat, Poultry, Shell Egg Grading and Egg Products Inspection Programs. v ACTIVE INGREDIENT: EPA Reg. No. 64405-1 Disodium Octaborate Tetrahydrate (Na,8,0„ • 4H2O):........ 49.0% EPA Est. 64405-TN-I r: INERT INGREDIENTS: ........................... : ............................ 60.0% U.S. Patent NOS.5,104,664 5.296.240 3- r' Density: 11.51 pounds per gallon L^ KEEP' -OUT OF REACH OF CHILDREN CAUTION PRECAUTIONARY STATEMENTS Hazards To Humans 8 Domestic Animals CAUTION: Harmful it absorbed through skin. Avoid contact with skin, Ayes or clothing. Wash thoroughly with soap and water after handling. Statement of Practical Treatment 11 Inhaled: Remove.victim to fresh air. Apply artificial'iespiration -if indicated. Contact a physician if warranted. I1 In Eyes: Flush with plenty of water. Get medical attention if irritation persists. If On Skin: Wash with plenty of soap and water. Get medical attention. IN CASE OF A MEDICAL EMERGENCY involving this product call (800) 424-9300 or your local Poison Control Center. Foods should be removed or covered during treatment. All food processing surfaces should be covered during treatment or thoroughly cleaned before using. After treatment in food processing plants, thoroughly wash all equipment, benches, shelving, etc. where exposed food will be handled, with an effective cleaning compound and•rinse with potable water. When spraying overhead interiors as of homes,_apanment buildings, etc.' cover or protect all surfaces below the area•being sprayed with plastic sheeting or other.;'inateriaV'+�iifiich can be disposed of if contamination from dripping occurs Do no► apply in food serving areas while food is exposed:, BORA-CARED is N.OT a•sdil terinificide and should not be used directly to treat the. '� j? ;-STORAGE AND DISPOSAL r. Environmental HazardsDo:not*'contaminate;water, food or feed by storage or disposal. BORA-CARE19 solutions carelessly spilled or,.applied to cropland ors"; �. PESTICIDE'STORAGE: Store in a dry place. Do not 'stare where ?� :�- growing plants including trees and shrubs may kill.or seriously retard,- ``child sn or;animals may gain access. Do not freeze. :�,.•, plant growth. Cover plants and nearby soil with plastic td•av`oid � :;,, =f;4 contamination. Do not apply directly to water. Do„ not contaminate PESTICIDE DISPOSAL: Do not contaminate water when disposing of ' water when disposing of equipment washwaters. `_ :.;r �� a tii rrient washwaters. Wastes resulting from the use of this product ;:t�;�- • P 9q P 9 •"+` =•:a_ fnay be disposed of on site or at an approved wasie disposal facility. DIRECTIONS FOR USE- CONTAINER DISPOSAL: Triple rinse (or equivalent). Then offer for It is a violation of Federal law to use this product ih' a manner recycling or. reconditioning, or puncture and dispose of in a sanitary inconsistent with its labeling. landfill, or incineration, or if allowed by state and local authorities; by _ burning. It burned, stay out.of smoke: NOTICE w CLEANUP: Use soap and water to clean up tools. Read and understand the entire label before using. Use only according to label directions- Before buying or using this product, read 'WARRANTY LIMITATIONS AND DISCLAIMER' statement found elsewhere on this label. If terms are unacceptable, return unopened package to seller for full refund of purchase price. Otherwise, use by the buyer or any other user constitutes acceptance of the terms under WARRANTY LIMITATIONS AND DISCLAIMER. BORA-CARE` should be applied only to bare wood, plywood, particle board and other cellulosic materials where an intact water repellent barrier such as paint, stain, or.a sealer is not present. The use of this product in food processing establishments should be confined to time periods when the plant is not in operation. SAFE HANDLING PROCEDURES Applicators and other handlers must wear long-sleeved shirt and tong pants, socks, shoes, chemical -resistant gloves, and protective eyewear. When applying BORA-CARE° in confined spaces, it is recommended 'that ventilation or- an exhaust system be provided. If this is impractical, the use of a NIOSH approved respirator with an organic -vapor removing cartridge with a prefilter approved for pesticides (MSHA/NIOSH approval prefix TC-23C), or a canister approved for pesticides (MSHA/NIOSH approval prefix TC-14G), or a NIOSH approved respirator with an organic vapor (OV) cartridge or canister with any N, R, P or HE prefilter is recommended. Spills and over -spray may be cleaned with a damp cloth or absorbed with appropriate materials. (Refer to the BORA-CARE° Material Safety Data Sheet for additional health and safety information.) 100 Nisus Drive, Rockford, TN 37853 MADE IN THE U.S.A. 2 (soo) sba-os7o veww.nisuscorp.com jo - 1. MIXING INSTRUCTIONS 111. GENERAL INFORMATION BORA-CARE° is a concentrate which must be diluted with clean water before use. The use of warm or hot water, if available, and an impefler 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 on approved non -residual pesticide for quicker knock -down of carpenter ants and other insects. 11. DILUTION RATIOS by volume. TABLE A. Dilution Ratios Water to Target Pests BORA-CARE® Application Notes All Insects and Decay Fungi 1:1 Spray, Injection, Brush, Roller Subterranean and Formosan 1:1 or 2:1 2:1 dilution ratio may be " Termites _ used for foaming Drywood Termites .1:1 or 2:1. Anobiid and Lyctid 1:1 or 2:1 Use a 2:1 dilution ratio for Powderpost Beetles' treating hardwood floors. Logs require a 1:1 ratio. All other beetle species 1:1 Carpenter Ants 1:1 or 2:1 Decay Fungi 1:1 or 2:1 Use a 1:1 dilution ratio on wood members 2' thick or greater. Drywood Termites. 5:1 Two (2) applications Powderpost Beetles and required for surface spray. Decay Fungi . For prevention only. . TABLE B. -• Dilution Ratios Water to t~ Application BORA-CAREe Application Notes Logs, Large Beams and 1:1 All Insects and Dewy Fungi. Dimensional Lumber Preventative Treatment of 2:1 Use on wood members Decking, Fences and 2' in thickness or less. Plywood Prevention of Powderposi 5:1 For prevention only. Beetles and Drywood Termites Logs. Large Beams and 5:1 Dip treatment only. Dimensional Lumber BORA-CARP is an innovative tenniticide, 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, lncisitermes Powderpost Beetles: Lyctidae, Bostrichidae Anobfid Beetles. Anobiidae Old House Borers, Longhorn Beetles: Cerambycidae, Hylotrupes Ambrosia Beetles: Platypodidae, Scolytidae . Carpenter Ants: Camponotus Brown Rot, White Rot, and Wood Decay Fungi BORA-CARE° can be used on all cellulosic materials including wood, plywood, particle board, paper, oriented strand board (OSB), cardboard and wood composite structural components. In areas where a soil treatment/barrier termiticide treatment is required by law, BORA-CAREm should be applied as a supplemental pretreatment to protect wood from subfe AD.Can 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 o) concern (nearby wells, cisterns, etc.). The acfive ingredient in BORA-CARE* is an -inorganic salt and once in place, it will not decompose or volatilize out of the wood. Treatment is long lasting as long as the treated material is not exposed to rain, continuous water or ground contact. Older wood boring beetle larvae (particularly Old House Borers) already present in the wood at the time of treatment may occasionally emerge sometime after treatment. This will not occur frequently. enough to cause structural damage to any wooden member. REMEDIALTREATMENTFORTHECONTROLOF 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-CARE10 solution into beetle holes, termite and carpenter ant galleries and decay pockets. Apply one (1) coat o1 BORA-CARE• solution to the point of wetness to'alf 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 ordei to gain access to the infested area. Inject enough diluted solution to completely flood galleries or voids. Adjacent intact wood may be treated by pressure injecting BORA-CARE* into holes drilled into the wood at eight (B) to ten (10) inch intervals. Inject at 40 psi for four (4) to six (6) seconds per hole. For treating infested wall voids, refer to Sections IV. E. and F. 2 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 minutes between applications. Apply at a rate of approximately one (1) gallon 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-CARED 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. 11 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-CARP (2:1) solution at a rate of approximately one (1) gallon of.solution per 500 square feet of floor surface. For treating infestations of subterranean or Formosan termites, two (2) coats may be required, waiting at least one (1) hour between applications. Allow floor to completely dry (typically 48 to 72 hours). Moisture content must be 10% or less before applying final finish. BORA-CAREm applications. may raise the grain of the wood and -an additional.= 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 coaling the entire floor. NOTE: It surface is tacky or residue is evident after 72 hours of drying time, wash affected area with clean water and a mop, cloth or sponge, rinsing frequently. Allow surface to dry prior to final lict_hl 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 drilleq.,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. If necessary, remove or displace insulation prior to treatment. F. Foam applications: BORA-CARE' can be applied to bare wood surfaces and void areas as a foam by mixing two (2) parts water with one (1) part.BORA-CARE° (2:1) and adding 3 to 8 ounces of foaming agent per gallon of mixed solution. Apply foam being sure to completely rill 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 (1] gallori bf•mixed solution expanded with foaming agent to produce 20 to 30 gallons of foam). Apply enough foam to completely fill void and contact all wood surfaces in the void space.. G. Foam insulation may be treated by injecting a two (2) parts water to one (1) part BORA-CARE, (2:1) solution into the infested area and/or low pressure surface spraying at a rate of one (1) gallon per 300 to 400 square feet. NOTE: Some types of foam insulation, such as pofyisocyanu rate 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, N, FORMOSADRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOSTAND 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 joisls,'piers, girders and subfloors. Treat wood in all plumbing,- electrical, and ductwork areas where they penetrate walls" or floors. Treat all base plates and studs on interior and exterior walls, especially those surrounding any high moisture areas such as bathrooms, kitchens and laundry rooms. For buildings built on slabs, treat all wood in contact with the slab as well as all interior and exterior wall studs and wall sheathing material. In attics, treat all wood including ceiling joists,, trusses, top plates, rafters and roof decking. Be sure that all sill plates and wood contacting garages and porches are treated. In areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CARP solution to the exposed surfaces. Wart 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). 3 VI. PREVENTATIVE AND PRETREATMEIJTS FOR SUBTERRANEAN_ TERMITES (CRAWL SPACE, BASEMENT AND SLAB) NOTE: This treatment serves as a primary treatment for the control of subterranean termites. Use only a one (1) part water to one (1) part BORA-CARE® (1:1) solution when treating for subterranean termites. Pretreatment may be performed at any point during the construction process, however it is best performed when greatest access to all wood members is available. Normally this is at the `dried -in' stage of construction when all structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems, electrical wiring, etc. A. Buildings on Crawl Spaces and Basements: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CAREo(1:1) solution to point of wetness in a 247inch wide pninterrupted band to all wood surfaces in crawl spaces and basements, to include all sills; plates, floor joists, piers, girders and subfloors as well as wood exposed to vertical access from the soil..Treat all wall base plates and the bottom two (2) feet of all interior and exterior wall studs. Treat any wood adjacent to plumbing, electrical conduit and ducts where they penetrate subfloors or plates, and all wood next to porches, garages, and fireplaces in order to provide a two (2) foot wide barrier of BORA-CARE* treatment against termite penetration. On wood where access is limited to one (1) or two (2) sides of wood members such as sills and plates on foundation walls, apply two (2) coats of BORA-CARE' solution. Wait at least 20 minutes between applications. If accessible, treat the exterior of sill areas around the entire perimeter of the structure with a 24-inch wide band of BORA-CARE' solution beginning with the sill area and extending upwards onto the sheathing material. On multiple story structures, treat only the first story above the masonry foundation level. Coated or painted wood may be treated by pressure injecting BORA-CARE* into holes drilled into the wood at eight (8) to ten (10) inch intervals. Inject at 40 psi for'four (4) to six (6) seconds per hole. B. Buildings on Slabs: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE* (1:1) solution to all base plates and the bottom 24 inches of all studs on all exterior and interior walls. In areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CARES solution to the exposed surfaces. Wait at least 20 minutes between applications. Treat all wood in plumbing walls and apply to any wood in bAtraps 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. VI I. 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 mjst Wart at least 20 minutes between applications. V I I I . TREATMENT OF EXTERIOR WOOD SURFACES LESS THAN TWO INCHES THICK SUCH AS DECKS, SHEDS, SIDING AND FENCES Apply only to bare wood or to wood surfaces where an intact water repellent or finish is not present. II necessary, remove paint or finish prior to application. Apply one (1) coat of BORA-CARE° solution to the point of wetness to all wood surfaces. Apply two (2) coats of -BORA-CARED solution to heavily infested areas and to those surlaces 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. II inclement weather is expected, protect exterior treated surfaces with a plastic tarp. For wood in contact with the ground or soil, see Section X►. A. Finishing and Maintaining Treated Surfaces: For long- term protection, exterior wood surtaees which have been treated with BORA-CARE' will require a topcoating with a water resistant finish such as paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment It is important to allow BORA-CARE® treated wood to completely dry (at least 48 hours) before applying any protective topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. IX. TREATMENT OF LOG STRUCTURES, TIMBERS, BEAMS, PILINGS AND EXTERIOR WOOD MEMBERS TWO OR MORE INCHES THICK Apply only to bare wood or to wood surfaces where an intact water repellent or other finish is not present. It 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 alUnter(or 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 tog 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 tens protection, exterior wood surfaces which have been treated with BORA-CARE® will require a topcoating with a water resistant finish, paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment. It is important to allow BORA-CARE• treated wood to completely dry (at least 48 hours) before applying any protective topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. t, 4 X. DIP TREATING LOGS AND LUMBER A dip treating solution may be prepared by mixing five (5) parts water to one (1) part BORA-CARP (5:1). This will result.in a stable solution containing 9% active ingredient. Bundled wood must be stickered in order to allow the solution to cover all wood surfaces. Logs and/or lumber should be submerged in the solution for at least one (1) minute of until all entrapped air has escaped. Protect treated wood from rain or snow for at least 24 hours after treatment. XI. 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 TABLE A. Dimensional Lumber 1 Gallon of Diluted Minimum Amount of Lumber'Size • BORA-CARE® Diluted BORA=CARE®to (inches) Will Treat Up To: Treat 1000 Lineal Feet 1 x 4 1,200 Lineal Fee 0.8-Gallons 1 x 12 400 2.6 2 x 4 600 1.6 2 x 6 400 2.6 2 x 8 308 3.2 2 x 10 240 4.2 2 x 12 200 5.0 4 x 4 300 3.4 4 x 6 200 `' •5.0 4 x 8 150 6.8 4 x 12 100 10.0 6 x 6 133 7.6 6 x 8 100 • 10.0 -ab s 6 x 10 12.6 6 x 12 68 ;.r 15.0 XI 11. WARRANTY LIMITATIONS AND DISCLAIMER Because of varying conditions affecting use and application, manufacturer warns buyer that these may impair or vary the results or effects of the use of this product. In any event, complete prevention of decay or insect infestation is not guaranteed. Neither the manufacturer nor seller shall be liable in respect to any injury or damage suffered by reason of the use of this product for a purpose not indicated by the label or when used contrary to the directions or instructions hereon nor with respect to breach of any warranty not expressly specified herein. Buyer accepts this material subject to these terms and assumes all risk of usage and handling except when used or handled in - accordance with this label. It is not intended that this product be used to practice any applicable patent, whether mentioned or not, without procurement of a license, if necessary, from the owner, following investigation by the user. BORA-CARE° and JECTA° are Registered Trademarks of NISUS Corporation. MADE. IN THE U.S.A. TABLE B. Panels, Siding and Plywood (1:1 or 2:1 dilution ratio) 1 Gallon of Diluted Minimum Amount of Thickness BORA-CARED Diluted BORA-CAREmto (inches) Will Treat Up To: Treat 1000 Square Feet 1/4 1,600 Square Feet 0.6 Gallons 3/8 1,067 1.0 1 /2 800 1.2 3/4 533 1.8 1 400 2.6 TABLE C. Round Logs (7:1 dilution ratio only) .1 Gallon of Diluted Minimum Amount of Diameter BORA-CARE© Diluted BORA-CARE®to (inches) Will Treat Up To: Treat 1060 Lineal Feet 6. 167 Lineal Feet 6.0 Gallons 8 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 of.BORA-CARED solution to 400 board feet of wood. 100 Nisus Drive Rockford, TN 37853 800-264-0870 5 www.nisuscorp.com Issue Date:8/24/89 MATERIAL SAFETY DATA SHEET Revised Date:3r28/97 BOI A -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-CARE® EPA Registration No. 64405-1 Chemical Family: Glycol borate solution Formula: Proprietary Mixture CAS No.: N/A DOT Hazard Classification: Not Regulated 11 Hazard Rating:. NFPA ' Health 1 Slight hazard Flammability 0 Reactivity - 0 SECTION 11 - HAZARDOUS INGREDIENTS Material or Component:- Ethylene Glycol CAS No. 1.07-2:1-1 TLV50.00 ppm ACGIH Type•CEIL - SECTION III - PHYSICAL DATA Appearance: Clear viscous gel • Specific Gravity: 1.38 g/ml Volatile: 60% by weight ' Vapor Pressure: Negligible Boiling Point: Above 212` F Odor: None . pH: 50% aqueous solution 6.9 - 7.1 % Solubility in Water: 100% SECTION IV - HEALTH HAZARD INFORMATION EYE CONTACT: This material may cause eye irritation. Direct contact may cause burning, tearing and redness insensitive individuals. SKIN CONTACT: This material is essentially non -irritating. Prolonged or repeated exposure to this material may cause softening of the skin. Persons with pre-existing skin disorders may be more susceptible to the effects of this material. INGESTION: This material may be harmful it swallowed. Ingestion 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. Acute oral LDso - greater than 5 gm/kg body weight (Sprague-Dawley male and female rats). Acute dermal LDso - greater than 2 gm/kg body weight (New Zealand Albino male and female -rabbits). - Acute inhalation LCso - greater than 5' mg/L for 4 hours (Sprague- Dawley male and female rats). Intentional misuse by deliberately concentrating and inhaling this material may be harmful or fatal. SECTION V - EMERGENCY AND FIRST AID PROCEDURES EYE CONTACT: Flush eyes• with clean water for 15 minutes. If irritation persists, seek medical attention. SKIN CONTACT: Remove contaminated clothing. Cleanse affected area thoroughly by washing with mild soap and water. It irritation or redness develops and persists, seek medical attention. INHALATION: If irritation of the nose or throat develops, move away from the source of exposure and into fresh air. If irritation.persists, seek medical attention. If victim is not breathing, artificial respiration should be administered.'lf breathing difficulties develop, oxygen should be administered by qualified personnel. Seek immediate medical attention. SECTION V - EMERGENCY AND FIRST AID PROCEDURES (CO-) INGESTION: SEEK EMERGENCY MEDICAL ATTENTION If the victim is drowsy or unconscious, place on the left side with the head down. Do not give anything by mouth. If victim is conscious and alert, vomiting should be induced for ingestion of more than 1 - 2 tablespoons for an adult, preferably with syrup of ipecac under direction from a physician or poison center. If syrup of ipecac is not available, vomiting can be induced by gently placing two fingers in back of throat. If large amounts are ingested, treat for borate toxicity. If possible, do not leave victim unattended. NOTE TO PHYSICIAN: Treat for exposure to glycols. Contains borates. Monitor electrolytes. SECTION VI- REACTIVITY DATA STABILITY: Stable CONDITIONS TO AVOID: Exposure to strong oxidizing agents. INCOMPATIBILITY (MATERIALS TO AVOID): This material is incompatible with strong oxidizing agents: TnfiTpFoduct may corrode aluminum. HAZARDOUS POLYMERIZATION: Will not occur. HAZARDOUS DECOMPOSITION PRODUCTS: Ethylene oxide, carbon monoxide, carbon dioxide. SECTION VII - FIREAND EXPLOSION HAZARD DATA FLASH POINT:Above 220°F (Tag Closed Cup) FLAMMABLE LIMITS: Not known. EXTINGUISHING MEDIA: CO„ dry powder or universal type foam. FIRE AND EXPLOSION HAZARDS: This material will not readily ignite. FIRE FIGHTING PROCEDURES: Avoid inhaling smoke. The use of a SCBA is recommended for fire fighters. Water spray may be useful in minimizing vapors and cooling containers exposed to heat and flame. SECTION VIII - SPILL OR LEAK PROCEDURES PRECAUTIONS IN CASE OF RELEASE OR SPILL Absorb with organic liquid absorbent. Do not let -material or washwaters enter sewers or waterways. WASTE DISPOSAL METHOD: Contact your State Pesticide, Environmental Control Agency or local authorities for. proper disposal guidelines. - SECTION IX - SPECIAL PROTECTION INFORMATION RESPIRATORY PROTECTION: Good ventilation. VENTILATION: Exhaust to ventilate. PROTECTIVE GLOVES: The use of solvent resistant gloves is advised. • EYE PROTECTION: Use safety glasses, goggles orface shield. OTHER PROTECTIVE EQUIPMENT: It is recommended that a source of clean water be available in the work area for flushing eyes and washing skin. SECTION X - SPECIAL PRECAUTIONS HANDLING -AND STORAGE PRECAUTIONS: Store between 40OF and 90"F. Do not store in direct sunlight. Keep containers tightly closed. OTHER PRECAUTIONS: Keep away from children and pets. Toxic to plants and shrubbery.. 'The information and recommendations contained herein are based upon data believed to be correct. However, no guarantee or warranty of any kind expressed or implied is made with respect to the information contained herein. This information and product are furnished on the condition that the persons receiving them shall make their own determination as to the suitability of the product for their particular -purpose and on the condition that they assume the risk of their use thereof.' 100 Nisus Drive, Rockford, TN 37853 800-264-0870 www.nisuscorD.com FORM 60OA-2004R EnergyGauge® 4.5 FLORIDA ENEPREI NCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: WilliamsburgManorm023SalesOffice Builder. Lennar Homes Address: Permitting Office: City, State: Permit Number. Owner. Jurisdiction Number. Climate Zone: Central 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? No _ 6. Conditioned floor area (ft') 2410 fl' _ 7. Glass type I and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Snglc Default)303.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 303.0 ft' _ 8. Floor types a. Slab-0n-Grade Edge Insulation R=0.0, 210.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1491.0 ft' _ b. Frame, Wood, Exterior R=11.0, 128.0 111 _ c. N/A _ d N/A _ e. N/A _ 10. Ceiling types _ a. Under Attic R=30.0, 2410.0 ft= b. N/A _ c. N/A _ 11. Ducts _ a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A C 13. Heating systems a. Electric Heat Pump b. N/A _ T1 c. N/A 14. Hot water systems T a. Electric Resistance m z b. N/A c. Conservation credits r I (HR-Heat recovery, Solar � DHP-Dedicated heat pump) Z 15. HVAC credits n (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/FloorArea: 0.13 Total as -built points: 27897 PASS Total base points: 29292 I hereby certify that t e plans and specifi ions covered by this calculation a in co p ' e . oritia Energy Code. (- PREP ED B i DA I here at this building, as designed, is in compliance with the F orla Energy Co le. OWNER/AGENT: DATE: l _ Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5) Cap: 47.0 kBtu/hr _ SEER:13.00 _ Cap: 47.0 kBtu/hr _ HSPF: 7.70 Cap: 50.0 gallons _ EF: 0.90 _ PT, _ FORM 60OA-2004R EnergyGaugeO 4.5 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 Omt Len Hgt Area X SPM X SOF = Points .18 2410.0 24.35 10563.0 1.Single, Clear SW 1.0 6.0 16.0 56.99 0.96 877.0 2.Single, Clear . SE 4.0 10.0 7.0 61.07 0.75 322.0 3.Single, Clear SE 1.0 6.0 32.0 61.07 0.96 1882.0 4.Single, Clear NE 1.0 6.0 16.0 47.10 0.97 731.0 S.Single, Clear NE 1.0 6.0 16.0 47.10 0.97 731.0 6.Single, Clear NW 6.0 9.0 64.0 40.72 0.72 1878.0 7.Single, Clear NW 1.0 6.0 32.0 40.72 0.97 1265.0 &Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.0 9.Single, Clear SW 1.0 6.0 16.0 56.99 0.96 877.0 10.Single, Clear SW 1.0 6.0 16.0 56.99 0.96 877.0 11.Single, Clear NE 1.0 6.0 32.0 47.10 0.97 1463.0 12.Single, Clear SE 1.0 7.8 40.0 61.07 0.99 2423.0 As -Built Total: 303.0 13958.0 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 0.0 0.00 0.0 1. Concrete, Int Insul, Exterior 4.1 1481.0 1.18 1747.6 Exterior 1609.0 1.90 3057.1 2. Frame, Wood, Exterior 11.0 128.0 1.90 2432 Base Total: 1609.0 3057.1 As -Built Total: 1609.0 1990.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 1.Exter1or Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Base Total: 20.0 96.0 As -Built Total: 20.0 96.0 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2410.0 2.13 5133.3 1. Under Attic 30.0 2410.0 2.13 X 1.00 5133.3 Base Total: 2410.0 5133.3 As -Built Total: 2410.0 5133.3 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 210.0(p) -31.8 -6678.0 1. Slab -On -Grade Edge Insulation 0.0 210.0(p -31.90 -6699.0 Raised 0.0 0.00 0.0 Base Total: -6678.0 1 As -Built Total: 210.0 -6699.0 EnergyGaugeO DCA Form 60OA-2004R EroV/GaugeVFlaRES-2004 FLRCSB 0.5 FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2410.0 14.31 34487.1 2410.0 14.31 34487.1 Summer Base Points: 46658.5 Summer As -Built Points: 48966.2 Total Summer X System = Cooling Total X Cap X Dud X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 47000btuh .SEER/EFF(13.0) Duets:Une(S),Une(R),Int(AH),R6.0(INS) 48966 1.00 (1.09 x 1.150 x 0.85) 0.260 0.950 12926.7 46658.5 0.3250 15164.0 48966.2 1.00 1.069 0.260 0.950 12926.7 EnergyGaugeTM DCA Form 60OA-2004R EneWGaugeVFlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge@ 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 2410.0 9.11 3952.0 1.Sirgle, Clear SW 1.0 6.0 16.0 11.59 1.01 187.0 2.Single, Clear SE 4.0 10.0 7.0 10.59 1.13 83.0 3.Single, Clear SE 1.0 6.0 32.0 10.59 1.02 346.0 4.Si gle, Clear NE 1.0 6.0 16.0 14.70 1.00 235.0 5.Sirgle, Clear NE 1.0 6.0 16.0 14.70 1.00 235.0 6.Single, Clear NW 6.0 9.0 64.0 14.97 0.99 952.0 7.Single, Clear " 1.0 6.0 32.0 14.97 1.00 478.0 8.Single, Clear NN 1.0 6.0 16.0 14.97 1.00 239.0 9.Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.0 10.Sirgle, Clear SW 1.0 6.0 16.0 11.59 1.01 187.0 11.Single, Clear NE 1.0 6.0 32.0 14.70 1.00 470.0 12.Single, Clear SE 1.0 7.8 40.0 10.59 1.01 428.0 As -Built Total: 303.0 4027.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 0.0 0.00 0.0 1. Concrete, Int Insul, Exterior 4.1 1481.0 3.31 4894.7 Exterior 1609.0 2.00 3218.0 2. Frame, Wood, Exterior 11.0 128.0 2.00 256.0 Base Total: 1609.0 3218.0 As -Built Total: 1609.0 5150.7 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Base Total: 20.0 102.0 As -Built Total: 20.0 102.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2410.0 0.64 1542.4 1. Under Attic 30.0 2410.0 0.64 X 1.00 1542.4 Base Total: 2410.0 1542.4 As -Built Total: 2410.0 1542.4 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 210.0(p) -1.9 -399.0 1. Slab -On -Grade Edge Insulation 0.0 210.0(p 2.50 525.0 Raised 0.0 0.00 0.0 Base Total: -399.0 As -Built Total: 210.0 525.0 EnergyGauge® DCA Form 60OA-2004R EnergyGauge&/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2410.0 -0.28 -674.8 2410.0 -0.28 -674.8 Winter Base Points: 7740.6 Winter As -Built Points: 10672.3 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 47000 btuh ,EFF(7.7) Ducts:Unc(S),Unc(R),Int(AH),R6.0 10672.3 1.000 (1.078 x 1.160 x 0.87p.443 0.950 4911.5 7740.6 0.5540 4288.3 10672.3 1.00 1.093 0.443 0.950 4911.5 EnergyGauge^' DCA Form 60OA-2004R EnergyGauge@/FIaRES2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: I 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 Points Cooling Points + Heating + Hot Water = Total Points Points Points 15164 4288 9840 29292 1 12927 4912 10059 27897 PASS EnergyGaugeTM DCA Forth 60OA-2004R EnergyGauge@YFlaRE52004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge@ 4.5 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 & boors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area* .5 cfrn/s .ft. door area. Exterior & Adjacent Walls 606.1 ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wa foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1 ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that Is sealed to the perimeter, penetrations and seams. Ceilings 606.1 ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that Is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1 ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. MultiHouses 606.1 ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1 ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1 ABC.3.2. Switch or dearly marked ci breaker electric or cutoff as must be provided. External or built-in heat triorequired. Swimming Pods & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pod heaters must have a minimum thermal e clency of 78° . Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All duds, 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-2004R EnergyGauge&FbRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL)' DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.1 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 _ S. Is this a worst case? No _ 6. Conditioned floor area (W) 2410 ftl _ 7. Glass "I and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)303.0 ft' _ b. SHGO. (or Clear or Tint DEFAULT) 7b. (Clear) 303.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 210.0(p) ft b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1481.0 W _ b. Frame, Wood, Exterior R=11.0, 128.0 ft' _ c. N/A _ d N/A _ e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 2410.0 ft' _ b. N/A _ c. N/A _ 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft _ b. N/A _ 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 47.0 kBtu/hr _ SEER: 13.00 Cap: 47.0 kBtu/hr _ HSPF: 7.70 Cap: 50.0 gallons _ EF: 0.90 PT, _ *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergySiar "designation), your home may qualifyfor energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at ivww.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. I Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSPB v4. ) �m�©KG] mm—= mm—■& — .s.L-A �©�C7 �©�av ©� v Al 3' bath duct to roof cop w/Fan stone 695RNB 4' bath duct to roof cop w/fan-light Nutone 695RLNB —3' both duct to roof cap w/Pon Nutone 695RNB 42X42 A/C SLAB BY BLBR MIN 2' FROM WALL a =° Must have a nHn� cleoronce of 4 hches around the Or harder per the State Energy code. AU duct has an r-6 lrwAatlon value. W CC 3:0 Ill z W CD U. Cl) 0 Z� av 0 fn z O O > F \ W Q aM im (U �-+ o wX 0 J a LL- 0 z Q Q LJ :D 2: Pq O N = g Qa a-i r Z J O W �U Rating z o i N m W > z Q F- Co Q J O 75 Q mELJ(n0a RIGHT-J CALCULATION PROCEDURES A, B, C, D 0 - Entire House DEL AIR HEATING,AIR CONDITIONING,R .lob: WilliamsburgManom1023SalesCi ice 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407n 831-2665 1.10.07 Procedure A - Winter Infiltration HTM Calculation* 1. Wir>16er Mz im AVF 0.70 ach x 22342 ft3 x 0.0167 = 251 cfm 1.1 x281 cfm x 32 T VYrtarTD = 9175 BQh 3. Miter i> baft HTM 9175 Btth / 323 W TOW wiidow = 28.4 BttA and door area Procedure B - Summer Infiltration HTM Calculation 1. Su7rnerirtgrafa AVF 0.40 aoh x 22342 fN x 0.0167 = 149 dm 2 Str W itll-Aon load 1.1 x 149 dm x 18 °F Stmm1TD = 2949 Btih 3 Sumnerifiba6onHTM 2949 Bhh / 323 fta TOW window = 9.1 BtL W and doorarea Procedure C - Latent Infiltration Gain 0.68 x 43 grit rnoistdiff. x 149 dm = 4392 BGh rroceaure u - tquipment sizing uoaas 1. Sensible sang bad Sensible verVa5m bad 1.1 x 50 dm vent. x 18 T SlmnaTD - 990 BhJi Sermlble bad for stwokm "m M + 30655 13 t Sun of verda6on and ej ckm bads - 31645 Btth Ratirg a i Wriperalue i mf6pier x 0.98 = 31012 Bbh Equlpnlent skkV bad - sensb{e 2 Latert sift bad ver on xwvent. x 43 grAb rnoistdlf 0.68 dm = 1474 Bhh lift, 1 bads = 230 Bath x, 8 people + 1840 Bb.h li trabon bad from Procedure C + 4392 Btih Eqt;inert shiV bad - Wait 7707 t3tih 't',a m udion QuaW b: a Na of Replaces is 0 Boldfrtalic values have been manually overridden Pri tt mr47ied by ACCA b meet all m ieme& of Manual J M Ed Wr7ghtSC:) t Right -Suite Residential 5.5.17 RSR26017 2007-Mar-01 12:26:42 F-,WUesUlSHomes2002%WaliamsburgL4anomW23Sates0frice\WrlOamsburgManormO23SaWsOffice.rsr Page 1 PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: Will'iamsburgManorm023SalesOffice 109 COMMERCE STREET. LAKE MARY. FL 32748$200 Phone: (407) 831-2688 1.10.07 Project• • Foc US HMM PLANS REVIEWED Wes: CITY OF SANFORD Design Information Qbn AP, R, us Winter Design Conditions Summer Design Conditions Outside (b 38 OF Onside db 93 OF Inside db 70 OF hside cb 75 °F Desg1 TD 32 OF Desigrn m 1^8A OF Moisture dlibererloe 43 �b Heating Summary Sensible Cooling Equipment Load Sizing Vheat loss 39 0 cf T1 Ver adon 99D Bail Verdation air loss 0 Bkh Design terrtperB But; alwi g 3.0 OF Design heat bad 39608 BtLh. Use m>g dafa 0.98 Infiltration TOW AR bad 31012 Bkh Method Sitnptied Latent Cooling Equipment Load Sizing ace n4 Y A DO FreplC.art Irn4al gains 1840 Bkh Veraabon 1474 Bkh He%n4392 Coo" Bkh 7M7 BtLh Area " T t,,* bad Air Eq* AVF (� 0.0.40 70 Tot21 bad Req t"capa* 0.80 SHR 38719 Bkh 32 ton 261 149 at Heating Equipment Summary Cooling Equipment Summary We U34,C C Male L 3+= Trade Trade Model Cord Cd EfficienqlHaab 77 h{5PF �_ � cocky 37600 OAIA 0 OF Te(r�perande rise T coodng 47000 Bkh Alch�al airflow 1600 cfm Ackd airflow 1600 cfm Air flaw bdor 0.040 dTdBhh Air flow bdor 0.052 chvBb h 1pressum 030 inFttO in H20 0 80 6n iostt 5 heat ra60 q Boldrtallc values have been manually overridden Rifa2 caliied by ACCA b meet d regtaernents of Marxd J 7th Ed wr'19htSoft Right -Suite Res' entlal 5.5.17 RSR26017 2007-Mar-01 1236:42 E:1FUe31USHomes2002\wlllamsburgmanorm023SalesOfrice%VNIBamsburpManortn023SatesOrriee.rsr Pape 1 RIGHT-J WINDOW DATA 0 DEL AIR HEATING,AIR CONDITIONING,R Job: wlGamsburgManonnO=alesOffice 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 1.10A7 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R BDRM 2 a n Sw a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 20 UTILITY RM LMNG RM/FOYER a n Se a C n 0 n 1 1 90 1.0 4.0 &0 7.0 76.4 7.0 3.5 a n se a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 47A 320 4.0 DINING RM a n re a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 39A 16.0 0.0 KITCHEN a n W a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 39.4 16.0 0.0 FAMILY/BRKFST b n rw a C n 0 d 1 1 90 1.0 6.0 1.0 8.0 39A 64.0 0.0 MSTR BDRM a n rw a C n' 0 d 1 1 90 1.0 1.0 1.0 5.0 39A 32.0 0.0 MSTR BATH a n rw a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 39A' 16.0 0.0 MSTR W.I.C. BDRM 4 a n sw a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 47A 16.0 20 BATH 2 BDRM 3 a n sw a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 47A 16.0 20 wnghtsoft Right -Suite ResWenttal !S.5.17 RSR28017 2007-Mar-01 12:26:42 E:%F0ea1USHomea20021wiliamsburpManorm023SatesORkelWilgamsburgManorm023SalesORice.mr Pape / Sales Office a n ne a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 39A 32.0 0.0 c n '. se a c n 0 d 1 1 90 1.0 1.0 1.0 6.8 47A 40.0 3.7 wnghtsoft Right-Sulto ResidentW 5.5.17 RSR28017 2007-Mm-01 12:26:42 E tFDes%UStbmes2002%WiUlamsburgManorm023SalesOf iee11MU11amsburgManomi023SelesORlee.nu Pegs 2 PGjiTd WORKSHEET nt ouse DEL AIR HEATING,AIR CONDMONING,R Job: WilllamsburgManorm023SatesOffice 109 COMMERCE STREET. LAKE MARY, FL 32748-6206 Phone: (40T) 831-2665 1 av"'m" mm N3msdman En6eHaw B17RM2 UTx1TYRM LPANGf7MfOnR 2 la�ldapowdVol 2100 t 11A t OA t 31.0 t 3 RtxmQ a 17.0 x 10.0 t 9.0 x 8A t 120 x 19A t 4 cobw 0mclL Opgon 9.3 t ha 11... d 9.4 Itl 9.4 tj 9.4 Nhaaltool TYPECF CST I HTM Alen LOXIA" Area LOOK104 Arai L0edO4 Area WadPA DOa06L,RE Na M9 I CIe (l H19 I C19 [n'1 Hoy I C19 Hla C19 CID 5 Bobs a 4e 4. 21 m"" "" "" "" 0 b 13C 12 0 0 wabard c I= 2 1s .... .... 0 .... .... a ..� ..� «.. .... PENTM d 0. 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FL 32748 8208 Phone: (407) 831-2665 Williamsburg Ma norrn023SalesOffice 4 G = 1 rrvYu�.c nn m Nx=m com DO" FU KTCFBJ FAMLY841W MSTR IBORM 2 Lerghcf edMA &0 t 110 t 3660 t 21D t 3 Fmorndner3rs 10A x lu t $4.0 x 16.0 t 20.0 x 16.0 t 14.0 x SO t 4 C.elrW amlCptal 9.4 2 heA6od 9.4 t haattad 9.4 t ltea11 1a4 heel(�ool TIPECF CST HTM Alas LcadP4 Area Lad(B # Alas Laad(BA lose Lmd"A ovQ m Hr0 I CID (m HJD I Cb (fn Hp CIO M H19 CIO (ft) Cig 5 Grm a 1�8 4b 21 a5 — "" — — "" "" .... Eipased b 13C 12 0 "" "" 0 "" "" 0 webad c I= 2 1.9 0 •••• •••• 0 •••• •••• 0 •••• •••• •� pa afro m d 0. 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LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 1�70 O7 1 nwaraa mcu Nm,edmm MSTRBATH MSTRIM.C. BORM4 BATH2 2 Pool' lerO apoae Wd 220 t 0.0 t 110 t 0.0 t 3 Rundrtel 10.0 x 120 t 9.0 x &0 t 11,0 x 150 t 9.o x 130 t 4 C&W Ccnf3Opim 9.4 t healbod 9.4 21 9A tj 9.4. f10e0bod TYPEOF CSf KW Area Lcwp j Area laad�ll>) Prey Wad" Area Lad" E>0 N1 ► o CIA M Ho cb m Ho p9 m H18 Cb m HO CIA 5 Gm a le 4A 21 w- - 0 "" "" Elpoaed b 13C 1 0 - - 0 "" 0 "" '�' metsad c la: 29 1 0 "" - 0 "" "" 0 a Q 0.0 GLO 0 0 "" "" f O.0 0 "" "" 0 "" "" 0 8 Whdlwaad a 1C 37.0 16 0 0 991 c 9C =7 0 "" 0 0 0 0 d 1C 370 0 0 0 0 0 e 0 0 "' 0 0 0 f 0.0 - 0 0 0 0 "" 0 7 Widorrsad Naf1 222 0- 0 0- 0 2 "' 41 �" 0 ¢a�dmm NBNW 39.4 18 "" 63D 0 �" 0 0 0 0 OadFg EW 0- 0 0- 0 0 0 0 Sf�11V 483 0 "" 0 0 0 "" 0 SCLAh 0 "" 0 0 "" 0 0 0 0 Hoa 0 "' O 0 "" 0 0 0 0 8 Oflerdmm a 11A 18.9 127 0 O 0 0 0 0 0 0 0 b i 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 9 Nat a 140 10 21 191 393 0 0 4M 0 0 epoaed b Ix 12 1 0 0 0 0 0 0 0 0 0 webard c 12C 2 1.9 0 0 0 0 0 0 0 0 0 pellicrn d Q0 OO 0 0 0 0 0 0 0 0 0 e 0. 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FL 32746.6206 Plane: (407) 831-2885 iAU • 1 mwvu�s mm Mach an► BI7RM3 S*sOmW 2 Lergltde�oaedvA 11A R 45A t 3 Raandrrl�re 11.0 x 120 R 20A x 2S5 A 4 Cetps Cared Cptan 9.4 It Ileatbod 8.0 al TYFECF CST Hilo Alva LmdP4 Area LradP# Area Area E7Qa061JFB N1 HO CID M Hlg I Clo fW Cep Hu CIO Hig C10 5 Glum a VB 48 21 "` r l9poead b 13C 1 0 0 1re�ard c 12C 29 1A 0 �" "" patllfans d 0 0 •••• 0 •••• •••• •••• •••• e 0 ..» .... 0 .... .... .._ .... .... �. fj 00 0 Z ... 0 .... .... �. ..� .... .� 8 vvdwaard a 1C 37A 1B 5B1 "' 1183 doors b eC 37A 0 0 c 8C 38.7 0 t549 d 1C 37.0 0 �" 0 f OA 0 7 "**Dad NaM 222 2 — 41 4 "" 78 NEW 394 0OLD — 0 1m 0 .... .... 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CooGg redisift , .... .... 0 .... .... 0 .... .... .... .... 18 Ductph IDA 121 19 .Td lRSHW"7+18)-PLF 1A0 "" IM4 100 7377 20 Airregried q70 ••••334 382 •••• •••• RnbA mVed by f1GC'A b nied d regtirer o is of Ma ival J M Ed 6 wnghtsoft Right -Suite Residential 5.5.17 RSR28017 2007-Mar-01 1226:42 ACC. E:%RI" USHanes2002kWuiamsburgMararmO23SalesORce%W lliamsburgManonno23SatesOrtice.mr Page 4 -ROM,•.: SOLAR—T I TE FAX NO. :407834IB18 /0-ov 5 C, a �/te- - 1v,� May. 12 2003 08:39AM Pi NATIDNAL CERTIFIED* TESTING LABORATORIES 1464 GEMINI BOULEVARD - ORLANDO. FLORIDA 32037 PHONE (407) 240-1356 - FAX (407) 240-8882 STRQCTURAL PERFORMANCE TEST REPORT 0 F P FICE REPORT NO.: NCTI.-2 t 0-2089-1 " TEST DATE: 09-24.99 REPORT DATE: 09-24-99 EXPIP.ATION DATE: A1114 PA RENT REPORT NO.: Z t 0-1662-1 LABORATORY CERTIFICATION NO.: 98-0430.03 C�,IENT: Florida Extruders International Inc. REVIEWED FOR CODE COMPLIANCE. 2540 7ewctt Lane CAPRI ENGINEERING Sanford, FL 52771-1600 TEST SPECIMEN., Florida Extruders International 1nc.'s Series "Milestone 1000" Aluminum Sliding Glass Door- (Type XXO) (SGD-C30) -TEST SPECIFiCATIOh1: AAMAMWWDA 101/1,S. 2-97, "Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors." . ' TEST SP`ECrMFMpWCgUT1ON J GENERAL: The sample tested wa$,kth f e,panct type "XXO" aluminum sliding glass door'nccasuring 1310" wide by ll0-3/4. high ovarall. `.'Ibp )aft active and right panel measuring 5'0-1/2' :.wide by•7 1] -1/47 hlg}i; the center active panel mca_sured 5'0-112'rwide by T 11-1/4" high; the right fixed panel was sceured to the jamb with throe 2" long aluminum rotalners each fastened to the jamb We with a single screw. One, plunger --type security lock was fastened to the left acdveii ca-atilei with the keeper fastened to the left jamb- One adjustable-tneml single roller assembly was used to the'left active lock stile with the keeper fastened to tho loft jamb. Ono adjustable metal single ro (ter assembly was used at each end of the active bottom rails. The Rama was of double screw coped corner construction. Panel top raii/stllc corners were of double screw overlapping coped corder construction. Panel bottom raiVstile comers were of single screw overlapping coped corner construction. INSTALLATION., The I1 ame was mounted to the test buck using fifty-two (52) (t1 8 x I") flat hoad $crows. GLAZING: All panels were channel glazed using 3116" thick tempered clear glass with it floxible vinyl glazing bead. WSTP: (Double strips of polypile weatherstrip (0,190^ high) were located at each interlock stile. Double strips of polypile weather strip (0.360" high) were located at cacti jamb. A single strip of flexible flap vinyl weatherstrip was located ut the bottom tall. Double strips of polypile weatherstrip (0.190" high) were located at each parcel top rail, A polypile dust plug measuring 1-1/2" x I" x .250" high was located at the sill under each interlock stile. PROFESSIONALS IN THE SC1ENCF OF TESTING "ROM':SOLAR-TITE FAX NO. :4078341818 May. 12 2003 08:39RM P2 Florida Extruders International Iris. -2- J\TCTL-210-2346.1 Screen. An insect screen ineasuring 49-518" wide by 31 " high with a square cut screen frame and a square cut plastic corner kays.' Installation Fasteners: Die specimen was fastened into the wood test bush using ten (10) (# 8 x 1" flat head strews; two (2) in the head, (# 8 x 1'), two (2) were used at the top of jamb at head and two (2) (# 8,4 1,9 26-1 /"•'" down from head in jambs; lour (4) (# 8 x 2") were used below the fixed rail; two (2) in each jamb. TEST RES ULTS Par. I1ro. - Title of Test & Methpd measure§l_ Allow 2.2.1. G. I Operating Force - Active Sash 15 lbs- max. 30 lbs. m.ax. 2.1.2 Air Infiltration - AST'i�f B283 1.57psf (25 mph) 0.19 efin/ft', 0.30"cfm/fts 2.1.8 Water Penetration - .,IST3,IE3311547 5.0 gph/ftz WTP= 2.86 ps f No Leakage No Leakage ,2.1.4.2 Uniform. Load Structural - ASTME330 22.5 psf Exterior ' 0.024" 0, p04" 22.5 psf .Interior 0-027" 0.204" 2.2.1.6.2 Deglazing Test Active Sash Meeting.Rail (70lbs.) 0.105" (2.101,) < 10011/1, Bottom Rail (70 lbs.) 0.118" (3.801o) < 100% Left Hand Stile- (50 lbs.) 0.095' (1.95/0) < 100% Right Hand Stile (50 lbs.) 0.046" (0.9%) < 100% TEST COMPLETED 04121100 The tested specimen meets (or exceods) the performance levels spezifted in Table 2.1 of AAMA/ NWWDA- 101/LS.2-97 for air infiltration. .77w listed results were secured*by using the designated test methods and in&:ate compliance with the performance requirements of the referenced specification paragraphs for the (DB'•R30) (58.1 / 8" x 72") product :les4natiom Detailed drawings were available for laboratory records and comparison to the test specimen at the time of this report. A copy of this report aloe with representative sections of the test specimen will be retained by NCTL or a period of your (4) yeara. The results obtained apply only to the specimen tested. No conclusions of any laind regarding the adequacy or inadequa y o the g specimen may be drawn from this test. This report does not constitute certifi cw n of t which y only be granted by a certification program volidator. NATIONAL C RT1 D LAN1L Aa,'L/ld a- �' ision arutger TESTING LABORATORIES ROM':SOLAR-TITE FAX NO. :4078341818 May. 12 2003 08:40AM P3 V S 3/4" ._L..- FASTENER LOCATIONS 7/8" 2 4" 1./ 2 " 1/4" ► ► - 6 . 144 24" D.C. 24" D,C, TYR. TYP, IS'-0" - The te:3t specimen was flange mounted to the test buck using forty-eight (48) #8 X 1' FH screws at locations shown. - DENOTES SCREW ATIONAL CERTIFIED TESTING LABORATIj?TES ■: e:- COMPANYw • EXIRUDERS • • + • • -ROM :SOLAR-TITE FAX NO. :4078341818 May. 12 2003 08:40AM P6 TM ALITY WINDOWS ST 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 11 R PANELS HAVE UNIQUE DEEP DOUBLE INTERLOCKS FOR -STRENGTH AND REVERSIBILITY; DESIGN REQUIRES NO NOTCHING ✓• A HIGH GRADE BOX . SCREEN WITH STEEL ROLLERS AND DIE CAST RECESSED LOCKSET IS A STANDARD FEATURE • DEEPER GLASS POCKETS FOR IMPROVED ADHESION OF RAILS TO • THE GLASS • 1 1 /2" EXTERIOR SILL IS STANDARD; OPTIONS ARE INTERIOR FLUSH SILL, 2 5/8" AND 4 5/8" "ADD ON" RISERS • RECESSED DIE CAST LOCKING HARDWARE • OPTIONAL WOOD PULL FOR EASE OF OPERATION C 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 STA.INLE:SS STEEL OPTION DURABLE WHITE AND BRONZE POWDER COATED FINISH fang SGD-1 IE!arly �e`stru 1 OV_0S. 9J..n l : d 6 F1:f P46 .__.. 09. (16, 95 01 dG CM P 0 1 FROM :SOLAR-TITE AT-HING OTHERS UCCO SIDII GTHE 'ERIME CAULk OTI- FAX iJO. :4078341813 SHIM cS RE'0'D INSTALLATION ANCHOR (SFE NUTrS) =3 SC�E�' rnlu is RFTWFEN t3Y Ot>-tERS / V 1 \ 1 t/a' MAX. SM1M SC Ai"— I 1-1/6, Mlrt. J EMBE DMc,N T SLIDING (,1_AS: — DOOR FRar'Z HEaD TEMPERED I GL�S'(TYP: Z _ 45A-f-PvPEIS' -- - - LIDING' GLASS WOR FRAME SILL v m 16 A LIBERALLY APPLY —J CAULi:ING UNDEP SILL OR SET SILL IN BCU INSTALLATION ANCHOr Or CONCRETE 3/16• DIA. TAPCDN SECTION A -A Dana HEIGH May. 12 2003 02:40AM P4 -�— DOOR vIDTH SLIDING GLASS DOOR FRAME --\ JAMB \ TEMPERED GLASS (TYP.) PI-RiME'1 ER CAULK BY OTHERS _, 1 4�xv -1:4" MAX. SHIM SPACE —� I-I/8 MIN. I FMBEDHENT / Tv0 EY VOGD BY OTHERS SLIDING GLASS SHIM AS REO'0. ROOK. STRIP (SEE NOTES) INSTALLATIOV. ANCHCIF? 18 SCREE✓ CAULK BETWEEN DOOR FLANGE & SHEATHING SHEATHING BY OTHERS TEMPEPED I_ STUCCO (TYP.) OR SIDING 3Y f1THF.'RS L�D SECTICIN B-B INS3TIALLATION ANCHOR c8 SCREW T „-1 n � .✓OD D RS 4ULI: BETVEEri 30K STRIP b 1EATHING 1-1/8' MIN. F:HBEDMENT / .� Y 'v0�"Tu ERurc �IUl1YU Lt>1S INTERLUCr .H00K STRIP DETAIL t!OTC s= I) DOER MATERIAL: ALUNINUM At:,gT 404.J. 2) as 1NSTALLs,710m SCREWS H':SI 3E Of ST,rf ICICHT LENGTH TO ArHICVE MIN. EMREDNCNT DC 1-1/8, INTO VOOD. TAPCO-1 TTPC INSTALLATUIN ANrHORS AT SILL MIST RE or Su,-rTC1ENT LENGTH TO ACMI=VC mite. LH4COmENT Or 1-1/4' INTO MASONRY OR CONCRETE. 33 INSTALLATION ANC`TCP. C ART ON i?At:C Or 7`+IS SHEET_ A) USE SILICONIZED ACRTLIC CAu;.� SE";"D DOOR fLANGI AT HEAD R JAMBS. 5t vSi SILICONIZED ACP.TLIC C'-L_" r:[? =[PIr1TER SEAL AROUND EXTERIOR OF DOGE. 6) jr CEACI DOOR S17C IS %17.7 1 IST.;'D Iv ANCNJR CHART_ USC ANCHOP OUANTITY LISTED VIT14 NCxT LA2GEP SIZE. rod-IPL APP?_7PIAI! C£SIG+I PRLSSURE P.EO'D. %I I'Cv' POCKET COCA SI?r, uv- -'rc•=-)S DOOR SIZE 6 CONFIGURATION TO rINISHED OPENING. %CC INS7s.:A1'3N eprrvr:i. < r=2`: t: fCIJV: STRIP AS SI-CVN. 41 IiL••SS iM1:�N:Si nnT v.�=- -' 7ci?=-=�iS Or ^ST`1 C1300 GI_A'S CHARTS. 9) DGOP UNil 15 A?PP.Dv=p us A+� :LASS IN SINGLE C.L/•_EO OR INSULA:1[.'G ra.ACS 101 JAMB / S!LL CORNrP.0 AR. 710 9Z ;"SLED W!7r1 A SMALL JGINT SCAH SEALER. 11) S.I)1 AS R!•0-0 AT EA SET rr- IrS=AI_!aTlC)v ANCKOVS MAX. ALLUt/ABL.E SHIM ST-ICK TO 8E 1/A' 1?) AL! IN:,-%,LLA'17[ '1 DE T COARCS!rbl RiS1S-..)NT MA-,CRIALS 13) �IRE •;- cCnR >r.vT rlx_D PANEL AP='P� _D 3N'jr,1,tR.zTIENS ARC L:; -C —:I :.Ac) :W BACK Or THIS SHEET. 1.) IICi ALL COW150R471,?:; L:" —=']� _ AR S"OvN DN 7N!S 0; A,.-ING, HnVEv.= INSTALLATION : -A- I"" __ -._ ADC:` i[' :NSTALL.17iON or AU ,�Jh 1IJLIf'A i IONS ICI LL7;DA. Llrzu)ER' .CC _ ,_:Df C.'- DCG;t 1S SHOWN THIS PP1NT I•LS0 APPLIES To 20�!C SERIES x*Q -10 .. R! CA ti , 1 f, F 11P I � I 1 /�Ti'��jIJ1E J INT. NC. 5;j.;-Li rl'N - GLASS DOUR - __ T-L1 Ti0N wI �- SCPCw� AT:.: !7 Dl •`_,CALE: Nl$ IU1i0 r:LEXD027 SHI 1 IBM MIAMIDAOE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NO Therma-Tru Corporation 103 tMutzfeld Road Butler, IN 46721 O RIDA lugNI [-DADE O-DADS FLAOGLER BUIOLDINNG 140 1VEST FLAGLER STREET, SUITE 1603 MIAMI. FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-290S REVIEWED FOR CODE COMPLIANCE CAPRI ENGINEERING SCOPE: This NOA is being issued under the applicable rules and regulations governing the' use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AH1). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AEJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in. the accepted manner, the 'manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined. by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Inswing WE Glazed Insulated Steel Door w/Sidelites APPROVAL DOCUMENT: Drawing No. B0204, titled " 6/0 x 6/8 Steel Inswing Moderate Climate Patio sheets 1 through 4, prepared by manufacturer, dated 8/10/98 with revision on 6/7/99, bearing the Miami -Dade County Product Control Renewal stamp with the Notiee 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. RENEWA-L 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. If any portion of the NOA is displayed, then it shall be done in its entirely. -- INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA l# 99-031 1.02 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 Expiration Date: September 30, 2007 Approval Date: September 5, 2002 Page I SEE HJILIRI Go ASSEMBLY 01AGE 2 ff U 7 4 - I /16' to 112' 2 \.1 2B 29 1/ V A I 16 � 6 12OL. FAX —� IA I MAX 6] I/8' MAx1 i Cr cr 182 1/32 I , JS Ili' LL_ NOT(: NIAHI-BADE APPROVED SHIIIERS ARE REQUIRED FOR THE INSTALLATION OF THIS UNIT. M SILL 15 sE[ uua+ ASSEMBLY (PAGE 7 OF U CGNFIGLRATIGN: V 1 I C IREVISED PER KCD 1 6-7-99 1 �i�i�[�Itarrt� �u oC>J!• �: a'r mu.,llil'1L[lsfi� W"tl•. 11 UB' mm SRL I4 tl 1 IC l J)/IC- YWU RLU LA 1 7 1 lffi' 1 1-1/I' 1 IN NIDQ YM I IN 11. PLASH[ LITE fm (IHBfN-lm wa"fzx 6. 1 PSiPMMY US-RLO) SSEZOW110 VIIM 16 1 1 S/r ITK AI PA9 U P10LLIPS TOM AS 12 J/1' 11C ALK KROM MAX S 2 1' DUXL nulu us UNIT. CS}61SI IT NB' I PFO k0 1' AIR VAIL 13 1 1 m RAILs I 1 1 1/1` 1 1 11/16, POE Was 2 kS RCQO IQNRETPa;E FOM CU. 22 PCr lr161IT INSr PIN60L 030 1 1 slfn, mI rrsrrQ, 21 a�I'nIq Allf rai slrElciN rrns Id, Sli(T AV (MEN SAES IT 9M. Ila QTT CESCRI f1TN BILL OF NADIAL TH E/RMA OTRU0 X 6/8 STEEL SO VING MODERATE ORPORATIIION A1M 11, MIL 7Y1'9G If1 M Hn RT. 0-9A fmw R I C lari API•NOY(p AS ukinndO Innl TM I6II•PRESSIRE RAHNG spurn laala ewtmr�c wa DES�y "-.0CT RENEWED OA 00[nf.dty _ 1711 POSITIVE 1 r 4667 psr e.s+l.p coa. er . At=0,7co�No 1 i.A6 /ppp� 1 (,YItOI OIYISfON Ni6ATIV[ 64A psr EafY l puuo, coot �cgouxlA.cc ana OZ (1) PER SIDE (5i SPACED 22' C.C. ( { a I C, *mw, 7 iM ,tj1; sk 1-- IN VAX NIN IBEDHENf 0 MULLION HEAD ASSEMBLY SECTION A -A CORNER ASSEMBLY I C IREVISLD PCR BCCD 1 6-7-51 1 0 •. O O 1/8' ]MIZED CLASS o O o ' li!iEKf;SS O�, 0 O O . o 00 21 l L� ' 00 2a THERMAOTRU' CORPORATION 25 16 X 1-5/8' IYPE AB PNP ig, 6/0 X 6/8 STEEL INSVING NODCRAIC CLINAIC PATIO Al 12-3/4' GL SPACING �,„ „ „ 'N' Ewa RF. -10- 8 NO 10201 C 2 OF 1 GLAZING DETAIL 1/8' WHEN SHOW WpRonv AS cWtvima wax rnl PROOUCTREMEWED .,. e.al ccm. Aasy.,.nn C.06 SOUIH RCIRIU lWLOW, OWE pq DA of lds[[t1 ar ZCD ►canu KIROL DI@SIOR Ail+a P.odutl C'ou M v 1:;; LOCH comptiAl a, offici i�•C� wO, 94�.Q1J.Lf. [C:: 1 1/4' HIN [HB(DIQNI I/A' NAM I IN 1 1/!' (NVE 0 ,o• 'p o EX1[RIOR INIERI02 79-9/32 o' p .o• 8' SECTION C-C a. 'p o (XIERIOR INTERIOR op .a• SECTION B-B I c kvio PER K(o 1 6-1.99 1 Z6 19 20 CORNER ASSEMBLY 11 �a MULLION SILL ASSEMBLY THERMAMW CORPORATION Q0.1i 6/0 X 6/8 SIEEL INSVIHG HOOERAIE CLIHAIE PA110 AT'fllovu As com m a wml MI PRODUC.TRENEWED SOUTH RORIOA SUISDIHO 000E -I—PISLS w11611. flatly 04 t Ot!L- S� Iv • i a.$dla{ Cod. Accopu n No 0. S.06 Fnlloa atgQl)Ccl A;IL•;td. '.;IAO;, DIv!UGH M� eq aol I lCC(PIA,ICl uCO: /.�_,Q 3C//• OZ. NIDT[: GRILLS AND WINS SHOVN A:i FALSE AND FIR D[CIRAIIV[ PURPOSES GlY C IREVISED PER BUD 1 6-1-95 1 NOTE: I. CESIGH PRESSURE F(R ALL DOOR SITLES MA HERE IN WIGURAIIONS SMLE-SYM OR AS-I[SI[D 'OX', ECIA 1HAI ACHIEVED IN IESI, FOR ALL OPERI GS 1[SI SIZE (6/0 VIDE X 6/8 HICA 11861 PSE - 61.0 PSE 2. FIR SINGLE IN-SVING DWRI . YAK PAC SIZE IS T-0' VIDE X 64' HIGH 1 FCR OX C@61GURAIIOH, YAX. OVERALL UHII SIZE IS 74-3/16' VIDE X 82-1132' HIGH I TNERMAOTRU• CORPORATION n' . 6/0 X 6/8 SICCL INSVING MODCRAIC CLIMATE PA110 PRODUCT RENEWED u romplp6� wh1 Ihr ilodd. Buldlnt Cod. �n•D�••rt Ne D'2 -0 .0 S .0 b B� M4 Obr Pradurl Ceuml Dir OPi01TD /S COH%n110 WMI ntt SOUIN RDeIDI BU6DII1G COD( yyy4 D�fr OJLn�✓ /1 �—t9 / r ta011;1C NIPOI O:v y.OH� D.na coot CO.M.N utrt orncl rrl.•lanc: hP.01-23„//_L2- a M I A M.bOiCDE BUILDING CODE COMPLIANCE OFFICE.(SCCO) PRODUCT CONTROL DIVISiON IN*OT.LC-E OF A.CC:EPTAiYCE (NO., A) Thcrnia-Tru Corporiition 108 1lutzfeld Road Butler,. IN 4672:1\ M Lt:Nr1-DARE COUNTY, FLORIDA NIETR'O-DADC• FLAG LCR.DIRLDiNG 110 WEST FLACLER STREET, SUITE 1603 MIAMI, FLORIDA 331304563 (3n)) 375,29u1 FAX (305) 375-290S SCOPE This:\Qi\. is: bcinbissued under the -applicable. rules and;rcgulations governing. the' use of. construction materials. The do(1rnntalion submttcd.hasbcen rcview&ti by,Miami-Dad. ,County Product Contiol Division and -accepted by.thc Board IofRulcs.and Appeals (Q.O:RA) to.bc used in Miami Dade County -and other art•as where allowed by the Authority Having Jurisdiction ,(AHJ.). This NON shall not be valid after the expiration date. stzted'below. The Miami --Dade County Product Control .Division ({n M.iami Dade County) and/or the; AEI/ (,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 Co pert;orm in the accepted manner, the manufacturer will incur the ex nse of such tcsttng and the AM may immediately revoke, modify: or suspend the usc'of•such product or material within their jurisdiction. BOItA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been dcsi.gned to comply with the High 'Ycloci y Hurricane Zone of the Florida Building Code; DESCRIPTION: "Fiber. Classi0f"Smooth Star"..6'8" Inswing Op2que. Insulated Fiberglass. Door w/Sidelitcs APPROVAL DOCUMENT: -Drawing No'. S-2+51, daicd 01131102, with revision I dated 01/11Z02, tided' F1bcr.. Class ic*T Smooth Star." up to 1.05" x 6-8 w & w1b -t4".SL. inswing: sh ects 1 through S. 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 Miami -Dade County Product Control Division. MISSILE IMPACT ]RATING: None 4AZELING:.Each unit shall bear a permanent label with the rnanufacturcr's name or logo, city, state and following statement:. "Miami=Dade County Product Control Approved".,: unless otherwise noted herein. RENE-'WAL of this NOA.shall be considered after a rcnewal.applicat'ion has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERNIN ATION ofthis NOA will occur after the expiration date o6l therc has been a revision or change in the materials, use, and/or manufacture of the productor process. Misuse of this NOA as an endorsement of any product, for -sales, advertising or any other purposes shall automatically t;crminate this NOA. Failure to comply with any section of this NOA shall be cause for termination.-and`removal,oCNOA. ADVERTISEMENT: The NOA, number preccded by the words,Miami-Da*dc County; Florida, and followed by the expiation datc.may be displaye4 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 by to the user thc manufacturer -or its distributors and shall be available for inspection at the. job.site at.thc request of the B.uilding:OfTicial. This NOA consists of this page I as wellaas approval docurncnd mentioncd.above. The submitted documentation was reviewed'by ivtattuel Perez, P.E. NOA No 0.1-1127.02 Expir2t(on Date: June 6, 2007 Approval.Date: June 6, 2002 Page 1 THERMA oTRUS 'FlBER CLASSICPSWOOTH STAR' INSWING"SINGLE AND DOUBLE W6 W,OUT S40EUTEL INSULATED FIBERGLASS DOOR WRH'WOOD FRAMES I. THIS PRODUCT IS OES(GNED TO COMPLY WITH FLORtCA BUILDING CODE. 2. W006 BUCXS BY OTHERS. MUST BE ANCHCRED PRCPERLY TO TRANSFER LOADS TO THE STRUCTURE. J. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERI SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1. 5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR 'HIGH VELOCITY HURRICANE ZONES'. 6. WHEN THIS PRODUCT IS USED IN AREA REQUIRING WINDBO DEBRIS PROTECTiCH F_ORICA BUILDING CCOE APFROVED IMPACT REStSTANi SHUTTERS ARE REQUIRED. 7. SIOELRES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. (Common to all frcme Conditians) Door & Sidellte Leof Construction: Face sheets: Fiberglass ovg, min. yield strength Fy(m1n.)-6.0DO psi Smooth5tor — 0.070- minimum skin thickness FiberClossic — 0.110' minimum skin thickness Cara dasidn Polyurethane foam core, withl.g Ibs. density by E-ASF. The Da el akin is constricted from a 0.070' thk. et „ ng compoutd (SVC�. The interior cavity is Med with 1.9 Ibs. denilty BASF polyurethane loam. The panel face sheets are glued to the Wood'oics Pppdd Lash Thy LA'1. latch stile s reinforced: with o rood belt block mcasvnnq 2:J75 s 14.0 long at the strike and deodbolt location. The .hinge stile a Finger JaWled Piro and the top and bottom roll are of a rood compats materid in the double dow.applicolldn the noetne door h fitted alh on artruded dulvlum astragal (Wind Jomber 0) of 6063—T6 allay. ' the frame is construct d from finypr jointed wne. Ths headern )mn o this 'id' ' nbs with (Jj Riga. 17 cram s 7' lonq stopla d each side The mullions arc secured together n a sideliile opplica5cn usnq /B s 1' lwq PfH Wood Scrrrs (6) scrers per each mullion. The units use an Insring Saddle threshold measuring 5.75' r 1.546'. P11s �>jaa: TM siddits panels are sandwich glared usn p two Pfece P forth. ey are dry glared on the ertatior with an 1/6 Ink cellular glazing lapel (Sb —1 Tope) caulked with sgic'one. The rite Games am held ,together ri a �6 r 1 1712 long Ploscrer. TABLE OF CONTENTS SHEET DESCRIPTION I 'TYPICAL ELEVATIONS 6: GENERAL NOTES 2 VERTICAL CROSS SECTIONS HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSS -SECTIONS k NOTES 5 ANCHORING LOCATIONS k DETAILS 6 ANCHORING LOCATIONS k GLAZING DETAILS 7 UNIT COMPONENTS B BILL OF MATERIALS h UNR COMPONENTS .J/,7 A.L M. OVERALL WIDTH 36'MAX. PANEL 1VIOiH ®I® I u u 1.1 i w J W e 0 O 0 3 N cc cc L a 105.5' MAX. OVERALL FRAME WiDTH 36.625' MAX. PANEL MOTH ME FAR FEW FA-1 F11 �INGL£ INSWING UNIT 74.5' MAX. OVERALL FRAME WIDTH J6.615' MAX. PANEL WIDTH 'W ASTRAGAL ffj ci x 1 0 to L OOURLF INSWING UNiT DESIGN PRESSURE RATING UNIT TYPE WHERFWATEFUINFILTOMON RE UIR NT IS NOT N EOED SINGLE + 67.0 PSF — 67.0 PSF DOUBLE + 55.0 PSF — 55.0 PSF L T I + 55.0 PSF — 55.0 PSF All VOOEI_S ARE VIEAEO FROM INtERIOR M 15:5' MAX. FRAME WIDTH 1 J, 75' MAX. WIDTH f.125' MAX. I.L.O. WICTH w% J68.5' OVERALL rJ6' MAX. WIDTH MAX. PANEL WIDTH 15.5' MAX. FRAME WIDTH ( D 13.75' MAX. WIDTH 7.125' MAX, D.L.O. WIDTH z s� �eU1LDWa I' CONSIATANii, �IMC et�.ae4.�a.�t a,tII ti8jlo of scAuu- N.T.S. Ar9n•,�innm rla,a, .u°e J, s: a.a e1': TJH r oAe NOON 2 ? Di, n: RW Aluml o.u, r,,,mn cmt u, oaw,c la., S-2151 s,.aT I or Q U 10 _ W 1NTFRIO tn N Ol f% 1 Al CROSS SFCnON T DOOR PANEL czi •' •� i x En ZY In N In x 34 wU 2$ J c d d iXffEl4B i SEE NOTE +- �1 SE NOTE CLASS T)iK. IMTERIO OVA' Alt V1 - `' FOAM CASKET m SILICONE CAP BEAD 6 N ° O 1.68' MIN. I PANEL THX 4o D•... O z `� t SEE NOTE 3 i 14 5 SNT. 4 N W 29 %,2.J SIOELITE PANE SULDW6 NSUITAMM WC e1 �.eea,�1 arc 08 10 01 A�INov! a as ITl•! �4► t!• �!' 112 • = 1 ri..w .wl■o wa. ►n 7JN Oat. Now• arc m RW ►u.ul u.d. r�a■u c. I aiw■•o w. . Dl py S—Z 151 sNm 1• a �, ' 'tigi . �� ',l. r;--; - +;' ".1 • ;I -,; j fit- ' 24 FXTFRIOR SEE NOTE 2 8 7 SHT. 4 27 1NACTIVE Y � e ASTRACAL RETAINER J1 a BOLT 8.0' LG. TOP d: BOTTOM (2) BOLTS INTFRfOR AT TOP do (2) AT BOTTOM 1 J O ASTRAGAL _ 1.15' MIN. EMS. 25' MAX. SHIM 15' MIN, r FOAM GASKET t 6 i—T-4� c •�-,uv / SILICONE CAP BEAD (Z HORIZONTAL CROSS SECTION J O SIDEUTE TO BUCK zW oOf O CV W fACTN".E RO= coCCZ O Lij uJ c :1 ki z SEE NOTE 6 J y• a SN7. 4 FOAM GASKET dr a W 4J SILICONE CAP BEAD oy y Ny SEE NOTE 5 SHT. 4 34� W io 1 25 � F t0 3� EXTERIOR 2 INTER OR Z_Y 4 J6 N 6 an d 26 9 W .10 29 n 0 a J7 ^ a S41 NOTE 1 , SEE NOTE �' $ t� 7 SHT. 4 HORIZONTAL CROSS SECTION J O HINCE JAMB TO SIDEL(TE eu.ee4aeal aO� 08 1001 ApW'-W-c..1J)I.j'Wd" Q...1/2' — 1' OkL a TJH rb. .ul. c till o,w m Rw ,. i R14.1 D.Jl 04W40C a. . D, s-2151 1.15' MIN. EMBED. • t 5' MIN. rC-SINK iXTE6148 B 7 30 6 . • IJ � z= i� 21 J1 1 w 25' MAX. SHIM SPACE INTERIOR 1 R 4 LATCH JAMB TO BUCK, NOTES: 1, SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5', 18.3', 27.5', 38.J75, 49,375' & 60.375% HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' IN FROM EACH CORNER. 2. SPACING FOR ITEM NO. 27 (18 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1', 3', 5, 18.25', 40.5', 59.25', 74.25. 76.25' k 78.25'. 3. 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 IS' ATTACHED TO THE SIDE JAMBS WITH (2) 16GA, x 1/2' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE StDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (18 x 2' PFH. WOOD SCREW). THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.5', 31'. 48.5' 66'. THERE ARE (2) AT THE HEADER AT 4- IN FROM THE OUTSIDE CORNERS OF THE FRAME. THERE ARE (2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR ITEM NO. 43 (18 x 2' SCREW) SECURING THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' O.C. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE ITEM NO. 12 (110 x 2' SCREW).. WHEN ATTACHING THE HINGE TO THE JAMB AND THE SIDELITE AT THE MULLION USE ITEM NO_ 37 (110 x 1• J/4' SCREW). FOAM GASXET B SILICONE CAP BEAD 2 4 HINGE JAMB TO BUCK, SEE NOTE 5 SHT. 4 •.D. tz 0 a .9. o O, o, �... Z� ,n J6 41 o Ci uz SEE NOTE 1 SHT. 4 ' J RIZONTAL CROSS SECTION 4 0 STRIKE JAMB TO SIDELITE x I.: MIN. EMBED. 15' MIN. C-SINK ►-r SEE NOTE 6 SHT. 4 . 12 10 SEE NOTE 7 SHT. 4 .25' MAX. SHIM SPACE � ULTAo a CIII App—W.....j4yI.On4►lb. :<�.•1/2 a 1" Fl..i.1. .idiy c . o.c. an 7JH U..a MOAI - ocL ft. RW M4.1 Dd. Pmd-a 1 OIMi94 yp: Di 9J 5-2151 aa1 4 or � SEE DETAIL 'F' SHE 5 ® B SEE NOTE J SHE 4 6' 6' 6' 6' I I I I I l l I 13 I 7 1 1 13 - )3 TYP. _ rrp' SEE DETAIL Trp' — SEE NOTE 'F' SHE 5 — 6 SHE 4 — SEE DETAIL SEE NOTE_/ — I J _ 'G' SHE 5 6 SHT. 4 C SEE DETAIL Q 'H' SHE 5 TYP. — 14 14 TYP TYP. J' 3' �-i J• r J' J• 3• 6' 8' 8• — 3' SEE DETAIL E'. SHE 5 TYP. SET_ NOTE 4 SHE 4 14 TYP. B -3, 1 n n n h SEE DETAIL _ 'G' SHE. 5 —1 8• 6• io SEE NOTE L 3 SHE 4 I I- T o� �a �h SEE DETAIL. In SHT. 9 TYP. N .D. 1 1 SEE NOTE 4 SHE 4 cz ® DOUBLE DOOR W/SIDFI DTS SINGLE DOOR DRIB THRU FOR z A 0.357' BOLT DEEP 1J ENOUGH FORA y' THROW YY ewe 12 BOLT tw+ra, u c 10 O 1 J E t ].604.36J1 o e 10 13 aru 08 10 OI �ra�•.anoopti+.�.huw'� N.T.S. tw.u. W{a C t ora: Wt TJH om 10 DETAIL 'F' „nu� ou ee RW ATTACH ASTRAGAL THROW BOLT D£TA--�1 •H• aiudt>a4rproQyq QPAW4 in: DETAIL 'F' STRIKE PLAT€ TO FRAME ASTPA E THRESHOLD n 5—� 151 AS S OWN. DETALI 'G' Ur 1.06J' F- T— N a 20 21 22 J ]MOOD FRAME FINGER JOINTED PONDEROSA PINE Ll 19 N dr .526' 1.TJT' J3 PLASTIC IIP (RF FRAM XTRUO 0 BTS 1.691' n • ti L INSWfNG SIDEIITF 15 BOTTOM BOOT 0.09 • EXTRUDED VIMt WALL —1 F— .09 7' O 4 a 4 STEFI DOOR HINGE in tt 1•- I.53 i • � 42 SIDEIITF TOP k BOTTOM RAIL FINGER JOINTED PONDEROSA PINE Ee 1" r- OFC. TOP RAIL W000 COMPOSITE I.Q77'' r{ SID fTE B ANK SIO gn FINGER JOINTED PONDEROSA PINE �-- 1. 71 J- --1 � f--- 1.25s • --+ P T"-1.531•--� O FCFC_ W000 HINGF SIOF SnI F TolI 5.75• N O1 O 1 FC, BOTTOM RAIL WOOD COMPOSITE a SELF F A I IsnhtG SAI)OLE TNR SHOI D A UMIN IMM 045' WALL ALUM. 19 .OBO' INK. WALL VINYL TYP I I 777Im . f SS. ROITDM Real_ WOOD COMPOSITE Ni T- I 1 h h 0 LApp—cd L fl a.. 11UAJ JO . � ►�� I u.a. wooDh- ROER U�'Ip,�,/ FINGER. JOINTED PONDEROSA PINE °j u .Ub 16s O j �a N 0 R(Ao� X 2Q' Lo OQ c' Z t\ co a:�^ a -, JIY TMf71, &M."a ii a t w4.3ew 1 11 0.0. or. TJH ac at.. RW WAXIsc No" 5-2151 SHar -L or -0 OF 1 Y SYJH .010 &UU TW MOMd• fTagnASS7C = SKIN .110' 11RI. THIC FISOVLASS BY 1HERW-TRU a0 fidd stmnqth F min. -6,000 ' FIBERGLASS 2 Ft. TOP PAJL IS31' .'.94' THERUA-1RU WOOD COUPOS7TE W= COVFM FC UTCH STef -iRU, *ow CU 1.511 r t.209 .I: NOCO CCAJFCS7E 4 fL HNP(N.0 WR A PINE UJI r 1-209A GE Slltf -TRU WOOD 5 1 FL BOTTOM RA4 NXI r 125 THERW-IRU A000. COLPOSITE '*= CUP6STfE 6 POLYUREaiA.NE FOAM (aASF..9lbs. DENS11 FOAM 7 SHORT AWN COYPRESSKk1 WEADf P f..W-TRU FOAM 8 LONG REACH COWRESS)ON WEATHERSTRIP ERJJA-TAU FOAM 9 4 r 4 HINGE .097 THK. RMA-TRU 57EE 10 l0 . 3 4 RFTT Wppp SCREW Hin a to Frame S c L 1 1 si WTY 1UR 13J1 r 91 OFRll1-TRU '�0 f1000 compa TTE 12 10 r 2 LG. PFH W000 SCREW 57 E IJ 8 r 2 12' LG. PFH WOOD SCR 51EEL 14 J 16' TAPCON ANCHOR E CO 2.0' MIN. G. STE L 0SIOELfTE BOTTOMOO BT .090 EXTRUDED VINYL VINYL 16 1 2r INNER WOOD BUCK WC00 17 1 MAX. I 4 SHIM MATERIAL W000 18 KW0(S TTTAN 700 SERIES PASSAG LOCK 19 SDF AOASTIAO P6TY= SADDLE THRSIAaD ALUM. W00 20 4. r 1JA- WOOD 21 r - SA WOOD 22 1. 11. JALO (7HERVA-IMJ. PUNULNUSA.PINQ WOPO 23 KWIKSET 1TTAN 700 SERIES DEADSOLT 24 ASTRAGAL WINDJAVBER II WR68T .052 WALL A UM. 608 -T6 25 GLAZING 1 2 INSULATED TEMPERED GLASS CLASS 28 SS -RA PcHoom PWE I.I r 1.531 WOOD 27 8 r 1 LG. PANHEAD SHE METAL SCREW STEEL 28 IN511TNC DOOR BORON SWEEP VINYL 9OLOW00 NOOD BL= 2-375 r 1.515 POKCfRt1Sl&SLJ WOOD SS U IR11 N000 I. N ML>JD O7Y 1 8 .THK. CEIUAAR GLAZING W ST1K-d - 34. ILA-TRU M 140 4 11.25 BLAfIX Jura ERiU=1TTU PONDEROSA 0 Mau SUE ME -TRU .ISJI I .656 P00005A OD 10 r 1 J 4 LG. PFH WOOD SCREW STEEL SS RP IEIL(ISJI r.9! DfAYA-ThV 110W XOD NOT USE SI CONE CAULX SILICONE 41 8-10 . 1 1 1 PLASCREW FOR IIEM J4 STEEL 42 MWIT fEP 1 BRIW Wl -M). I-U r .ad PJ10Elt15A p 43 is r ? LC. PFH WOOD SCREW ST II � 1.531' --{ I L 38 n S5. TOP RAIL WOOD COMPOSITE 1.J 16' .592' 1 N L O.179' LONG REACH .00IJPRFSgAH WFAT)4FRCmiO FOAM CELL CORE W/MNYL JACKET J' N N a O7 .175' COMPRESSION WFATT417R;7MIP BY THERMA-TRU FOAM CELL CORE W/VINYL JACKET / DRILL TRU FOR .J57' DU. ASTRAGAL DRILL TRU FOR A /8 RENNER BOLTS PFH WOOD SCREW 2PLCS WINNAMBFR II WR68T STRIKE PLATE J I �-- 1'.531 ' --{ SS IATCH SIQF Sur composITE ASTRAGAL RETAINFR' BO Y: � ~•^' MATERIAL: C/R ROD ZINC i `' n di YELLOW CHROMATE' (�l / / /1/ A 26 SS WOOD HINCF SIOF ST1 F a, ASTRAGAL HAS - ^ (2) 8.0' N BOLTS o BOTTOM ryL 6 6So (7L1S O.70P 24 WINDJAMBER 11 WR68T ASTRAGAILUMINUM 05' WALL TYP Oj t\ O N co Oro a: W� 7 CD 3w Z� t\ LU c _ x a o e yl u0 °^ Q 31 4u MID 08 10 0I N.T.S. ApPnfa4 ntoaplrl./�W U.' Ft.C". Dog, er. TJH 0.1,f som oac �: Rw A:I.ml Did. I'nrawt m I MOW PC: DU 5-1151 or n ar -§_, c 8 R OS/90/02 11.40am P. 007 R W Building Consultants, Inc: Ctxmsulting and Fmr:lleering Services fbr the Building indtl Wy P.O. Box 230 Vahico. FL 33594 Plw= 813.659.9197 Focsimirs 913.659.4858 a;= r q,CwOtt 9XV �2SSF Thu-sc3-Tru Corp. lot A4m---4Wd R,7sd 131a m, N 46721 . Phme 260.8".5811 Rwsitaile 260.868.5190 ,a1`'a '1'i ON Oir UN-XT - PJWW bra: Fi1N'i Cka: acJ SnzoslPh Star, Stria F berglas Door (Glazed) with (Glazed)or Sidi -files :%".0S mom Ovvrm4k Nemirw Skm ap: 0114 a S'8 U20M bs-awftg Configoradom X. OXO, XO, OR. XX a`1 OXXO C-emr:d Dmnp w The bw-.d andj are wood n=suring 4.5" x 1.25" with an varodod alnmmmrn thres.'1Gld. The door gels and 9&lite ppals ara 1.68" tlrisk_ail cwnW of two SMC skins with a thickness of 0.065" for the Fiber Classic Series or the SrF1000 Star wsieg with a ddn thicom of 0.070". Sbns are glued to wood roles and rails with a ututh aue. corn. The g3 Zed d6u= am maw to reaeh-e ]/8"... te_ =vmd or In" mmlated wmpertd lip lite insole or integral Rush files Pmau%m ad by'13amd-TnL . nrisA rr_. —7k— A __ VTre7'A Z K&.11— Tlca..r A—o—W"'t Tat im Tcel'[aaarim Doe Report No. Cerfi End Urftm Swic NCTS; - Orlmdo My 30, 1997 110.1 %f)-IU4 Rairy PmOK , 016238 Air rrtcw m Ew, - iZedwd'7 NY law 2 2001 ETC-01-741-11008.0 JmO Doi&-jP.E..442M 14M-Odwido May 30. 1997 910.1940-1214 1S°rry P+odawri, a 1 2i3 TAS :02 Fc.nod Fey FTC -$x}+c4a NY :ww!12 2001 ETC-01-741-I1006.0 JraqA Dokka P.E.#42 M ° wAa - �'"°j&o �, 1997 210 19Ip 1234 Fleur Fb�uooy, A 162511 ABTM E131 M. - Rod=Aq. NY 1=22.20DI 9M-01741-11008.0 P.H. J1429S9 NCTL - Orimdo AA+iy 30, 1997 210-1940.1234 Harty Pb1 coy, # 16252 ��� j laE2sr�ias Erc - RLd,,w, NY lhne 2001 L+ I GOl-T41-11008A Dc P 8. - 4 1 T S "I/= .,�� l�€ssibo N/3 WA ' N/A N/A 1_— -sue 3�atm Y7o umsUMPA'd a woaaw m� ors i »° a rwa�vo ucsQq. r,uau.u..nv cu..,.u.o .a ate... - rtm ;moduua sum tw sbunc" to M&A WwWbaom 60" ci=LL Configuration Nta.,dmum Size Design Presque Ratings Glazed SiuA-k X Up To 3'0 x 6'8 + 47.00 - 47.00 Gls2a9 Skm& wish Sims XO 01�OX® U To 5'4 x 6'8 + 47.00 - 47.00 Ahern Agragal Alum Gloried Doabk xx Up To 6'0 x 6'9 + 40.00 - 40.00 + 47.00 - 47.00 GIt Dome with SWJites OXXO To 8'4 x 61 1 + 40.00 - 40.00 + 47.00 - 47.W X ftm a" Andgd.= -Am rt vem >rd-- thh pne 1. Ev. meu4 for = in lccatiori3 30hering to the Florida Buihhng Code and where pressure mquirerlaevts as determined t*f it -SCE 7 ?ii.'s%jm*mss i.o=% (or XwR-- + W and Otber Struefares do not exceed the dtsign pros m slogs listed above. 2. Ri Nbsmuy irlsulbitions wh= the sub back is I= than 1-1 /2 indles (FBC section 1767.4.4 Anc orW Mahods and =b-aec tiona 1707.4.4.1 and 1707.4.41) sa= cif TopCam type concrete anchom must be sobetituted and tk length crust be umb dim 9 minirnam 1-1/4" end of dte T. pwn iwo the masonry wall is obtained Cerib?evjj= Florian Profess..-xW Engm= - Sark No. 43409 May 22, 2002 Lyndon F. Schmid 19506 Fcnch Lace Drive Lanz, FL 33558 OS/30/02 11t40--m P. Z08' VIA - sr s- a m ® FiborClassic !Smooth Star in -swing Fiberglass Door Mani mum. 8 Up To 8'4 x 608. 8.06.0' 1_ 6.0' 6.0' T-fr� �-f 3.0--1 -i - SEE Yyt OETAR7 . 1c, SEE ,Q OE7d1L 'El' -0" 'a" -e r—i - ee m - 0 0 rd sc When attaching Sidelite the above onchoring oppfies /10 x 2' L;. PFH WS 3/4" LG. PFH WS PFH WS g10 x 3/4. LG. PFH VS SE IX7AJL 'E' y6 1 6" --t F - DEiAX TTF-25Fif SEE r' DETAIL I NOTE AN perimeter screws ore 18 x 2=1 /2' PFH WS. 6' N ai N Nate. When attaching the strike deodbolt plates to tho strike & Duck use 110 x 2' Lg. PFH WS. When, ottaching' tho strue & deadbolt plates to the aetragat use /8 x 2 1/2" Lg. PFit W5. When attaching the strike jamb d: side&* jamb use 110 x 1 3/4' (2)0e x 2 1/2' LG. Lg. PFH WS. PFH WS PFH WS r. n • ALUMAW ASTRAGAL COASTi►- ALMNAA ASTfUGAL ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SH03M. ui DRILL THRU FOR DRILL THRU FOR A .357'0 MXT DEEP A .357'o EOLT DEEP ENOUGH FOR A 1' ENOUGH FOR A 2" BOLT THROW T THROW ALL"NUM ASTRAGAL CCASTA ALLJdOfdlltI ASTRAGAL DETAIL 'F' ASTRAGAL THROW BOLTS AT THE THRF"qHrL n 06/20/02 11t40am P. 003 R ' BuiWing Consultants, Inc. f.onsai6mg mad Falgim-ming Services for the Building dndua y P.O.1?cx 230 Vdr.''co, FL 33594 F1lo= 813.659.9197 Facsimile 813.659.4358 Y21O,si4L►ER'$ .►errata-Tra Clog. 103,'> utat&ad Road Meer, 11-046721 Yt'ww 2.W.86E.381? Fats � 260.868.5!" FUQi.-l:�i' VW OXP 11 f M. ips96-A: FibFr C'.assiclSMOOth Star. Series ibwg!ess Dw- (Opaque) with or witbout Ste -:piles ?V1=Kimm Oveasi1 NomisW Sint: wt to 8'4 x 010 U:a Mt nn-w' iin Coadigoratioml: X, OXO, X0, Ox, xx a OX X0 d. s3 F?x"31*m: The heal =4 i= t9s 2m weed rr> ing 4,5" x 1.25" with an muded aluminum IhrmshoK the Clm Pmehl MKI *SkmiLd parcels art 1.69" that's and masig of two SMC glans with a thidrness of 0.110" for the F9xr Qmic S.w ics ur the Smeotb Star S<rics with a skim thickrum of 0.070" Sal m are glued to wood stiles and rails with a urethem. care. he g1mcd sus me mind 20 rtccht 1/8" tCld3 -aW or 1/2" insufz ad_tempued lip late inserts or integral flush gtaa-.i litez vrmd by Tlxr1 TM. 11707A.3 Ex9mm"t Dwr A irr- 1707.4.5 dolls Doan Ass6nbliesl Tca Tat L CA:m - ..I1 <.ETLd No. r.'tr 'tam 1 ]m Matey 7;•21t01 01-741-I0703.0 Wawa] Haney, P. C. 934158 ASTM L330 ETC - RoduAar, NY May 12; 2001 01-741-10701.0 Waeddl Haney, P. E. 954159 Air Prokme Oduher 19 2001 01-741-10593.0 ' Mint Pmpar% P.E. #53786 May 17, 2001 01 741-10703.0 Weaew;l Hamy, P. E 054118 TA9 Zn Protd Entry ETC - Rod�esa, NY M.n I;, 2wi 01-741-19W1.0 WowkH Haney, ?. E. 054158 Odoba 19, 2001 01-741-10393.0 Akadc Pwmmv, P.E. 0537M Wft Msy 17.2001 01-741-10703.0 Wcndeltla¢tey, P. E. R54136 ABTN E331 "ar8rflnat FTC - Rrdncta, NY May in. 2mi 01-741-10701.0 We nddl Hmcy, P. M 4r4 .38 Oaaba t9 2001 01-741-10593.0 MarkI'mwm. P. E. 1537W May 17, 2001 01-741-10703.0 - Wa%Mff Raspy, P. r- 434158 ASIV EM Air higWica EM - itod+w-Am NY MAY 18, 2001 01-741-10701.0 Wendel; Hasty. P. F. 434153 Odcha' 19 2wi 1 01-741-10593.0 MwkPw ' P.P-953725 TA9 2011:03 �t'1°� 'O I llA N/A NIA NA 53�L3H^si ai@ a Vm0o v ma mm 13%91 O' wrm i'7'rraDfi�7rerr m0 lea taYQU. . • 411ia padmat .teat be Ace ed to steel wined wm detwie czAc a. i1 rtt n?jwrtl: COttSPa atlon 1 mi'llunl Sill Deftn Prcssum Rafmp 222ILe SkiR900 x � To 3'0 x 8'0 + 67.00 = 67,00 sirmw with Sadeiites XO. OX, OXO Up To 5'4 x 8'0 + 47.00 -47.00 Alum Asnagal Cassial Ahm1 Astragal i)oillxi,:. XX Up To 6'0 x 8.0 + 40.00 - 40.00 + 47.00 - 47.00 i?aub wiL'o Si>v"e!itr_s OXXO To 3'4 x 8'0 + 40.00 - 40.00 + 47.00 - 47.00 •.^u:..., '� rw' :GTE_+' r..� 1. Evaluawd for uw in -h= iom wring w the Florida BW 1dilwg Code and wbem pramm rcgmrsments as dexrmuwd by ASCE 7 aide--1 Daftn Undo for-BeRd nis and Other Straciar m do not exceed the design pressure ratings 1iz ed zbon. 2. Frr i4l rxy insta=lattom where the amuck is isms thm 1-1/2 inches (PBC sation 1707.4.4 Andwr W Mdhada and s* =ctia>ra 1707.4.4.1 and 1707.4.41) .wane dL%w-=r apcvn type concrete aucbm must be sobslitulyd and tear iellpth mast to wa ftt a nxinirvum 1-1W engmg== of t1w Tapew irAo the masonry wall is obtained ' t£rt.M * . Reach r^lua'e l Eager - Seal No. 43409 May 22, 2002 Lyndon F. LTImi 19506 Fmmh Lace Drive Lute FL 33559 9 OS/80/02 01:4Bpm P. 003 rhama- °rug Fi> r'i sic / Smoth Star In -swing Fiberglass Door . mmm S Up To 84 x 8'0 L SEE MAIL SEE DETAIL 6.0" 6.0" 3.0" 3.0" 8.0" 6.0" 3.0" 3.0" o _ o c � I When attaching Sidelite the above anchoring applies, SEE NOTE �10y2'LC. PF14 WS I 110 x 3/4" LG. 1►10 ■ 1 "' LG. 1 PFH IrisPF?1 WS 110 x 3/4' LG_ SEE NOTE PFN WIS f ' D£7A1L C" Note: When ottoching the strike & i --' 6" 8" -4 ►— . deodbon pkdm to the stllke 8 m !'NOTE: All parlm©ter screws are �* uao a10 x 2" Lq. Pr 1as 8 x 2 —1 2" PFH W5. When ottaching the stripy & SEx deadbo►t pbtaa to !t►e ostra7cl tSET.'i!L "E' use 18 ' x 2 1/2' Lg. PFH WS. ,a When ottaching the strike jamb 8c �k A.aj e1dellte jamb use 410 x 1 3/ 9' Lo. PFH WS. 7TF--5jF (2)18 X 2 1/2" LG. PFH WS (2,411 X 2 1/fit WS LG, nrill, i _ ® o n ALUMINUM ASTRAGAL COASTAL ALUAl11rE.V:t A551+" ACk N DETAIL "E' ATTACH ASTRAGAL THROW eMT STRIKE PLAM TO FRAAft �-- AS S110M. �? DRILL THRU FOR DRILL 710) FOR N Mi A 357'0 BOLT DEEP A .357"ia $JL7 u^ ENOUGH FOR A T" ENO" FOR A 2" BOLT THROW T THROW S£E DETAIL 'F' � 6� 1 ALUMINUM ASTRAGAL COiWAL ALLWATLW ASMAG L DETAIL "F` ASTRAGAL THROW MVS A 3 (5) WTERYEOIATE STILLS FOR 16• WOE DOpi. 1 AND UR:E WN rOD-LSLOG (TOP i fioT) �RU-, y III Ifl-,k kthl 111 ',� ',� III I I I \,k I I I I I I \ ar I -I ICI I -I aoo 11 1 1-11111M11 F(� `L � �R L—ems A ` OPTIONAL MIME KEYED LOCK POSITION�I WK. DOOR IN'1nC E'rvATKIR.rvAy YN] ODOR i IIGN CONAST Of (1) SECTIONS SFgNN. 0000.5 Hm1 CONSIST Of (5) SECTORS (�T 5 ). FROM FRAINE WITH U.V. SURFACE 12 .J LAG SCREWS ON 19 CfM[RS. WASHER'EMOTED. LTA: SCREWS WY BE COUNTERSINK YOIIT nmc REOVAEO) f0 A aoR (BUT NUT H ID ® 1• WICK ��IWUI90E 1 $SB G1A55 OH ^ OPTIONAL LINE MOLDED INSIDE J /e ACfOLC UIE 9ELHOR I" NOT 7SH MONTI) TRANSFER LOAD. oAYR LOAD, SURFACE. Ey 8S DO ID SCREWWINfp'N 1 REVISIONS DATE: ECN NO. APPVD: I DESCRIPTION 11/00 - MWW I OTY (1) WAS (2) FOR TRACK BOLT HOPoZDOOR TRACK SUPPORT BY —SI G YIN. TEN SIRES ATTACHED f0 DOOR DOOR INSTALLER (f0 SUN) SLAIN wliH PATENTED TOO-L-LOG SYSRY (TOP. BOTTOM r CENTER). D B FT, CXV. STEEL FLAG BWCKCT. ASTV1fD t0 WYJW JAuB WIIN1 Is•.1-s/e• wood LAD SCREWS. LISTED WM D°� TRACK URAm, LON KFMROOY IS VMLADtE AS AN oPRDN DOORVRW •C• HUC. STEEL TRICK,RAC" THCKNESS:.060• _ n6 LOCK POSKCN O TIP. 7-1/2••12 G CAM STEEL TRACK BRACKET. (BOTH SAES) (4) TRACK BRACKETS PER SIDE. No POINTDOUIDCKINC � Iu lNA rOP BPKhCT REPORT#9606CL�"°"201" C L• . 20 G U-BARS. DOOR T- U-BARS IN A 2-1-2-1 ION' HEADROOM DP IN PATTERN (I.E. TWO U-BARS ON GOFTDU SECTION, EVnj%ED FOR CODE COMP IP i ONE U-BARS ON NE)R SEC ) AEI& SC11CW5 R D CAPRI ENGINEER►.NG D D I/1•.J/1' SELF TAPPING SCREWS. I4 G END 16NGESE 6EtlYCC jE..GL 2[iN� 1yY1 !'E! &[! BItIYLLNtCf rW 'c' STOP tMID IC BY DOOR INSTALLER (TO SUN) 20 G WM. G&V. STEEL END STILE 2.6 YELLOW PINE IAMB 20 G LALV. STEEL BREA. SIRE B LIFE RETAINER 12 ST GLv. STEEL TRACK STACKER FASTENEDCA TO TEFL RACK YIN. STEEL ImJ/1• PAIN HEAD SCREW u WITH ONE S/15%1-3/e• LAD SCREW iE0 WRN c-10 YIN. (10 SCREWS PER ME) ] e.1 R24' ANCHORS 0r1 21 SIEMENS (C-90 PER TRACK BRACKET. G& R BAK[DSOWN PRWER. BLOCK) 011 21• SCREWS ON 10 PSIYIN. CENTERS RE) OR FASTENER ER ROUND R ROLLER) t \ 6VICD OH POLYESTFA 1/1'.1' 7AP CR ); WA ON 1MUDD CFMFRS (2.000 fASIENER (ONE PER ROl1FA) D 10 BOTH SWAP LATCH CNCAGES py GAIN. COIKREfC). WASHERS YICLUOEO xRK ID G CN.V. STEEL CENTER NNCIE ) 12 G GLV. STEEL TOP ONTO AEAIIGL ROCK' SLEEK ANCHIXiS, 1• D.O. GAIN, WASHER REOIPI+m 2• GALV. SiLCI TRACK fA5TE1RD f0 IA G G&V. S1LEL ROUFA HwGCS FASRNED TO INTER. SIRES W I) OF SRLL SKYI. R(YT FR BRACKET. EACH ONE SNAP LATCH ON WITH TMfAIb. HNCHM WY BE COUNTERSUKK 12 G OALV. STEEL IIVCK BRACKETS. FASTENED TO ENO SIRES ETCH !r/(1) III.S/0. 4KLT YE7N SCR BRACKET ATTACKED W/(A) INTCA. SIRE EACH SIDE Of ODOR. (SIT N07 fd:ODWCO) TO PR000E A RUSH MUCK ATTACKED 10 EACH BRACKET //11.1//e• SM(Ef AFT& SCRIMS IAID /1 /.5/e• SKEET PETAL YODNTIHG SURFACE HOR170MA1 JAMBS 00 NOT MTIII WI[ I/A .s/e' BOLT a NUT (1) IJ1•.1/1 SETF TAPPING SCREWS PCA CND WNCE. SNNW TAP JOMiS. SCREWS. IRINSTDI ION. OR M1IO 1//• OLL DVETS. OUTSIDE KEYED H.AIDIE LAND 7. OlA SNOEII. SIEY 10 BALL STEEL ROUFA. 11 G GALV. STECL END END HINGE. EACH TWE FASTENWRR. ED TO END WIE SRLS wA*) I11.5/6• UTME HANDLE SIRE SHEET YET& SCREWS J• TALL U-w A (4) 1/4'.3/4• SELF n11cpF�_ KIYf�OfK 20 G. C LV. PER TAPPING SCREWS. o- INCH IOfV RON09 YW. YEOD STRENGTH: 50 KSI OUTSIDE HANDLE 1I J' F- J• TALL . 20 G CALV. STEEL U-BNiS END SIDE WILT I w A 1-I-2-1 PAtTEAH O.E. Iwo U-BW3 SRLE LOCK CRGGES 1-Z/6• ON BOTTOM SECTION, ONE U-BAN ON NCXT INTO KRIIZ& T- SECTION, RG.. EACH U-BAR ATTACHED TRACK ONE 1 WITH 1// .J1/ SELF TAPPING SCREWS LOCK ON PFA ShE LOGTDN. EACH SIDE OF D00R INSIDE upF BOLT °lf TpH A -A (SIDE NtWI IOC OPIKM 13 G G&V. STEEL BOTTOM BRACKET. / ATTACHED WtiK (2) II4.5/6• SHEET YET& SCREWS. '/�• AWYINw EINE SIGN MLA` 4 3 ENO STILE gs�R MARK WESRRFIELD. P.C. PRF AAITpH OF BY D RS SECTION C-C FLORIDA P.E. IQ495 NORM GMaRA P.E I2Jel2 LOCK BAR ENGAGES IN DESIGN LOADS: +24.0 PSF k -24.5 PSF TRACK ON NOTE_2: THE OEMN or THE SUPPORrMG SDTUCTUR& ELOJEHR ut„ SIDE RSHALL ECORD o PESA THE �yDc o OFF oµpSawl OF TEST LOADS: +36.0 PSF do -37.0 PSF OF DOOR, IN ACC ROANCE -- WITH CURRENT BURDNG CODES FOR ME LOADS USTED ON THISoa�P.VL AIry =s v�AL AIm w nu( S DRAWING. EtAeoal. PART NO.: - A ICIILi: Un1..F Stet.d OM.-i.. 317 WG9w1 % Sill 16W —a-TOLERANCES M. uN/P.AroAAI..f �� IDEAL Cindmmti OH 45202 .N aoP.r LRNDNNG PRoouGls rD. Id No. 1-513-351 .0 � l.03 m-4BOD I. c.n1d..I n..SF e.e nq °H Mum Dom mm I. 80. 1-513-767-3512 .00 - ren3 t I/2' l.015 DESCRIPTION: MODEL 6RST W4 16-0 A 8-0: 24/-24.5 DESIGN LOAD L.005 00 b0i'� T.. •"+ °an1e1•' °"I .0000 i.001 DRAWN B4/18 Y: BMM DATE:/ SCALE: HTS DWG. Y.... nNILp nadNPn. D6 Third ADgla g CHECKED BY: Mww DATE: 4/18/00 SHEET I OF 1 IB SIZE Pro)eGtiun - DwENSDINS ARE IN INCNEs. I DWG. NO.: 102138 REV. NO. I 4 3 MODEL' 6RST (25 GA: STEEL SKIN) MODEL: 4RST (24 GA. STEEL SKIN) LISTED OPTIONAL OSB GLASS OR I /B" ACRYLIC UTES AVAILABLE (SEE SECTION B-B) (1) INTERMEDIATE STILE 20 GA. MIN. END STILES ATTACHED TO DOOR ATTACHED W/ TOG-L-LOG (TOP h BOf) SKIN WITH PATENTED TOG-L-LOG SYSTEM AND URETHANE ADHESIVE (ALONG CENTER) 7,--y. A TOP, BOTTOM h CENTER). Of a a a a )� o REPORT#9606C � I `• I 25 GA. MIN. CALV.-/ STEEL SKIN COATED „Mv LOCK POSITION BO (TH SIDES) WITH A BAKED -ON PRIMER, II I TWO POINT LOCKING AND A BAKED -ON POLYESTER 10P COATAPPLIED OF I STEEL SKIN. ONE 3" TALL . 20 GA. U-BAR (50 KSI) PER DOOR SECTION. END SLIDE BOLT STILE LOCK ENGAGES INTO VERTICAL TRACK. ONE i- LpCATION OF y OPA TIONAL VENTS OPTIONAL OUTSIDE KEYED LOCK POSITION LOCK ON EACH SIDE OF DOOR. MAX. DOOR WIDTH 9'0" A INSIDE SLIDE BOLT LOCK OPTION ..6 O J 114.5/8" SHEET METAL SCREWS NOTE I DOORS UP TO 7'-0" HIGH CONSIST OF 4) SECTIONS (SHOWN). J DOORS OVER 7'-0' HIGH CONSIST OF (5) SECTIONS (NOT SHOWN). 00 1/4".3/4" SELF VTAPPING O SCREWS. 14 GA END HINGES 18 GA. NEW 'B" INTERMEDIATE HINGE VIEW C 2.6 YELLOW PINE JAMB 12 GA. GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB WITH ONE 5/16".I-S/B' LAC SCREW PER TRACK BRACKET. 2" GALV. STEEL TRACK FASTENED TO 12 GA. CAW. STEEL TRACK BRACKETS. TRACK ATTACHED TO EACH BRACKET WITH ONE 1/4".5/8' BOLT & HUT OR TWO 1/4" DU. RNETS. z I I REVISIONS REV. NO.1 ZONE: DATE: I ECN NO. APPVD: I DESCRIPTION II A4 11/00 1 — I MWW I OTY (1) WAS (2) FOR TRACK BOLT 2' THICK 3' TALL U-BAR 20 GA. GALV. STEEL -d 3• 1-7/8' HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT) TEEL FUG BRACKET. 1e cA. CALV. STEEL TOP I TO WOOD JAMB WITH ROLLER BRACKET. EACH I F(3)5/16"x/B" WOOD UG SCREWS. BRACKET ATTACHED W/(])114.5/6' SHEET UETAL NOTE: DOUBLE TRACK KREWS• Ix LOW HEADROOM IS �SHP LAP JOINTS. TION AVAILABLE AS AN OPTION DOOR 14 CA. CALV. STEEL END MNCE. EACH FASTENED TO ENO O HEIGHT "L" 2" GALV. STEEL TRACK, 6 -6 70 7 -O 76 STILES W/(4) I14.5/B' 6 .L. MIN. TRACK THICKNESS: .060' 7 - SHEET N AL REINS s (4) 1/4'.3/4' SETT B -0 BB TAPPING SCREWS. TYP. 2-1/2".12 GA. GALV. STEEL TRACK BRACKET. TALL . TO CA GALV. STEEL U-BAR. ONE U-BAR z (4) TRACK BRACKETS PER SIDE. [I' PER SECTION. EACH U-SAR ATTACHED WITH TWO 1/4%3/4' SELF TAPPING SCREWS PER STILE LOCATION. w a. LHR TOP BRACKET DOUBLE HORIZONTAL Li TRACK —L FRONT FRAME WITH U.V. COATING ON OUTSIDE SURFACE DOUBLE (RACK IOW H AOROOM OPTION IJ GA GALV. STEEL BOTTOU VAR �If•i JAMB MA f �W000 FRAME BUILDINGS_): BRACKET. ATTAOIEO MOTH Two I n 1/2 .3" LAG SCREWS ON 24 CENTERS. I" O.D. MIN. 114.5/8 SHEET YEIAL SCREWS. OPTIONAL 10 SCREW WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK -SB C1LIC OR ALulnrluM EKIRUSIOM 1/B" ACRYLIC LATE WINDOW UTE (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING A VWVL WEATHEASTRP. SECTION 8- SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. S—TION A -A (SIDE VIEW% STOP MOULDING BY DOOR INSTALLER (TO SUIT) 20 GA MIN. GALV. STEEL END STILE 20 GA. GALV. STEEL INTER. STILE #8x3/4' PAN HEAD SCREW VERTICAL JAMB ATTACHMENT (C-!10_flLS1C1L4B (10 SCREWS PER LITE) END 2 0 SI MIN CONCRETE COLUMN : MOLDED INSIDE STILE BOTH UTE RETANER INTE° 3/8 .4 SLEEVE ANCHORS ON 24 CENTE S C-90 BLOCK OR 2.000 PSI MIN. CONCRETE) OR SNAP LATCH ENGAGES STIL 1/4'.4' TAPCON SCREWS ON 24' CENTERS (2.000 ONTO VERTICAL. TRACK. PSI MIN. CONCRETE). WASHERS INCLUDED WITH ONE SNAP LATCH ON SLEEVE ANCHORS, 1' O.D. MIN. WASHERS REQUIRED EACH SIDE OF DOOR. WITH 1APCONS. ANCHORS MAY BE COUNTERSUNK INTER. STILE (BUT NOT REQUIRED) TO PROVIDE A FLUSH OUTSIDE MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT HANDLE TRANSFER LOAD. OUTSIDE KEYED -� �- 18 GA. CALV. STEEL CENTER HINGE. FASTENED TO INTER. STILES W/ 4) p14.5/8' SHEET METAL SCREW . 14 GA. GALV. STEEL ROLLER HINGES FASTENED TO END STILES EACH W/(4) r414.5 B SHEET METAL SCREWS AND ) I 4".3/4" SELF TAPPING SCREWS PER ENO HINGE. LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. HANDLE t END I 1 / STILE OUf510 KEYEL) LQQK f LOCK BAR LOCKING INSIDE HANDLE DESIGN LOADS: +25.0 P.S.F. h -32.0 P.S.F. OUTSIDE KEYED LOCK TEST LOADS: +37.5 P.S.F. do -48.0 P.S.F. SNAP LATCH LOCK OPTION `2" DIA. SHORT STEM, 10 BALL STEEL ROLLER. PREPARATION OF JAMBS BY OTHERS. JAMB CONFIGURATIO /� Nance Co I RaOVursm00, CcLvO.PlA.r l.M. LIM— Stole OtH.-N. TOLERANCES m. SECTION C-C / / �� nIa'lP.l w I. ma ml a a.m..e, ...a av— v.a.A .0 1.03 � NOTE 2 THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF r// �i.eeOVi>evma.. ww .000 2.005 RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE CURRENT BUILDING CODES FOR THE LOADS LISTED ON MARK WESTERFIELD, P.E. /// � L j `�/ 7 Z wu.. ... an.nmo. 1.015 .0000 - t.001 Degr4eS 2 1/2' WITH fH15 DRAWING. FLORIDA P.E. 48495 ' /� NORTH CAROLINA P.E. /23832 l� PoThijec onto ODAENS"S IRE IN WCHE . H : A.nm vx i0m°assT PART NO.: - IDEAL 312 is 5L 501. 202 Cincinnati, OH 451 Id. No. I-SIN-351-4M LL44ammoma"L R. Na. 1-51J-762-3511 DESCRIPTION: MODEL 6RST W4 9-0 . 8-0: +25/-32 DESIGN LOAD DRAWN BY: BMM I DATE: 4/I8/00 1 SCALE: NTS DWG.R CHECKED BY: MWW DATE: 4/I8/001SHEET I OF I (SIZE L DWG. NO.: 102137 1 REV. NO. I %JOOE90e@9 L6 'J6V ��va u uJV. IJ C OFFICE . F�1 REVIEWED FOR. CODE 'COMPLIANCE AMYJaw�� CAPRI. ENGINEERING July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy Bullding Official ,;,7 F. Orange County Building Division CEN a aAL F �..,�c. RILDA` B- 0_ A' � Administration Building; 1st Floor I\iJFACTURER NAME: 201 South Rosalind Avenue P.O. Box 2667 Oriando; FL32802-2687 AASTE' R FILE # (4D7) 836-S760 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 In These Alternate Nailing Schedule and Instructions can be used in lieu of the No. 8 Wood Screw required by the installation drawings_ Attachment No. 1 includes a table listing all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement Attachment No. 2 includes the specific Alternate Nailing Schedule. and Installation Instructions. Attachr-nent .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. 2S40 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 1 F-d W.za::a zeaz 6e :61S i=.6CS32a L0: 'CN X'ti3 luaun1ezaQ ouip11r% 7 n F. P)6rida AWW E; Uuders AMW InklmuorkqUXI- kegards,. Robert 1. Amoruso. PE ramoruso Pepnoridaextruders.com Florida PE License No.. 497S2 Florida Extruders International, Inc. Certificate of Authorization No. 9235 Cc: Earl Moore/FEI File PE Sealing Statement: The letter was signed and sealed -with an impression seal as required by Section 6IGI.5-23.001, F.A.C. A charcoal pencil was applied w.. the impression seal to facilitate reproduction. �;iNTRAL FLORIDA B_ O: A- F- AIANUFACTITRER NAIISCE : MASTER FELE - , = JUL 3 0 2002 Fde: 2002-LTR-RIA-014 2540 .)ewctr Lane. Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 2 Ed WdZO: L6 MW 60 •da5 ZbLS9ce Let : 'ON Xd_i -1u�unl ,� as 6ui pi ! r'e w0d3 ---- -•. -Jawoasnn pant eA d6S =20 ZO. 60 das 1 Alternate;N.ailing 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.* H.JphtlWidlf. H/V1/ < 1.0 N<ig harm dth- WIN ► 1.0 AA/6A 103.3. C u% ] LOSO Dim krtbution ♦,M{� 103.3. C- 1 Lpd DIMo:6vtbn Florida Extruders Drawing No. FLEX0026, FLEXD029 and FLEX0030 E:Z: Eyebrow Arch - Fixed Late y. Half Circle - Fixed Lite Florida Extruders Drawing No. FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = W (b)(h) where: b = Jamb Height (H) or Head/Sill Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = Vz (h)(a + b) h = H/2 or W/2 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 • Fax (407) 322-3507 5 9d WdLO: TO F@OZ 60 'da5 Z6 S9L8 Lob : 'ON Xy3 6u [ p l i ng : Wpm :;,n cn JaC AM if-da FLORIDA B. O. A. F. AM Emunum MANUFACTURER NAME: MASTERE # Non -Rectangular Configurations Load Dlstrtbutlon: Loading to the head, sill and/or jamb were based on the centroid of the configuration. For the half -circle shown:, where Al = 'h(b)(h) b = Sill Width . Atotal = 3.1416(R2)/2 H = centroid of 4R%3(3.1416) A2 = Atotal — Al - R = Radius Fastener Calculation: Paslode Nail Allowable = 38 lbs./in per NER-272 Nail length is 2.375% sheathing thickness is 1/2- and frame thickness Is' 0.50" Embedment. is 2.375 - .5 - .050 Nail Allowable at full embedment = 1.825(38) = 69.35 lbs., use 69 lbs. Number of Fasteners = [Load Area (psf) x Design Pressure (psf)] / 69 Number of Fasteners is -'rounded up to the next highest full number. Load Area is as shown above. Design Pressure was based on 45 and 70 psf. Fastener Spacing: Based on bne nail is required a -maximum 6" from each corner of head, sill or .jambs. The number of fasteners required for each head, sill or jamb based ' n the' [Loading Area x. D.P.]/69 For each head, sill or jamb, the spacing of the required fasteners between the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is. done for each of the configurations and a worst case spacing developed for all series window sizes at 45 psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 25, Width 36", Height = 62' H/W is equal to 67,/36 = 1.72 therefore, therefore, loading diagram for Case 1 is shown on the next page. Al = Va(W/2)((H-W)+H)) — Y2(36/2)((62-36)+62))/144 = S_5 SF A2 = '6 (W/2)(W)/144 = IA(36/2)(36)/144 = 2.25 SF 2540 3ewett Lane Sanford, FL 32771-16o0 - (407) 323-3300 - Fax (407) 322-3507 6 Ld W&70:To c00F 60 -d?S 2.61=59ze Let -Qq XUJ iu-Lquiecia0 6uipling WOd=l - ,.... dcc =ten 7n Pn daS F7orida AW Et uders Load on Jamb = 70(5.5) = 385 lbs. Load on Head/Sill = 70(2.25) = _ 157.5 lbs, Number of •Fasteners Jlamb, (N) = 385/69 = .5.58 = 6. Number of Fasteners Head/Sill .(N) = 157.5/69 = 2.28 = 3 . Fastener Spacing Jambs = (H - 2(Edge Distance))/((N -2) + 1) _ .(62 - 2(6))/((6-2)+i) = 10" Fastener Spacing Head/Sill = (W - 2(Edge Distance))/((N 2) + 1) _ (36 - 2(6))/((3-2)+1) = 12- A similar calcu!ation was performed for the 45 psf D. 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. �-. 5„ f-.;OJ'i �i�.I, F';�fv?3�DA B.O.�_. 14—d511 W.dM _j U ACT U A R NAN D ►ie ybwnem.-yMr> t.n --= .L_ ric%. �.Y>S✓vt� .- • AAMA 701], Gmcv 7 Load Dlctrdx�on • MASTER FILE # �A2/d, 2540 3ewett Lone, 5anfDrd, FL 32771-16DO • (407) 323-3300 • Fax (407) 322-3507 7 8d wavo:To zeez 6e -a-s z6VS9£H Lob -Ohl T:troj 6u"plIrte : Wali :eP 09 02 02:59P Valued Customer F7oi1dg ry d[s . AW .gtifML&kW, 1407). 834-9029 ATTACHMENT NO. 2- Alternate Nailing Schedule and Installation Instructions - Fin Frame Window Requlred Natil Paslode Catalog #650111, 2.375" Long, 0.1.13' Diameter: Ring Shank Nail per NER-272. Nail Installation - • Nall shall be installed to its full depth' in the side grain of framing members. Required embedment has considered window frame thickness and a sheathing thickness of.I/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; Sill and lambs 6" maximum .from each corner of Rectangular Windows. Minimum of one nail required 6' maximum from each corner on Fans, Eyebrows, Quarter Circles, Half Circles and Octagons. Spacing Between Corner Nails of Rectangular Wlndows and along arched 8� 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. CENTHA-L FLO;ZIDA B.0. A-F_ AIAN-UP, ACTU�I'ER NAmE : F/o r- � Exf.-vd{rs MASTER FILE# 2540 ]ewrtt Lane, Sanford, FL 32771-1600 • (407) 323-3300 s Fax.(407) 322-3307 4 sd Wc--O:To c0ei' 60 'das Zbi•59ce Lod ON Xtij 1uawl4edza 6uipl!ng W0d3 ep- 09 02. 02:59p Valued Customer I ATTACHMENT NO 1 1407) 834-9029 Orap9e.County Fenestration Masterfile List Alternate Nailing Schedule Drawing Applicability. ..Fin'-Fiame-Wi indow. Masterfile No_ Dw _ No. Descri tion 1 FLEX0029 Horizontal Sliding Window XOX - Fin 3 FLEX0026 Single HLinq Window - Fin 4 FLEX0030 Fixed Window - Fin 4 . FLEX0037 Designer Fixed Window - Fin Half-Cirr1e. and Eyebrow shown. Applicable to other confi urations note 9 on FLEX0037) LOB A B.-O.A. MANUFACTURER NAME: MASTER YII E-- 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 3 Cd WcCO : TO 2OW 60 'd?S 26rS9ze LOc 'CN Xt)3 Zu;) rl-edzoa 6u c p l i rre : W02d3 F70licja ~ LC lbft 11C.! t io y Ll c July 25, 2002 Florida County, City and. Local. Governments Community Development and Building Departments RE: .FLORIDA-EXTRUDER MILESTONE SINGLE.HUNG WINDOWS TESTED TO ANSI/AAMA/NWWDA 101/I.S.2 - 97 Building Officials, Inspectors and Plan Examiners, The question dealt with in this letter is the applicability of approved testing results for a single hung window with a straight head .versus. extending those test results to a single hung window with a half radius or full radius head. The Florida Building Code requires testing and labeling of Exterior Windows and Glass Doors as follows. §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and. glass doors shall•be. tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extrude r''s'approved testing reports for Milestone Single Hung Windows used , a straight head extrusion in the tests. These tests where. performed to the ANSI/AAMA/NWWWDA 101/I.S.2 - 97 specification with structuraltesting 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 ':3.`.For both:considerations, that extrusion section. properties rer-nain.the same,- corner connections do not differ and that the glass thickness and style do not van, 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.hea.d (2" per 1'. slope) or full radius -head ( ' 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 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 laboratorywill test that configuration enveloping those critical parameters, as is the case with Florida Extruder Milestone Window testing. Therefore, based on the above references, reviews, and discussions, it is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius head single head windows. Any additional questions can be addressed to -the undersigned. Thank you. 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 2 norfda • : Regards, Robert I Amoruso,. PE rarhoruso.pe@)floridaextruders.com Florida. PE License No. 49752 Florida. Extruders- Internatio.nal., Inc. Certificate of. Authorization No. 9235 Cc: Earl Moore/FEI File File: 2002-LTR- RJA-019 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 32-3-3300 • Fax (407) 322-3507 3 F761 d'a AM ftf July le, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy. Bullding Official . Orange County Building Division C�-'' NT I A-4 FLOR.U?A.. $- 0: A. V. Administration Building, 1st Floor MANUFACTURER CTURER N o 201 South Rosalind Avenue r P.O. Box 28'67 /-ZO ' " E,{ fi✓c% ✓S Orlando, FL 32802-2687 ._ (407) 836-S760- MASTER FILE. RE: Florida Extruders Fenestration Masterfiile 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 Masterfile affected by this engineering statement. Attachment No. 2, includes the.specific Alternate Nailing Schedule and Installation Instructions. Attachment No. 3 includes the analysis methodology used In the development of the- Alternate Nailing Schedule and Installation Instructions as well as" a. sample calculation. Any questions should be addressed to the undersigned Thank you. 2S40 Jewett Lane, San)ord,. FL 32771-1600 • (407) 32.3-3300 Fax (407) 322-3507 1 zd wcce: ie, Z00Z 6E 'daS ZEvs9-3 L0r -UI Xtid ivaurl-edaQ 6u, pj !,E 4DZ+j A C7f1c_LCO rin4.1 .jawoasnt [ranien d6S:20 ZD 6D dos Poi da MW � Frders - Ll_ . Regards, Robert 3_ Amoruso, PE ram oruso.pePnorldaextrude rs.com Florida .PE License No. 49752 Florida Extruders International, Inc. Certificate of Authorization No. 9235 Cc: Earl Moore/FEI. File _ PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 61GIS-23.00I, F-A-C. A charcoal pencil was applied to the impression seal to facilitate reproduction. C;F.NTR ALL FLORIDA B..O. A.- F - AL4NUFACTURER• NAME: MASTER FUL:E VZ IJUL 3 0- 2002 v� - • ,. 2002-LTR-0.1A-014 2540 Jcwctt Lane, Sanford, FL 32771-1600 - (407) 323-33D0 - Fax (407) 322-3507 2 w eo : Te Z002: 60 'des z6r59�8 Ler -U1 XU3 Zuawq}edz�a 6uc pl � r+g L30iy3 a c�r,c-+.co r i n+_ 1 .Jawoasn7 parij en d55:ZD ZD• 60 daS J QIYC CENTPLA.L FLORMA B_.O MANUFACTURER NAAffi : AM kiterP85xiaUic MASTER FILE # ,� i -17o� ATTACHMENT NO. 3 I Alternate Nailing Schedule and Installation Instructions — Analysis I Methodology and Sample Calculation Load Distribution based on AAMA 103.3-93 Procedural Guide and centroid location. based on common shape geometric Formulas. H.t9hUWldth . HAV • 1.0 He' JMtNYidCI N11N ► 1.D MM^ 103.3• C u• J LOAD W. tADul on MM.\ 10��, ta+n 1 L.xt D1_e:su(lon Florida Extruders Drawing No_ FLEX0026, FLEX0029 and FLEX0030 �4la1672 A7 ` � r� 4L-ito Eyebrow Arch - FixedY Half Circlo - Fixed Lilo Florida Extruders Drawing .No. FLEX0037 Rectangular Load Distribution (where A = Area. Al or A2 dependent upon H/W) Triangular A ='A (b)(h) where: b = Jamb Height (H) or He Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = Yz (h)(a + b) h = H/2 or W/2 2540 3ewett Lane, Sanford, FL 32771-1600 • (4.07) 323-33o0 . Fax (407) 322-3507 5 9d Wdf_O: io i'_BOE 60 'daS ir6_� 59£8 LBv : 'ON Xti3 7uDuiled:�p 6— p 1 i ng : WO83 .. J J a W o a s n ") D a n T e A rJ r q: P n 20 6 D d a S IC lCC?r��ORJDA B. O: A_ F. A MANUFACTURER1 NAME MASTER FME # Non -Rectangular Configurations 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/i(b)(h) b = Sill Width' Atotal = 3.1416(R2)/2 H = centroid of 4R/3(3'.1416) A2 = Atotal - Al R = Radius Fastener Calculation: Paslode Nail Allowable = 38 lbs./in per NER-272 Nail length is 2.375 sheathing thickness is 1/2" and frame thickness Is 0:50" Embedment is 2.375 - .5 - .050 = 1.82S" Nail Allowable*at full embedment 1.825(38) = 69.35 lbs., use 69 lbs. Number of Fasteners = [Load Area (psf) x Design Pressure -(psf)) / 69 Number of Fasteners is rounded up to the next highest full number. Load Area .is as shown above. Design Pressure was based on '45 and 70 psf. Fastener Spacing: Based on: • One nail. is required a maximum 6" from each corner of head, sill or, jambs. The number of fasteners required for each head, sill or jamb based on the [Loading Area x D.P.]/69 For each head, sill or jamb, the spacing of the required fasteners between. the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is done for each of the configurations and a worst case spacing developed for all series window sizes at 4S psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 2S, Width = 36", Height = 62" H/W is equal to 62/36 = 1,72 therefore, therefore, loading diagram for Case 1 is shown on the next page. Al = Vi(W/2)((H-W)+H)) - V2(36/2)((62-36)+62))/144 = 5.5 SF A2 = 'h (.W/2)(W)/144 = V.(36/2)(36)/144 = 2.25 SF Z540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 - Fax (407) 32-2-3507 6 Ld Wdb0:10 Z00Z 60 'd�S 26bS9L8 40C : 'Clq XU3 - -,4 c7nc-+.G a r i n� i .Jawo-asn:] panj en 1uaur _xedakj 6o i pl i ng : W[3 dj dsS=zo 20 60 JOS ANW, F766da Wider AM is Load on Jamb = 70(5.5) = 385 lbs. Load on Head/Sill = 70(2.25) = 157.5 lbs. Number of Fasteners Jamb (N). = 385/69 =.5.58 = 6 Number of Fasteners Head/Sill (N) = 157.5/69 = 2.28 = 3 Fastener Spacing Jambs = (H 2(Edge Distance))/((N -2) + 1) =.(62 - 2(6))/((6-2-)+1) 10" Fastener Spacing-Head/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. TFie 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-. . CW J . b Al b n b ►I�adrsltl W.Q1ll - ML11\-U ACTU - R NAME: i Ne:ghvmdth = N/VY> t.D - � 1: r�iL - . A VAA 103-3, cGcv I Load DlctribvDon MASTER FUZ # 4246 ITO h 2540 Jewett Lane, Sanford, FL 32771-16DO • (407) 323-3300 - Fax (407) 322-3507 7 Bd WdvO : TO i'-03Z 60 -d.3S Z6t 59iA 4017 'ON }:ti3 ZuDul-jL--j�Q 6u t p I i nEl I ilcl3 .� -.j -1-aw0-asn-% oant en clRcz:2n PO 90 das rep 09 02 02:S9p Valued Customer 1407) 834-9029 P 6 IIJ17 ATTACHMENT NO.. 2- Alternate Nailing Schedule and Iri'stallatlon Instructions -Fin Frame Windrow Required Nail.. Paslode Catalog #650111, 2.375"' Long, 0.1.13" 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_Yz"_ Sheathing thickness greater that Ya" will require reduction in spacing based on the Manufacturer, Florida Extruder International's recommendation. Spacing From Corner Minimum of one nail required in. Head, Sill and iambs 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 Wlndo.ws 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. CEi THAL F LO-gIDA lB. O. AJ'. AIANLTACTI RER NAME Flo r Exj4__,_vd rrs MASTER FILE # 2540 Jewett Lane, Sanford, FL 32771-1600 - (407) 323-3300 • Fax (407) 322-3507 4 Sd Wcce:I0 ceez 6e 'd35 z6vs9ce 1-6C -ON xt _j juawj_AiQdaQ 6utpl trg3 402ij ep 09 02 02-59p Valued Customer (407). 834-9029 p_7 ATTACHMENT .NO. 1 Orange County Fenesteation Masterfile List. Alternate Nailing Schedule.Drawing Applicability - Fin Frame Window M 1CiPr�IP No. Dw No. Descri tlon 1 FLEX0029 Horizontal Sliding Window XOX - Fin 3 FLEX0026 Sin le Hung Window - Fin 4 FLEX0030 Fixed Window - Fin 4 FLEX0037 Designer Fixed Window — Fin Half -Circle and Eyebrow shown. Applicable to other confi ui ations note 9 on' FLEX0037 1- JLA AURA B- 0: A - _ MANUFACTURER ER NAME:' MASTER F D E # 2540 7ewett Lane, Sanford, FL 32771-1600 (407) 323-3300 - Fax (407) 322-3507 3 Dd WcC'0:I0 ZODz 60 'daS Z6rS9s-H L0r 'ON NO3 jua4u -1ed�a 6urpit"s w0dj July 25, 2002 Florida. County, City and Local Governments Community Development and Building. Departments RE: FLORIDA EXTRUDER MILESTONE SINGLE HUNG WINDOWS TESTED TO ANSI/AAMA/NWWDA 101/I.S.2 — 97 Building Officials, Inspectors and Plan Examiners, The question dealt with in this letter is the applicability of approved .testing results - for a single hung window with a straight head versus extending those test results to a single hung.window with a half radius or full radius head. The Florida Building Code requires testing "and labeling of Exterior Windows and Glass Doors as follows. §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and bear an' AAMA or . WDMA or other approved label identifying the manufacturer, performance characteristics and approved .product.evaluation entity to indicate compliance "with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder`";"approved testing .reports for Milestone Single Hung Windows used. a straight head extrusion in the tests. These tests where performed to the. ANSI/AAMA/NWWDA 101/I'.S.2 - 97 specification with structural testing. to"ASTM E330 as required by the AAMA 101 -specification. ANSI/AAMA/NWWDA 101/I.S.2 - 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway Performance Requirements as defined 'in Table 2.1. When extending test results to 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 32771-16CO • (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 haif radius head (2" per.l' slope) or full radius -head (1" per 1' slo.pe), the corner con nection,.extrusion section and glass thickness are the critical factors in determining applicability. In all cases for Florida Extruder Milestone Single .Hung I Windows with either a straight head or a radius head, the extrusion section, corner connection, and the glass thickness and style are the same for the straight head as well as the radius head. Further, SBCCI PST & ESI Evaluation Guide 115, Doors. and Windows states: "All sizes -of doors and windows are not required to .be tested. If samples selected for testing represent 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 File: 2002-1TR-R)A-019 -- �aJII I U, rL ,)L/ / 1-1DUU • t4ui) J23-3300 • Fax (407) 322-3507 3 -7 IN J, ic" A . ... ...... .. ............ VU 555 T E U, I 'A- Penc;rai,on -on JM' Tap Con Screws 6" from corner and 24' on center Performance Class: AAMAlrNWWOA 101/l.S.2-97 Each rating aPD1ieS to windows of the indicated size and smatter. FaT 7 —6 T_ 1 F-C80 I DP 60 I?*c.; r V9,ii . '.-S Hy-• 101 California Ave. lT'P PROOUCTS. INC. Beaumont, CA 92223 Series 625/825' Max. DP*80 Drawn by: Date: M. Smith 109/26/01 Stucco Flange Windwv Installation V L NAILING FIN -8 x I 'a' PH SCREW FLASHING PAPER (I-EN'l-RA�L 1-.j )A\ iu KANUFACTIJAVE-1- MASTERFULE # DRYWALL SILL SHEATHING (it requirea) BUILDING PAPER Window Fastener Requirements .Corrosive resistant #8 x 11/4" PH Screw or equivalent 3"- 10" from all corners, 16" O.C. Max. Performance Class: AAMA/NWWDA 101/l.S.2-97 Each rating applies to winao%vs of the indicaiet; size ano smaller. F31. Br I F -Cao / OP of F9- 1-79 1.'99F.141 I f-C35 / OP 35 V99F. 139 lTHPRODUCTS.- 101 California Ave. INC. Beaumont, CA 92223 Series 625/825 Max. DP 80 Drawn by: Date: M. Smith I 09/26/0, 21/4" Aluminum Frame Window Installation V NAILING FIN — 8 Y PH SCrew — FLASHING PAPER CEN Up, HANUFACTI ER MASTER FULEE # GYWALL SILL Performance Class: AAMA/NWWDA 101/l.S.2-97 Each la;ing aDofies to indo,ys of the -110,catta s,,,e jr.-i strutter. 98,; 9e, F-C 0 1 OP 30 .,()0; [F':l 7 V99F. I F.HCJO I OP 40 F HCOO / Op so A9F1'%t83 I ® ite 101 California Ave. UCTS.INC. Beaumont, CA92223 Series 600/800 Max. DP. 80 Window Fastener Requirements Drawn by: Date: Cd . rrosive resistant #8 x 1 '14" PH Screw or equivalent M. -Smith 09/26/01 Y- 1 C" from all corners, 16" O.C. Max. 3" Aluminum Frame Window Installation l: N:-!LING FIN - �C• FLASHING I _ PAPER I — u liJ 1 \ li !i LV'• L l:Jl LJ' 1-�', � c � c �..... � c 11 ' -"ACT Performance Cass: MAIER N�JC AAMA/NWWDAI101/I.S.2 97 1 Y—� l �- �• Each raiinq applies to windows of the +—M"� indi[aleA bite and smatter. Operable Units DRYWALL SILL 31" ; 55" F-C40I OP 40 v99C•laa AP•C40 / OP 40 V99A•Inn -- Fixed Units 31" . 87" F•65 / DP 35 V99F• I a I `r'c?=•t39 55" . 55- F•C65 / DP 65 VM9F•I• j - SHEATHING (if required) k T& _ BUILDING PAPER HyL1te 101 Calilornia Ave. _n0nr,<:Ts. INC BeallnlOnl, CA 022?,3 Prestige Series Max. DP 80 Window Fastener Requirements Drawn by: Corrosive resistant #8 x 1 I/e" PH Screw or equivalent M. Smith 09/26/01 3%1T 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 STUCCO_ BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD (TYP.) W.H. (WINDOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL / VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS .CONCRETE OR MASONRY -OPENING .BY OTHERS v K BETWEEN Disclaimer rne'purposeofthisinstollotiohd.owing-is CAULK BUCK -& - onchoroge (i:e.:'concrete screws. wood screws. nods on WOOpressure specified on the lenestrotion product os require MAS'Y. OPENING AnchorogeMethods. Recommendolionsregordingllos BY OTHERS A does not constitute o wononly either expressed or implie B-W- (BUCK WIDTH' 1-1/4' MIN. ONE BY WOOD INSTALLATI EMBEDMENT BUCK BY OTHERS 3/16' D I (NOTE 6 & 7> INSTALLATION ANCHOR SHIM AS REQ'D. 3/16' DIA. TAPPER "(NOTE "12) 1/4" MAX. RIGID VINYL (SEE NOTES) SHIM AS REQ'D. GLAZING BEAD 1/4' MAX. (TYP.) (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B.H. (BUCK HEIGHT) FLANGE TYPE WINDOW FRAME / SILL a PRECAST SILL BY OTHERS SECTION A —A W.W. I MIN. --aVIEWED FROM A A el C EXTERIOR � Ko A--.oI ELEVATION GLASS (TYP.)(SEE NOTES) c-- FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE - & WOOD BUCK CONCRETE OR MASONRY OPENING BY OTHERS v W.W. (WINDOW WID' STUCCO BY OTHE SECTION B—B v X4, 2X6, Y OTHER NE BY 4 DP T I ONAL TALLATIC WOOD S SECTION A —A i For installation v with or w/o one b% w1- 00 N Z 0 W 0 N 7 J Ir- W IX a W os it TAPPER LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSr TO 40PSr 4 1 PSr TO 70PSF 30Psr TO 40Psr 4 1 Psr TO 70Psr SIZE SIZE 12 18 1/8 x 25 B B F.G F,G F.G F,G 13 18 1/8 X 37 3/8 B B B 6 F.G F,G 14 145 18 1/8 X 49 5/8 18 1/8 X 55 1/4 B B F.G F.G 15 18 1/8 x 62 B B B F,G F,G F,G F,G,H,I 16 17 18 1/8 X 71 18 1/8 X 83 B B B F,G F,G,J,K 1 H2 25 1/2 X 25 B B F.G F.G F.G F.G 1H3 1H4 25 1/2 x 37 3/8 25 1/2 X 49 5/8 B B B B F.G F,G.H.I 1 H45 25 1/2 x 55 1/4 B B F,G F,G F,G.H,I F,G,H,I 1H5 1H6 25 1/2 X 62 25 1/2 X 71 B B B B F,G F.G,H,I 1117 25 1/2 X 83 B B F,G,J,K F,G,J,K 30 1/2 X 26 29 1/2 x 25 B 6 F.G F.G F,G F.G 30 1/2 X 38 3/8 29 1/2 X 37 3/8 B B B B F.G F,G,H,1 30 1/2 X 50 5/8 30 1/2 X 56 1/4 29 1/2 X 49 5/8 29 1/2 X 55 1/4 B B F.G F,G,H,1 30 1/2 X 63 29 1/2 x 62 B B B F,G F.G.H,1 F,G,H,I F,G,H.1 30 1/2 X 72 30 112 X 84 29 1/2 X 71 29 1/2 X 83 B B B F.G.J,K F,G,J,K 22 36 x 25 B B F,G F.G 23 36 x 37 3/8 B B F.G F,G 24 36 x 49 5/8 B B F,G F,G,H.I 245 36 x 55 1/4 6 B F,G F,G.H,I 25 36 x 62 B B F,G,H.I F,G,H,I 26 36 x 71 B B F,G.H,I D.E.F,G,H,I 27 36 x 83 B B FGJK F,G,H,I,J.K 42 x 26 41 x 25 B B F,G F,G 42 x 38 3/8 41 x 37 3/8 6 B F,G F,G,H.I 42 x 50 5/8 41 x 49 5/8 B B F,G F,G,H,I 42 x 56 1/4 41 x 55 1/4 B B F,G,H,1 F,G,H,I 42 x 63 41 x 62 B B F,G.H,I D.E,F,G.H,I 42 x 72 41 x 71 B B F,G,H,I D,E,F,G,H,I 42 x 84 41 x 83 B R FGJK F,G,H,I,J,K 48 x 26 47 x 25 B A,C F,G F,G 48 x 38 3/8 47 x 37 3/8 B A,C F,G F,G F,G,H,I F,G,H,I 48 x 50 5/8 48 x 56 1/4 47 x 49 5/8 47 x 55 1/4 B B A,C A.0 F,G,H,I F,G,H,I 48 x 63 47 x 62 B A,C F,G,H,1 D,E,F,G,H,1 48 x 72 47 x 71 B A,C F,G,H,I D,E,F,G,H,I 48 x 84 47 x 83 B A,C F,G,J,K D,E,F,G,H,I,J,K 32 52 1/8 X 25 B A,C F,G 33 52 1/8 X 37 3/8 B A,C F,G F,G.H,I 34 52 1/8 X 49 5/8 B A,C F,G,H,1 F,G,H,1 345 52 1/8 x 55 1/4 B A,C F.G,H,I D,E.F,G.H,1 35 52 1/8 X 62 B A,C F.G,H,1 D,E,F,G.H,1 36 52 1/8 X 71 B A,C F,G,H,I D,E.F.G,H,1 . 37 52 1/8 X 83 .B A,C F,G.J,K D,E,F,G.H,I,J,K • 37 SIZE NOT AVAILABLE IN 1 UUU UK 15UU StKItS. IMPORTANT ANCHOR INSTAI 3/16" DIA. TAI 12) WHERE WIN SCREW OF SUFF 13) SEE THIS SF TAPPER CONCRI 14) TAPPER (RA SIMPSON STROI (1) 18 1/8 x 62. a) LIMIT TO 6 b) INSTALL 01 15) ALL REMAIN WITH #8 WOOC I (ANC D J W.H. F H SHEATHING BY OTHERS STUCCO .) OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS SHIM AS RE'Q'D (SEE NOTES) -CAULK BETWEEN DOOR FLANGE & SHEATHING I CAULKING AT FASTENER HOLES REQUIRED (SEE NOTE 2). SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE D n a INSTALLATION ANCHOR 7 148 WOOD SCREW (NOTE 21) T WO BY WOOD BY OTHERS (NOTE 6) �— DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB 1/4" MAX. SHIM SPACE 1-1/8" MIN.-' EMBEDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYPJ DOOR HEIGHT CAULKING REQUIRED I (SEE NOTE 2). MBEDMENT JE I-1/4" MIN. a TEMPERED GLASS (TYPJ PERIMETER CAULK BY OTHERS SECTION B-B A s' EXTERIOR ELEVATIOK 2 PANEL DOOR SHOW (SEE NOTES 8, 9 & 1( INSTALLATION ANCHOR 18 WOOD SCREW W/PLASTIC ANCHOR (TYP. WHERE INSTALLATION ANCHOR W TAPPERS ARE NOT REQ'D. 3/16" DIA. TAPPER SEE NOTE 20) (NOTE 15) o oz LIBERALLY APPLY CAULKING CONCRETE OR Z UNDER SILL OR SET SILL IN MASONRY OPENING J DEC 1 6 ? 4 BED OF CONCRETE (SEE NOTE 2). BY OTHERS a SHIM AS REQUIRED (SEE NOTE 1). W SECTION A -A a ANCHOR INSTALLATION CHART Nominal Door Size and Configuration Door Size REQUIRED QUANTITIES OF ANCHORS HEAD ( #8 WS) ( ) SILL TAPPER JAMBS (#8 WS) HOOK STRIP (#8 WS) TO 45 PSF 46 PSF TO 60 PSF 61 PSF TO 70 PSF TO 45 PSF 46 PSF TO 60 PSF 61 PSF TO TO PSF TO 70 PSF TO 70 PSF 4068 XX OX, XO 48 x 80 6 6 6 3 3 3 8 8 5068 X.X. OX, XO 60 x 80 6 6 6 3 3 3 8 8 6068 XX OX XO 72 x 80 8 8 8 4 4 4 8 8 8068 XX, OX XO 96 x 80 10 10 10 5 5 5 8 8 10068 XX OX XO 120 x 80 12 12 12 6 6 7 (O1) 8 8 5080 XX, OX, XO 60 x 96 6 6 6 3 3 3 10 10 6080 XX OX XO 72 x 96 8 8 8 4 4 4 10 10 8080 XX, OX, XO 96 x 96 10 10 10 5 5 5 10 10 10080 XX OX XO 120 x 96 12 12 12 6 6 7 (131) 10 10 50100 XX OX. XO 60 x 120 6 6 6 3 3 3 12 12 60100 XX OX. XO 72 x 120 8 8 8 4 4 4 12 12 80100 XX OX XO 96 x 120 10 10 10 5 5 6 12 12 9068 OXO 109 1/8 x 80 12 12 12 6 6 6 8 8 12068 OXO 145 1/8 x 80 14 14 14 7 7 9 D2 8 8 15068 OXO 181 1/8 x 80 16 16 16 8 10 (D2) 11 (D3) 8 8 9080 OXO 109 1/8 x 96 12 12 12 6 6 6 • 10 10 12080 OXO 145 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 106 518 x 80 12 12 12 6 6 6 8 8 12068 XXX 142 5/8 x 80 14 14 14 7 7 8 D1 8 8 15068 XXX 178 5/8 x 80 16 16 16 8 10 (02) 11 (133) 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 D 1 9 132 10 10 15080 XXX 178 5/8 x 96 16 16 17 8 11 (D3) 13 10 10 90100 XXX 106 5/8 x 120 12 12 12 6 6 6 • 12 12 120100 XXX 142 5/8 x 120 14 14 14 7 9 (132) 10 (133) 12 12 10068 OXXO 119 5/8 x 80 12 12 12 6 6 7 131 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 119 518 x 120 12 12 12 6 6 7 131 12 12 120100 OXXO 143 5/8 x 120 14 14 14 7 9 D2 10 D3 12 12 160100 OXXO 191 5/8 x 120 18 19 22 10 (DI) 13 (04) 16 (07) 12 12 . 10068 XXXX 117 1/4 x 80 12 12 12 6 6 6 8 8 12068 XXXX 141 114 x 80 14 14 14 7 7 8 Di 8 8 16068 XXXX 189 1/4 x 80 16 16 16 9 (131) 10 (132) 12 (D4) 8 8 10080 XXXX 117 1/4 x 96 12 12 12 6 6 7 D1 10 10 12080 XXXX 141 1/4 x 96 14 14 14 7 8 01 9 D2 10 10 16080 XXXX 189 1/4 x 96 16 16 19 9 (131) 12 (D4) 13 (D5) 10 10 100100 XXXX 117 114 x 120 12 12 12 6 6 7 D 1 12 12 120100 XXXX 141 1/4 x 120 14 14 14 7 8 D1 10 D3 12 12 160100 XXXX 189 1/4 x 120 16 18 21 10 (D2) 13 (135) 15 (D7) 12 12 ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ'D. IN BOTH FACTORY APPLIED INSTALLATION HOLES. "D1" THROUGH "137" 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) "135- MEANS, INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES. 7) "D6" MEANS, INSTALL TWO TAPPERS 1N SIX SETS OF INSTALLATION HOLES. 8) "D7" MEANS, INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 9) LOCATION OF ADDITIONAL TAPPERS IN SILL SHOULD BE PRIORITIZED AS FOLLOWS: A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN SILL. B: SECONDLY, AT EACH END OF SILL NEAR JAMB CORNER, IF NEEDED. C: LOCATIONS IN SILL OTHER THAN AS LISTED IN A 8 B. IMPO GENER 7) FLOI DOORS 8) WHI CHART 9) NO - DETAIL 10) FOI ANCHO GENER 11) ALL THE EN CONSUI 12) ALL 13) WO 14) IF 1 (NATIOI 3/16-1 1S) WHl EMBEDI, 16) SEE 17) INSI 18) ALT 19) TAPI 20) ALL ANCHOF SUFFICII #8 Wa 21) WHE (ANSI Bl 22) SEE. 23) WOC 24) WOC GRAVCTY 25) ALL I WITH #E DESIGN I 26) IF 0 NEXT LAI 2NG7) IN PRESSUR 28) D001 29) GLAS 30) COMI SUBSTRA �46LK BCj\_lCCN WOOD BUCK :MAS-y. OPENING By OTHERS CAULK BETWEEN DOOR FLANGE & WOOD BUCK PERIMETER CAULK'.'."BY" OTHERS STUCCO — BY OTHERS INSTALLATION ANCHOR aS SCREW WOOD (TYP. WHERE TAPPERS ARE NOT RE0*D, - NOTE 22) SECTION A -A CAULKING AT FASTENER HOLES RCOUIRCD (SEE NOTE 2)_ SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE INSTALLATION 'ANCHOR :3416- DIA-. TAPPER... . ( NOTE 17) CONCRETE OR MASONRY OPENING 13 , y OTHERS SHIM AS R I CO'D (SEE NOTES) INSTALL I ON — AN . CH . 0 R 118 WOOD SCREW: '(.TYP. \_lH.C..R_E..' TAPPERS ARE NOT ONE BY WOOD REO'D. - NOTE 22) BUCK BY OTHERS (NOTE II & 12) 7— N EMBEDMENT C;, . MIN... Io' D I - o U 16 ID INSTALLATION ANCHOR 918 WOOD SCRCW V/PLASTIC ANCHOR (TYP. VHCRC TAPPERS ARE NOT RCO'D. SEE NOTE 22)\ L113CRALLY APPLY CAULKING UNDCR SILL OR SCY SILL IN BCD OF- CONCRC-TC- (SEC -NOTE SHIM -AS . RE.0 . Ul.RCD.(SCC..;NOTC 0- SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) CAULKIN REQUIRE (SEE - NC SLIDING GLASS DOOR FRAME JAMB MAX - SHIM SPACE DOOR HEIGHT EMBEDMENTF 1-1/4' MIN. INSTALLATION ANCHOR 3/16- DIA. TAPPER (NOTE 17) CONCRCTC. OR MASONRY OPENING 13Y OTHERS TEMPERED GLASS (TYP.) PERIMETER CAULK BY OTHERS WIDTH SECTION 13-13 U. A— .EXTERIOR ELEVATH 2 PANEL DOOR SHOI (SEE NOTES 8. 9 & a Ln 0 =, Z Ck: Z 6 2004 ...._.�.,._....__...��.;��•,�,N::..<..::___-... _..... _ _ ANCHOR INSTALLATION CHART IMPORTANT REQUIRED QUANTITIES OF ANCHORS - HEAD & SILL (TAPPER) EACH JAMB (TAPPER) HOOK STRIP (a8 WS) 46 PSF 61 PSF TO 61 PSF TO Nominal Door Size Door Size and Configuration TO TO TO 60 PSF 70 PSF TO 70 PSF 45 PSF 60 PSF 70 PSF 4068 XX. OX. XO a8 z BO 3 3 3 4 4 4 8 8 5068 XX, OX. XO 60 x 80 3 3 3 4 4 8 6068 XX, OX. XO 72 x 80 4 4 4 4 4 8 8068 XX, OX. XO 96 x 80 5 5 5 4 4 8 10068 XX OX XO 120 x 80 6 6 7 (D 1) 4 5060 XX OX XO 60 x 96 3 3 3 5 5 10 6080 XX OX XO 72 x 96 4 4 4 5 S ' - 10 8080 XX, OX. XO 96 x 96 5. 5 5 5 5 10 10 10080 XX OX XO 120 x 96 6 6 7 (DI) 5 5 50100 XX, OX, XO 60 x 120' 3 3 3 6 6 12 60100 XX, OX XO 72 x 120 4 4 4 6 6 12 80100 XX OX XO 96 x 120 5 5 6 6 7 (DI) 12 9068 OXO 109 1/8 x 80 6 6 4 8 12068 OXO 145 1/8 x 80 7 7 9 4 8 15068 OXO 181 118 x 80 8 10 (D2) 11 ( E3)4 48 9080 OXO 109 1/8 x 96 6 6 6 5 10 12080 OXO 145 118 x 96 7 B D1 9 5 10 15080 OXO 181 1/8 x 96 8 11 13 5 5 10 90100 OXO 109 1/8 x 120 6 6 6 6 7 (DI) 12 120100 OXO 145 118 x 120 7 9 (D2) 10 (D3) 6 7 (01) 12 9068 XXX 106 5/8 x 60 6 6 6 4 4 8 12066 XXX 142 5/8 x 80 7 7 8 O1 4 4 8 15068 XXX 178 5/8 x 80 8 10 (132) 11 (D3) 4 4 8 9080 XXX 106 5/8 x 96 6 6 6 5 5 10 12080 XXX 142 5/8 x 96 7 B O1 9 D2 S 5 10 15080 XXX 176 5/8 x 96 8 11 (D3) 13 5 5 10 90100 XXX 106 5/8 x 120 6 6 6 6 7 12 120100 XXX 142 5/8 x 120 7 9 (D2) 10 (D3) 6 7 12 10068 OXXO 119 518 x 80 6 6 7 D 1 4 4 8 12068 OXXO 143 518 x 80 7 7 8 D 1 4 4 8 16068 OXXO 191 518 x 80 9 10 (01) 12 (D3) 4 4 8 10080 OXXO 119 518 x 96 6 6 7 (DI) 5 5 10 12080 OXXO 143 5/8 x 96 7 8 DI 9 (D2)_1_ 5 10 16080 OXXO 191 5/8 x 96 9 12 (03) 14 (D5) 1 5 5 10 1001000XXO 1195/8x 120 6 6 7 D1 6 7 D1 12 120100 OXXO 143 518 x 120 7 9 D2 10 03 6 7 D1 12 160100 OXXO 191 5/8 x 120 10 (01) 13 (D4) 16 (D7) 6 7 (131) 12 10068 XXXX 117 1/4 x 80 6 6 6 4 4 8 12068 XXXX 141 1/4 x 80 7 7 8 D1 4 4 8 16068 XXXX 189 114 x 80 9 (01) 10 (D2) 12 (D4) 4 4 8 10080 XXXX 117 1/4 x 96 6 6 7 01 5 5 10 12080 XXXX 141 1/4 x 96 7 8 01 9 02 5 5 10 16080 XXXX 189 114 x 96 9 (Di) 12 (04) 13 (05) 5 5 10 100100 XXXX 117 114 x 120 6 6 7 01 6 7 D1 12 120100 XXXX 141 1/4 x 120 7 8 Di 10 03 6 7 D1 12 160100 XXXX 189 114 x 120 10 (D2) 13 (D5) 15 (07) 6 7 (O1) 12 ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ O. IN BOTH FACTORY APPLIED INSTALLATION HOLES. -01" THROUGH -D7' DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REQ'D. 2) -01- MEANS, INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) -D2- MEANS. INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 4) -Ok MEANS. INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 5) -04- MEANS, INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 6) -05- MEANS. INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES. 7) -D6- 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: A: FIRST. ADJACENT TO LOCKS IN JAMBS. B. SECONDLY, AT EACH END OF JAMBS NEAR HEAD & SILL CORNERS. C: LOCATIONS IN JAMBS OTHER THAN AS LISTED IN A & B. GENERAL INSTALI 9) NOT ALL CONE INSTALLATION Of 10) FOR POCKET I ANCHOR INSTALL GENERAL: 1 1) NAIL ATTACH! (S/8- EMBEDMENT 12) APPLIES TO AI (3/4- THICK) AND 13) ALL INSTALLA AND/OR FRAMING ANCHORS COMPA 14) ALL FIELD SUF 15) WOOD SCREA 16) IF WOOD TEr 3/16- DIA. TAPF 17) WHERE DOOR USE A 3/16- DIA. 18) SEE ANCHOR 1 19)INSTALL ONE 20) ALTERNATE 21) TAPPER (RAW LIMITATIONS FOR a)INSTALL ONE 22) ALL REMAININ WITH a8 WOOD S SILL NOT USED F( INC. (OR EQUIVAL #8 WOOD SCREI 23) WHERE POCKE LENGTH TO ACHIE 24) SEE ANCHOR 1 25) WOOD SCREW 26) WOOD SCREW FOR SOUTHERN PI DESIGN PRESSURE 27) IF EXACT 000 THE APPROPRIATE 28) INSTALLATIOP SHOWN ARE POST' 29) DOOR UNIT IS 30) GLASS THICKP 31) COMPLIES Wn 1707.4.4.3 FOR W( ONE BY WOOD BUCK BY OTHERS (NOTE 6 & 7) CAULK BETWEEN WINDOW FLANGE & WOOD BUCK STUCCO J BY OTHERS PERIMETER CAULK _ BY OTHERS RIGID VINYL GLAZING BEAD (TYP.) W.H. I (WINDOW HEIGHT) CONCRETE OR MASONRY -OPENING BY OTHERS � � c CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EOL. PERIMETER CAULK BY OTHERS !PRECAST SILL - o I BY OTHERS I S W.H. CAULK BETWEEN WOOD BUCK & MAS'Y. OPENING BY OTHERS AE I 1-1/4' MIN. EMBEDMENT INSTALLATION ANCHOR 3/16' DIA. TAPPER (NOTE 12 SHIM AS REO'D. 1/4' MAX. (SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS (TYP.) (SEE NOTES) B.H. (BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL a 1- MIN. Q CTION A —A W.W. A A B C 0 VIEWED FROM EXTERIOR E -i K B N ELEVATION Disclaimer: The purpose of this installation drowing is to present the manufocturees recommendations for anchorage (i:e.. concrete screws. wood screws. noils and Vulkem structural adhesive) to achieve the design pressure specified on the fenestration prodvcI as required by Florido Building Code. Section 1707.4.4. Anchorage Methods. Recommendations regarding Ilashing. sealing, sealants or other joint sealant practices does not constitute o worronty either expressed or implied. B. w. (BUCK WIDTH) I-I/4- MIN.1 EMBEDMENT ONE BY WOOD INSTALLATION ANCHOR BUCK BY OTHERS 3/16' DIA. TAPPER (NOTE 6 & 7) (NOTE 12) o SHIM AS REO'D. Anchor 1/4' MAX. E Locution RIGID VINYL (SEE NOTES) Above GLAZING BEAD Meeting (TYP.) Roil. GLASS (TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE PERIMETER & WOOD BUCK CAULK CONCRETE OR MASONRY OPENING BY OTHERS v W.W. BY OTHERS IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be followed fully. G-''ER4L INSTALLATION INSTRUCTIONS 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4". 2) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD & JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. APPLICATION OF VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTURER'S 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 RUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. Anchor Loco tion Mee wng ANCHOR INSTALLATION INSTRUCTIONS�EVIEWED FOR CODE COMPL"C Rail. GENERAL: CAPRI ENGINEERING 0 (WINDOW W[DTH)� I STUCCO BY OTHERS CAULK BETWEEN WOOD BUCK & SECTION B—B MAS'Y. OPENING 3 BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS x4, 2X6, 2X8 WOOD BUCK Y OTHERS (SEE NOTE 16 & 23) NE BY WOOD BUCK BY OTHERS IPTIONAL) (NOTE 6, 7 and 16A) TALLATION ANCHOR WOOD SCREW (NOTE 16 and 16A) SECTION A —A (ALTERNATE) For installation with two by with or w/o one by wood bucks. N In W r, 01 00 Z � W M Z Q W U J i(J � W 41 Q &g '6) NAIL ATTACHMENT OF NON-STRUCTURAL ONE BY BUCK IS 4" FROM EACH CORNER AND 8" ON CENTER. USE A HARDENED "T-NAIL" WITH A 0.097" DIAMETER AND 1 3/8" LENGTH (5/8" EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0.148" DIAMETER AND 1 1/2" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. FOR ALTERNATE SECTION A-A/B-B, USE A 0.113" DIAMETER COMMON WIRE NAIL WITH A 3/4" EMBEDMENT OR EQUIVALENT FOR NAILING NON-STRUCTURAL ONE BY BUCK INTO A TWO BY STRUCTURAL BUCK. 7) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2" THICKNESS. NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GREATER THAN 1" NOMIMAL (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE 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 JINI FLORIDA EXTRUDERS INTERNATIONAL, TTLANE CERTIFICATE OF AUTHORIZATION NO. 9235 SA N FO R D FLORIDA CATIO INVISED JAMB OF C SO E 3O7. NON CHANCE IN QUANTITY. 4 /23 /04 R J A TITLE: INSTALLATION DE TA I L SGL. HUNG FLANGE w I NDOWS - SERIES 1000, 1500 8 2000 E ADDED DISCLAIMER AND CLARIFIED LOCATION OF JAMB ANCHORS. 7/29/04 RJA DRAWN BY: BB APPROVED BY:RJA ®01111111W DATE:7/29/04 SCALE: NTS DWG.: FLEX0016, SHT I _ / TAPPER LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30nF TO 4OPSF 4 1 PSr TO 7OPSF 30PSF TO 40PSr 4 1 PSF TO 70PV SIZE - SIZE 12 18 1/8 X 25 B B F,G F,G F,G F.G 13 18 1/8 X 37 3/8 B B B B F.G F,G 14 145 18 1/8 X 49 5/8 18 1/8 X 55 1/4 B B F.G F,G 15 18 1/8 X 62 B B B F.G F,G F,G F,G,H,I 16 17 18 1/8 X 71 18 1/8 X 83 B B B F,G F,G,J,K 1H2 25 1/2 x 25 B B F.G F,G F,G F,G 1 H3 1H4 25 112 x 37 3/8 25 1/2 X 49 5/8 B B B B F,G F,G,H,I 1H45 25 1/2 X 55 1/4 B B F,G F,G,H,I 1H5 25 1/2 X 62 B B F,G F,G,H,I 1 H6 25 1/2 X 71 B B F,G F,G,H,1 1H7 25 1/2 X 83 B B F,G,J,K F,G,J,K 30 1/2 X 26 29 1/2 X 25 B B F.G F.(; F,G F,G 30 1/2 X 38 3/8 29 1/2 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,I 30 1/2 X 56 1/4 29 1/2 X 55 1/4 B B F,G F,G,H,I 30 112 X 63 30 1/2 X 72 29 1/2 X 62 29 1/2 X 71 B B F,G,H,1 F,G,H,1 30 1/2 X 84 29 1/2 X 83 B B F,G,J,K F,G,J,K 22 36 x 25 B B F,G F,G 23 36 x 37 3/8 B B F.G F,G 24 36 x 49 5/8 B B F,G F,G,H,1 245 36 x 55 1/4 B B F,G F,G,H,1 25 36 x 62 B B F,G,H,I F,G,H,1 26 36 x 71 B B F,G,H,I D,E,F,G,H,1 27 36 x 83 B B FGJK F,G,H,I,J,K 42 x 26 41 x 25 B B F.G F,G 42 x 38 3/8 41 x 37 3/8 B B F,G F,G,H,1 42 x 50 5/8 41 x 49 5/8 B B B F,G F,G,H,I F,G,H,1 F,G,H,I 42 x 56 1/4 42 x 63 41 x 55 1/4 41 x 62 B B B F,G,H,1 D,E,F,G,H,1 42 x 72 41 x 71 B B F,G,H,I D.E,F,G,H,I 42 x 84 41 x 83 B e FGJK F,G,H,I,J,K 48 x 26 47 x 25 B A,C F,G F,G F,G F,G,H,I 48 x 38 3/8 47 x 37 3/8 B B A,C A,C F,G F,G,H,I 48 x 50 5/8 48 x 56 1/4 47 x 49 5/8 47 x 55 1/4 B A,C F,G,H,I F,G,H,I 48 x 63 47 x 62 B A,C F,G,H,I D,E,F,G,H,I 48 x 72 47 x 71 B A,C F,G,H,1 D,E,F,G,H,I 48 x 84 47 x 83 B A,C F,G,J,K D,E,F,G,H,I,J,K 32 33 52 1/8 X 25 52 1/8 X 37 3/8 B B A,C A,C F.G F,G F,G,H,I 34 52 1/8 X 49 5/8 B A,C F,G,H,I F,G,H,I 345 52 1/8 X 55 1/4 B A,C F,G,H,1 D,E,F,G,H,1 35 52 1/8 X 62 B A,C F,G,H,I D,E,F,G,H,I 36 52 1/8 X 71 B A,C F,G,H,I D,E,F,G,H,I . 37 1 52 1/8 X 83 .B A,C F,G,J,K D,E,F,G,H,I,J,K • 37 SIZE NOT AVAILABLE IN I UUU UH 1 :)Uu JtKlt�l. IMPORTANT INFORMATION & GENERAL NOTES (cont.) ANCHOR INSTALLATION INSTRUCTIONS (cont.) 3/16" DIA. TAPPER CONCRETE SCREW (WITH NON-STRUCTURAL ONE BY WOOD BUCK): 12) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A NON-STRUCTURAL ONE BY WOOD BUCK (NOTE 7), USE A 3/16" DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 13) SEE THIS SHEET FOR TAPPER INSTALLATION ANCHOR LOCATION CHART. LETTER DESIGNATIONS ON THE TAPPER LOCATION CHART INDICATE WHERE TAPPER CONCRETE SCREWS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY. 14) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TAPCON (by ELCO TEXTRON INC.)"OR MEN (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 1. 15) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHOULD BE FILLED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN. EMBEDMENT INTO WOOD BUCK. VIEWED FROM EXTERIOR (ANCHOR LOCATIONS) W.W. A B C D J W.H. F H ELEVATION 169 #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 1S INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 WOOD SCREWS (ANSI B18.6.1) OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK. 16A) IF A TWO BY & ONE BY WOOD BUCK ARE USED (SEE SECTION A -A ALTERNATE, SIMILAR FOR SECTION B-B), THEN # 10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK WILL BE USED AND THE ONE BY WOOD BUCK WILL BE SECURED TO THE TWO BY WOOD BUCK AS REQUIRED IN NOTE 6 & 7. 17) #10 WOOD SCREWS SHALL BE INSTALLED AT ALL FACTORY APPLIED INSTALLATION FASTENER HOLE LOCATIONS. 18) WOOD SCREWS SHALL NOT BE USED TO FASTEN ASSEMBLY INTO THE END GRAIN OF WOOD. G DESIGN PRESSURE RATING & FBC REQUIREMENTS 19) IF EXACT WINDOW SIZE IS NOT LISTED IN TAPPER ANCHOR CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 20) INSTALLATIONS DEPICTED IN THESE INSTRUCTIONS ACCEPTABLE FOR DESIGN PRESSURES TO 70 PSF FOR THE WINDOW SIZES SHOWN IN THE CHART. DESIGN PRESSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE. 21) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 22) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. 23) TWO BY WOOD BUCK AND/OR FRAMING AT THE HEAD AND JAMBS TO BE SECURELY FASTENED TO TRANSFER THE LOAD TO THE MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE PER FBC, SECTION 1707.4.4.2 AND THE ENGINEER OF RECORD'S DETAILS. Ev FLORIDA EXTRUDERS INTERNATIONAL, 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 APPROVED BY:R JA DATE:7/29/04 (SCALE: NTSIDWG.:FLEX0016, SHT 2 OF 2 " �� � �� '�-- .55�—�::aT'f' �'��'•,��0+3:3,�, I't%- i, -� r� .'r - '! r � U t '.•e ? f;' - 2` i - ^ `x INSTALLATION ANCHOR INSTALLATION ANCHOR - -CAULK. BETWEEN 3/.16' DIA: TAPPER. 118 WOOD SCREW: (TYP. WHERE _ WOOD BUCK & (NOTE 17) TAPPERS ARE NOT HAS-Y. OPENING CONCRETE OR REQ'D. - NOTE 22) BY OTHERS MASONRY OPENING ONE BY WOOD p BUCK BY OTHERS CAULK BETWEEN BY OTHERS (NOTE 11 & 12) DOOR FLANGE SHIM AS & WOOD BUCK REQ'D SLIDING GLASS (SEE DOOR FRAME PERIMETER NOTES) CAULK BY : p --1 1/4' MIN. JAMB OTHERS EMBEDMENT I/4' MAX. SHIM SPACE STUCCO 4 BY OTHERS TEMPERED GLASS a (TYP.) INSTALLATION ANCHOR t18 SCREW WOOD (TYP. WHERE TAPPERS ARE NOT REQ'D. - NOTE 22) SECTION A -A CAULKING AT FASTENER HOLES REOUIRED (SEE NOTE 2). SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE J PERIMETER SLIDING GLASS CAULK BY DOOR FRAME OTHERS HEAD �— S.G.D. WIDTH 0 0 INSTALLATION ANCHOR 118 WOOD SCREW W/PLASTIC ANCHOR (TYP. WHERE TAPPERS ARE NOT REO"D. I SEC NOTE 22) LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED OF--CONCRE-TE (SEE --NOTE .2). _SHIM AS REAUIRED;_(SEE,.NOTE 1) �- •. _ �— -- CONCRE T C OR �— MASONRY OPENING a BY pTHEI?S 4 CAUL! B I�,JEEN HOOK STRIP & d WOOD BUCK 1 1/8' MIN. EMBEDMENT (TYP.) a a 3/4' MAX. _DOOR FLANGE I & WOOD BUCK TEMPERED GLASS (TYP.)- a STUCCO CONCRETE OR HOOK BY OTHERS MASONRY OPENING BY OTHERS STRIP DETAIL SLIDING GLASS DOOR STUCCO INTERLOCK BY OTHERS Disclaimer_ The purpose of this insiollotion drowing is to present the monufocturer'srecornmendolions for I I p n anchorage li.e., concrete screws, wood screws and noilsl to ochie�e the design pressure specified on u,e TEMPERED SECTION D — D � fenestration product as required by Florida Building Code. Section 1707.4.4, Anchorage methods. GLASS (TYP.) C Recommendations regarding (lashing. seating. sealants or other joint seolont proclices does not constitute o worronty either expressed or implied. DOOR IMPORTANT INFORMATION & GENERAL NOTES HEIGHT These notes are provided to ensure proper installation of Florida Extruders Milestone products and must be follovied (ully. A GENERAL INSTALLATION INSTRUCTIONS 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/q-- CAULK I NG LOAD BEARING SHIM AT SILL MUST BE PRESSURE TREATED WOOD OR PLASTIC AND MUST BE COMPLETELY ENCAPSULATED REQUIRED IN CAULKING OR SET INTO WET CONCRETE. (SEE NOTE 2). 2) USE-SILICONIZED ACRYOIIC 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 INSTAWNG FASTENER AND AROUND HEAD AFTER INSTALLATION. / 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR AND BETWEEN HOOK STRIP & B B BUCK FOR POCKET DOORS. 4) JAMB AND SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 5) DOOR FRAME MATERIAL: ALUMINUM ALLOY 6063. 6) TWO BY WOOD BUCK AND/OR FRAMING AT THE HOOKSTRIP TO BE SECURELY FASTENED TO TRANSFER THE LOAD TO THE A MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE PER FBC, SECTION 1707.4.1.2 AND THE ENGINEER OF RECORD'S EXTERIOR ELEVATION DETAILS. I/2'o 2 PANEL DOOR SHOWN 7) FLOR 0A EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA < S E E NOTES 8, 9 & ) 0) EXTRUDERS 500 AND 2000 SERIES SLIDING GLASS DOORS. 8) WHERE "X" REPRESENTS MOVING PANEL AND "O" REPRESENTS FIXED PANEL, APPROVED CONFIGURATIONS ARE AS 1 n LISTED ON THE ANCHOR INSTALLATION CHAR ' t (S EET �' CONTINUATION, NOTES( D ry o� In EMBEDMENT a RE DESCRIPTION DATE INI IN RNA1N7\L.. INC. 1-1/4- MIN. oo FLO T 3' E ,x�`�`2 , O JEwcrr I.ANI:; p R3. SCO,6. NOrrs r. z. ). 6- DO 12. 12/ 18/03 R Jq �= j Z B 13. r6. 27. 23 h 3r .x4) .,00(0 Cf_RfIFtCAT[ f THORIZA � N .NO �' 9235 - S. . N F O R D,_ LO R I C)n,_ —010R RCHSCO RELAKO INSTALLATION ANCHOR 0Z RCrCK-CrsN+o/OR«usrRAnor,z (DING GLASS DOOR 500, 1000 2000 R(MML4(RC0 ..Otis 6 to to Nro T1TI..E: 3/16 DIA. TAPPER < W R("S(O R(r(R(RC(S to m(SC MASONRY INSTALLATION wt TI I NON-S 1!?U(: tl.►lzAl.. V ! -olCs KMS(o 14VCRS FOR vor, (NOTE 1 7) W a t� (j 2�04 )-"wu DOORS. _ _ _ BUCK AND TAPPERS CONCRETE OR CDg C Aooto otscu+IMca. 7/29/04 (2JA DRAWN BY: BBAPPROVEDf3Y: (�J(1 MASONRY OPENING BY OTHERS DATE:1/29/04 SCALE:NIS DwC #:FLEX0021 S111_1.I _ "r::t. • :.y _ t-:L`'/�'yuli.�l�i-!'�'+�') � r11'.rT .r - T^,r SHIM •'SPACE 1 1/4' MIN.. EMBEDMENT _ 214_ ._2X6=0R` 2X8:'W OT-OOD ONE BY WOOD BY HERS "` NOTE -6) - BUCK BY OTHERS (NOTE 11 & 12) INSTALLATION ANCHOR t18 WOOD SCREW (TYP.) (NOTE 23) CAULK BETWEEN (ANCHORS • SHOVN IN SAME Q WOOD BUCK & PLANE FOR CLARITY ONLY. HOOK STRIP ANCHOR HOLES MAS'Y. OPENING SPACED 2' APART ON BY - OTHERS OPPOSITE FLANGES.) SHIM AS REQ'D. <SEE NOTES> SLIDING GLASS DOOR HOOK STRIP _ INSTALLATION ANCHOR 3/16- DIA. TAPPER (NOTE 17) CAULK BETWEEN ANCHOR INSTALLATION CHART REQUIRED QUANTITIES OF ANCHORS HEAD & SILL (TAPPER) EACH JAMB (TAPPER) HOOK STRIP (118 WS) TO 46 PSF 61 PSF TO 61 PSF TO TO 70 PSF Nominal Door Size Door Size and Conrigura!ion TO TO 60 PSF 70 PSF 45 PSF EO PSF 70 PSF 4 4 4 4 8 8 4068 XX. OX. XO 48 z 80 3 3 3 3 5068 XX, OX. XO 60 x 80 3 3 4 4 B 6068 XX, OX. XO 72x80 4 4 4 5 4 4 8 8068 XX, OX. XO 96 x 80 5 6 5 6 7 (D 1) 4 4 8 10068 XX OX XO 120 x 80 5 5 10 5080 XX OX XO 60 x 96 3 3 3 5 5 10 6080 XX OX XO 72 x 96 4 4 4 5 5 10 80 XX, O XO 96 x 96 5. g 5 6 5 7 (D1) 5 5 10 x 10080 XX OX XO 120 x 96 6 6 124 50100 XX, OX, XO 60 x 120 3 3 3 6 12 6010O XX, OX XO 72 x 120 4 4 6 6 6 7 (D 1) 12 80100 XX OX XO - 96 x 120 5 S 4 8 9068 OXO 109 1/8 x 80 6 6 6 4 4 8 12068 OXO 145 1/8 x 80 7 1 7 9 D2 4 4 8 15068 OXO 181 1/8 x 80 8 1 10 (02) 11 (D3) 4 10 9080 OXO 109 1/8 x 96 6 6 6 5 5 5 t0 12080 OXO 145 1/8 x 96 7 8 D1 9 D2 5 5 10 15080 OXO 181 1/8 x 96 8 11 13 5 6 7 D112 90100 OXO 104 i/8 x 120��6 6 9 (D2) 6 106 6 7 (01) 12 120100 OXO 145 1/8 x 1209068 4 8 XXX 106 5/8 x 80 6 6 4 4 8 12068 XXX 142 518 x 80 7 7 8 D 1 4 4 8 15068 XXX 178 5/8 z 80 8 10 (02) 11 (D3) 4 10 9080 XXX 106 5/8 x 96 6 6 6 5 5 5 5 '10 12080 XXX 142 5/8 x 96 7 8 D1 9 D2 5 10 15080 XXX 176 518 x 96 B 1 1 (D3) 13 5 7 12 90100 XXX 106 518 x 120 6 6 6 6 6 7 12 12010 XXXX 142 5/8 x 120 7 9 (D2) 10 (D3) 8 10068 OXXO 119 5/8 x 80 6 6 7 D 1 4 4 4 8 12068 OXXO 143 5/8 x 80 7 7 8 D1 4 4 8 16068 OXXO 191 5/8 x 80 9 10 (DI) 12 (D3) 4 5 10 10080 OXXO 119 5/8 x 96 6 1 6 7 D1 5 5 10 12080 OXXO 143 5/8 x 96 7 1 8 01 9 132 5 5 10 16080 OXXO 191 518 x 96 9 12 (D3) 14 (D5) 5 12 I 100100 OXXO 119 518 x 120 6 6 7 D 1 6 7 O 1 7 D1 12 120100 OXXO 143 5/8 x 120 7 9 02 10 03) 6 6 7 (O 1) 12 160100 OXXO 191 5/8 x 120 10 (DI) 13 (04) 16 (07) 10068 XXXX 117 114 x 80 6 6 6 4 4 8 8 12068 XXXX 141 1/4 x 80 7 7 8 D1 4 4 4 8 16068 XXXX 189 114 x 80 9 (01) 10 (D2) 12 (D4) 4 10080 XXXX 117 114 x 96 6 6 7 01 5 5 10 12080 XXXX 141 1/4 x 96 7 8 O1 9 D2 5 5 5 10 10 16080 XXXX 189 1/4 x 96 9 (D1) 12 (04) 13 (D5) 5 100100 XXXX 117 1/4 x 120 6 6 7 O1 6 7 D1 12 120100 XXXX 141 1/4 x 120 7 8 D1 10 D3 6 12 160100 XXXX 189 114 x 120 10 (D2) 13 (D5) 15 (07) 7 (D1) ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ-D. IN BOTH FACTORY APPLIED INSTALLATION HOLES. -DI'THROUGH -D7" DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REQ'O. -01" MEANS. INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 2) 3) "02" MEANS, INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 4) -D3" MEANS. INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. "D4- INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 5) MEANS, -135- 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. A: FIRST, ADJACENT TO LOCKS IN JAMBS. B: SECONDLY. AT EACH END OF JAMBS NEAR HEAD & SILL CORNERS. C: LOCATIONS IN JAMBS OTHER THAN AS LISTED IN A & B. IMPORTANT INFORMATION & GENERAL NOTES (cont.) GENERAL INSTALLATION INSTRUCTIONS (cont.) 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHOR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS "A -A "B-B" C 1I00K I Rli' 1 )i I :"II APPI.'i 10 INSTALLATION OF ALL APPROVED CONFIGURATIONS. 10) FOR POCKET DOOR SIZES, USE CLOSEST BYPASS DOOR �)0: 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.AME-1 Ef, ANO 1 11/3" LENGTH (5/8" EMBEDMENT), A HARDENED -MASONRY NAIL" WITH A 0.148" DIAMETER AND I V:' 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 GRFAr!..- 1: IAA I" Ir0r•11r1A1. (3/4" THICK) AND LESS THAN 2" NOMINAL (1 1/2" THICK) WILL REQUIRE NAIL LENGTH SUFFICIENT TO MEET EMBEDMENT REQUIREMENTS OF NOTE 11. 13) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS OR HAVE A CORROSION RESISTANT COATING APPLIED SUITABLE FOR I! It: ENVIRONMENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR 1?t:(_Urtrli:PJ(.)ArION 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 B18.6.1 DIMENSIONAL REQUIREMENTS. 16) IF WOOD TENDS TO SPLrr, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD ( (WIV.. I . I1'.)N). 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 MAj ON Y OR (:OaICRETE SILL, USE A 3/16- DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 2 , 18) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR TAPPER REQUIREMENTS. 19) INSTALL ONE TAPPER IN EACH PAIR OF FACTORY APPLIED INSTALLATION HOLES UNLESS NOTED OTHERWISE ON ANCHOR INSTALLATION CHART. 20) ALTERNATE TAPPER INSTALLATION ANCHORS FRONT TO BACK IN ALL FRAME MEMBERS. 21) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TITEN (by SIMPSON STRONG -TIE) CAN bE SUBSTI I-UrLu wi H I I t iE 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 S1 iALL BE ANCHORED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN. EMBEDMENT INTO WOOD BUCK. ALL REMAINING FACTORY APPLIED INSTALLATION F;\SrFIiER HOLES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE ANCHORED WITH "BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACrURF0 B'r I'0%`-'FKS cASTENING, INC. (OR EQUIVALENT) AND #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 7/8 IN. EMBEDMENT INTO THE CONCRETE OR MASONRY. #8 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK FOR POCKET DOOR HOOK STRIP): 23) WHERE POCKET DOOR HOOK STRIP IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE a8 WOOD SCREWS (ANSI 018.(;.1) O `;!.Wi ICIENT LENGTH TO ACHIEVE 1- 1/8- MIN. EMBEDMENT INTO THE TWO BY W BUCK RECEIVING THE POINT. 24) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR #8 WOOD REQUIREMENTS IN HOOK STRIP. 25) WOOD SCREWS SHALL NOT BE USED TO FASTEN HOOK STRIP INTO THE END GRAIN OF WOOD. 26) WOOD SCREW WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS FOR THE POCKET DOOR HOOK STRIP ONLY ARE BASED ON A SPECIFIC GRAv) I Y OF 0.55 FOR SOUTHERN PINE. DESIGN PRESSURE RATING & FBC REQUIREMENTS 27) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED F(W Pwx I 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 STRUCTURAI. SI III`.: I RA IFS AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. Av FLORIDA EXTRUDERS M _ C CLRIIFICAIC OF AUTHORIZATION NO. 9235 TITLE: SLIDING MASONRY BUCK AN GLASS DOOR 500, 100C INSTALLATION \./ITI-I TAPPERS IN'I'L:RNA'1'10NAL L. INC 2540 JI:W1,:'I"f LANC SANI;'0I?I7,. F'I.ORIDA I & r:'.000 N( II`1 `: I I•,( I( 1111•.'AI DRAWN (3Y: QQ APPROVED BY: DATE:7/29/04 SCALE:NTS DWG y:FLEX0021 .•�����'�z�""'_;:R:-sxa:'srk5�-`1 ;:..F:.c::��:4'�Id�Y-`"_..-:ec•r.;eC/x�^��^�'a_�c�._•nz�-.a.:.::�6v ^--'-'^--"^_�.�.----""-- _ --_.------ -- 1000 S.H. JAMB (TYP.) 1000 S.H. JAMB (TYP.) 1000 S.H. JAMB (TYP.) 1 X 2 X 1/8 1000 S.H. TUBE MULLION JAMB (TYP.) 08 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. 1 JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION �- #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (3) 1 X 4 X 1/8 TUBE MULLION 1000 S.H. JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS '\i SEALANT BETWEEN `�— WINDOW FLANGES & MULLION 08 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 1-1/2 SELF TUBE MULLION TAPPING SMS SECTION A -A (2.) 1 X 2 7/16 X 3/8 1000 S.H. TUBE MULLION JAMB (TYP.) 08 X 1/2 SELF TAPPING SMS �r SEALANT BETWEEN `+— WINDOW FLANGES & MULLION �- #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (4) 1 X 4. X 3/8 TUBE MULLION 98 X 1-1/2 SELF TAPPING SMS #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (6) ONE BY WOOD DETAIL C BUCK BY OTHERS CONCRETE OR MASONRY Q BY OTHERS I 1/4' MIN. Q EMBEDMENT Q INSTALLATION ANCHOR 3/16' DIA. TAPPER SCREW ANCHOR (TYP.) EXTERNAL MULLION INSTALLATION CLIP TYPICAL MULLION TO CONCRETE @ HEAD MULLION (APPLIES TO HEAD & SILL WHERE I " X 4' mh- & 2" X 4" TUBE MULLIONS ARE USED) #� X 2 SELF TAPPING SMS \� SEALANT BETWEEN WINDOW FLANGES & MULLION SECTION A -A _(7� DETAIL C #8 SELF THrr IIVU SMS (TYP.) DETAIL B ELEVATION VIEWED FROM EXTERIOR W u) .1 �r-roN _ cv r•7 Ln U >. n _0 > J m .� (n Q ; c co 0 C E J For olternote sill DETAIL B profiles where Sill Clip is not suitoble. It is occeptoble to use �Instollolion Clip" os shown in Detoil C (with or w/o bucking. INSTALLATION ANCHOR 3/16' DIA. TAPPER SCREW ANCHOR (TYP.) x SILL CLIP — I 1 1/4' MIN. EMBEDMENT PRECAST SILL BY OTHERS AUXILIARY PLATE (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) G ED-0 G - MULLION 0 I INTERNATIONAL, INC FLORIDA EXTRUDERS= :2540 JEWETT 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: WA B DATE:6/ 1 7/04 SCALE: NTS DWG.: 1 VMFLG Project: Lennar Homes, Williamsburg A Celery Estates lot 61, City of Sanford Trussway, Ltd. Southeastern Division OFFICE 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407)857-7855 < VIWED FOR CODE COMPLIANCE CAPRI ENGINEERING 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: Concept Solutions, Inc. Address: 303 North Texas Avenue Suite A, Tavares, Florida 32778 Jack L. Gries PE License # 33570 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/T13I-2002 Sec.2. This is in accordance with Rule 61G5-31.003, section 5 of the Florida Board of Professional Engineers. RO -R08, R1 1-R18, HR01, .101, J03, J04 January 22, 2007 Delegated Truss'Design Engineer Date Registered Professional Engineer, State of Florida Junaidie 13udiman, License Number 45161 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 TRUSSWAY, LTD. - ROOF SPREAD SHEET PROJECT: Lennar Homes - Williamsburg Loading: 20-10-0-10=40 psf Bldg Ht: 90400 / 90400(CI) Job #: LE3225 Builder: LENNAR HOMES Spacing: 24" o.c. # S.R. Layers: SYP rev: City: Bldg Code: FBC 2004 Notes: State: FL Plant: TWSE USI: 25% C,/�lp Dwn By: JT Chk By: PC Wind: 130 MPH T/11 C� y Salesmen: ds Item Count: 22 Studs: 24"(1) / 24"(E) / I Pitch Span Description BLDG A Total LVL 1 TYPE FCTR REV A 6.00 40-00-00 HIP R01 63.53 1 1 6.00 40-00-00 HIP R02 54.12 1 1 6.00 40-00-00 HIP R03 53.341 2 2 6.00 40-00-00 ROOF TRUSS R04 56.47 2 2 6.00 40-00-00 ROOF TRUSS R05 55.29 I 2 2 6.00 40-00-00 ROOF TRUSS R06 61.18 2 2 6.00 40-00-00 ROOF TRUSS R07 58.82 2 2 6.00 40-00-00 ROOF TRUSS I R08 55.69 12 I 12 6.00 40-00-00 ROOF TRUSS R11 56.08 1 1 6.00 40-00-00 ROOF TRUSS R12(-2P) 61.57 2 2 6.00 06-00-00 MONO TRUSS R13 9.81 1 1 6.00 21-04-00 ROOF TRUSS R14 37.65 1 1 6.00 20-11-08 IROOFTRUSS R15 26.28 5 5 6.00 09-04-00 KINGPOST R16 13.34 1 1 6.00 09-04-00 KINGPOST R17 11.76 1 1 6.00 09-04-00 FINK R18 16.08 3 3 4.24 08-05-01 ROOF TRUSS HR01 12.16 3 3 6.00 06-00-00 ROOF TRUSS J01 5.49 17 I 17 6.00 02-00-00 ROOF TRUSS J03 2.35 6 6 6.00 04-00-00 ROOF TRUSS J04 3.92 6 6 JUS24 RH1 2 2 THD26 RH3 1 1 Print Date: 01/04/2007 05:51:52 PM Page 1 of 1 Version: 1.4.3 - Lennar Orlando - H265618 3225-120 1 R01 HIP 1 I 1 I Job 6.200 s -1-0-0 6-OA 1 10.9.2 1 15-8-0 1 20-0-0 1 24.4.0 1 29-2-14 I 34-0-0 I 40-0-0 91.0.0 �1-0-0 6-0-0 4-9-2 4-10-14 4.4-0 44-0 4.10.14 4-9-2 6-0-0 1-0-0 Scale = 1:69.4 6x7 6.00 12 2x4 II 6x12 = l C V D E c� Y� cn 0 2x4 11 3x6 = 6x12 = 2x4 II 6x7 = F G H I W J 4x7 U T S R O P O N M 4x7 2x4 11 5x6 = 4x9 I I 5x10 = 4x9 11 4x12 = 2x4 11 4x12 = 5x6 = 6-0-0 10.9-2 15.8-0 20-0-0 24-4-0 29.2.14 34-0-0 40-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.16 T >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.26 T >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.04 P n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 236 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' W3 2 X 6 SYP No.2, W3 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. REACTIONS (lb/size) B = 1479/0-8-0 P = 3771/0-8-0 K = 648/0-8-0 Max Horz B = -75(load case 6) Max Uplift B = -721(load case 5) P = -2139(load case 4) K = -599(load case 6) Max Grav B = 1483(load case 9) P = 3771(load case 1) K = 658(load case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/30 B-C =-2633/1199 C-V = -2662/1332 D-V =-2662/1332 D-E = -2662/1333 E-F =-173/49 F-G = -173/49 G-H =-173/49 H-1 = 0/299 I-W = 0/300 J-W = 0/299 J-K =-8691733 K-L = 0/30 BOT CHORD B-U = -1025/2249 T-U =-101712222 S-T = -86411892 R-S =-864/1892 O-R = -864/1892 P-0 =-2315/1279 O-P = -2315/1279 BOTCHORD N-O =-2315/1279 M-N =-485/657 K-M =-502/685 WEBS C-U =-180/553 C-T =-336/583 D-T =-592/509 E-T =-466/909 E-R = 0/285 E-O =-2092/1080 F-O =-448/386 H-O =-1508/2985 H-P =-3459/2065 H-N =-1521/2404 I-N =-591/506 J-N =-1057/553 J-M =-358/566 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch 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 721 lb uplift at joint B, 2139 lb uplift at joint P and 599 lb uplift at joint 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. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 360 lb down and 219 Ib up at 34-0-0, and 360 lb down and 219 lb up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-60, C-J=-110(F=-50), J-L=-60, B-U=20, M-U=-37(F=-17), K-M=-20 Concentrated Loads (lb) Vert: U=-360(F) M=-360(F) M Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007I 0 WARNING - ver(& design parameters and READ NOTES ON TB1S AND INCLUDED MUTER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Q 9411 Alcom St. Design valid lot use only with Wel, connectors. This design is based only upon parameters shown, and is for an individual building component. Houston. TX 77093 Applicability of design poramenters 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 responsibilrity, of the 8850 Tmssway Blvd. v 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 i Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job TU: 3225-120 R02 e Trussway, Ltd., Orlando, FI HIP 1 1 1 H265619 11-0-0 4-8-6 1 8-0-0 1 14-2-3 20-0-0 1 25-9-13 1 32-0-0 1 35-3-10 1 40-0-0 1-0-0 4-8-6 3.3-10 6-2.3 5-9-13 5-9.13 6-2-3 3-3-10 4$6 1-0-0 Scale =,1:69.4 6x6 % 6x6 3x5 = 3x5 = 3x6 = 3x5 = 6.00 � D E F G H I 5x5 = R O P O N M 5x5 = 4x9 = 3x10 M1120H= 3x5 = 4x9 = 3x5 = 3x10 MI120H = B-0-0 7-6-1 B-11-14 7-6-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.41 O-P >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -1.02 O-P >467 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.27 K n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND F-O =-282/201 H-O =-55/404 BOT CHORD 2 X 4 SYP No.2ND H-M =-1366/646 I-M =-311/1011 WEBS 2 X 4 SYP No.3 J-M =-223/237 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-R, H-M REACTIONS (lb/size) B = 1657/0-3-8 K = 1657/0-3-8 Max Horz B = 89(load case 6) Max Uplift B = -553(load case 6) K = -553(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-3052/1064 C-D = -2831/1023 D-E =-2516/945 E-F = -3708/1435 F-G =-3708/1435 G-H = -3708/1435 H-I =-2516/945 I-J = -2831/1023 J-K =-3052/1064 K-L = 0/26 BOTCHORD B-R = -943/2665 O-R =-1345/3603 P-0 = -1345/3603 O-P =-1463/3884 N-O = -1296/3603 M-N =-1296/3603 K-M = -879/2665 WEBS C-R = -223/237 D-R =-311/1011 E-R = -1366/646 E-P =-55/404 F-P = -282/201 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; 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 553 lb uplift at joint B and 553 lb uplift at joint K. 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 B-0-0 PLATES GRIP MT20 244/190 M1120H 187/143 Weight: 199 lb Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007 Q WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Q 9411 Alcom St. Design valid for use only with fv4Tek connectors. This design isbased only upon parameters shown, and is for an individual building component. Houston, Tx 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 YRUSSW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respOnsibillify of the 8850 Twssway Blvd. v 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. I3225-120 IR03 IHIP I I 1 I H265620 11-M 5-10-14 1 10-0-0 1 16-8-0 i 23.4-0 1 30-0.0 1 34-1-2 I 40-0-0 j1-0-0 1-0-0 5-10-14 4-1.2 6-8-0 6-8-0 6-8-0 4.1.2 5-10-14 1-0-0 Scale = 1:69.4 6x6 D 3x5 = 3x5 = 3x6 = E F G 6x6 H 5x5 = P O N M L 5x5 = 4x9 = 4x6 = 3x5 = 4x6 = 4x9 = 10.0.0 10-0-0 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.78 TCDL 10.0 Lumber Increase 1.25 BC 0.93 BCLL 0.0 Rep Stress Incr YES WB 0.32 BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.1 'Except* B2 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-P, G-L REACTIONS (Ib/size) B = 1657/0-3-8 J = 1657/0-3-8 Max Horz B =-89(load case 7) Max Uplift B =-553(load case 6) J =-553(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-3004/988 C-0 = -2706/890 D-0 =-2633/897 D-E = -2380/839 E-F =-3122/1105 F-G = -3122/1105 G-H =-2380/839 H-R = -2633/897 I-R =-2706/890 I-J = -3004/988 J-K = 0/26 BOT CHORD B-P = -855/2621 O-P =-1055/3061 N-O = -1055/3061 M-N =-1019/3061 L-M = -1019/3061 J-L =-774/2621 WEBS C-P = -325/302 D-P =-245/927 E-P = -943/500 , E-N = 0/227 G-N = 0/227 10-0-0 DEFL in floc) Udell Ud Vert(LL) 0.27 N >999 240 Vert(TL) -0.67 L-N >710 180 Horz(TL) 0.19 J n/a n/a WEBS G-L =-943/500 H-L =-245/927 I-L =-325/302 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; 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 553 lb uplift at joint B and 553 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 10-0-0 PLATES GRIP MT20 244/190 Weight: 196 lb Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007I 0 WARNDYG - ver(ry design pammMT etem and READ NOTES ON THIS AND INCLUDED TEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Q 9411 St. Design valid for use only with Wet,Wet,connectors. This design is based only upon parameters shown. and is for an individual building component. Houston,on, T% 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando. Fl. 32824 v fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSO-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wl 53719. 13225-120 I R04 I ROOF TRUSS 11 I 1 I H265621 11-0.4 6.2.7 I 12-0-0 I 17-4-0 1 22.8.0 1 28-0-0 1 33-9-9 1 40-0-0 41-0-Q 1-0-0 6-2.7 5-9-9 5-4-0 5-4-0 54-0 5-9-9 6-2-7 1-0-0 Scale = 1:69.5 6x7 = 3x5 = 3x5 = 6x7 zZ is 5x5 = _ .. .. .. 5x5 = 4x9 = 3x6 = 3x5 = 3x5 = 4x9 = 10-4-6 20-0-0 29-7-10 40-0-0 10-4-6 9-7-10 9-7-10 10-4-6 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.64 TCDL 10.0 Lumber Increase 1.25 BC 1.00 BCLL 0.0 Rep Stress Incr YES WB 0.32 BCDL 10.0 Code FBC20041TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND 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 or 2-11-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt E-O, F-K REACTIONS (Ib/size) B = 1653/0-8-0 1 = 1653/0-8-0 Max Horz B =-99(load case 4) Max Uplift B =-560(load case 6) 1 =-560(load case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2912/944 C-P =-2611/837 D-P =-2514/852 D-E =-2011/747 E-F =-2558/925 F-G =-2011/747 G-Q =-2514/852 H-Q =-2611/837 H-1 =-2912/944 I-J = 0126 BOT CHORD B-O =-75012525 N-O =-752/2518 M-N =-752/2518 L-M =-718/2518 K-L =-718/2518 I-K =-710/2525 WEBS C-O =-348/326 D-O =-225/886 E-O =-776/388 E-M = 0/202 F-M = 0/202 DEFL in (loc) I/defl L/d Vert(LL) -0.22 B-O >999 240 Vert(TL) -0.63 B-O >753 180 Horz(TL) 0.18 1 n/a n/a WEBS F-K =-776/388 G-K =-225/886 H-K =-348/327 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=S.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 560 lb uplift at joint B and 560 lb uplift at joint 1. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 205 lb Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,20071 Q WARNING - 7el(& design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE ffi7.7473 BEFORE USE. Engineering Department 9411 St. Q Design valid for use only with IvLlek connectors. The isHou design based only upon parameters shown. and is for an individual building component. Houston,on. T TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilffy 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 v 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. 3225-120 I R05 I ROOF TRUSS 11 I 1 I H265622 11-0.9 7-0-0 1 14-0-0 I 20-0-0 + 26-0-0 I 33-0-0 1 40-0-0 91-041 1-0-0 7-0-0 7-0-0 6-0-0 6-0-0 7.0-0 7-0.0 ,•a0 Scale = 1:69.5 Y� 0 6.00 12 6x7 = 2x4 II 6x7 n I� 5x5 = -. — 5x5 = 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 9-8-7 I 20-0-0 i 30-3-10r 40-0-0 9.8-7 10-3-10 10.3-10 9$7 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.96 TCDL 10.0 Lumber Increase 1.25 BC 0.99 BCLL 0.0 Rep Stress Incr YES WB 0.39 BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND'Except' T2 2 X 4 SYP No.2, T2 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 REACTIONS (lb/size) B = 1653/0-8-0 J = 1653/0-8-0 Max Horz B =-116(load case 4) Max Uplift B =-560(load case 6) J =-560(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2913/914 C-0 c-2671/860 D-O =-2621/865 D-E =-2556/885 E-F =-2245/843 F-G =-2245/843 G-H =-2556/885 H-R =-2621/865 I-R =-2671/860 I-J =-2913/914 J-K = 0/26 BOT CHORD B-P =-678/2524 O-P =-474/1971 N-O =-474/1971 M-N =-421/1971 L-M = -421/1971 J-L =-678/2524 WEBS C-P =-387/339 E-P =-200/607 E-N =-220/547 F-N =-441/333 G-N =-220/547 G-L =-200/607 I-L =-387/339 DEFL in (loc) I/deft Ud Vert(LL) -0.21 L-N >999 240 Vert(TL) -0.65 L-N >730 180 Horz(TL) 0.16 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=18ft; 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 560 lb uplift at joint B and 560 lb uplift at joint J. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 201 Ib Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007 0 WARNING - Ver(fy design pammetem and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MLI.7473 BEFORE USE. Engineering Department Q 9411 Alcom St. Design valid for use only with milek connectors. This design is based only upon parameters shown. and 6 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 (7, 3) 691 6900 TRUSWW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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 v fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 5153 D'Onofrio Drive, Madison. WI 53719. 3225-120 I R06 I ROOF TRUSS 11 I 1 I H265623 0 -1-0-0 541-3 i 10.0.0 I 16-0-0 I 20-0-0 I 24.0.0 30-0-0 34-3.13 I 40.0-0 �1�0 1-0-0 5-8-3 4-3.13 6-0.0 4-0-0 4-0-0 6-0-0 4-3.13 5.8.3 1.0.0 Scale = 1:69.5 6x7 2x4 II 6x7 ZZ 5x5 = - - - 5x5 = 4x9 = 3x6 = 4x9 = US = 4x9 = 10.0.0 { 2D-0-0 30-0-0 40-0-0 10-0.0 10-0.0 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/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND 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 or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) B = 1653/0-8-0 L = 1653/0-8-0 Max Horz B =-133(load case 4) Max Uplift B =-560(load case 6) L =-560(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-28981887 C-D = -2663/812 D-S =-26101818 E-S = -2555/830 E-F =-2706/977 F-G = -19471753 G-H =-1947f753 H-1 = -2706/977 I-T =-2555/830 J-T = -2610/818 J-K =-2663/812 K-L = -2898/887 L-M = 0/26 BOT CHORD B-R = -701/2505 O-R =-341/1827 P-O = -341/1827 O-P =-341/1827 N-0 = -341/1827 L-N =-657/2505 WEBS C-R = -212/240 E-R =-363/274 F-R = -335/857 F-P =-145/409 G-P = -287/220 H-P =-145/409 H-N = -335/857 CSI DEFL in (loc) I/deft L/d TC 0.75 Vert(LL) -0.19 N-P >999 240 BC 0.98 Vert(TL) -0.59 P-R >795 180 WB 0.60 Horz(TL) 0.16 L n/a n/a (Matrix) WEBS I-N =-363/274 K-N =-212/241 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; 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 560 Ib uplift at joint B and 560 Ib uplift at joint 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 PLATES GRIP MT20 244/190 Weight: 224 Ib M11 Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007I 0 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department 9411 Design valid for use only with MiTek connectors. This design is based any upon parameters shown. and'a for on individual building component. Houston, Aloom t. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibilityv of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery. erection and bracing. consult ANSI/TPII Ouality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. 3225-120 I R07 I ROOF TRUSS 11 I 1 I H265621 I it-" 6-0-0 I 11.9.11 i 18-0-0 1 22h0 1 28-2-5 1 34-0-0 1 40-0-0 4,1-0_0 1-0-0 6-0-0 59-11 6-2-6 4.0-0 6.2.6 5-9-11 6-0-0 1-0-0 Scale = 1:69.5 6x6 6x6 ZZ F G )o 5x5 = O P O N M 5x5 = 3x5 = 3x6 = 6x12 = 3x6 = 3x5 = 10-0-0 20-0-0 30-0-0 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets X Y : B:0-2:,0-0-2],[K:0-2-4 0-0-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.19 M-0 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.59 M-0 >804 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.17 K n/a n/a BCDL 10.0 Code FBC2004rTP12002 (Matrix) Weight: 217 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND F-0 =-145/541 G-0 =-145/541 BOT CHORD 2 X 4 SYP No.2 *Except* H-0 =-738/325 H-M =-69/490 B2 2 X 4 SYP No.2ND J-M =-279/282 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-0, H-0 REACTIONS (lb/size) B = 1653/0-8-0 K = 1653/0-8-0 Max Horz B =-151(load case 4) Max Uplift B =-560(load case 6) K =-560(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2904/875 C-D =-26421785 D-R =-2585r792 E-R =-2499/809 E-F =-1880/673 F-G =-1708/678 G-H =-1880/673 H-S =-2499/809 I-S =-2585r792 I-J =-2642f785 J-K =-2904/875 K-L = 0/26 BOTCHORD B-C! =-700/2514 P-Q =-476/2184 O-P = -476/2184 N-0 = 476/2184 M-N = 476/2184 K-M =-647/2514 WEBS C-Q =-279/282 E-Q =-69/490 E-0 =-738/325 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02: 120mph (3-second gust); h=18ft; 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 560 lb uplift at joint B and 560 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 Junajdie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,20071 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Q 9411 Alcom St. Design valid for use only with milek connectors. This design 6 based only upon parameters shown. and is for an individual building component. Houston. Tx 77093 Applicability of design poramenters 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. v 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 ANS17TP11 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. I3225.120 I R08 I ROOF TRUSS 11 I I I H265625I �1-0-Q 6-10-8 i 13-9-0 1 20-0-0 1 26-3-0 1 33-1-8 I 4041.0 91-0-0 i 1-0-0 6-10-8 6.10.8 6-3-0 6.3-0 6.10-8 6-10-8 1-0-0 Scale = 1:70.2 6x6 = 6.00 (12 F 5x5 = P O N M L 5x5 = 3x5 = 3x6 = 4x9 = 3x6 = 3x5 = 9.3-2 10-8-15 10-8-15 9.3.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.22 L-N >999 240 TCDL 10.0 Lumber lnc,ease 1.25 BC 0.97 Vert(TL) -0.68 L-N >697 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.15 J n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2 'Except' B2 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-N, G-N REACTIONS (lb/size) B = 1653/0-8-0 J = 1653/0-8-0 Max Horz B =-168(load case 4) Max Uplift B =-560(load case 6) J =-560(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2926/843 C-0 = -2698/811 D-O =-2628/819 D-E = -2530/839 E-F =-1841/666 F-G = -1841/666 G-H =-2530/839 H-R = -2628/819 I-R =-2698/811 I-J = -2926/843 J-K = 0/26 BOTCHORD B-P = -666/2513 O-P =-40812027 N-0 = -408/2027 M-N =-408/2027 L-M = -408/2027 J-L =-613/2513 WEBS C-P = -322/298 E-P =-179/587 E-N = -710/364 F-N = -430/1263 G-N = -710/364 WEBS G-L =-179/587 I-L =-322/298 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02: 120mph (3-second gust); h=18ft; 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 560 lb uplift at joint B and 560 lb uplift at joint J. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 207 lb .f of Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007I 0 WARNING - Ver1J1r design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Q Design valid for use on with m1ek connectors. This design is based on u Houston, on, T St. 9 M g tv pan 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 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 v fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. O rU 3225.120 R11 Trussway, Ltd., Orlando, FI ROOFTRUSS 1 I 1 H265626 11-0-0 5.4.0 1 10.8-0 1 13.4.0 1 19-5-3 f 25-8-1 1 32-0.0 r 35.3.9 40.0-0 9 1-0-0 54-0 5.4-0 2-8-0 6-1-3 6-2-14 6-3-15 3-3-9 4-8-7 130 Scale = 1:70.7 6x6 = 3x5 = D 6x7 6x6 4x7 = R O P O N M 5x5 = 3x10 M1120H= 3x5 = 3x5 = 3xl0 M1120H= 4x9 = 4x9 = 10-8-0 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 FBC2004rrPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOTCHORD 2 X 4 SYP No.1 'Except* B2 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 5-3-7 oc bracing. WEBS 1 Row at midpl H-M REACTIONS (lb/size) B = 1653/0-8-0 K = 1653/0-8-0 Max Horz B =-89(load case 7) Max Uplift B =-560(load case 6) K =-560(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0126 B-C =-2921/956 C-S =-2607/828 D-S =-2519/837 D-E =-2544/857 E-F =-3861/1327 F-G =-3550/1239 G-H =-3550/1239 H-1 =-2437/839 1-1 =-2744/898 J-K =-2927/949 K-L = 0/26 BOTCHORD B-R =-741/2537 O-R =-98213364 P-0 =-982/3364 O-P =-1232/3864 N-O =-1140/3545 M-N =-1140/3545 K-M =-721/2528 WEBS C-R =-358/324 D-R =-630/2033 E-R = -202O 760 E-P =-297/695 H-M =-1326/575 8-8-7 6310 6-3-15 8-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.95 Vert(LL) 0.36 P >999 240 MT20 244/190 BC 0.88 Vert(TL) -0.84 P-R >564 180 M1120H 187/143 WB 0.85 Horz(TL) 0.22 K n/a n/a (Matrix) Weight: 203 lb WEBS I-M =-257/967 J-M =-156/212 F-P =-243/239 H-O = -5/383 F-O =-375/111 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; 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 560 Ib uplift at joint B and 560 lb uplift at joint K. 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. Junaidie Budiman, P.E. LOADCASE(S) Florida P.E. No. 45161 Standard 8850 Trussway Boulevard Orlando, FL 32824 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/rPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Iq 0 January 4,2007I Engineering Department St, Houston, Q Houston,on, T Tx 77093 (713) 691 6900 TRUSSW Orlando, do, FLTruss32 Bl�24 v Orlando, FL 32824 (407) 857 2777 3225-120 1 R12 ROOFTRUSS L H2656271 s Jul 1 1-0-0 5.2.10 1 10-8-0 1 15-4-0 1 2D-9-12 1 25-3-1 1 29-8.7 34-0-0 i 40-0-0 11-0-p 1-0-0 5-2.10 5-5-7 4-8-0 5-5-12 4-5-5 4-5-5 4-3-9 6-0-0 1-0-0 Scale = 1:70.6 6x6 = 4x6 = S R O P 0 NW M 4x6 5x6 = 4x9 = 4x9 = 2x4 11 5x6 = 4x9 = 2x4 II i 10-8-0 20-9-12 ) 25-3.1 } 2M-7 34-0-0 4D-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 NO BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: Q-S. REACTIONS (lb/size) B = 660/0-8-0 Q = 2756/0-3-8 K = 1521/0-8-0 Max Horz B = 91(load case 5) Max Uplift B = -293(load case 5) Q = -963(load case 4) K = -690(load case 6) Max Grav B = 660(load case 1) 0 = 2756(load case 1) K = 1539(load case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/30 B-C =-865/332 C-T =-481/110 D-T =-390/119 D-E = -440/123 E-F =-495/1517 F-G = -495/1517 G-H =-495/1517 H-1 =-2495/1077 I-U =-2494/1076 U-V =-2495/1077 J-V =-2495/1077 J-K =-2763/1087 K-L = 0/30 BOTCHORD B-S =-270/735 R-S =-244/276 Q-R =-244/276 P-Q =-302/695 O-P =-302/695 N-0 =-302/695 N-W =-841/2329 CSI TC 0.39 BC 0.27 WB 0.35 (Matrix) BOTCHORD M-W = WEBS C-S = E-S = F-Q = H-P = I-N = J-M = DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.05 M-N >999 240 MT20 2441190 Vert(TL) -0.10 M-N >999 180 Horz(TL) 0.02 K n/a n/a Weight: 461 lb -841/2329 K-M =-850/2364 424/373 D-S = 0/225 -147/583 E-0 =-1569/509 -376/272 H-0 =-2557/1043 Of76 H-N =-862/2199 488/306 J-N =-202/202 -235/720 NOTES (11-12) 1) 2-ply truss to be connected together with 0.131 "xY Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint B, 963 lb uplift at joint Q and 690 Ib uplift at joint K. 9) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. Iy 0 provided sufficient to support concentrated load(s) 724 lb down and 316 lb up at 30-0-12, and 457 lb down and 19 lb up at 34-0-0 on bottom chord. The design/selection o such connection device(s) is the responsibility of others. 11) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-D=-60, D-E=-60, E-U=60, J-U=-144(F=-84), J-L=-60, B-W=20, M-W=49(F=29), K-M=-20 Concentrated Loads (lb) Vert: M=457(F) W=-724(F) WARNING - ver{fy design panamerem and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE AM-7473 BEFORE USE. Design valid for use only with h1Tek connectors. This design is based only upon parameters shown. and 6 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 responsibilfity 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 ANSIPPII Quality Criteria. DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,20071 Engineering Department 9411 Houston. T 7% 7093 (713) 6916900 TrusswayBlvd. Orlando, Fl. 32824 v i (407) 857 2777 H265628 3225-120 I R13 I MONO TRUSS 11 I 1 I Job I Trussway. Ltd.. Orlando. FI 6.200 s -1-0-0 i 3-3-8 I 6-0-0 1-0-0 3-3-8 2-8-8 2x3 II 3-3-8 I 6-0-0 _ LOADING(psf) SPACING 1-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.09 TCDL 10.0 Lumber Increase 1.25 BC 0.32 BCLL 0.0 Rep Stress Incr NO WB 0.24 BCDL 10.0 Code FBC2004rrP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP N0.2ND BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 766/0-3-8 E = 724/0-3-8 Max Horz B = 100(load case 5) Max Uplift B =-340(load case 5) E _-332(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/15 B-C =-838/313 C-D = -20/12 D-E = -35/31 BOT CHORD B-F =-331r726 E-F =-331r726 WEBS C-F =-289/737 C-E =-856/391 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 lb uplift at joint B and 332 lb uplift at joint E. DEFL in (loc) I/defl Ud Vert(LL) 0.01 B-F >999 240 Vert(TL) -0.02 B-F >999 180 Horz(TL) 0.00 E n/a n/a 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: B-E=225(17=-215), A-D=-30 Scale = 1:20.3 PLATES GRIP MT20 244/190 Weight: 35 lb Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007 0 WARNING -Verify design parameters 94 and READ NOTES ON THIS AND INCLUDED LHTER REFERENCE PAGE Mll-7473 BEFORE USE. Engineering Department Q Design valid for use only with rvLTek connectors. This design is based only upon parameters shown, and is for on individual building component. Houston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd. TRLqMW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 v to quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, wl 53719. Job I fuss Cuss ype ty y LE3225 - Lennar Orlando - WILLIAMSBURG H265629 3225.120 R14 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Ltd., Orlando, FI 6.200 s Jul 13 2005 MiTek Industries, Inc. Thu Jan 04 15:16:10 2007 Page 1 -1-0-0 10-8-0 21-4-0 22.4-0 1 1-0-0 10-8-0 10.8-0 1-0-0 Scale = 1:38.7 5x5 = H J 6.00 12 G K F L $T M 17 E ST6 $T6 N $T ST5 N D ,� T $Tq C T I. T O STY STY 7' $ P B B13 R0 `o dA 3x5= AE AD...- AC AS AA Z -----y......X V-- �-'----T ------5--. .R.......... 3x5= 3x5 = 21-4-0 21-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 P n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.00 P n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 P n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 128lb LUMBER Max Uplift WEBS TOP CHORD 2 X 4 SYP No.3 S = -54(load case 7) H-Y = -88/58 G-Z = -80/67 BOT CHORD 2 X 4 SYP No.3 R = -99(load case 7) F-AB = -79/78 E-AC = -84/81 OTHERS 2 X 4 SYP No.3 P = -94(load case 7) D-AD = -58/62 C-AE =-138/124 Max Grav J-W = -88/58 K-V = -80/68 BRACING B = 165(load case 1) L-U = -79/78 M-T = -84/81 TOP CHORD X = 146(load case 7) N-S = -58/62 O-R =-138/124 Structural wood sheathing directly applied or 6-0-0 oc Y = 115(load case 1) pudins. Z = 107(load case 10) NOTES (11-12) BOT CHORD AB = 105(load case 1) 1) Unbalanced roof live loads have been considered for Rigid ceiling directly applied or 10-0-0 oc bracing. AC = 114(load case 10) this design. AD = 73(load case 10) 2) Wind: ASCE 7-02: 120mph (3-second gust); h=18ft; REACTIONS (Ib/size) AE = 192(load case 10) TCDL=5.Opsf; BCDL=S.Opsf; Category II; Exp B; B = 165/214-0 W = 115(load case 1) enclosed; MWFRS gable end zone and C-C Interior(1) X = 86121-4-0 V = 107(load case 11) zone; cantilever left and right exposed ; Lumber Y = 115/214-0 U = 105(load case 1) DOL=1.33 plate grip DOL=1.33. This truss is designed Z = 106/214-0 T = 114(load case 11) for C-C for members and forces, and for MWFRS for AB = 105/214-0 S = 73(load case 11) reactions specified. AC = 1141214-0 R = 192(load case 11) 3) Truss designed for wind loads in the plane of the AD = 73/214-0 P = 165(load case 1) truss only. For studs exposed to wind (normal to the AE = 192/214-0 face), see MiTek "Standard Gable End Detail" W = 115/214-0 FORCES (Ib) 4) This truss has been designed for a 10.0 psf bottom V = 106/21-4-0 Maximum Compression/Maximum Tension chord live load nonconcurrent with any other live loads. U = 105/214-0 TOP CHORD 5) All plates are 2x3 MT20 unless otherwise indicated. T = 114/214-0 A-B = 0/25 B-C =-101/46 S = 73/214-0 C-D = -51/59 D-E = -30f76 R = 192/21-4-0 E-F =-24/106 F-G =-24/134 P = 165/21-4-0 G-H =-24/164 H-1 =-28/191 Max Horz B = -89(load case 7) I-J K-L =-28/191 =-24/128 J-K =-24/164 L-M = -24/87 Max Uplift M-N = -23/47 N-O = -32/22 B = -77(load case 6) O-P = -63/32 P-0 = 0/25 Y = -35(load case 6) BOT CHORD _ Z = AB = -54(load case 6) -65(load case 6) B-AE AC -AD = 0/127 = 0/127 AD-AE = 0/127 AB -AC = 0/127 Junaidie Budiman, P.E. AC = -67(load case 6) AA -AB = 0/127 Z-AA = 0/127 Florida P.E. No. 45161 AD = -54(load case 6) Y-Z = 0/127 X-Y = 0/127 8850 Trussway Boulevard AE _ -99(load case 6) W-X = 0/127 V-W = 0/127 Orlando, FL 32824 W = -36(load case 6) U-V = 0/127 T-U = 0/127 V = -55(load case 7) S-T = 0/127 R-S = 0/127 U = -65(load case 7) P-R = 0/127 T = -67(load case 7) WEBS January 4,2007 Continued on page 2 I-X = -133/0 0 WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Q 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and 6 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 (71 3)6916900 TRUSSW 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. v 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 Cdledo, DSB-89 and BCSII Building Component (407) 857 2777 Salety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. - Job TruSS T rUSS Type oty Ply 1 LE3225-Lennar Orlando - WILLIAMSBURG H265629 3225.120 R14 ROOF TRUSS t 1 Job Reference (optional) Trussway, Ltd., Orlando, FI 6.200 Is Jul 13 2005 MiTek Industries, Inc. Thu Jan 04 15:16:10 2007 Page 2 NOTES (11-12) 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 Ib uplift at joint B, 35 Ib uplift at joint Y, 54 lb uplift at joint Z, 65 lb uplift at joint AB, 67 lb uplift at joint AC, 54 lb uplift at joint AD, 99 lb uplift at joint AE, 36 lb uplift at joint W, 55 lb uplift at joint V. 65 lb uplift at joint U, 67 lb uplift at joint T, 54 lb uplift at joint S, 99 lb uplift at joint R and 94 lb uplift at joint P. 10) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 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 Q WARNING - Verb design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department Q 9411 Alcorn St. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design poramenters and proper incorporation of component is tesponsibifty 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 32821 fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive. Madison. wl 53719. Job Truss Truss Type oty 225 - Lennar Orlando - WILLIAMSBURG H265630 3225-120 R15 ROOFTRUSS 1 17C Reference (optional) Trussway, Ltd., Orlando, FI 6,200 s Jul 13 2005 MiTek Industries, Inc. Thu Jan 04 15:16:10 2007 Page 1 5.1-12 1 D-3-8 15-5-5 20.11-8 l 5-1-12 I 5-1-12 5-1-13 121 1 5-6-3 1.0-0 Scale = 1:37.9 5x5 = C I 6.00 12 I J 2x3 2x3 B m D W2 W A E r�q B4 2 F 1 q cl I to 5x6 = H G 5x5 = 4x8 = 3x5 = 10-3.8 20-11-8 10-3-8 10-8-0 Plate Offsets X Y : [E:0-1-10,Edge LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.20 E-H >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.54 E-H >456 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 E n/a n/a BCDL 10.0 Code FBC2004frP12002 (Matrix) Weight: 93 lb 2)-Wrrtd:-ASC-E-7-O 20mph- 5-second-gtrst);-h=�9 , LUMBER TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; TOP CHORD 2 X 4 SYP No.2ND enclosed; MWFRS gable end zone and C-C Interior(1) BOT CHORD 2 X 4 SYP No.2ND 'Except' zone; cantilever left and right exposed ; Lumber 61 2 X 4 SYP No.2 DOL=1.33 plate grip DOL=1.33. This truss is designed WEBS 2 X 4 SYP No.3 for C-C for members and forces, and for MWFRS for WEDGE reactions specified. Left: 2 X 4 SYP No.3 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BRACING 4) This truss requires plate inspection per the Tooth TOP CHORD Count Method when this truss is chosen for quality Structural wood sheathing directly applied or 4-8-0 oc assurance inspection. puriins. 5) Provide mechanical connection (by others) of truss to BOT CHORD bearing plate capable of withstanding 284 Ib uplift at joint Rigid ceiling directly applied or 2-2-0 oc bracing. A and 376 lb uplift at joint E. 6) "Fix heels only" Member end fixity model was used in REACTIONS (lb/size) the analysis and design of this truss. A = 817/0-3-8 7) NOTE: Refer to yellow bracing and/or T-1 sheet for E = 902/0-8-0 more information. Max Harz 8) NOTE: The seal on this drawing indicates acceptance A =-105(load case 4) of professional engineering responsibility solely for the Max Uplift truss component design shown. A =-284(load case 6) E _-376(load case 7) LOAD CASE(S) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1333/492 B-I =-1000/311 C-1 =-9131319 C-J =-9131322 D-J =-1000/313 D-E =-1350/482 E-F = 0/26 BOT CHORD A-H = -40611134 G-H =-304/1155 E-G =-304/1155 Junaidie Budiman, P.E. WEBS Florida P.E. No. 45161 B-H =-371/340 C-H =-152/595 8850 Trussway Boulevard D-H =-391/335 Orlando, FL 32824 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. January 4,2007 Q WARNING - 7ert/y design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE AM-7473 BEFORE USE. 94 1Engineering Department Q Design valid for use only with M1e4. connectors. This design is based only upon parameters shown, and 6 for an individual building component. Houston, on,AlcT St. Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, 6977093 PP Y 9 P P P Po P Po N 9 9 g 9 8850 Tru 6900 i5 forec lateral support of individual web members only. Additional temporary bracing to insure stability during Construction is the re regarding of the Orlando, do, FL Blvd. v erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 TRUSSM 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. I3225-120 I R16 I KINGPOST 11 I 1 I H265631 1-0-0 4-8-0 US = 4x4 = 4-8-0 1-0-0 Scale = 1:18.7 1� 0 3x7 11 0-4-8 4-8-0 8-5-8 9-4-0 04-8 4-3-8 3-9-8 0-10-8 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (lb/size) B = 43110-3-8 D = 430/0-3-0 Max Horz B =-35(load case 4) Max Uplift B =-237(load case 6) D =-235(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-K =-478/159 C-K =-405/176 C-L = 405/176 D-L =-477/159 D-E = 0/26 BOTCHORD B-F =-69/359 D-F =-69/359 WEBS C-F = 0/219 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft Ud TC 0.38 Vert(LL) 0.02 D-F >999 240 BC 0.49 Vert(TL) -0.04 D-F >999 180 WB 0.07 Horz(TL) 0.01 D 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable studs spaced at 14-0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 Ib uplift at joint B and 235 Ib uplift at joint D. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 44 Ib �� � Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,20071 0 WARNING - Verj/y design parameten and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MZi-7473 BEFORE USE. Engineering Department Design valid for use only with 1W1ek connectors. This design 1 Aloom St. design is based only upon parameters shown, and is for an individual building component. Ho1uston, TX 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 69DO 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 v fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Tru 3225-120 R17 • Trussway, Ltd., Orlando, FI -1-0-0 I 1.0-0 KINGPOST 4-8.0 1 1 Job Referee 6.200 s Jul 13 9-4-0 4-8-0 4x4 = C H265632 1-0-0 Scale = 1:18.7 �II 3x5 = �I 2x6 F 2x3 11 3x5 = 3x7 11 ' 0-4-8 4-8-0 8-5-8 9-4-0 04-8 43-8 3-9-8 0-10-8 Plate Offsets X Y : B:0-0-12 0-0-2(B:0-0-12,0-10-2j,(D:0-1-0,0-0-2)�[D:0-1-0,1-0-5) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.02 D-F >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.04 D-F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 39 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 431/0-3-8 D = 430/0-3-0 Max Horz B = -35(load case 4) Max Uplift B = -237(load case 6) D = -235(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-G =-478/159 C-G = -405/176 C-H =-405/176 D-H =-477/159 D-E = 0/26 BOT CHORD B-F =-69/359 D-F =-69/359 WEBS C-F = 0/219 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. TCDL=5.Opsf; BCDL=5.Opsf; Category It: 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 237 lb uplift at joint B and 235 Ib uplift at joint D. 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 Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007I 0 WARNING - Verj fy design Parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Q Design valid for use on with Mlek connectors. This design is based on u 9411 Alcom St, g only g only pan parameters shown, and is for on individual building component. Houston, TX 77093 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for loterol 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 v fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onoldo Drive, Madison. WI 53719. H265633 3225-120 1 R18 I FINK 10-4-0 -1-0-0 4.8-0 _ 9-4-0 9-4.12 Scale: 3/8'=1' 1-0-0 4-8-0 4-&0 0-0-12 C 0-11-4 2x3 II 2x3 \\ 2x3 II 2x3 // 2x3 II l-&2 7-9-14 9 1-&2 6.3-11 1.&2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.03 H-1 >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.07 H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 F n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) J = 430/0-3-8 F = 430/0-3-0 Max Horz J = 37(load case 6) Max Uplift J =-226(load case 6) F =-226(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/31 B-K =-205/113 C-K =-141/126 C-L =-141/126 D-L =-205/113 D-E = 0/31 B-J =-520/229 D-F =-520/229 BOTCHORD I-J = -37/37 H-1 =-31/126 G-H =-31/126 F-G = 0/0 WEBS B-1 =-67/274 C-H =-128/83 D-G =-67/274 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; 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. 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 226 lb uplift at joint J and 226 Ib uplift at joint F. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 56 lb Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007I WARNING - Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Q 9411 Alcom St. Design valid for use only with M"Tek connectors. This design is based only upon parameters shown, and is for on individual building component. Houston, TX 77093 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900Y is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 v 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. I3225-120 I HR01 I ROOF TRUSS 11 I 1 I H265607 1-5-0 4-2-3 4-2.14 2x3 11 E Scale = 1:19.9 U3 = �^+ 3x4 = 4-2-3 ( 8-5-1 4.2-3 4-2-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.01 G >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.04 F-G >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 40 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 457/Mechanical B = 337/0-4-15 Max Horz B = 212(load case 3) Max Uplift F =-259(load case 3) B =-169(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-544/92 C-D = -88/46 D-E = -7/0 D-F =-205/196 BOTCHORD B-G =-243/493 F-G =-243/493 WEBS C-G = 0/200 C-F =-528/260 NOTES (8-9) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. bearing plate capable of withstanding 259 lb uplift at joint F and 169 lb uplift at joint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-13=60 Trapezoidal Loads (plf) Vert: B=-3(F=28, 13=28)-to-D=124(F=32, B=-32), D=-84(F=-32, B=-32)-to-E=-87(F=-34, 13=34), B=-O(F=10, B=10)-to-F=-42(F=-11, 13=11) 4a- a)-� Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007 0 WARNING - VerjJy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE, Engineering Department 9411 St. Design valid for use only with nNTek connectors. This designn is based only upon parameters shown. and'a for an individual building component. Houston, Alcorn 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for loterol support of individual web members only. Additional temporary bracing to insure stabilily during construction is the responsibil6fy of the 811. Trussway Blvd. i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando. FL 32824 v lubrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSO.89 and BCSII Building Component (407) 857 2777 Safety Information available from truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. 3225.120 1101 I ROOF TRUSS 11 I 1 I H2656101 3x3 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004/TPI2002 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 puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) C = 167/Mechanical B = 307/0-3-8 D = 58/Mechanical Max Horz B = 200(load case 6) Max Uplift C = -164(load case 6) B = -144(load case 6) Max Grav C = 167(load case 1) B = 307(loadcase 1) D = 116(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-102/61 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. CSI DEFL in (loc) I/deft Ud TC 0.47 Vert(LL) -0.07 B-D >999 240 BC 0.35 Vert(TL) -0.17 B-D >412 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint C and 144 Ib uplift at joint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:18.2 PLATES GRIP MT20 244/190 Weight: 21 lb I i 4tll_%!If Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,20071 Q WARNDYG - Ver{/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Engineering Department Q 9411 Alcom St. Design valid for use only with MTeF connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 8850 Trussway Blvd, v 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 Imfitute. 583 D'Onotrio Drive. Madison, WI 53719. 13225-120 1 J03 I ROOF TRUSS H2656111 -1-0.0 l 2.0.0 C 1.0.0 2-0-0 2.0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 B >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) 0.00 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 156/0-3-8 D = 20/Mechanical C = 42/Mechanical Max Horz B = 92(load case 6) Max Uplift B = 110(load case 6) C = -36(load case 6) Max Grav B = 156(load case 1) D = 39(load case 2) C = 42(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/25 B-C = -35/14 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint B and 36 lb uplift at joint C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:8.1 PLATES GRIP MT20 244/190 Weight: 8 Ib Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007I 0 WARNING - ver(/Ij design pammeters and READ NOTES ON THIS AND D9CLUDED ABTER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Q 9411 Alcom St. Design valid for use only with MTek connectors. This design 6 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 TRUSSW 8850 691 69ay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando. FL 32824 ev fabrication. quality control. storage, delivery. erection and bracing, consult ANSI/TPll Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 5a3 D'Onono Drive, Madison. WI 537)9. a Job Truss fuss ype 3 3225.120 J04 ROOF TRUSS - Trussway, Ltd., Orlando, FI -1-0.0 1-0-0 1 4-0-0 LE3225 - Lennar Orlando - W 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Indus LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 B-D >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.24 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) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 101/Mechanical B = 229/0-3-8 D = 38/Mechanical Max Horz B = 143(load case 6) Max Uplift C = -98(load case 6) B = -126(load case 6) Max Grav C = 101(load case 1) B = 229(load case 1) D = 76(load case 2) FORCES flit) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -63/37 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint C and 126 lb uplift at joint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard k WARNING - V—(fy design parameters and READ NOTES ON THIS AND DYCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with m7ek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 6 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 tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. WI 53719. L PLATES GRIP MT20 244/190 Weight: 14 lb H265613I Scale = 1:12.5 1 Junaidie Budiman, P.E. Florida P.E. No. 45161 8850 Trussway Boulevard Orlando, FL 32824 January 4,2007I Engineering Department Houston, TX 77093 (713) 691 6900 TRUSSW do, FL 32 Blvd. Orlando, FL 32824 Orlando, v (407) 857 2777 Symbols PLATE LOCATION AND ORIENTATION 3/; *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0-1/16. 'For 4 x 2 orientation, locate plates 0-'4d' from outside edge of truss. 'This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 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 output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O U n- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 TOP CHORDS 3 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 951 1, 9432A MiTek Engineering Reference Sheet: MII-7473 A 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. x a- 5. Place plates on each face of truss at each O joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. O 2004 MiTek® 1,101 o o ' ' le, EL EVA TION - A, D & F o o `o 0 EL EVA TION - B, E & G 4P '110 ", EL EVA TION - C & H CEILING LEGEND ROOF HANGER SCHEDULE M4RK DIESCR/PT70N SIMPSON LISP RH1 LUS24 JUS24 RH2 LUS26 JUS26 RH3 HUS26 7ND26 RH4 1H429 MSH29 RH5 7H4222-2 MSH222-2 RH6 SUL26 SKH26L RH7 SUR26 SKH26R RHB I HUS210 7HD210 RH9 I HGUS26-2 7HDH26-2 RHl HJC26 O 9'-4" CEILING HT. 10'-4- CEILING HT. ® 12'-0" CEILING HT. WALL HEIGHT LEGEND 9"-4' WALL HT. ALL Awn MAY NOT BE USED. ® 12'-0" WALL HT. W U z g J 9 U _Z W Inc oLU O LA- oa � a W U w CL- 0 v TRUSSWAY. LTD_ 885o elr,a Orlando. PL 44 (407J 857-2777 (407J 857-7855 PAZ ps y1pOl ' •SHT.°T-1' REFER TO FOR IMPORTANT POWLM OF Do mw ff°' Iry nN= wa .cr nua=) INFORMATION! 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