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Home My WebLink About517 Bella Rosa Cir 07-1416 New construction SFHPERMIT ADDRESS CONTRACTOR. ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # C�`�-- f '-� 1 �v DATE 3 ) a. ) o 1 PERMIT DESCRIPTION PERMIT VALUATION 3 SQUARE FOOTAGE a 3 LiS n O d rn CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 10/02/07 Parcel Number . . . . . 29.19.31.502-0000-0620 Property Address . . . 517 BELLA ROSA CIR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . SINGLE FAMILY Owner . . . . . . . . . Lennar Homes Contractor . . . . . . LENNAR HOMES, LLC 407 475-6549 Application number 07-00001416 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . TYPE VB Occupancy type . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . NONE Approved . . . . . . . dLjl Qom[., / CX--6— Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660 0008 Expires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name LENNAR HOMES, INC. Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number 517 BELLA ROSA CIRCLE City SANFORD State FL ZIP Code 32771 A3 Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) L©� 62, 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' 17.6" Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 481 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 I FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO065 E 04/17/95 04/17/95 "X" N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ❑ FIRM ® Community Determined ❑ Other (Describe) _ B11 . Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ® Finished Construction `A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item 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) 0 Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 17.3 ® feet ❑ meters (Puerto Rico only) -.N/A ❑ feet ❑ meters (Puerto Rico only) _.N/A ❑ feet ❑ meters (Puerto Rico only) 16.8 ® feet ❑ meters (Puerto Rico only) 16.6 ® feet ❑ meters (Puerto Rico only) 16.5 ® feet ❑ meters (Puerto Rico only) 16.7 ® 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. / certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name JAMES W. SCOTT License Number 4801 Title LAND SURVEYOR Company Name GRUSENMEYER-SCOTT & ASSOCIATES, INC. Address 5400 E. COLONIAL DRIVE City ORLANDO State FL ZIP Code Uate 0211U1 telephone 401-277-3232 ;0�7� -St-� /2LS� 48e,1 7 /27 /a% 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 517 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 BUILDING IS TOP OF A/C PAD THE LOT IS IN ZONE "X" 2- re Check here if aftnrhmantc SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B. and C. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E 1 Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2 For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5, Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodptain management ordinance can complete Sections A B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4 Permit Number G 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 CERTIFICATION OF ELEVATION JULY 26, 2007 ADDRESS OF JOB: 517 BELLA ROSA CIRCLE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 62, 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 62 MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD BUILDING CODE, CHAPTER 18, SECTION 18-4 (a). a -10-� , -S -,4-, - JAMES W. SCOTT R.L.S. #4801 STATE OF FLORIDA Dl;;,,CRIPTION AS FURNISFIED: Lot 62, CELERY ESTATES NORTH, as recorded in Plat Book 71, Pages JB through 45, of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Lennor Homes, Inc. REC. 5/8" I.R. NO I.D. = WALL 1.7' OFF I �I I I I I F�- U I I ?I I,07' 6.3 0 S V I o O „ o o I N Q IU C/? W Q A/C Z IPAD a of �I I 10.100' I �I 11 1 25.20' /P.C.) 45^50' 90 TRACT 7- (OPEN SPACE) S 89050' > 0" W BRICK 60.00' WALL W5l LL 1.7' OFF I LOT 62 21.47' 21.47' COV'D. n CONC. o I 22.0' 1 w S I � L I� o IS ONE STORY I r� RESIDENCE F. F. = 1 7.30' IW I� I� 4.3' 1 COV"D. CONC. t\ 14.3' 10100' 0 a6 5.6' v 21.3' I 4' CONC. WALK I CONC. OR. 25.20' I 10' UTILITY EASEMENT REC. 1/2" I.R. WALK WALK J 4596 1.5' OFF 5' CONC. WALK 1.6' OF WALK (B.B.)N 89R50 10 E WALK ENDS ENDS REC. 5/8" I.R. NO I.D. Iff REC. 5/8" I.R. NO I.D. 60.00 ? G�0 B,6�_`'LLA ROSA CIRCLE (50 ' R/W) TRACT 'E" (PRIVATE INGRESS / EGRESS) y�0 QO 0 Q� PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS '-- = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A" PROPOSED F.F. PER PLANS = 76.30' SQUARE FOOTAGE, CALCULATIONS SOD (SOD TO CURB): 4,007t SQUARE FEET 11 DRIVE & LEAD WALKWAY: 484t SQUARE FEET SIDEWALK/APPROACH: 414f SQUARE FEET TOTAL LOT SQUARE FOOTAGE. 6,600t SQUARE FEET LOT 61 BUILDING SETBACKS FRONT= 25' REAR= 20' SIDE= 7.5' STREET SIDE= 15' CR UIS IJ'N�IlL%.YI 'l' - S'C07'7' & A FS,S'O C" , INC. - LA1VI� S U' IlL' }'O.IL',S' It LEND LEGEND - = PLnT P.O.L. • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658— i 436 . F•EL"_ !ROV :;P,- !UNI ROD TIP. • TYPICAL P.P.C. • POIN7 OF REVCRSC CURVATURE P.L.C. - POINT OF COMPOUND CURVATURE NOTES: I. THE UNDERSIGNED DOES HEREBY CERTIFY THAI THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDAROS S£1' FORTH BY S E77 : Clll:c:!.R. MONUMENT • NO THE FLORIOA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61C17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT 4NT SE, IR I/�_• !R, •/•LB 459G Np. -R NR. • NO -RADIAL SECTION 472-027 FLORIDA STATUTES. REC. RCCOVERED V.C.B. V.P. • v7TNESS POINT 2. UNLESS EMBOSSED WRH SURVEYOR'S SEAL, THIS SURVEY IS NOT VAUD AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. • POINT Of' BEGINNING P:.0 - POINT OF CUMHENCCMCNT CALL. • CALCULATED PRA PERMANENT REFERENCE MONUMENT J. 7)JI5 SUWAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY GE OTHER RESTRICTIONS T CENTERLINE FF. FINISHED FLOOR ELEVATION EASRVEY OR EMENTS TTUF AFFECT THIS PROPERTY. NiD NAIL L DISK BS.L - BUILDING SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. R/'✓ R:G11T-OF-1AY CeH' EASEPENT BN. BENCHMARK D.D. DnSC DEARINGG 5. THIS SURVEY IS PREPARED FOR THESOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON DY ANY OIHEH ENTITY. LPn:T. - DRA!NAGE el. DIMENSIONS SHOWN FOR THE LOCATION CF IMPROVEMENTS HEREON SHOULD NOT Sr. USED TO RECONSTRUCT BOUND.L•7Y UTJ'S UTILITY 7. BEARINGS. ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) -; C. CHAIN LINK FENCE ¢ • C. 'JOIN FENCE: e. ELEVATIONS, IF SHOWN, ARE BASED Oil NATIONAL GEODETIC VERTICAL WI DATUM OF 1929. UNLESS OTHERWISE NOTED. C/B - CONCRETE BLOCK V.0 POINT OF CURVATURE 9. CERTIFICATE OF AURIORITATION ?To. 4596. SCALE 1 - — 20, DRAWN BY: POIN7 OF TANGENCY DESC. DF.SCRIP TION CERTIFIED BY: DATE ORDER .No. R = RADIUS L ARC LENGTH PLOT PLAN 1-23-07 1269-07 D TIC TA C a CHORD FORMBOARD FOUNOANON/ELEVS. 06-14-07 3667-07 C.B. CHORD DEARING NORTH CONC. FOUNDATION/ELEVS. 06-19-07 J660-07 FlNAL/ELEVS. 07-25-07 4421-07 Hi/S BIJILD/NC,/PROPERN DOES. NOT LIE WITHIN ME CSTABLISFiED 100 YEAR FLOOD PLANE AS PER "FIRM" x GRUSENMEYER, R.L.S. 4714 ZONE "Y• PANEL 1120289 0065 E. (04-17-95) JAMES W. SCOTT. R.L.S 1 4801 CITY OF SANFORD PERMIT APPLICATION Application # : 0-7- 0110 Submittal Date: 7� �,9� Job Address: S/ % !Pt li Asa 1 e`fC�$ �,( ('� Value of Work: S J 5-6 O Parcel m: o��' p r� 1'S0vL 000U 06 �- Zoning: Historic District: Description of Work: N041f I / y� C. Square Footage: _ Permit Type: Building ❑ Electrical ❑ Mechanical X Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential X 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: _ I # of Stories: __�____ # of Dwelling Units: Flood Zone: (FEMA form required) ..... ..................................................................... ......................................... .... r Property Owner: LPn n a.r uo rry—s L (�!`� Contractor:..�, ; — Te? r [,� • • Q.; r• Ca • •�nC. Address: to( �2 u:4\ kq' ( 1 r\ Address: /0 4 (�,,, Svc I-e 2ob?a'7 07 Phone: E-mail: Phone: y07- 6 7 I -ie So State 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that allwork will be performed to mat standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of FI rid ien Law, FS 713. � 7 Srgnattut:ofOwner/Agent pate x �r /2/D Signature of Contractor/Agent Date CHAO S Tritr Print Owner/Agent's Name Prinvinnrrncrnr/Aorm• A.,.. Signatur 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: V�� ► CWWW DD0335196 P Teti Em*u 7/62008 ,�/ + % 8ong4d nuts (8N),332-4254' 1..................%. Fbrida Notary M,, n.. In,; ' �....... . ...% Contractor/Agcnl is t Pcrsonally Known to Me or _ Produced ID ENG: BLDG: Tri-Tech Air Conditioning, Inc. Power of Attorney July 2, 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 N f of Contractor (Type or Print) Signature of Cert led Contractor State of Florida City of Sanford The foregoing instrument was acknowledged before me this oZ day of DO by Q,h e 1 es r+ wh_personally knowh to me or has produced as identification and who did or did not take an oath. NQ,(ary PuW1Q.L$ ignature) ,CFI I F M. WIMRS "* conuns DOOMIGO �1p(b 13 BonCeU Mry (800K32j2M i. ... :............ ...e.!"XRI; �: me 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 # : &D 1 1 `7 i/D� /+ Submittal Date: 6 -- I 10i Job Address: �i� i 13 C �( o S� w� c,nf rr�Value of Work: $ -7of . ) O 327� Parcel ID: Zoning: / Historic District: Description of Work: S e- t- t r-y �1�1�i^-� i l n✓ 1�// cT�Square Footage: ........................................................................................................................ Permit Type: Building ❑ Electrical td Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy 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: /lnGf �f`o/"te- / Contractor: 19-C✓C oA S Address: % a I �•. v �S l/ (,eftC Address: ,( 7 Phone: I t_ 1 4 J b 7vi(- E-mail Phone (o Zi y b I State License Number: % 2a o o ?- S Bonding Company: Address: A rchitect/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 applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 7/^ `"r rC�, �6`/j -a-) Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: UTIL: Special Conditions: Rev 02/2007 Date Signature ofNotwy-State of Florii\�— o0�� '\�SSiVNE�• A Q FD: Contractor/Agent _ Produced ID ENG: f--W .>�_ Kao�9P?93 ci' • Q yJ-• J. 1 d 9y.A�•„ea.xr `l��\\\ �/lll ii f I 111111�� POWER OF ATTORNEY Date: o — / � ` 'D? i hereby name and appoint / " 1A /'A ID o a of P &y C-0, S{G of 1 'in to be my lawful attorney in fact to act for me and apply to the C— ( + y 0 Building Department for a l o te-, c/J/ fa 5 permit for work to be performed at a location described as: Section Township Range Lot 1 06 Z Block Subdivision (Address of Job) /h .e—s (Owner of Property and Address) and to sign my name and do all things necessary to this appointment. N D' "mot The foregoing instrument was acknowledged before me this `� day of 20 0'? by C�a vi d Ph / l ips who is personally known to me/who produced D 4-- as identification and who did not take oath. State of Florida County of �raY1G Notary Public, Orang Cou y, Florida �r "S HEIDI LEIGH JONES MY COMMISSION A DD 64OW EXPIRES: Mardi 4, 2011 E. ' EBonded Tr u NoUq Pubk Under*"- Seal STATEMENT NUMBER 107-75014 BUILDING PERMIT NUMBER: UNIT ADDRESS: '; I l TRAFFIC ZONE: SEC: 2Q1 TWP : SUBDIVISION: U PLAT BOOK: '-1_ COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD ' (CITY) IRISDICTION: 06 DATE: 3- <�) - 0-? COUNTY NUMBER: CITY OF SANFORD PARCEL: TRACT: BLOCK: 3 ` -V LOT : -us OWNER NAME: ADDRESS: ij : f i1. )k S-1 �7. IV1 (` l 'S APPLICANT NAME: ��► i) lz ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # 6 TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 S 705.00 ROADS -COLLECTORS NORTH 0 dwl unit $ 000.00 1 9 000.00 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 f $ 2,143.00 STATEMENT 1'� ( N RECEIVED BY: SIGNATURE: (PLEASE PRINT NAME) 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******************** CITY OF SANFORD PERMIT APPLICATION Application # : QLl'll to Submittal Date: 6j •— / 3" 0 ,Job Address: Sit (dCfl/4 fOS ME' C I /LC f Vjde of Work: $100P Parcel ID: zoning: Historic District: Description of Work: r( uim r 7 i Af W 1 Square Footage: •Permit Type:• Building ❑ • • • • • Electrical •O • • • • Mechanical •O • • • • •Plumhin,•; •Fire Sprinkler/Alarm ❑• • • • • • Pool •� • • • • • • Sign •❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ NOV ❑ (Duct Layout R Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Scw•cr Lines Plumbing/New Residential: # of Water Closets _09— Occupancy Type: Residential ❑ 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: E014afff4K 4,s4,cS Contractor: A do ✓"14 fW "rirq C Address: Address: 2%30 E04+t t pxf,cx Se{.fE BktKskCf`f �-Z 3 Y Phone: E-mail: Phone: State License Number: cj:C IV ZV1 33 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 constriction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMEING, SIGNS, WELLS. POOLS, FURNACES. BOILERS, BEATERS, 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 RESUI f IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE Of. COMMENCEMENT MUST BE RECORDED r\ND POS'I'6D ON "I IiE J013 SITE BEFORE: THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A170RNI Y 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 nook. the owner of property of the requircmct of I r' S 713. Signature of Owner/Agent Date Signautrc of Contractor/.Agent Date Print Owner/Agent's Name Print • mtrlclor/r\eent's Nflinic /G �& 131,07 Signature of Notary -State of Florida Date S nature of Notary-Statc of Florida Dale Owncr/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 07.07 INMOI Nl\�� \\\rjE T � ,i� Contractor/A is f' e all Know c or _Produc_ 6L G s—= t 131 CITY OF SANFORD PERMIT APPLICATION Application N : I Submittal Date: O Job Address: / ,LGL SA CutLle, �a►-, iU1�C) Value of Work: $�� Parcel ID: � Zoning: Historic District: /%r f Nv Description of Work: / \j e v\ �� 71� /V l/ Square Footage: ........................................................................................................................ i Permit Type: Building ❑ Electrical i Mechanical ❑ Plumbing ❑ Dire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — N of AMPS _r"0 Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: N of Fixtures H of Water & Sewer Lines N of Gas Lines Plumbing/New Residential: N of Water Closets Occupancy Type: Residential i ( Commercial ❑ Industrial ❑ Plumbing Repair —Residential ❑ Commercial ❑ Occupancy Use Group(s): Construction Type: It of Stories: # of Dwelling Units: Flood Zone: (FENIA form required ) ..................I.,...........................................................,..I......................................... Property Owner: L>�NN1=112 �—�OYYII;� Contractor: HIL,H—S (-()I-%-rL.CGf-416-. Address: 1 O I SOLADA PIAl _L. I fl N } � i ') Address: S. . �F1 tom{ r'L�L - Ve 1'Yl(�ITt NIA �L �Z�SI NEo141? t FL- 5-2111 Phone: 40-7, LAZ. -M-� E-mail: Phone:LIC)I. ?)ZS'.121'§tate License Number: t- CoW 2yl, 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 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; CONSUL 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 county, and there may be additional permits required from other governmental entities such as water Acceptance of permit is verification that I will notify the owner of the property of the requirements of Flori Signature of Owner/Agent Date Signature of Contra Print Owner/Agent's Name Prinn ontr Wr/Af Signature of Notary -State of Florida Date Sn at re of Notary Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: "ZONING: Special Conditions: Rev 02/2007 L TIL: _ I -I.): that may be found in the public records of districts, state agencies, or federal agencies. Law, FS 713. l O-7 of Florida Dale 40, My Commission DD243250 t, Expires August 20. 2007 Contractor/Agent is Personally Known to Me or Produced ID F.NG: BLDG: �5- 613' i I"i it id li Iii 5 Ili N ill li IN it iii 11 iii II ill II III II ill i illb MARYANfiE 9f1 6E, CLERY� OF CIRCUIT CUI9Ti SEMINOCE COUNTY BK 06617 Pg `0A' ; (i pg ) CLERK' S # 2007035999 RECORDED OLI-10812007 02:26: 02 PM RECORDItG' FEES 10.00 RECORDED V T Smith NOTICE OF COMMENCEMENT r` N State of Florida Q A County of Seminole G The undersigned hereby informs all concerned that improvements will be made to certain real property, and in O accordance with section 713.13 of the Florida Statues, the following information is stated in this NOTICE OF COMMENCEMENT. Z Legal description of property (include Street Address, if available) LOT # ((?� , Celery Avenue Estates, PHASE 1 ACCORDING TO TIIE PLAT THEREOF AS RECO11DED IN PLAT BOO�jK� # 71 PAGES #38-45 OF THE PUBLIC RECORDS OF SE1vIlIVOLE COUNTY, FLORIDA, AlCA '� IJ((t'(} CL� (!Af ,�QSANFORD FL 32771 General Description Of Improvements: SINGLE FAMILY DETACHED lei-0 C Owner LENNAR HOMES, INC. i r-+ Address 101 SOUTHHALL LANE STE 450 MAITLAND FLORIDA 32751 z Owner's interest in site of the improvement OWNER/DEVELOPER J Fee Simple Titleholder (if other than owner) �j Name Q Address Contractor O� Address o: SAME AS ABOVE SAME AS ABOVE SAME AS ABOVE «' Surety (if any) N/A U z Address WAny person making a loan for the construction of the improvements O Name x QAddress z N/A Amount of bond $ w Person within the State of Florida designated by owner upon whom notices or other documents may be served: Name LENNAR HOMES, INC. Address 101 SOUTHHALL LANE STE 450 MAITLAND, FLORIDA 32751 A _^. In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (h), Florida Statutes. (Fill in at Owner's option). Name Address i1Y THIS SPACE FOR RECORDER'S USE ONLY William Graham - Division President Lennar Homes, Inc. / Sworn to and subscribed bef e this day � Of ?' K C�� .200 7. Notary Public Personal Knowledge o�"aY 8�. EDWARD L DEAN, JR. MY COMMISSION t DD 550907 # * EXPIRES: May 10, 2010 If',,OF V�d Bonded Thru Budget Notary Services CITY OF SANFORD PERMIT APPLICATION P Off- l'D / � 6�0� ertntt # .�/ are: Job Address: —% C 1�4 Its-& t-F-h, Description of Work,.New Single Family Residence .000 Historic District: No Zoning: Value of Work: " Permit Type: Building X Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ -New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines .a /nn? �? to 3 97. IZ Plumbigg/INew Residential: # of Water Closets Plumbing Repair— Resi ential or Commercial Occupancy ;Type: Res' ential X Commercial Industrial Total Square Footage C.onstructiou.Type: # of Stories: # of Dwelling Units: 1 Flood Zone: —X— (FEMA form required for other than X) Parcel #:. (Attach Proof of Ownership & Legal Description) Owners Name& Address: Lennar Homes 101 Southhall Lane Ste 450 Maitland, FL 32751 Phone: 407.682.7266 Contractor Name & Address: Michael J. O'Neill 101 Southhall Lane Ste 450 Maitland, FL 32751 State License Number:CRC057820 Phone&.Far: 407.682.7266/407.682.6349 Contact Person: Phone: Bonding Company N/A Address: Mortgage Leader. N/A Address: Architect(Engineer: Lindeman-Bentzon Engineering CO Phone: 352.242.0100 Address: 731 E. Highway 50 Clermont, Florida Faz: 352.242.0302 Application; is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has comrtrenced 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 applicable to this property that may be found in the public records of this county, and there may be additional pemvts required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit s v on that,[ dvill notify the owner of the property of the requirements of Florida Lien law, FS 713. Signature of Owner/Agent to Signgtirre Con� i gent Date William Graham_ ---),Michael J. OilQeill Print Owner/ Print C �t�'S�� ignature of Notary State &ff da Dar Signature of Notary -State o Florida Date Owner/Agent is "Personally Known to Me or Connactor/Agent is �--Personally Known to Me or _ Produced ID Produced m APPLICATION APPROVED BY: Bldg: Zoning N Z �V �� Utilities: (Initial & ate) (Initial & batej FD: (Initial & Date) (Initial & Date) Special Conditions: +v,ay Pukc EDWARD L DEAN, JR. 14 .1 a� ' ('c r MY COMMISSION I DD 550907 * * MY COMMISSION I DD 550907 �t 1 % a EXPIRES: May 10, 2010 EXPIRES: May 10, 2010 S \y1 s';� d Bonded Thru Budget Notary Services 'nor r�o°�o' 6orMtd Thru Budptt Notary Services 'For CITY OF SANFORD BUILDING VALUATION WORK SHEET NEW ONE AND TWO FAMILY DATE Z(Ol AND TOWNHOMES APPLICATION NUMBER PROJECT ADDRESS 5 ( % 3 ( 1� BUILDER �ti1�A`� MODEL?SALelc.L(3) BUILDING CODE OCCUPANCY USE GROUP R-3 BUILDING CODE CONSTRUCTION TYPE V-B SQUARE FOOTAGE OF AREAS: LIVING AREA 161,11 BVD LL X 91.36 GARAGE I X COVERED PATIO(S) 1 X 35.55 35.55 l 7 . oq 9 .5 S V �Zy2 . f3S TOTAL ESTIMATED VALUATION I 377, �Z 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 I, 2007 City of Sanford Application for Engineering Permit "The Friendly City" This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: Check One: ❑ Right -of -Way Utilization THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNERS)/APPLICANT: Applicant Name: Lennar Homes Firm: Address: 1 O1 South_hall Lane Ste 4S0 Maitland, Florida 32751 Phone: (407) 682.7266 Fax: (407) 682.4396 Ex] Driveway Date: 1. PROJECT LOCATION OR ADDRESS: S� �� yeQt4 �%A I 2. TITLE OF APPROVED �VF} C)PMYNT PLANS: APPROVAL DATE: U J 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS ❑ 4. PROPOSED ACTIVITY LJ Driveway Installation ❑ Aerial Installation ❑ Underground Utilities ❑ Bore and Jack ❑ Open Cutting of Roadway I__I Sidewalk Installation ❑ Other 5. SPECIFIC DESCRIPTION: Driveway Installation For A Single Family Home 6. EXCAVATION INFORMATION:' Total Length (Feet) Number of Open Roadway Cuts 7. AERIAL INFORMATION: Length — (Feet) Number of Poles. (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT, TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS, COST, DAMAGE, OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS. UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD, INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. • CALL THE PBLIC WM 'T AT rerf�►��f, 5681 Applicant Signat 9 ApplicationtNo: Reyi`ewed .. Public,llVorks Utilities'. Approved'.:. . Engineering' TO SCHEDULE A PRE -POUR INSPECTION CALL SUNSHINE 1-800-432-4770 3�Date: QFFIC�IAL USE ONLY. Fee: Eng-p—I.Pdf I Print Form I CITY OF SANFORD P.O. BOX 2847 r. SANFORD, FL 32772-2847 ;ta (407)330-5640 FAX: (407) 328-7367 l APPLICATION FOR WATER AND/OR SEWER AVAILABILITY 1. APPLICANT Lennar Homes _ Same NAME: - _.. (Applicant) (Owner) ADDRESS: I OI Southhall Lane Ste 450 Maitland FL TELEPHONE: 440_7682.7266 2. PROP � STREET ADDRESS: (� `(� / "2-(�2 LEGAL DESCRIPTION��C�� Has the site plan been approved by the Planning Board ? 4rZ,4k If yes, when? 3. PROPOSED DEVELOPMENT New Single Famil Residence What is the property to be used for? 9- - Y (Type of Use) If commercial use, please give information on water and sewer flow requirements: 4. CERTIFICATION C' (FLOW/G.P.D.) I certify that to the best of my knowledge that all informatioryW li yritfj,ois,,application is true. Michael J. O'Neill _ �/ (Print Name) �j nAfure) / FOR CITY USE ONLY: AVAILABILITY: YES NO YES NO pf� WATER RECLAIM SEWER COSTITEMS: YES NO YES NO YES NO WATER LINE TAP RECLAIM LINE TAP SEWER LINE TAP WATER LINE ROAD BORE RECLAIM LINE ROAD BORE SEWER LINE ROAD BORE STREET CUT STREET CUT STREET CUT WATER LINE DEPTH RECLAIM LINE DEPTH SEWER LINE DEPTH (UTILITIES OPERATIONS COORDINATOR) ADDITIONAL INFORMATION: (UTILITY DIRECTOR) (DATE) City Manager' City of Sanford 300 N. Park Avenue Sanford, FL 32771 RE: ESTOPPEL LETTER (Name of Project) CeleryEstates (Permit Application Number) This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for issuance of Permit No. for the following work: Construction of new single family residences (The name of the owner) hereinafter referred to as the "Owner," recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. , the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the Celery Estates North until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use sof the Celery Estates North. for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of tare above referenced project or the issuance of Permit No. The Owner also agrees to the following as additional conditions for Permit No. Lennar Homes Orlando • 101 Southhall Lane, Suite 450, Maitland, Florida 32751 Telephone: 407-682-7266 • Fax: 407-682-4396 • CGC# 057320 • www.lennar.com ME DATE Page 2 The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors and agents. The undersigned further warrants that .he or -she is authorized to bind the Owner and has been duly authorized to sign this document_ WI1'NE Signature. Alice Hardway Printed/Typed Name Alyce Rittenhouse Printed/Typed Name STATE OF FLORIDA ) COUNTY OF SEMINOLE ) (OWNER) Sign e William Graham Printed/Typed Name Division President Title The foregoing instrument was acknowledged before me this 3rd day of June } 2006 by William Graham as Division President for Lennar Homes who is personally known to me or o who produced their Florida Driver's License as Identification. Notary Public, State of Florid Print Name: , L My Commission Expires: ?�•'� ;`"Q� EDWARD L DEAN, JR. FASHA_ENG\Dept_formsEstoppel letter.doc * i MY COMMISSION i DO 56W EXPIRES: May 10, 2010 Bonded Thu But" Notary Se AM LENNAR.. City Of Sanford Sanford, FL Good Day: This letter will serve as authorization to allow Michelle Berger, Alice Hardway, Edward Dean and Angelo Santiago to obtain permits on behalf of Lennar Homes. Community: Celery Estates S20/T19/R30 Lot: The qualifying agent is Michael I O'Neill and his license is CRC057820 Thank you for your cooperation. Very Truly Yours; Micha 'Neill SWORN TO AND SUBSCRIBED before me this6—daY of 2004�- at Altamonte Springs, FL This person known to me by Personal Knowledge. (Notary Public) EDWARD L DEAN, A * * My cOMMISSION t DD 55W EXPIRES: May 10, 2010 VtO"F V Sanded Thm Budpet Notary &nt68 Wnar Homes Orlando • i01 Southhall Lane, Suite 450, Maitland, Florida 32751 Teleohone: 407-682-7266 • Fax': 407-682-4396 • CGC# 057320 • www.lannar.mm A z Teo no' —3E ..AOA ---------------------- — --- 'I tM,ss 6'� I L L TM II o L L L COVERED PORCH -.. BEDROOM 03 LLLL L I I CARPET I LLL 9'4' C1G, L o LLL L ) LLLL I I L LLLLL LLLLL I I II O O e 9_ = n CA7 4 o L ______ HALL Y GREAT ROOM ® O 9- v- CL ac. I Y © e BEDROOM q2 CI ' 9'4CIG. c 11`2i DINING e T 9- CLG LL LLLLL OM'LLL L i LLL LL i L LLLLLL LLL LL I L LLLLLLLL _T— LLL LLI„�� LI LLLLLLLL 1— ___120j —c—_ „ _____ _____ ._.yam MASTER BEDF DOM COFILRCO CI CAPP,I O I b HVAC ON PUHORAI ). — 26• PLYWOOD, w/]/4• PlvvgDO OEIX _ RMALL PER LVNW. L SPEC. •(RBC TOOT - --- LLL LL 2 L p'O L L --- •r L-LL LE�.L L LII]LL A I TEE "-" LI. ZCL LLI MASTER L IS a„ttL LL LLL LLLL , CLOSET I L LEC LLI _r 9' NDRY -, C" _ LLI u 4' CLG. L L CULL-L' ' BOx - LL�ILh141. 36•Aii. 8LLL LLLL3-1/7LLLLLFIlu1 DOU LLLL ? LLLL L '•---------� 6 L LLL L NOTE PREFAB BASE W, C SHEIf O •5A" A f.f. _�_._L— qpy t' Y/ACi THRU ORYER DOF. J 25' WA ArTI Yp ESS o [ — fLV ARD II R` INdSi MT. L L L ENTRY GARAGE b I - I -- 11'9- ry•J-A�.•.A•—r Y O 1eb' 2'8' 16'O' — 2 e' —! dO'o• 31 SEE STRUCTURAL FLOOR PLAN FOR ALL STRUCTURAL ELEMENTS FLOOR PLAN SCALE: 1/4' = 1'-0' ON 24'x36' SCALE: 1/8" = 1'-0' ON 11%17" E O WINDOW SCHEDULE T1T'E —DC , W:T REAIARtLS (2175SHEB BD" DOOR SCHEDULE AURH TTw. HD Ht: AURILs O30GB w/ 12' Sl 6'B' EAtERgR O80g0 SGO 6'e" EAIERUR OT6'']'000 I'O' CATCRpA ® (212GGeN G'-P' WIERIOR OIe6A 6'a- wEROR © 29GB SOL 113j8- I —..NNW 1 RATED --0 L R OR ISOLIO OIt1 NEYCOA6 S ELF CLO"XI O.1 6'N" DOOR 0 A/C CLOSET ® 2668 6'B' TEMI'ERE D CUSS SI ER DOOR (� `J/ 286P 6�8_ WTCRICR DOOR w/IOfJ.M1M 29" CIEAR OPEI PRESSURE 32.19 30,88/J2.85 E o �o � PRESSURE /JS.TS tl�rv32.19 FFC6ye :� 33, 29 / %.26 Q cwi d W SRI a � off % Z / Jd.% s e 29.78/J2.36 � � F�9 I�J;1 N tlyy !yy! LEEL .1 t i AREA TABULATION WALL LEGEND 1ST STORY LMNG 1577 S.F. �„�ry��TTomll GARAGE 481 LANAI 230" nAtOuT'� DmA�1A1� ENTRY 57 f4f 113 wD 1TOS N•Ot wi � TOTAL UNDER ROOF 2345 S.F. ��p y��p 2lpLLu11Y8L •� NOYDE Nds. SO WION AMID IPAfp I��M1 i�q•11ll][[RfD) ml MM HAIC.4 POFDfOAl6L n)�IOrOIM�G iESN rO OT4 ssQT w11 Rf24o e0o11C0. lglE: 11 WLNOOW CONTRAC FOR TO \'ER" ALL RO PRIOR 10 CONSIRI.. ION 21 MASONRY ROV.II OPFHPXN ARE NET CLEAR OPFNPJ: I.E. FROM TOP OF STILL LP 10 BOTTOM OF LINTEL 31 HEADER HEq T 5 MEASURED ATOM F Wall ILOOR. WHILE EVERT ATrEl4n NV BEDI MANE TO PRMM HN ERROR. CONTRACTORS, AND BIRDERS ABM URGED TO REVIEW ALL IEORS"ION COFFOARIED HELM PRIOR TO COAOADFOI Elrt OF [O/SiAl1C110N. CONCEPT SO I nORS. M. IS NOT RLSPONSOM FOR AM 16SRIIE761ETA1TO/q DO R&. OM65gt6 OR CUSTOM CNA]gFS ALLSSED AND rqr REPORIFD TO CONCEIT SOLDIONS. PAc PRIOR TO CONSTRUCBOTL M calpylo"S. GENERAL NOTES L Na IATTTiOA>MIS aIANS T¢Assum NOTE: IO NELOAD RATmIR m ROW RM A 1 CEIIf1GS TO BE SHEATHED WITH LOMM NOIU MA —PLAN wP CYO. AWs 1? SAG RESISTANT GYPSUM BOARD. 6/C TYPE •x• A01011(>DOII IOfiiA>a G,P61Y BOHq S1W1 BE I15m W GNGGFS W/ 2 MDP.'O" Alp RfN MIPIIRS SN41 TMBITMI E SPACE ABOVE. PER FRBC 309.2 PIOICCOWq(1lal101 Ovfl�i f�0 MIOl1WALL IVOE REmU4 Oslll M Wifd AN) moL sM0IaC1pl RAN. 1 f:1lOCI NRS SPAY pM11031W1 wH AIl®Q Pal M NTDOI r".3IlEMTba AaNR a p1 IqI sLN[ RMS O�OB01a AAT N S IODPAm As N01tb S �GA4l0G1mnNV T1ba SPURT O)l/l, AAW G6:TI(IN se IY M RDI®A IImpEMIN ..D.IR � .>aR. m. s AU GHA %�oYU NUD roa¢snNa■ Latin ro TTSTm w>» r�aa a I�ril 144AQT•/{ N IN]OIR. A td saalo am Al LS TN6 M fASIOI A1o29.4 ). AVLA(ZN TAW SL R. PS A,W IHI NAR11(A al Tal axd A00.MWTPRI[3 l IIAYP.aYTs w L ITNaD mAMM[Ar1'F1I LOGIlO. AM 10 t b IqR THM, )SC LD•lG P swwrtuNAli lAull AtsAaTn Alo lrs 2+0 ROaI Alu n yr nzrANd Ana Pe4Y soNIA Aal tTasOOW. 4L3gN OE] Z T o ! itii " Oil 3 DATE' DIAddTee 13. 2G06 MALL 11-1' e — 1 Code Administration, Plan Review & Inspection Services CAPRI G N G I 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. Elzwei% PE Address: 1079 ShotEun Road, Sunrise, FL 33326 Phone: (954) 424-2520 Fax: (954) 424-2580 Email: Relzweign caprienEineerinE.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 — Raliegh Model — Lot # 62 Plan Sheets: Review for pages- OC, 1, 2, 3, E 1, H 1, S 1, S 1. l M, S 1.1 S, S2, S2.1, S4, SD 1, S132, SD3, S134, and all information / engineering packets provided. Plumbing approved as noted: need to provide a cleanout at the base of washing machine stack- per FRC P3005.2.6 and provide a thermal expansion tank or valve at water heater location per FRC P2903.4. Florida License / Registration / Certification #(s) and description: Florida Licensed Plans Examiner Number: PX 2206 and SPF 154 Signature of Reviewer: 0 / O 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. XAi 0 uw� " 0110,Uomn ors ig�rTature 61 Notary U Print Name Notary Public: NOTARY STAMP BELOW X!EE SMINJONESMy commission expires: t 1012010 SION * DD505846S: Jan. 10.2010Notary SWOO-oom CAPRI Engineering LLC 6925 Lake Ellenor Drive Suite #200 ■ Orlando, FL 32809 ■ (407) 855-1860 ■ Fax: (407) 855-1868 www.capriengineering.com Lot # G City of Sanford Checklist for Celery Ave Address :� 7 Maitland ,�.,,,, � LHI Orlandogo III�YIIII��IJI,��Y�III�IIIIIIIIIIII� I PV 7313847 OP Schedule B Date: / VENDOR: CAPRI ENGINEERING BUSINESS UNIT Celery Estates PO BOX 277685 ADDRESS: 517 Bella Rosa Circle ATLANTA GA 30384-7685 Plan Review Service VENDOR NO: 05979887 11 HOMESITE: 1062 DATE MATERIALS DESCRIPTION BUSINESS UNIT PLAN COST CODE SUPERINTENDENT 01/19/07 Plan Review Service 6695521062 403925 Q-1-Y ITEM NO DESCRIPTION PRICE UM TOTAL ZFEE Pre -construction ees 1 6PLANREVIW Plan review $225.0000 $225.00 TOTAL $225.00 Office Use Only BATCH #: VOUCHER#: INPUT: INVOICE DATE: INVOICE NO: SUBCONTRACTOR SIGNATURE CONSTRUCTION MANAGER SIGNATURE AREA MANAGER SIGNATURE (STATE OF FLORIDA (COUNTY OF CONTRACTOR'S AFFIDAVIT AND RELEASE ) SS: BEFORE ME, the undersigned authority, personally appeared (name of person), who after being duly swom, deposes and says that he/she is the (position) of (name of contractor), hereinafter called CONTRACTOR, and as such makes this sworn statement upon personal knowledge pursuant to due authority. Affiant further states that: 1. This Affidavit is made individually and on behalf of the said CONTRACTOR. 2. The construction for which payment is requested on the voucher on the front of this affidavit was completed as of the invoice date in Paragraph 4 below in accordance with the plans and specifications, and in accordance with all applicable building and zoning laws, codes, ordinances and regulations. 3. Payment in Full has been made to all lienors or potential lienors as defined in S713.01(10), Florida Statutes, for all labor, services and materials furnished for the construction for which payment is requested on this voucher, for the properties listed above except for: (List unpaid lienors and unpaid amounts.) 4. CONTRACTOR hereby releases the said property and Lennar Homes, LLC, and any affiliate company from all liens, lien rights, demands, services, claims, overhead, and other amounts that could be claimed due for all labor, services and material furnished by, under or through CONTRACTOR as of (Invoice Date). This release by the Contractor is conditioned upon and is not effective until, payment of the amounts due above. 5. This affidavit is given to induce payment from Lennar Homes and any affiliate company, and if funded is intended to be a complete release through the date mentioned in Paragraph 4. This does not release claims for labor, services and materials furnished after the said date in Paragraph 4 above. FURTHER AFFIANT SAYETH NOT. NOTARY SIGNATURE AFFIANT VENDORSIGNATURE SWORN AND SUBSCRIBED before me this day of 20_ Print Form Code Administration, Plan Review & Inspection Services CAPRI F.NC INFER INC. Notice to Building Official of .Use of Private Provider Project Name: Celery Estates -North Address / Parcel ID: 29/19/30 Services to be provided: Plan Review X� Inspections ❑ Note: If the notice applies to either private plan review or private inspection services the Building Official, may require, at his or her discretion, the pri�+eat 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 En ineering LLC Private Provider: Gary H. Elzweig, PE Address: 6925 Lake Ellenor Drive, Ste. 200 Orlando FL 32809 Telephone: 407-855-1860 Fax: 407-855-1868 Email Address (Optional): pelzweig(@capriengineering.com Florida License, Registration or Certificate #: 00034163 I have elected to use one or more private providers to provide building code plans review and/or inspection services on the building that is the subject of the enclosed permit application, as authorized by s. 553.791, Florida Statutes. I understand that the local building official may not review the plans submitted or perform the required building inspections to determine compliance with the applicable codes, except to the extent specified in said law. Instead, plans review and/or required building. inspections will be performed by licensed or certified personnel identified in the application. The law requires minimum insurance requirements for such personnel, but I understand that I may require more insurance to protect my interests. By executing this form, I acknowledge that I have made inquiry regarding the competence of the licensed or certified personnel and the level of their insurance and am satisfied that my interests are adequately protected I agree to indemnify, defend, and hold harmless the local government, the local building official, and their building code enforcement personnel from any and all claims arising from my use of these licensed or certified personnel to perform building code inspection services with respect to the building that is the subject of the enclosed permit. application. I understand the Building Official retains authority to review plans, make required inspections, and enforce the applicable codes within his or her charge pursuant to the standards established by s. 553.791, Florida Statutes. If I make any changes to the listed private providers or the services to be provided by those private providers, I shall, within 1 business day after any change, update this notice to reflect such changes. The building plans review and/or inspection services provided by the private provider is limited to building code compliance and does not include review for fire code, land use, environmental or other codes. CAPRI Engineering LLC 6925 Lake Ellenor Drive Ste #200 ■ Orlando, Florida 32809 ■ (407) 855-1860 ■ Fax: (407) 855-1868 www.caprienp,inecring.com COUNTY OF Orange STATE OF Florida Corporation Lennar Homes Print / C��orpor��atio�n Name &Af' 4�— By: William Graham Print Name 101 Southhall lane Ste 450 Maitland, FL 32751 Address Edward L. Dean, Jr. Print Name Befo e e, t is�= day of , 20 personally appeared William Graham Of Lennar Homes, a corporation, on behalf of the state corporation, who executed the foregoing instrument and acknowledged before me that same was executed for the purposes therein expressed. NOTARY STAMP BELOW o""a f"k, EDWARD L DEAN, JR. MY COMMISSION 1 DD 5007 # * EXPIRES: May 10, 2010 ��'rFOF c�oPo� Bonded Thru Budget Notary SOWN CERTIFICATION OF ELEVATION JULY 26, 2007 ADDRESS OF JOB: 517 BELLA ROSA CIRCLE, SANFORD, FL 32771 LEGAL DESCRIPTION: LOT 62, 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 62 MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD BUILDING CODE, CHAPTER 18, SECTION 18-4 (a). JAMES W. SCOTT R.L.S. 94801 STATE OF FLORIDA U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No.1660-0008 Federal Emeigency Management Agency Exoires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name LENNAR HOMES, INC. Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number I 517 BELLA ROSA CIRCLE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 62, 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' 17.6" Horizontal Datum:' ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 481 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State UNINCORPORATED AREAS 120289 �SEMINOLE FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO065 E 04/17/95 04/17/95 "X 1 N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 69. ❑ FIS Profile ❑ FIRM ® Community Determined ❑ Other (Describe) 611. 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, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized BASED ON ENGINEER PLANS Vertical Datum NGVD 1929 Conversion/Comments N/A a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) 0 Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 17.3 ® feet ❑ meters (Puerto Rico only) _.N/A ❑ feet ❑ meters (Puerto Rico only) .N/A ❑ feet ❑ meters (Puerto Rico only) 16.8 ® feet ❑ meters (Puerto Rico only) 16.6 ® feet ❑ meters (Puerto Rico only) 16.5 ® feet ❑ meters (Puerto Rico only) 16.7 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name JAMES W. SCOTT License Number 4801 Title LAND SURVEYOR Company Name GRUSENMEYER-SCOTT & ASSOCIATES, INC. Address 5400 E. COLONIAL DRIVE City ORLANDO State FL ZIP Code 32807 Date 7/27/07 Telephone 407-277-3232 48CV 7 / 27 /a% 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 517 BELLA ROSA CIRCLE City SANFORD State FL ZIP Code 32771 ComDanv 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" ®TW.1/© 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, 8, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Title Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions DESCRIPTION AS FURNISHED: Lot 62, CELERY ESTATES NORTH, as recorded in Plat Book 71 Pages 38 through 45, of the Public Records of Seminole County, Florida. �� ,■' BOUNDARY FOR/CERTIFIED TO: Lennor Homes, Inc. l� ' REC. 5/8" I.R. NO I.D. 9 ° WALL 1.7' OFF `6 rO I I I I I I 0 10!00• I ^ W I WI LOT 63 0 I O O S I O ._ o o I ILJ of N in co W z I PAIC of LI I 10I00' I I 25.20 ,s (P.C.) 45.50' "moo ' I TRACT 7- (OPEN SPACE) S 89050' 10" W BRICK 60.00' l WALL 1.7' OFF i LOT 62 21.47• 21.47• I I COV'D. CONC. in 6 REC. 5/8" I.R. = NO I.D. LOT 61 ONE STORY RESIDENCE F.F.=77.30' COV'D. "T CONC. i� 06 C 14.3' -- 5.6 •T I 21.3' 4' CONC. WALK I CONC. DR. 25.20' I 10' UTILITY EASEMENT I O O Lo O O O O o� 0 NO= REC. 112" I.R. M96 \ WALK 1.5' OFF 5' CONC. WALK WALK 1.6' OFF REC. 5/8" I.R. NO I.D. WALK (B.B.)N 89050' 10" ENDS 60.00' BELLA ROSA E WALK ENDS CIRCLE (50' R/W) TRACT 'E" (PRIVATE INGRESS / EGRESS) BUILDING SETBACKS: QO��o ° Q� PROPOSED = FINISHED SPOT GRADE ELEVATION SQUARE FOOTAGE CALCULATIONS FRONT= 2s PER DRAINAGE PLANS �- = PROPOSED DRAINAGE FLOW REAR= 20' SIDE= 7.5' SOD (SOD TO CURB): 4,007f SQUARE FEET DRIVE & LEAD WALKWAY: 484t SQUARE FEET STREET SIDE= 15' LOT GRADING TYPE A" SIDEWALK APPROACH: 414i SQUARE FEET PROPOSED F.F. PER PLANS = 16.30' TOTAL LOT SQUARE FOOTAGE. 6,600t SQUARE FEET CR US YVNEYER —SCOTT do ASSOC, INC. — LAND SURVEYORS LCGEND - LEGEND P . PLAT PAIL. • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 • FIELD TYR TYPICAL :.R •IRON PIP[ PRL POINT OF REVERSE CURVATURE R. ROD POINT OF CONFOUND CURVATURE NOTES: I. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY CON CONCRETE MONUMENT RAD. RADIAL THE FLORIDA B04R0 OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61C17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT SE SET IR. REC EKED 1LB 4596 MR. NON -RADIAL MR. POINT REC. PGjJNT F CALV.P• CALCULAWITNESSTED P.O.B. POINT OF BEGINNING CALL. CALCULATED SECTION 472-027 FLORIDA STATUTES. P. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, MIS SURVEY IS NOT VAUD AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. P.00. P0117T OF COMMENCEMENT PRH • FCRMANENi REFERENCE MONUMENT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS i • CENTERLIE FF. FINISHED FLOOR ELEVATION NLD : ,NAIL L DISK BSI - BUILDING SETBACK LINE OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. BA BENCHMARK R/WCSM EASEMENT ESHT. EASEMENT B.B. BASE MARRING 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. DRAIN. DRAINAGE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY UNFS. CLF •UTILITY CL.FrC. •CHAIN LINK FENC[ 7. BEARINGS• ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) VD.FC. = WOOD FENCE B. ELEVATIONS. IF SHOWN, ARE BASED ON NARONAL CEODERC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. TE BLOC P.C. 8. CERTIFTGTE OF AUTHORIZATION No. 4598. - POINT CURVATURE SCALE I- 1 • - 20• -� DRAWN By. P.T. POINT is TANGENCY DESC. DESCRIPTION 0 CERTIFIED BY: DATE ORDER No. R RADIUS L ARC LENGTH PLOT PLAN 1-23-07 1269-07 D DELTA C • CHORD DARING FORA480ARD FOUNDATION/ELEIS. 06-14-07 3667-07 NORTH CONIC. FOUNDATION/ELEVS. 06-19-07 3669-07 07-25-07 4421-07 THIS BUILDING/PROPERTY DOES. NOT LIE WITHINFINAVELEIS. THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" X. GRUSENMEYER, R.L.S. 4714 ZONE 'XPANEL 10120289 0065 E. (04-17-95) ,FAMES W. SCOTT• R.LS j 4801 DESCRIPTION AS FURNISHED: Lot 62, 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) v;rr= S 89050' 10" W 60.00' I LOT 62 21.47' 21.47' 1 0 E 1 II 00' iFFIC10 z2.o 18.0 � - I COVERED U� PORCH 1 10 00' 22.0' 1 w I � • I� I L I LOT 63 O Ln PROPOSED N I j l0 O 1� I ONE—STORY RESIDENCE 1 2 O MODEL: RALEIGH B Q) i 2 CAR GARAGE LEFT I O QI ^ to Uj z I 4 ( � o I a '� I I W 14. 1 " 10{00' i� . 0 5. I I 10.Do' 1 I I DRIVE 1 25.20' 25.20' I — — — — — — — — — F - 10' UTILITY 45EASEMENT .50' I (P.C.) I I d (B.B.)N 89050' 10" E 5' WALK __72' CURB %�' PLANS REVIEWED CITY OF SANFORD Em O � I O O O O O � O co BE-1-LA ROSA CIRCLE (50 ' R/W) TRACT 'E" (PRIVATE INGRESS / EGRESS) LOT 61 i 1� BUILDING SETBACKS: 4P PROPOSED = FINISHED SPOT GRADE ELEVATION SQUARE FOOTAGE CALCULATIONS REAR 200' PER DRAINAGE PLANS SOD (SOD TO CURB): 4,0071 SQUARE FEET SIDE= 7.5" V�- = PROPOSED DRAINAGE FLOW DRIVE & LEAD WALKWAY: 484t SQUARE FEET STREET SIDE= 75' LOT GRADING TYPE A" SIDEWALK/APPROACH: 414t SQUARE FEET *PLOT PLAN ONLY* PROPOSED F.F. PER PLANS = 16.30' TOTAL LOT SQUARE FOOTAGE: 6,600t SQUARE FEET (NOT A SURVEY) CRUSE'NMEYE'R-ISCOTT & ASSOC., INC. - LAND SURVEYORS LEGEND - LEGEND - P • PIAT POL • POINT ON LINE 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (40'7)-277-3232 FAX (407)-658-1436 F FIELD TYR 7YPICAL NOTES: IP. IRON PIPE PRL POI M OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY COMFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY R OtON ROD P.C.C. POINT OF COMPOUND CURVATURE THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT CA CONCRETE MONUMENT RAA RADIAL SET I.R. 1/2' IR •/BLB 4596 MR NON -RADIAL SECTION 472-027 FLORIDA STATUTES. REC. RECOVERED V.P. VITNESS POINT 2. UNLESS EMBOSSED WITH SURVEYORS SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. P.O.B. POINT OF BEGINNING CALL. CALCULATED PA.C. POINT OF COMMENCEMENT P.R.M.. TN15 SURVEY WAS PREPARED FROM TITLEINFDRAIATION FURNISHED TO THE SURVEYOR. THERE ANY BE OTHER RESTRICRONS = = PERMANENT REFERENCE MONUMENT Q CEMERLIE rF. FINISME➢ FLOOR ELEVATION OR EASEMENTS THAT AFFECT THIS PROPERTY. NLD NAIL L DISR B.SL BUILDING SETBACK LINE 4. NO UNDERGROUND IMPROVEMENTS HAYS BEEN LOCATED UNLESS OTHERWISE SHOWN. R/V RIGHT-OF-VAY BA BENCHMARK 5. INS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. ESMT. •CASEMENT as, BASE BEARING 6. DIMENSIONS SHOWN FOR THE LOGATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES, DRAIN. DRAINAGE UTIL UTILIT7 7. BEARINGS, ARE WED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) CLFL CHAIN LINK FENCE e. ELEVATIONS. IF SHOWN, ARE BASED ON NATIONLL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. vnrC VDDD FENCE 9. CERTIFICATE OF AUTHORIL4TION No. 4586. C/B CONCRETE BLDCK SCALE � 1- — 20' . DRAWN BY, P.C. POINT OF CURVATURE P.T. = POINT OF TANGENCY CERTIFIED BY: DATE ORDER No. DESC. DESCRIPTION R • RADIUS PLOT PLAN 1-23-07 1269-07 L ARC LENGTH D DELTA C CHORD C.B. - CHORD BEARING NORTH C\ THIS BUILDING/PROPERTY DOES. NOT UE WITHIN —)�- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' TO X. GRUSENMEYER, R.L.S. / 4714 ZONE -X" PANEL #1202B9 0065 E. (04-17-95) JAMES W. SC077, R.L.S 1 4801 DESCRIPTION AS FURNISHED: Lots 60, 61 and 62, CELERY ESTATES NORTH, os recorded in Plat Book 71, Pooes 38 through 45 of the Public Records of Orange County, Florida. PLOT PLAN FOR / CERTIFIED TO: Lennar Homes, Inc. LOT IEWED FOR. CODE C� CAPR� EN MP�gN GINEERIN� C�;, TRACT F ' (OPEN SPACE) �0 0� 1y. C R9D�,n' in" w 40 \� - -- 60.00' 5' D.U.E. 5' D.U.E. --) I-- 5' D.U.E. 60.00' 5' O.U.E. 5' D.U.E. 60.00' I 21.47' 21.47'I 20.00' 20.00'I �22.00' - - 5' D.U.E. LOT 62 I �I I LOT 61 I I zz.oD LOT 60 o I 10!00' I00' 10.00 38.0' Q 0Q 75.00' O 22.0 1. 1 10 LANAI I_ O covwaD o - PORCFFff - I I 15. I I o PARKING SPACE (TYP.) Q 22.0 o I o f I I o PROPOSED I _ I PROPOSED ONE-STORY RESIDENCE o I ONE-STORY RESIDENCE I I PARKING 63 I MODEL: 8 N MODEL: WILLIAMSBURG A ( SPACE (TYP.) I LOT 59 A/C 2 CAR GARAGE RAGE LEFT I 12 CAR GARAGE RIGHT p ❑ W ( O W O CD I I L Y Q Q W 10. DO' I O I L °j I LZ 14. 1' C)Z O 10I00' 18.7' ENTRY I S ACE I(TYP.) O Lo I 1OA0' 21.3' I v tOf 0' I n 11 O O I Q I DRIVE I DRIVE PROPOpSED I N .L,f 111 p O I25.?_ 25.20' I FENCE 25.0 25.00_I 15.00' -.00 — j 9ti 60 00' �� 20.28' (P.0 v MMUMM cn.D r_mur, J 6111 JU 1 U rr n.n. J VVALK a� ,M 2' CURB c B�'LLA .ROSA CIRCLE (50' R/W) TRACT 'E" (PRIVATE INGRESS / EGRESS) CRUSEI�WTr R-SC0TT LEGEND - LEGEND - P PLAT PDU_ POINT ON LINE F FIELD TYP. TYPICAL IP. IRON PIPE PR.C. POINT OF REVERSE CURVATURE I.P. IRON ROD P.C.C.POINT (IF CCHPOUND CURVATURE C.. • CONCRETE 1ONUHESI RAD. • RADIAL SET Lp • 1/2' I.R. •/ALB 4596 N.R. • NON -RADIAL REC. RECOVERED W.P. WITNESS POINT P.O.B. v POINT (IF BEGINNING CALC. • CALCULATED P.O.C. • POINT OF COMMENCEMENT PRri PERMANrNT REFERENCE MONUMENT 7. CENTERLINE FF. FINISHED FLOOR ELEVATION NLD • NAIL L DISK ISL • BUILDING SETBACK LINE P/L' RIGHT-OF-VAY BR. • BENCNINRK F.SnT. v EASEMENT D.D. BASE BEARING BRAIN. • DRAINAGE UTIL • UTILITY CLFC. • CHAIN LINK FENCE WDFC WOOD FENCE C/0 CONCRETE BLOCK PC. POINT OF CURVATURE P.T. POINT OF TANGENCY DESC. BESCR IPTION R • RAD I US L ARC LENGTH D DELTA C CHORD C.R• CHORD BEARING D.U.E. • DRAINAGE AND UTILITY EASEMENT NORTH & ASSOC, INC. - LAND SURVEYORS 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658- 1436 NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE FLORIDA BOARD Or PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6 FLORIDA ADMINISTRATIVE CODE PURSUANT SECTION 472-027 FLORIDA STATUTES. 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VAUD AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENM HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE REUED UPON BY ANY OTHER ENTITY. 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. 7. BEARINGS. ARE BASED ASSUMED DATUM AND ON DIE LINE SHOWN AS BASE BEARING (B.B.) 8. ELEVATIONS. IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. 9. CETt71FICATE OF AUTHORIZATION No. 4598. 1 SCALE I- I = 30, DRAWN BY: CERTIFIED BY: IL- YVUY I—XH—W/ _ORDER No._ 1285-07- THIS BUILDING/PROPERTY DOES NOT LIE WITHIN THE ESTABLISHED 100 YFAR FLOOD PLANE AS PER "FIRM" ZONE "X" PANEL jf1202B9 0065 E (04-17-95) IX MEYER,ENR.L.S. JAMES W. SCOTT. R.LS 1 4,601 FORM 60OA-2004R E EnergyGauge® 4.5 FLORIDA ENERG CIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: RaleighManorM021 Builder: Lennar Homes/Mid Florid; Address: 517 Bella Rosa Circle Lot 62 Permitting Office: City, State: Sanford, FL 32771 Ph 1 Permit Number: Owner: Lennor Homes 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 1 _ 4. Number of Bedrooms 3 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1577 ft' _ 7. Glass type 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)199.0 ft' b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)199.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, I78.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1288.6 ft' _ b. Frame, Wood, Adjacent R=11.0, 178.0 ft' c. N/A d. N/A _ e. N/A _ 10. Ceiling types _ a. Under Attic R=30.0, 1577.0 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 Cap: 29.0 kBtu/hr _ SEER:13.50 b. N/A _ c. N/A Pr _ 13. Heating systems Q a. Electric Heat Pump Cap: 29.0 kBtu/hr _ O 1 HSPF: 8.00 _ b. N/A �i t� c. N/A p - Q 14. Hot water systems Electric Resistance '0Cap: a. 50.0 gallons _ EF: 0.90 _ b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits PT, _ (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.13 Total as -built points: 19051 PASS Total base points: 20354 I hereby certify that the plans and specifications covered by this calculation are in�ag3llt�lod#!�-t Florida Energy Code. PREPARE DATE: �1 11Z)1A F I hereby certify tha[this builo(ng, as d, is i compliance with the Florida En y OWNER/ ,GE - DATE: 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 @fass type. F r actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5) FORM 60OA-2004R EnergyGauge® 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 Ornt Len Hgt Area X SPM X SOF = Points 18 1577.0 24.35 6912.0 1.Single, Clear N 1.0 6.0 32.0 30.19 0.97 941.0 2.Single, Clear S 10.0 6.0 32.0 48.22 0.51 782.0 3.Single, Clear S 10.0 9.0 64.0 48.22 0.55 1698.0 4.Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.0 5.Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.0 6.Single, Clear N 11.0 9.0 7.0 30.19 0.69 146.0 7.Single, Clear E 1.0 6.0 32.0 63.97 0.97 1983.0 As -Built Total: 199.0 7269.0 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 178.0 0.70 124.6 1. Concrete, Int Insul, Exterior 4.1 1288.6 1.18 1520.5 Exterior 1288.6 1.90 2448.3 2. Frame, Wood, Adjacent 11.0 178.0 0.70 124.6 Base Total: 1466.6 2572.9 As -Built Total: 1466.6 1645.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 19.0 1.60 30.4 1.Adjacent Insulated 19.0 1.60 30.4 Exterior 20.0 4.80 96.0 2.Exterior Insulated 20.0 4.80 96.0 Base Total: 39.0 126.4 As -Built Total: 39.0 126.4 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1577.0 2.13 3359.0 1. Under Attic 30.0 1577.0 2.13 X 1.00 3359.0 Base Total: 1577.0 3359.0 As -Built Total: 1577.0 3359.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 178.0(p) -31.8 -5660.4 1. Slab -On -Grade Edge Insulation 0.0 178.0(p -31.90 -5678.2 Raised 0.0 0.00 0.0 Base Total: -5660.4 As -Built Total: 178.0 -5678.2 INFILTRATION Area X BSPM = Points Area X SPM = Points 1577.0 14.31 22566.9 1577.0 14.31 22566.9 EnergyGauge® DCA Form 60OA-2004R EnergyGaugeOFIaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 29876.8 Summer As -Built Points: 29288.2 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 29000btuh ,SEER/EFF(13.5) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 1 29288 1.00 (1.09 x 1.150 x 0.85) 0.253 0.950 7511.6 29876.8 0.3250 9710.0 29288.2 1.00 1.069 0.253 0.950 7511.6 EnergyGaugeTm 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 GLASS TYPES I .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 1577.0 9.11 2686.0 1.Single, Clear . N 1.0 6.0 32.0 15.07 1.00 481.0 2.Single, Clear S 10.0 6.0 32.0 9.90 2.17 687.0 3.Single, Clear S 10.0 9.0 64.0 9.90 1.93 1221.0 4.Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.0 5.Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.0 6.Single, Clear N 11.0 9.0 7.0 15.07 0.99 104.0 7.Single, Clear E 1.0 6.0 32.0 12.37 1.01 399.0 As -Built Total: 199.0 3250.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 178.0 1.80 320.4 1. Concrete, Int Insul, Exterior 4.1 1288.6 3.31 4258.8 Exterior 1288.6 2.00 2577.2 2. Frame, Wood, Adjacent 11.0 178.0 1.80 320.4 Base Total: 1466.6 2897.6 As -Built Total: 1466.6 4579.2 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 19.0 4.00 76.0 1.Adjacent Insulated 19.0 4.00 76.0 Exterior 20.0 5.10 102.0 2.Exterior Insulated 20.0 5.10 102.0 Base Total: 39.0 178.0 As -Built Total: 39.0 178.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1577.0 0.64 1009.3 1. Under Attic 30.0 1577.0 0.64 X 1.00 1009.3 Base Total: 1677.0 1009.3 As -Built Total: 1577.0 1009.3 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 178.0(p) -1.9 -338.2 1. Slab -On -Grade Edge Insulation 0.0 178.0(p 2.50 445.0 Raised 0.0 0.00 0.0 Base Total: -338.2 As -Built Total: 178.0 446.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1577.0 -0.28 -441.6 1577.0 -0.28 -441.6 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 Winter Base Points: 5891.1 Winter As -Built Points: 9019.9 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 29000 btuh ,EFF(8.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0 9019.9 1.000 (1.078 x 1.160 x 0.87)0.427 0.950 3995.4 5891.1 0.5540 3263.7 9019.9 1.00 1.093 0.427 0.950 3995.4 EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGaugeO4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2460.00 7380.0 50.0 0.90 3 1.00 2514.67 1.00 7544.0 As -Built Total: 7544.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 9710 3264 7380 20354 1 7512 3995 7544 19051 PASS EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge®/FIaRES'2004 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 & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wa foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, ptnetrations 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. Mufti -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (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 clearly marked ci breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons Der minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 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. EnergyGaugeT"" DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 t0x6 I1.cd 75 6.4 I.cd 1 6' 7' P!ffi is] C w 12x6 I.cd S. 200 I uo➢w z. ton 'k. 22.Ox ipn 1Bx 10 pleb plotfarn by bid, Tole 1/8'=1'0' 3' bath duct to roof cap w/fan Nutone 695RNB i '7-= uxl .v0 42X92 A/C SLAB m .. BY BLDR MIN raa '' 2' FROM WALL tv 10 9/ 8x4 1 d ex. 1. � A/t PA➢ 1 .rw x6 1- 60 +m 3' bath duct to roof cap f � fan Nu Nutone 695RNB .' dryer duct to roof cap Must have o ntrdnun clearance of 4 Inches around the air hardier per the State Energy code. All duct has an r-6 InsUailon value, z 2 O N j W w � a 0 a A J L� r, (U t=1 o O LJ Z � Q O � L7 Z LJ Z J LJ Q ~-I U Rating z 0 � N CO w .. > Z Q F— ca Q 5 -10 7 Q m COIL J(na0 Duct System Summary Entire House 110 DEL AIR HEATING,AIR CONDITIONING,R Job: RALEIGH MANOR M021 1.11.07 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 For. U.S. HONES External static pressure Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective let (TEL) Heating Cooling 0.30 in H2O 0.30 in H2O 0.06 in H2O 0.06 h H2O 024 in H2O 024 in H2O 0.12/0.12 nH20 0.12/0.12 nF120 0.706 in/100ft 0.706 in/100ft 1000 cfm 1000 cfm 34 ft Nam Design (13W Htg (dm) ag (dm) Design FR Diam (n) Rect Size (in) Duct NAM Actual Ln (ft) PgEgv Ln (ft) Trurk KITCHEN/NOOK c 4198 171 201 1200 8 NO VIFX 20.0 0.0 LAUNDRY c 1295 50 62 6.000 5 NO VlFx 4.0 0.0 MSTR W.I.C. h 534 17 11 4.000 4 Ox0 MFx 6.0 0.0 MSTR BATH h 1450 47 23 2.400 4 Ox0 VIFx 10.0 0.0 MSTR BDRM h 4974 162 145 2.400 7 Ox 0 MFx 10.0 0.0 GREAT RM C 4900 179 235 1.600 8 NO VlFx 15.0 0.0 1 BATH 2 h 1384 45 23 0.828 4 Ox 0 VlFx 29.0 0.0 1 BDRM 3 h 3257 106 77 0.706 6 Ox 0 VlFx 34.0 0.0 1 BDRM 2 h 2263 74 67 1263 5 Ox 0 VFx 19.0 0.0 1 DINING/FOYER C 3263 149 156 1.500 7 Ox0 VlFx 16.0 0.0 1 Nam Trunk Type Htg (dm) Clg (dm) Design FR Veloc (fpm) Dian (in) Rest Duct Size (in) Dud Material Trunk 1 PeakAVF 553 559 0.706 522 14 0 x 0 VnIFtl< wrlighltsoft Right -Suite Residential 5.5.17 RSR31575 2007-Jan-11 09:58:56 /I(ACK E:\Files\USHomes2002\RaleighManorM021\Raleigh Man orM021.rsr Page 1 DUCT TREE DIAGRAM Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 For. US HOMES HISAIRMing EAsm al Static Ressure: 0.30 in H2O Press<ie basses: 0.06 in H2O Avaiabie Static prtessure 024 in H2O Bli*iy Fbftm available pressure 0.12 / 0.12 in H2O AdAeWkfton rate 0.706 in/100ft Actual airflow 1000 Cfm TOW Racine begPff lEk): AIM: lines indicate branches and trunks, numbers indicate AVPs SLF'PLY TT434G AND BR*CFES - SO-E VIATIC TREE DIAGRAM CHAT IN —234. BATH 2 —22 BDRN 3 —77. BCRM 2 DIMW_-iFOY —156. MC FENNO --M1. < -NO TR.W LAUCRY 82 < —NOTR.W MSTRW.I.0 —10. j < —NO TR W MSTR BATH —22 < —NO TR W MSTR BCRM —144. < —NO TR_W 34 ft Job: RALEIGH MANOR M021 1.11.07 CO0tsgmg 0.30 in H2O 0.06 in H2O 024 in H2O 0.12/0.12 i1H2O 0.706 in/100ft 1000 Cfm 558. ,_- wrightsoft Right -Suite Residential 5.5.17 RSR31575 2007-Jan-11 09:58:56 AC4Z;k E:\Files\USHomes2002\RaleighManorMO21\RaleighManorMO21.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: RALEIGH MANOR M021 1.11.07 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.80 ach x 15058 fe x 0.0167 = 201 cfm 2 Winter infiltration load 1.1 x201 cfm x 32 °F Wb1brTD = 7067 Btuh 3. 1Mnter infiltration HTM 7067 Btuh / 238 ftz Total window = 29.7 Btuh/W and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 15058 ft3 x 0.0167 = 100 cfm 2 Summer infiltration load 1.1 x 100 cfm x 18 °F SI.mr1aTD = 1988 Bt ih 3. Summer in bation HTM 1988 Btuh / 238 ftZ Total window = 8.4 Btuh/fF and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moistd'Iff. x 100 cfm = 2960 Btuh -I%JLIW Ulu v - yutNntCnL atutty waus 1. Sensible sizing load Sensible ventilation load 1.1 x 50 cfm vent x 18 °F Su TwTD = 990 Bh.h Sensible load for structure (Line 19) + 20868 Bhlh Sum of ventilation and sndme loads = 21858 Btuh Rating and tlan a muflip6er x Swing 0.98 Equipment sag bad - = 21420 Btuh 2 Latent stung bad Latent ventilation bad 0.68 x 50 cfm vent x 43 grAb moistdiff. = 1474 Btuh Internal loads = 230 Bb h x 5 people + 1150 Btuh Infiltration bad from Procedure C + 2960 Btuh Eq Ax rent sizing bad - latent = 5585 Bluh 'Construction Quality is: a No. of Fireplaces is: 0 Bold/italic values have been manually overridden Printout oertified by ACCA to meet all requirements of Manual J 7th Ed. wrightsoft Right -Suite Residential 5.5.17 RSR31575 2007-Jan-11 09:58:25 ACCK E:\Files\USHomes2002\RaleighMenorMO21\RaleighManorMO21.rsr Page 1 PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: RALEIGH MANOR M021 1.11.07 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 For. U.S HOMES Design Information Weather. Orlando AP, FL, US Winter Design Conditions Heating Summary Summer Design Conditions 38 OF Outside db 70 OF Inside db 32 OF Design TD RRehative humidity Moisture difference Budding heat loss 30730 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat bad 30730 Btuh Infiltration Method Simplified Construction quality Average Fireplaces Area (ft� HeaJ Cool*0 Volume (ft3) 15058 15058 Air c�) Equiv. A 2011 100 Heating Equipment Summary Make LBWQX Trade Model Efficiency Heatrtg input Heating Temperature rise Actual air flow Air flow factor Static pressure Space temostat 0 Btuh @ 47-F 0 OF 1000 cfm 0.033 dm/Bhuh 0.30 in H2O 93 0 75 OF 18 OF M 50 % 43 grAb Sensible Cooling Equipment Load Sizing Structure 208M Btuh Ventilation 990 Btuh Design temperature swing 3.0 OF Use Mfg. data n RaWswing mulliplier 0.98 Total sens. equip. bad 21420 Bhlh Latent Cooling Equipment Load Sizing Internal gains 1150 Bkh Ventilation 1474 Bkh Infiltration 2960 Bhfi Total latent equip.' bad 5585 Btuh Total eeg�pment load 27005 Btuh Req. tiJtal capacity at 0.80 SHR 2.2 ton Cooling Equipment Summary male LBv\K2X Trade Cond Cal Efficiency 13.5 EER Sensible cooling 23200 Bbtt Latent cooling 5800 Bkh Awl a�irfflow 1000 Cffm Air flow factor 0.048 dnA3tuh Static pressure 0.30 in H2O Load sensible heat ratio 80 % Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr14ghtsoft Right -Suite Residential 5.5.17 RSR31575 2007-Jan-11 09:58:25 ACCA E:\Files\USHomes2002\RaleighManorMO21\RaleighManorMO21.rsr Page 1 RIGHT-J WINDOW DATA 0 DEL AIR HEATING,AIR CONDITIONING,R Job: RALEIGH MANOR M021 1.11.07 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R KITCHEN/NOOK a n se a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 32.0 4.0 LAUNDRY MSTR W.I.C. MSTR BATH MSTR BDRM a n nw a c n 0 d 1 1 90 1.0 10.0 1.0 5.0 39.4 32.0 0.0 GREAT RM b n nw a c n 0 d 1 1 90 1.0 .10.0 1.0 8.0 39.4 64.0 0.0 BATH 2 BDRM 3 a n nw a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 39.4 16.0 0.0 BDRM 2 a n sw a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47A 16.0 2.0 DINING/FOYER a n se a c n 0 n 1 1 90 1.0 .11.0 2.0 7.0 76.4 7.0 7.0 a n sw a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 32.0 4.0 , t wrightSC) t Right -Suite Residential 5.5.17 RSR31575 2007-Jan-11 09:58:25 ,4CC({ E:%Files\USHomes2002%RaleighManorM021%RaleighManorM021.rsr Page 1 F, ,1G)iTd WORKSHEET fj tnbre ouse DEL AIR HEATING,AIR CONDITIONING,R Job: RALEIGH MANOR M021 1.11.07 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 IV ""U"'L J f" co' 1 Narred. Erte Harse )QTCHEPMIOOK LAUNDRY MSTR W.I.C. 2 Lerohde�osedwa 178.0 ft 37.0 ft 8.0 ft 7.0 ft 3 Room6rta>slrs 15.0 x 14.0 ft 8.0 x 10.0 ft 7.0 x 13.0 ft 4 Ceings Cax8.Option 9.5 ft heelJmol d 9.4 ft halNmd 9A ft i hid SA fi haeWod TYPE CIF CSTJ HTM Aral Load (Blh) Area Load (BAi1) Area Load (Bf<f1) Area Load W) EXPOSURE NO. Hig CIg (M Hig Clg (ft) Htg Clg OF) Htg Clg OF) Htg f Cb 5 Gross a 148 4.6 21 150E - - 348 - - 0 - ""c - - Eked b 13C 32 1.2 197 - - 0 - - 75 - -6E - - vA&and c 12C 29 1.9 0 - - 0 - - 0 - ""c - - par4Gorls d 0.0 0.0 0 - - 0 - - 0 - "" - e 0.0 0.0 0 "" - 0 - 0 - .. - f0.0 0.0 0 .,.,. - 0 - - 0 - - c - - 6 Wrxiot s" a 1C 37.0 1 4990 - 32 1183 - 0 0 - 0 - glass doors b 8C 37.0 64 2365 - 0 0 0 0 - 0 - Fleetr g c 9C 38.7 0 0 0 0 0- 0- d 1C 37.0 0 0- 0 0 0- 0- e 0.0 0 0- 0 0 "" 0 0- 0- f 1 0.0 ^ 0 0- 0 0 "" 01 0- I c 0- 7 Wxbrosald North 24.1 17 - 411 4 "" 82 0 "" 0 c - 0 &ssdoors NEAVW 39A 112 - 4413 0 "" 0 0 "" 0 c - 0 Coofrg ENV 0.0 0- 0 0 0 0 "" 0 0 SEGN 47A 70 - 3314 23 "" 1326 0 0 c - 0 South 0.0 0- 0 0 "" 0 0 "" 0 c - 0 Hoe 0.0 0 "" 0 0 "" 0 0 "' 0 c - 0 8 Olher doors a 11A 18.9 127 39 7W *7 0 0 0 19 311 242 C 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 1 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 9 Net a 14B 4.6 21 ti89 59% 25M 316 1455 650 0 0 0 0 0 e�osed b 13C 32 1.2 178 561 208 0 0 0 55 176 66 EIE 208 77 velsaxl c 12C 29 1.9 0 0 0 0 0 0 0 0 0 c 0 0 patlials d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10 Ceif rrGs a 16G 1.1 1.4 1577 1685 2186 210 222 291 80 84 111 91 95 125 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 178 4614 0 37 9m 0 8 207 0 .181 0 (Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 P-lefr c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 isdispi. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 29.7 8.4 7057 1988 32 950 267 19 554 158 0 0 13 Si 3 lalloasr6+8..+11+12 - 27M ..» »» 4769 «•. - 1391 - - 485 «•• Less eftmalheft - "" 0 - 0 - - 0 - Lesstratsfa - 0 "" "" 0 - 0 - - 0. - Heating redisUSxtion - 0 "" 0 "" - 0 - - 0 - 14 Duct loss 100/ D94 "" 10°/ 477 "" 100 139 - 1 49 - 15 TWd loss =13+14 - 30M "" "" 5246 "" - 1530 - - 534 - 16 Int.On& Floo*@ 300 5 - 15M 0 - 0 0 - 0 c - 0 Appl. @ 1200 2 - 1800 1 - 1200 1 - 600 c- 0 17 St321t RSH gaiti=7+8 +12+16 "" "" 18971 "" "" 3617 "" - 1177 - - 203 Less eftnalcooling - - 0 - - 0 - - 0 - - 0 Less trarda - - 0 - - 0 - - 0 - - 0 Cootag mdWb bm - - 0 �- �- 0 - - o - - 0 18 Duct gain 1c°/ - 1897 10°/ - 382 10° - 118 10' - 201 19 Total RSHgai"17+18)-PLF 1A0 "" 27668 1.00 - 4199 Wo - 1295 1.00 - 2i1 Airreciuired (din) "" 1000 1000 "" 171 271 "^ 50 62 "" 17 11 Printout certified by ACCA to meet al! requimmenls of Manual J Ah Ed. wr �ghtsoR Right -Suite Residential 5.5.17 RSR31575 2007-Jan-11 09:58:25 E:\Files\USHomes2002\RaleighManorMO21\RaleighManorMO21.rsr Page 1 R,1Gj1Td WORKSHEET I ntfre ouse DEL AIR HEATINGAIR CONDITIONING,R Job: RALEIGH MANOR M021 1.11.07 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: NIMLAL 11 fn tn 1 Nwecfrwn MISTR BATH MSTR BDRM GREAT RM BATH 2 2 7 Ad 19.0 ft 31.0 ft 10O ft 17.0 ft 3 ==c' 6.0 x 13.0 ft 18.0 x 13.0 ft 15.0 x 21.0 ft 11.0 x 7.0 ft 4CAulngs Concit Option 9.4 ft i 10A ft i lleetbool 9.4 ft heeI1 9.4 fti TYPE OF CST FrTM Area Load Ah) Area Load(Bah)Ama Load @kh) Area Lad (Bath) B(POSURE H,, Clg (fj2) Htq CIG (m Htg I Clg W) Htg Clg (m Fit@ Cig 5 Gross a 148 4.6 21 1M - - 3m - - 94 - - 16C - - to 13C 3.2 1.2 W - - 0 - - 0 - - c - - and c 120 29 1.9 0 - - - 0 - - c - - partials d 0.0 0.0 0 - - - 01 - - c a 0.0 00 0 - 0 - - 0 - - f 0.0 0.01 01 - - 0 - - 0 - - Z - 6 Wrcbmancl a 1C 37.0 - 0 0 - 32 1183 - 0 0 - 1 0 - to 8C 37.0 - 0 0 - 0 0 - 64 m - 0 - Clasiscloors v c 9c 38.7 - 0 () - 0 0- 0 0' c 0- d 1C 37.0 - 0 0- 0 0- 0 0- 0- a 0,0 - 0 0- 0 0- 0 0 - c 0- f 001 - 0 0- a (0) - 0 0 - c 0- 7 VVIrdwwswd North 24.1 0 - 0 0- 0 0 - 0 0 glass doors NENW 39.4 0 - - 0 32 - 1251 - 2522 0 Cooling EW 0.0 0- 0 0 - 0 - 0 c - 0 SEGN 47.4 0 0 0 - 0 10000 - 0 c - 0 South 0.0 0 0 0- 0 - 0 c - 0 1 Hoe 0.0 0 0 0 - 1 0 - 0 c - 0 8 ClOwdoors a 11A 18.91 117 01 0 01 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 148 4.6 21 123 %7 253 290 1338 598 30 138 62 16[ 735 329 epoaad to 130 32 12 56 176 66 0 0 01 0 0 0 c 0 0 v�lsard c 12C 29 1.9 0 0 0 0 0 0 0 0 0 c 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 f 0.0 0.0 0 0 0 0 01 0 0 0 0 c 0 0 10 Ceilings a 16G 1*1 14 78 12 IM 234 247 324 311 333 417 81 107 to 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 19 492 0 31 804 0 10 259 0 ll 441 0 (Note: room to 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 PEMOB c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 forslab e 0.0 0.0 0 0 0 0 0 0 0 0 0 c 01 01 floss) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 297 8.4 0 0 0 22 990 267 64 1900 534 c 0 0 13 Sulloliotal loss;:".�+l 11+12 1318 - - 4w - - 49% - - 1258 - LesseMmalhWing 0 - - 0 - - 0 - - 0 - Less ha dial 0 - - 0 - - 0 - - 0 - Heating redwbdm 0 - - 0 - - 0 - - 0 - 14 DW loss 101/c 132 - 1101/( 452 - loo/I 500 1 D11 126 - 151 Total loss = 13+14 1 - *741 - - 5496 - - 1384, - 16 int gains: people @ 300 0 0 1 - 300 3 - 900 c - 0 Appl. @ 1200 0 0 0 - 0 0- 0 c - 0 17 Sublot RSH gm"r-7+8.+12+-16 427 - 2750 - 4454 - 436 Lessediernalcocirp 0 - - 0 - - 0 - - 0 Lessrdwa 0 - - 0 - - 0 - - 0 cooftvremstrbution - 0 0 0 0 18 Ductgadh 1 43 1 - 2M 10 - 445 101 - 44 19 TctJ RSH g@M17+18)'PLF I Im = 1.00 - 3M . I!= - I= 1.00 - A I Airre*red (dim) - 471 23 1 11521 145 - 1-ml 2351 - 451 23 Printout ceffed by ACCA to meet all mqdnenvrts of Manual J 7th Ed. NAo1w-1C_jF_%T50ft: Right -Suite Residential 5.5.17 RSR31575 2007-Jan-11 09:58:25 E:kFiles\USHomes2002\RaleighManorMO21\RalsighManorMO21.rsr Page 2 R,1GjiTd WORKSHEET rhdre ouse DEL AIR HEATING,AIR CONDITIONING,R Job: RALEIGH MANOR M021 1.11.07 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 mpmvAL,K m to 1 Namedroom BDRM3 BDRM2 DNING�FOYER 2 dToposedwd 26.0 ft 13.0 ft 10.0 ft 3 =a Rovn dilasrs 120 x 14.0 ft 120 x 13.0 ft 14.0 x 120 ft 4 Ceiings Carffi Option 9.4 It 1 9.4 ft heeVccd 9.4 It he!(ood 1YFECF CST HTM Area I.ad(Btth) Area Load(BGh) Area Loadith) Area STOSURE NO. Htg I Clg (ft) Htg Clg (fly Htg I Cig 011) Htg I Clg Htg Clg 5 Gross a 14B 4.6 21 244 "" "" 1 - - 94 - - - - b 13C 32 1.2 0 "" "" 0 - - 0 - - - - wand c 12C 29 1.9 0 "" "" 0 - - 0 - - - - parlbons d 0.0 0.0 0 "" 0 - - 0 - - e 0.0 0.0 0 "" "" 0 - - 0 f 0.0 0.0 0 "" "" 0 - - 0 6 VUrdo sand a 1C 37.0 16 591 "" 16 591 - 39 1441 - glass doors b 8C 37.0 0 0 "" 0 0- 0 0- Hee V c 90 38.7 0 0 0 0- 0 0 "" d 1C 37.0 0 0 "" 0 0- 0 0- e 0.0 0 0 "" 0 0"" 0 0 f 0.0 0 0 "" 0 0 "" 0 0 7 V%xbAsard North 24.1 0 "" 0 2 - 41 11 - 298 - glassdoors NEMW 39.4 16 "" 630 0 - 0 0 - 0 Caofng ENV 0.0 0 0 0 - 0 0- 0 SEGW 47.4 0 "" 0 14 - 653 28 - 1325 - South 0.0 0 0 0- 0 0- 0 - Horz 0.0 0 "" 0 0 - 0 0- 0 8 0herdoors a 11A 18.9 127 0 0 0 0 0 0 20 378 255 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 21 228 1052 470 106 489 219 35 161 72 e�oead b 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 welsard c 12C 29 1.9 0 0 0 0 0 0 0 0 0 pa tsars d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1A 168 177 233 155 165 216 168 177 233 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 If 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 26 674 0 13 337 0 10 259 0 (NcOa room b 0.0 0.0 0 0 0 0 0 0 0 0 0 pain ela c 0.0 0.0 0 0 0 0 0 0 0 0 0 isdispl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 12 Irft-Am a 29.7 8.4 16 475 134 16 475 134 59 1752 493 13 Stbss6r8-+11+12 2970 "" "" 205H - 4169 - - - lesseAaralhWing «.. 0 .... - 0 .... - 0 - - - Less tat tskg .... 0 .... - 0 .... - 0 - - - Healing redst1lW= ••.• 0 ...• - 0 ••• - 0 - - - 14 Dtrt loss 10°/ 297 "" 10°/ 206 "" 100 417 - 15 Total loss =13+14 "" 3267 "" - 2733 "" "" 4566 - - 16 Intgairs peooe@ 300 0 - 0 0 - 0 1 - 300 Appt @ 1200 0- 0 0 - 0 0- 0 17 Stbmt RSH g3iP7+6_+12+16 "" - 1467 - - 1272 Less ed alcocfrg - - 0 - - 0 •... - 0 - «.. Less bat isb "" - 0 - - 0 "" - 0 - Cooling redstrixrtion .,... - 0 - - 0 .... - 0 .... .«. 18 Dud gam 100/ - 147 10° - 127 10 - 297 19 TcW RSH gaaf-(17+18)-PLF 1.00 - 1614 1.00 - 1400 1.00 - 328 2D Air required (drrt) - 105 77 "" 74 67 "" 149 156 Prinb-d oa fied by ACCA b meet all requirements of Manual J 7th Ed. wrrrghtsOft Right -Suite Residential 5.5.17 RSR31575 2007-Jan-11 09:58:25 E:\Files\USHomes2002\RaleighMan orM021\RaleighManorM021.rsr Page 3 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.5 The higher the score, the more efficient the home. 1. New construction or existing New 2. Single family or multi -family Single family 3. Number of units, if multi -family I 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1577 ft' 7. Glass type 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)199.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)199.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 178.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1288.6 ft2 _ b. Frame, Wood, Adjacent R=11.0, 178.0 ft' _ c. N/A _ d. N/A _ e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 1577.0 ft' _ b. N/A _ c. N/A _ 1 l . 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 eUxf7a tng featu hich will be installed (or exceeded) in this home before final ins to is anew EPL Display Card will be completed based on installed Cod o t Builder Signature: Date: l/1- Address of New Home: 517 Bella Rosa Circle Sanford, FL 32771 Cap: 29.0 kBtu/hr _ SEER:13.50 _ Cap: 29.0 kBtu/hr _ HSPF: 8.00 Cap: 50.0 gallons _ EF: 0.90 _ *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergySta114 designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. I Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on ages 2&4. EnergyGauge® (Version: FLRCSPB v4.�) PT, _ -ROM SOLAR —TITS FAX NO. :4070-341813 v SUa -"S � ��• -- 1 DEG May. 12 2003 03:39AM P1 10 NATIDNAL CERTIFIED TESTING LABORATORIES 1464 GEMINI BOULEVARD • ORLANDO. FLORIDA 32037 PHONE (407) 240-1356 • FAX (407) 240-8882 STR CTURAL PERFORMANCE TEST REPOR-(T REPORT NO.: NCTL.210-2089-1 TEST DATE: 09-24.9a REPORT DATE: 09-24-98 EXPIRATION DATE: IJ114 PARENT REPORT NO.: 210-1662-1 LABORATORY CFRTIFICATION NO.: 98-0430.01 REVIEWED FOR CODE COMPLIANCE CLIENT: Florida Extruders International Inc. �{ A�E�Ii�� 2540 Jewett Lane CAM ENGINE Sanford, FL 32771-1600 TEST SPECIMEN., Florida Extruders International Inc.'s Series "Milestone 1000" Aluminum Sliding Glass Door. (Type XXO) (SGD-C30) YEST_SPECIFiCATI _- AAMA/NWWDA 101/1.S. 2-97, "Voluntary Specifications for Aluminum, Vinyl ~' (PVC) and Wood Windows and Glass Doors." TEST SPECTME DUGRU710N GENERAL: The sample tested was'z three panel type "XXO" aluminum sliding glass door'rheasuring 13,0" is wide by 8.0-3/4" high overall. `.Tlsa )f� a fictive and right panel measuring 5'0-1/2".wide by•7' 11=1/a7 high; the ,'et center active panel measured 5'0-1I2Ke by T I 1-1/4" high; the right fixed panel was secured to the jamb with three 2" long alumim.m rc:talners each fastened to the jamb We with a single screw. One plunger -type security lock was fastened to the left acdvclock"stile with the keeper fastaoed to the leftjamb. One adjustable -metal single roller assembly wa:; used m thi left active cock stile with the keeper fastened to tho loft jamb, Ono adjustable metal single roller assembly was used at each end of the active bottom tails. The frame was of double screw coped corner construction. Panel top rail/stile corners were of double screw overlapping coped corder construction. Panel bottom rail/stile comers were of single screw overlapping coped corner construction. INSTALLATIQNe The 11rame was mounted to the test buck using fifty-cwo (52) (ft 8 x I") flat hoad scrows. GLAZING: All panels were channel glazed using 3 116" thick tempered clear glass with it flexible vinyl glazing bead. WSTE; Doable strips of polypile weatherstrip (0,190" high) were located at each interlock stile. Double strips of polypile weatherstrip (0.360" high) were located at each jamb. A single strip of flexible flap vinyl weatherstrip was located at the bottom rail. Double Mips of polypile weatherstrip (0.190" high) were located at each panel top rail, A polypile dust plug measuring 1-1/2" x 1" x -250" high was located at the sill under each interlock stile. PROFESSIONALS IN THE SCIENCE OF TESTING "ROM : SOLAR,-T I TE FRX NO. : 4072341S10 May. 12 2003 03: 39AM P2 Floridc: Extruders International Inc. .2- J\rCTL-210-2346.1 Screed: An insect screen measuring 49-5/8" wide by 31 " high with a square cut screen frame and a square cut plastic corner keys. Installation Fasteners: The 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 p') 26-11,'?" down from head in jambs; lour(4) (# 8 x 2") were used below the fixed rail; two (2) in each jamb. TEST RESULTS 29r. Into.- Title of Test & Method Measured Allowed 2,2.1.0, X Operating Force Active Sash 15 lbs. max. 30 lbs. ni-cm 2.1.2 Air Infiltration - ASTM E283 1.57psf (25 mph) 0.19 cfm./ft2 0.30"cfm/ftP 2.1.3 * Water Penetration - ASTY B3311547 5.0 gph/ftx WTP= 2.86 psf No Leakage No Leakage ,2.1.4.2 Uniforni Load Structural-ASTHE330 22.5 psf Exterior 0.024" 0.904, 22.5 psf .Interior 0.027" 0.204" 2.2.1.6.2 Deglazing Test. Active Sash Meeting..Rail (70 lbs.) 0.105" (2.1 %) < 100% Bottom Rail (70 lbs.) 0.118" (3.8%) < 100% Left Hand Stile (50 lbs.) 0.095" (1.9%) < 100% Right Hand Stile (50 lbs.) 0.046" (0.951a) < 100% TEST COMPLETED 04121i00 The tested specimen meets (or exceeds) the performance levels specified in Table 2.1 of AAMA/ NWWDA- 101I'LS.2-97 for air infiltration. 27w listed results were secured by ua*n the designated test methods and indi to complkmce with the performance requirements of the reference specification paragraphs for the (DR'.R30) (53-1 /8' x 78") product designation. Detailed drawings were available for laboratory records and comparison to the test specimen at the time of this report. A copy of this report along with representative sections of the test specimen will be retained by NC'M for a, period of /our (4) yeara. The results obtained apply only to the epedmen tested. No conclusions Of any hind regarding the adequacy or inadequacy o the g specimen may be drawn from this test. This rtsport does not constitute certification oft sect which my only be granted by a certification program volidator. �NAT7ONAL C RTI ,12 LANE A,11!L/ld ��/�'��•%' ision onager TESTING LABORATORIES ROM :SOLAR. -TITS FAX NO. :4076341313 May. 12 2003 08:40AM P3 0 0 3/ FASTENER LOCATIONS 7/8" 24" 1 / 4 " -�-; 6 144 24" L7.024" ❑,C, TYP, 15 If - TYP, The te:s;t specimen was flange mounted to the test buck using forty—eight (48) #8 X 1' FH screws at locations shown. — DENOTES :SCREW NATIONAL CERTIFIED TESTING LABORATORIES ❑B NO. t NCTL-210-2 89-1,2,a COMPANY FLORIDA EXTRUDERS =.-L.DATE 9-24-98 FAX NO. :4073341813 May. 12 2003 00-:40AM P6 -RON :SOLAR -TITS f lestCIO ne AL(TY WltiooWS RT FLORIDA EXTRUDERS .SLIDING GLASS DOOR FEATURES & SPECIFICATIONS • COMMERCIAL PRODUCT RATING OF C30 WITH APPROVED FORCED ENTRY; C40 AND C60 OPTIONAL 0 4 3/4" FRAME DEPTH CAN 2 TRACK DOORS • 6 5/16" FRAME DEPTH FOR 3 TRACK DOORS • UNIQUE 1/2" FRONT FLANGE FRAME DESIGN WITH SNAP —OFF FLANGE FEATURE FOR IMPROVED INSTALLATION IN BOTH MASONRY AND FRAME CONSTRUCTION • AVAILABLE IN 2 AND 3 TRACKS AS WELL AS POCKET UNITS • PANELS HAVE UNIQUE D17-EP DOUBLE INTERLOCKS FOR STRENGTH AND REVERSIBILITY; DESIGN REQUIRES NO NOTCHING a 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 (c STANDARD; OPTIONS ARE INTERIOR FLUSH SILL, 2 5/8" AND 4 5/8" "ADD ON" RISERS • RECESSED DIE CAST LOCKING HARDWARE • OPTIONAL WOOD PULL FOR EASE OF OPERATION • 3/16" TEMPERED GLASS STANDARD; OPTIONS ARE 5/8" INSULATED, TINTED, AND LOW—E • INSULATED DOORS AVAILABLE WITH INTERNAL CONTOURED MUNTINS 0 AVAILABLE TO BE MANUFACTURED IN CUSTOM SIZES AND COUNTER TOP UNITS • AVAILABLE WITH TANDEM ROLLERS AVAILABLE WITH A STAINLESS STEEL OPTION • DURABLE WHITE AND BRONZE POWDER COATED FINISH 1(!arly arm SGD-1 t e est • t Y:.. -- a •:'*+.: r::<^- _. _. o g. O S. 9s. _q 1 F tt _ — 09. 0 95 01 : 40 PM F 0 1 FROM :SOLRR—TITS FAX NO. :4078341818 May. 12 2003 03:40RM P4 . I4�w ATHING OTHERS UCCD SID11 OTHE •ERIME CAULK OTr SrtlM aS R['O'D INSTALLATION ANC?-10R (SEE SC�'EW SEE NOTES) rAtu te r;-TWFFN BY 77+{{2S I V Lo LIDING• GLASS DOOR FRAME SILL G ti � c LIBERALLY APPLY CAULKING UNDER SILL t/a' MAX. SHIM SSA:-_ r 1-1/6' MIN. EMBEUM NT SLIDING C,I_AS: DOOR I-Fc�< �E "D TEMPERED GL-__ (1YP" DOOR HEIGHT F`� C'No I n OR SET SILL IN BED INSTALLAT;ON ANCHOR OF CDNCRETE 3/16' DIA. TAPCON SECTION A -A �— DOOR WIDTH SLIDING GLASS DOOR FRAr1E -� JAMR \ TEMPERED GLASS (TYP.) PLKimUI CR CAULK BY OTHERS SECTION B-B -1.4• MAX. SHIM SPACE -� 1-1/8 MIN. I r,MBEDMENT / INSTALLATION ANCHOR TWO BY L/DOD us SCREW BY OTHERS F /— TW0 BY vDOD DY OTHERS SLIDING GLASS r100), STRIP �- SHIM AS RCO'D. (SEE NOTES) i INSTALLA T 104. ANCHLIP. 118 SCRC- CAULK BETWEEN DOOR FLANGE & SHEATHING - SHEATHING BY OTHERS I_ S 7 UCCD TEMPERED (T YP.) nR $IDINLt 3Y Il7Hf PS Sl_IC!NG INTEP.LUC'r, F X T E- P '. 0 I,, - I T 10 N ? ��NEL uE�:ac ;-•uWr: AULI: BETWEEri TOY, STRIP b HEATHING 1-1/2• MIN. f:MBEDMENT �iv�, �,u urc �1Ul1TU I'Y OTHERS .HOOK STRIP DETAIL r)OT1; 5: I) DOER MATERIAL: ALUMINL:M At;,OY 404J. 2) a4 INSTALLATION SCREVS M•,;31 3E Of SUr11CICNT LENGTH''TO Ar,HICVE MIN. EMBEDMENT or 1-1/8• 1NTO voOD. TnPCO-, TTi`C INSTALLATI(IN ANCHORS AT SILL MUST BE or Su'r1CIENT LENGTH TO ACMi:vE Mim CM9ED<NT Or 1-1/4' INTQ MASONRY OR CONCRETE. 3) INSTALLATION r.MC4CP. CxAgT Orr 2A(•[ or 7y1S SHEE7. 4) US( SILICONIZCO ACRYLIC CA'1. ss>;+D mm rl-AMGT AT HEAD G JAMBS. 3) L:ST SILICONIZED ACPTLIC C_i rrP =fP.1r,TER SEAL AROUND LX7FRIOR OF DOOR. 6) IF CXAC1 DOOR S17C IS NT7 t_ISTCC' 1N ANCrr CHART. USE ANCHOR OUANTITY LISTED VITIT ,r,X7 LAZGEP. SIZE. rUR_IK APP?-=IAT_ CCSI04 PRLSSURC R.CO'D. T-Cp POC•.CT COO? Sl?� f-,% C .^, C ?Tc•:iS DCO? 512E 6 CUNrIGURATION TD rINISMED d'C�ING. �:.0 INST1, A1!JN eNwn;•� r >:I t- Fcrjr STRIP AS S"CVN. $) �h•.(S ;MICO:N- SS MAT V.lr _ .a.- :ITS Or AS7M C1300 r,)_ASS CHART` 9) DQ(IR UNIT IS APPRDvLD USI>A; Tc".= ?_D :r_ASS IN SINC,LE (.L/•_ED OR INSULA:in•G N.ASS 10) JAMB / S:LL CORNCP.: AFC 7i7 I< WALED T.'1T)1 A SMAI-L JOINT SCAM SEALr•R. 11) S"I1t AS REO-0 AT EA SEI `r 1r:S At,;aTlpv AN(_HQRS MAX. ALLDWABLE SHIM SIACY. TO HC 1/4' 1r3 ALS_ INSTALLA 10.1 a•2:._n: ?? DE T CORQCS)^» P.=SISTAN7 MATERIALS 13) W,IRE 'x' cC`R: ••-n1 r; -- >t; c•E.�rrEN7$ rlx_D PANCL APF'R. :D :-3N-Ir�t.)RA T IONS 4cE - Li:'".D -:+ •_�? 'HALT LW BACK OF THIS 'SHEET. 1+1 NCi ALL CO"rI GURATI•?;" L::' A7.: S-OvN DN 7N!S DRAWING. HnvEv_5 IN-aTALLATION »oL• IC ;vS TALL. Tir)N Df ALL c+P.�VED i GM • i6uF'A ; IONS )'J) H LLRiD; LI IiTL1.?CR: :CCC - ,_:31`•:; G:=:; DCCHt iS SHOWN THIS PPIN7 I•LSO APPLIES TO 130c Sr RFt. UESCRIPI'ION ! CATE - X T MIAMIDADE I E MIA�NII-DADE COUNTY, FLORIDA OF F ® 'METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI. FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-290S NOTICE OF ACCEPTANCE (NOA Thcrma-Tru Corporation 108 iviutzfeld Road Butler, IN 46721 REVIEWED FOR CAPRI ENGINEERING SCOPE: This NOA is being issued under the applicable rules and regulations governing the'use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board- of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in. the accepted manner, the'manufacturer will incur the expense of such. testing and the AHJ may 'Immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined. by Miami -Dade County Product Control .Division that this product or - material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Iligh Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Inswing W/E Glazed Insulated Steel Door w/Sidelites APPROVAL DOCUMENT: Drawing No. B0204, titled "6/0 z 6/8 Steel Inswing Moderate Climate Patio", sheets t through 4, prepared by manufacturer, dated 8/10198 with revision on 6/7/99, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami - Dade County Product Control Division. MISSILE IMPACT RATING- None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved".unless otherwise noted herein. RENEWAL, of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building. code negatively affecting the performance of this product. TERNIINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement• of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. - INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the building Official. This NOA renews NOA I# 99-031 1.02 and, consists of this page I as well as approval document mentioned above. - The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 02-0805.06 Expiration Date: September 30, 2007 Approval Date: September 5, 2002 Page I SEE )ULLION HEAD ASSEMBLY 01AGE 2 (F 1) 74-1/IE) 10 1/2' I F-.1 2S 28 29 I/ 4' A I t'i Ili' 16 - \ r/ VAX 12' O.C. YAX 63 I/E' —� rAxl � �A f f 82 I/32 ) I + 35 Ili, / I ♦ —� NO1E; SEE MILLION SILL 15 MIAMI-BADE APPROVED SH)IiERS ARE ASSEMBLY (PAGE 3 OF 0 REOUIRED FOR ]HE INSTALLAIIEW OF ]HIS UNIE. CONFIGL<ATIDN: OX I I DESCRIPTION DATE XVISED PER BUT) 6-1-99 O I III 12v7SCm LIM RAZE IS 1 • 2 1 lu ms MAE M1NTEa SUIX III Y/ I/Y Mov IT I I ram 6u wS TA al U 1 1Yf1S2 T01 MS LDIX So 12 1 fD�9 PNEL DIEM Awry II I 15 ON 111/B' DTSM SU 11 I I r I 0 9AV SSIBI KIM 1 3 T -9A6' I I -UT' I 0/1, al mm I TAC 111 PSASIIC UTE rw ME N-IIU 611 a )TAX ra 6. I ART QASS{ilID D[A(RASIIa YITN 16 11 SIB ITPE HAX AI FM IEAD MUIPS AidVS AT 12 11V OC ALK K MilTR 5 2 1' U Om wu CLASS UO , MISI [r IN RATIO CLR A'0 1' AR SPACL —(13 I Ilm BAILS i vu t una onr oc rt BILL Of MA1[RIAL THERMAQTRU' -CORPORATION Dal' 6/0 X 6/B STEEL INSVING MODERATE CLIMATE PATIO ITT. a 0-90 NONE � B� 1 McP APnloYra is ca myl is winr txr .DESI[N•PR[SSR RATUIL sourer TOAIRA cmtoun coot (y PRODI1Cr RENEWED DA �� _ 191E u co-PI)1as ►Ilk tAt Ft.,14, POSITIVE I18b1psf e1el-lCd, By ttt7 emu 'O i•ob I&DDu 1 Allot olY15f0. NEOAIIV[ 611psf E �• wK a�Icnl Iw1o, coot couPitAncr and 4CC[i'lAl:Cj NO 2 X 10 V11110 BACK 4 9/16' — 36 5/7 IM PER SIDE 5 SPACED 22' X 0. 00. .0 . I' 23 MULLION HEAD ASSEMBLY SECTION A —A n CORNER ASSEMBLY viscD PER ICED 36 51x, 6-7-99 1 / . (D EY,BCONcHI • .0 0- . I 0 I/8' 1EHPERCO GLASS O • O li!iCKNM O�• 0 0 O e 0 0 21 0 0 25 20 THERMAOTRU' CORPORATION 16 X 1-5/8' 1TPE All PHP ED 6/0 X 6/8 SICEL INSVING MODERATE CLIiMIE PATIO Al 12-3/4' GL SPACING n vri ur wwc ro RF. 8-10 NO I0204 C IT IY 4 GLAZING DETAIL 1/8' (F110N SHM APPiOY(D As cmttnme w((w Ni PRODUCT RENEWED SOUIN RORIU WILDING CODE �q u rampl�4i -Uh ILA florid. t / Iq 8.IaI.i Cads �o�..nn 2 tAE of PC u Mol DIVISION A�Das PeodoaCo. AD7'uW; LOCI COUPCIAAC( o(nu DI. cc:.I.-•c, No. 94'.Q3 2 4 9/16' — I VC MIN [HKOKIII 1 1/4' EHKO OC O° EXTERIOR INIERIER 79-9/32' [XI[RIOR INTERIOR 0o 0,0 SECTION C-C SECTION B-B RCV C JKVISG PER 8CC0 26 19 CORNER ASSEMBLY �b \ 25 MULLION SILL ASSEMBLY 411�11 THERMAOTRU' CORPORATION 6/0 X 6/8 SIEEL INSVINL MOOERAIE CLIMATE PAI10 n n pl4 tut& tal.YeG 1(Y 9¢1 RT. 8- 0-98 1 C . APPYovm AS COMINY1No wmi M[ PRODUCT RENEWED .. SOUM ROMA MUM DOGE. o 04 • .11b 4h. furl" RuWloj Cod. ix . 1)C9l l:n::t6. ' _tim. Division 9� OI1iZ v4; coct :uac�t� DU M MI. Ploda[I aot gcomp :MVIAan oo��an moon F/I El PER KCD NOTE: I. ([SIGN PRESSURE FOR All DER STYLES MW HERE IN WIGURA110NS S0,6LE-SVR,6 (R AS-I(SIED 'OX', ED(lal THAI ACHIEVED IN IESI, (OR ALL OPENIG T[SI SI1E t6/0 VICE X 6/8 HIGH) 017 PS[' 61A PS( 2. ((R SIN(tl( IN-SVING OR . . YAX PAC SIZE IS 31-0' VIDE X 6'-8' HIGH 1 ((R OX CONEIGURAIION, YAX, OVERALL UNIT SI1( IS ll-7/16' VIDE X 82-1132' HIGH DAIC 6-]•99 THERMAQTRU' CORPORATION 6/0 X 6/8 STEEL INSVING MODERATE CLIMATE PA110 �I• RF. T8-IO 8 NONE vx �01 C 7IF 1 I an I gal AMOYID IS DOtlP MIC WITH 111E SOUIN ROR,OA NUIIIG COD( � PRODUCT RENEWLD O+Ir OXw�✓ r2 ,y9 rye u".p,),rl dtY IEr iladL Duidi-I Codr N01E� �Rrp,un Na O'2 -O.OS .Ub tROlftl NIROI O:Y $ ON GRILLS AND Y1ktIINS SHP/H Ad FALSE 3a n.ts coot Cora• w;r.I MICE Br rnrunc: Nn.%J-Q3//:� AND (DR D[[ORAIIV[ PIRPOS(S ONLY MIAWTON.... � 111111111111w- BUILI)I.'%C-;CODE COi%IPLIANCEOFFICE.(13.CCO) PRODUCT CONTROL PIVIS10t! NOT.I.C-E -OF ACCEPTANCE (NOA) Thertna'Tru Corporuion 108 Nlutzfcld Road Butler,. IN 4672A1 M IX.NII-DADECOUNTY. FLORIDA .NIETR'.0-D.-kDE.FLik(;LCR.BLItLDtN'G 1.90 N%4*S-T-V-LAGL.EX STREET, SUITE 1603 NIIAXII, FLORIDA 33130-1563 (3115) 37,512901 FAN (305) 3.75-2�)()S SCOPE":: T'his:N,'Q,.\, is.. being: issued undcri the %applitable. rules an&rcguIati6rts:govcmt'ng the --use of:aonstruetion materials,. 1'he(io.p-�u-m.g-ntation--s,u*bmi.tte'd,'h'as:"bei,:n-,. re.ytew.by�M_iami- a '7bUnty Prqd6ct:0)ntrOt Dlvisio n and: -accepted' by,.tb;::l3Pard . of'1161es.dnd Appcals.(80RA) to.:bc used in Miami Dade County -and other. areas where allowed by the Authority Having Jurisdict-lonfAIIJ). This NOA. shall- not be valid after the expiration date stdted.'befo%,Y.'Thc Miami -;Dade Courity Product Control .Division (In Miami Dadc:County) miller the: All (in trcat-other than Karni ad .County) -rdsceVe. the right to ha%'c this pr6dUct-or material icsted.for quality assurance purp . oks. If. this product or material -fiiijs to pertbr im. in the accepted manner, the manufacturer will' in -cur the expense of such tLsttng and the AI:U may immediately revoke, modify; or - suspend. th;'Usc'o.['tuch-product or material within their jurisdiction. - 13.01R.A 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 qqdg. This product is approved as dcscnbcd.hcr.ein, and has'.bccn designed to -comply -with the High Neloci ty Flumicanc Zone or the Florida Building CQOA. DESCRIPTION: -Fiber- Classicrf"Srnooth Star"..6'8" Insuring Opaque Insulated Fiberglass. -Door -ty/Sidelitcs, APPROVAL DO.C.UNIE . N-T:Drawing daicd..'O 113 1102., with revision I &ted'61/3'1102, titled "Fiber. Classic"/'Smooth. Star" 6016 1.057-x-6-8 w &-wj6,t4,SL. inswing: sNLt!,& I through 8. prepared by-R.W. Building: Consultants, Inc., bearing the Miarn'-Dade County Product Control A pproval-stamp with the No6cc of Acceptance number and approval date by the Miarrit-Dade County Product- Control Division. N .11SStLE 12HPACT RATING.: None LA -BE -LING: Each unit shall bear a permanent labelwiththc-mma nufacturer's name or -logo. city..state and following szatcme . nt:-.'Omiami-Dadc Co.unty-Pro4!ipt Con trol. Approved".,: untess otherwise noted herein. RENEWAL of this NOA.shall be considered after a-scnewal.applicifidn has been filed and there has been no change in the applicable building code negatively affectingtheperformance of this product. TERMINATION ofthis NOA will occur after the expiration date or.iflhcrc has.bc!cn a fcyision or change in the materials, use. and/or manufacture of the,productor process. Misuse of this NOA as an endorsement of any product,. for-salics, advertising or any other purposes -shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termi.nati.on.,I.nctriimoval..bf&'OA. ADVERTISEtNIEN-r--.'The NQA number pre'ce4edby the words, .M idmi=DadbCounity'. Florida, and followed by .the expiration datc.may be displ4yrd. in 3dvert.ising.Aitc.raturc; 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 providedto the user by the manuraciurer-or its distributors and shall be available for inspection at thtzjobsitc at-'khc request of the I3.Ui.1d'1nj;.-0ffic1al. This NOA consists orthis.pagc I as wcll.:as-approval document mcntion;d_ab6ve. The submitted documentation was rcvicWed'by Manuel Perez, P.E. NOA No 01-1127.02 .EX.Pir2ti-an Date: 4une 6,.2007 ApprOY21 Date: June 6..2002 Page 1 THERMA oTRWD 'FIBER CLAS51CrSUDOTH STAR' INSWMG 1F6 SINGLE AND DOUBLE WIA WOUTSlDFJ1TEi ►iSULATED FIBERGLASS OwlWITH'W000 FRAMES I. THIS PRODUCT IS DESIGNED TO COMPLY WITH FLORICA BUILDING CODE. 2. wood BUCKS BY OTHERS, MUST BE ANCHCREO PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. J. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATE,RI SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESICNEO PRESSURE RATING SEE TABLE PACE 1. 5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR 'HIGH VELOCITY HURRICANE ZONES'. 6. WHEN THIS PRODUCT IS USED IN AREA REQUIRING WINDSO DEBRIS PROTECTiCN FLORIDA BUILDING CODE APPROVED IUPACT RESISTANT SHUTTERS ARE REQUIRED. 7. SIDELf ES ARE. AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. ((Amman to all frame conditions) Door & Sidallte Leaf Construction, Face sheets Fiberglas pvq. min. yield strength Fy(min.)-6.000 psi SmoolhStor — 0.070' minimum skin thickness FiberClosatc — 0.110' minimum skin thickness Lyra daiianPolyurathone foam core, with1.9 lbs. density by BASF. The pa el akin is constructed from a 0.070' thk. et nq coiTgBurd (SXC�. The interior cavity is Ned with 1.9 IW. density 815E pal�vethona foam. The pond face Sheets are glued to the wood -stiles qppdd Leh Thy LA latch stile s reinforced: with a -wood lock black msasvnnyy 2:J75 s 14.0 long at the Strike and deodbott location The.hinge ilia a Fingar Jointed Pint and the top and bottom. roll on of a wood compo.sle mateiid h the double door, applicatidn the haethe door a fitted nth an extruded dum61um ostragat (W; Jomber 0) of 6063—TS Quay. Pie frame is construct alitem ropr pinled pine. Tha as ar I. J. .' o Ur 'Side pIambs with (J� Riga. 1/2 wan S 7' bnq stop,n at each side Tlu mulliora are secured together in a siddile opplico'Jcn using /6 s ;' lonq PM Wood Scrinn (6) sear per each mullion. The units use an hawing Seddle Oreshold measuring 5.75' s L546'. �q The siddile panels an sandwich gbted usin 9 two Place 1p ro1 They ms dry glazed an the estariar with on 1�6 thk cauulor jrg tape (Sb —I Tape, a caulked with 11CO . Tha file (mmes are held dMr n o �tl s 1 n long Plascrew. TABLE OF CONTENTS SHEET (< DESCRIPTION 1' TYPICAL ELEVATIONS do GENERAL NOTE VERTICAL CROSS SECTION HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSS • SECTIONS 'k NOTES 5 ANCHORING OCA N do D All'S 6 ANCH ING LOCATIONS k GLAZING L 7 UNIT COMPONENTS B BILL OF MATERIALS k UNIT COMPONENTS J 7.5' MAX. OVERALL WIDTH J6" MAX. PANEL WIDTHL) ' tJ w 1�+ O SINC•LF INSWING LINK 105.5' MAX. OVERALL FRAME WiDTH 36.625* MAX. PANEL WIDTH — ril ril ril pi 74.5' MAX. OVERALL FRAME WIDTH J6.625' MAX. rPANEL ' WIDTN --j 'W ASTRAGAL 1 2 Li r O ' Ica L DESIGN PRESSURE RATING UNIT TYPE WHERE WATEVINMRA ON REOUIREMENT IS N OT NEEDED SINGLE -+ 67.0 PSF — 67.0' PSF DOUBLE + 55.0 PSF —. 55.0 PSF WITH slprLrrFs + 55.0 PSF — 55.0 PSF 15.5' MAX. FRAME WIDTH 13.75' MAX. WIDTH F.125' MAX. LL.O. WIDTH I1 �All hIQQEI c -- -- 68.5' MAX. OVERALL WIDTH ARE VIEWED 36; MAX. 15.5''MAX. FROM INTERIOR r PANEL WIDTH FRAME WIDTH I 4 13.75' MAX. ® ® WIDTH W '7.125' MAX, uO.L.O. WIDTH J / o • • I l ILt11].a04.70.T wsc 0611O/C Apprv.NnnmMp ue .pk n, K'� N.T.S. e'u Ja �ISaQ(' Ja era ear TJH U.ia./UAp .ia 9nw nuAw �' auk par, RW AliamlOWr P{eJ.n C aMw+a lai,i VI o� S-2151 us dies or T 1 2 DOOR PANEL Wz 1NTFRIOR <4 i h N n In 29 Q;o ;0 0 23 O• .O N � SJ D' ti 34 D.p . o e. o • •a... •Q•o SEE NOTE L 5 SHT. 4 2 u 41 SE-NOTE .5 • MIN, a o CLASS TKv, .a o EXTFRIQ3 INTERIO 25 c FOAM CASKET SILICONE CAP BEAD 6 n 0 1.68- MIN. 1 PANEL THK Z 14 v 1 SEE NOTE m 5 SHT. 4 29 2 SIOWTE PANE W � N a za o gLLrLo QW O 3 ca W b T 4 ala.ee4,�t am 08 10 01 �Mw�tinas Ir1y �4►W • = . --121 R+.W Wlat wio. en TJH Oar. Kota _ ouc'n RW- :Ilwl U.J. hoJtl C OAmrwO NW of Uy , S-2151 1 d 1 SEE NOTE 2 SHT. 4 n INACTNE _ e ASTRAGAL RETAINER n BOLT 8.0' LG. TOP do BOTTOM (2) BOLTS AT TOP d: (2) AT BOTTOM 1 J o ASTRAGAL 1.15' MIN. EMB. =E3l4B �---� �— .25' MAX. SHIM w I 3Ln U HORIZONTAL CROSS SECTION J O S10ELITE TO BUCK ZW pQ: n O m 6 ACTIVE 0co al QQ nQ:x CD n 2 1� 3 z SEE NOTE 6 J In, ui o SM, 4 FOAM CASKET & v grA s U 43 SILICONE CAP BEAD In, n Nvl SEE NOTE 5 SH. 4 J4 �^ Oi� u i' 7 .8 m f 25 to EXTERIO . .•. _ _ 1TCLA Z Z.Y 4 JB �F h — 3� 8 ¢, Ci 28 8 10 T8 °� 41 U J7 a S. NOTE 1 SHT. 4 SEE NOTE 7 SHT. 4 Q HORIZONTAL CROSS SECTION O HINGE JAMB TO SIOELITE . ala.ee4�ea1 GL7Fa 08 10 01 Aowr.raec.oPyi.t.lupp Q...1/2' _ 1' o:a en TJH rwna, °uotr. r Kl1AY OML n RW ,. tlirol DrdeWW°aC or.. u, 4 D�W#p; S-2151 ?i 1 J � W b ---i� - a NOTES: I. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5, 16.5', 27.5', 38.375. 49.375' k 60.375'. HORIZONTAL - THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' IN FROM EACH CORNER. 2. SPACING FOR ITEM NO. .2 7 Qa x I' PANHEAO 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' & 78.25. J. THE HEAD JAMB IS ATTACHED TO THE SIDE .IAMBS 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 SIDEUTE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (jB x 2' PFH. WOOD SCREW). THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 1 J.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, ♦' IN FROM THE OUTSIDE CORNERS. 5. SPACING FOR fTEM NO. 43 (18 x 2' SCREW) SECURING THE MULLIONS TOGETHER IS THE S1ME AS THE PERIMETER ANCHORING SCREWS. 6- DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' O.C. 7. WHEN ATTACHING THE HINGETO THE JAMB AND THE BUCK USE REM NO. 12 (110 x 2' SCREW).: WHEN ATTACHING THE HINGE TO THE JAMB AND THE SIDEUTE AT THE MULLION USE ITEM NO_ J7 ,(110 x 1 3/4' SCREW). FOAM GASKET do SIUCONE CAP BEAD I.:: MIN, EMBED. MIN. C— C —SINK -•d EXTERIOR 1D INTERIOR 6 26 (TN HOR17 4 HINGE JAMB TO BUCK, 21 SEE NOTE 35 6 SHT. 4 ' 43 SEE NOTES 5 SHE 4 • 12 10 SEE NOTE 7 SHT. 4 .25' MAX. SHIM SPACE O� 0: n o N CO aLnoca azotn CC 0 � O 3 00 w� CL � a .z NW vi. (OX \ � cu r m irO $ ivWi .11 • ; II J C STRIKE JAMB TO SIDEUTE 0 n-i,L N.Wh. Cm. SEE DETAIL 'F• SHT. 5 6' 6' 6• 3' J' J' 6' 6• 3--1 6' 3- 3• •.1 3' f—J' SEE NOTE J SHT. 4 14 TYP. I II I I I I I ,, 1 1 I 13 - TYP. IJ ' SEE DETAIL TYP' — SEE NOTE 'F• SHT. 5 — 6 SHT. 4 SEE DETAIL SEE NOTE _ I J _ 'G' SHT. S 4 SHT.. 4 C SEE DETAIL '14' SHT. 5 'D • TYP. — 14 14 I rIlp I I/[ TYB. SEE DCJAJL SHT. 5 TYP. SET_ NOTE 4 14 TYP. .S �—�-i J' J• 3• E^ J' J-u 3• 3� J. 6' 6' 6• 'o F. n h SEE DETA L J •G' SHY. 5 LI g• 6• e' SEE NOTE I I J SM. ♦ 1 . N a w13 `r N DOUAI F DOOR W/clpFlRTa SINGLE DOOR DRILL THRU FOR. A 0.357' SOLT DEEP 13 ENOUGH FORA ?' 1? BOLT THROW 10 p 13 a a 0 10 DEUIL 'F' ATTACH ASTR�AAG�AL THROW BOLT ' DETAIL 'E' STRIKE AS SHOWN.�NE DETALI 'G' ASTRAAT THRESHOLD o� �a ^N ',,—SEE DETAIL' N E• SHT. 5 TrP. ro• IN 1 1 SEE NOTE 4 SHT. 4 Lo 03 gO oo^ CS�W� CS � �Q M co Co r:• 13.6E4.3831 "M 08/10/01 .11bTM F!" N.T.S. ova at TJH 2� oK rn RW �-+�( omwcwo �`� S-2151 oW 5 or 8 4.!63 1.063' 20 21 in 22 3 WOOD FRAM FINGER JOINTED PONDEROSA PINE le 4 x 4 STELI DOOR HNGF 1 co -53 1 8 SIQFI ITF TOP A, BOTTOM RAH FINGER JOINTED PONDEROSA PINE !t dT JJ PL4snc iip I& FgAmF 2.141 IHSW(NG qInFl ITE S BOTTOM BOOT 0.09* EXTRUDED VIM WALL I FC. TOP RAII WOOD COMPOSITE 1:6.771 1.5.31 BLANK SIDE•SnLc FINGER JOINTED PONDEROSA PINE'. . FC, LATCH SIQF SMI F -CnYPQ,;ITr � — 1. 7 137 ---1 A ; 9 1 Ff- WOOD HINQF SIQF SnI r Tol %n WOOD COMPOSITE in SFLF Af)JtlSnNC SADQLF THRFSHQI 1) ALLIMINUMAIttYL 2.375* A86' TNK- WAII Vqhm Trp. C! 11 ww-V C.44 M.-T - 04 6 2027 L ..V4 NUAj ni. 113 7 67 SS. BOrrQM RAU 11 WOOD COMPOSITE uo FINGER. JOIKTM PONDEROSA PINE > R ro, a: 8 :5 ,n OO :j 0 w , ��EOa ZO co co a: n CL d 13.584.3631 V-%.b N. . S Iwo. er. TjH low. or RW- S-2151 wm -L or - 1 u 510N .o o wmuuu rmo?CJASSIC DOOq SKIN .I Io' wN. THK FIBERGLASS er IHUUa -1AU a1h field rUcn F min. -6,000 p3i 11B£RGLISS 2 FC. TOP RAA I-ur 794' THERIII-TRU MVOD COYP05RE Vim coom FC LATCH SU -TRU, IfOCO CW ,t L5JI , :.20.0jj WXO CONFUTE A It Hw ME -TRu i01OLROSA PIKE t.Sl1 , 1.209 WCOO 5 IFC. 80ROY RAIL ISJI , 115' THERW-TRU *=. COMPOSITE A= CUP= 6 1 POL R A S .91 s. 0 -NS FOAM 7 5HORT REACH CONPRE5510N WEAhI IXUA-TRU CAM 8 LONG FEW COIp m%9K1N WEATHERSTRIP FJtlaA-TRU FOAM 9 4 x 4 HINGE .097 THK. RMA-TRU STE 10 10 r ] 4 PFT1 WOOD SCREW Hine to Freme S c I 1 A ttlTlgf RA{ I91 r GA, I OFMLL .TRU AOCOXw= If10C0 p1IP04TE 12 10 x 2 LC. PFH WOOD SCREWS7 IJ t 8 x 1 2' LG. PFH WOO SC UTTER 14 J 16' TAPCON ANCHOR E C 2.0' MIN. G. STEEL 15 510EUTE BOTTOM BOOT .090 EXTRUDED VINYL VINYL 15 2x INNER WOOD BUCK WCO 17 MAX. I t SHIM MAT R W000 B KWIXSF TITAN 700 SERIES PASSAGE LOCK 19 Mf AOAb X SVIOIF ALUM. W000 50 T., AN- W 21 , _' 0 22 IUbJ r I. - , PONO&M. PUw W40 23 KWIKSE7 TrTAN 700 SERIES OEAOBOLT - 4 ASTRAGAL WTN17J BER 11 WR68 .0 2 ALL A UM 608 -TS 25 I GLAZING 2 INSULA D TEMPERED GLA55 GLASS z8 SS - 1.1 , Qu I WOOD 17 8 x 1 L.G. PANHEAD SHEET MIETAL SCREW' STEEL iF INSWING DOOR BOTTOX SWEEP VINYL 29 WOOD 30 NOOO ROCK 2375 r 1.515 h0(NU PINE W J t SS U TRII . QI , 1.131 7100D CA11 J2 1 8 .TRIG, CE11lAAR GLAZING TAPE (SnX-9 APE JJ 8 BTS 34. w1- M 35 4 , 1.25 RAFOC JAUB wA=TRU PONOFROSd PV&V) Waco 38 SO m SUE S11F -TRU AM r ,656 I'Mo OS4 pac, WOOD 37 jlk_L I J 4 G. PFH WOOD scREw STEEL Je SS [IF " IJJI , .9t THDSII-TRU I[> 0 39 NOT USE _ 40 SI CON GULX •SIUCONE 41 x l 8-10 1 72 PLASCREW FOR REM J4 STEEL 42 Zan RP am Wi ISII , " PUCOM WO 4J 8 x 2 lC. PFH WOOD SCREW STEEL T � 1.531'--j I f L J8 �n SS. TOP RAIL WOOD COMPOSITE .592' Z W —f .579' I.SJI' p a N 1.J.16' --I p CO � � I gNOWI rn m a cc Q Q j Q ¢.O�o O0.17s' 26 ~ 3 ¢ m SOMPR «ION W ATN RSTRIP LONG REACH COMPRFSJON WFATH R;TRIP BY THERMA-TRU W co X FOAM CELL CORE W/V1NYL JACKET FOAM CELL CORE W/VINYL JACKET SS. w000 HINr.F Sr0 m F t O u O 22 � tail, - h • 1' UpN 1—QZ�. 0 z c, 'm ASTRAGAL HASP; $ �O w (2) •8.0' oe �i3 H BOLTS o BOTTOM a ry' L (2) 8.01. Z BOLTS 0-TOP k-DRILL TRU FOR 1.767' .35'7' CLk ASTRAGAL DRILL TRU FOR A IS RETAINER BOLTS PFH WOOD SCREW 2PLCS 24 WINQIAMBER II WR68T WINOJAAIB R 11 WR68T STRIKF PLATE ASTRAGL (ALUMINUM 052' WALL TYP c ASTRAGAL RETAINER" Bt] T: ` : • ,� . �, MATERIAL: C/R ROD ZINC J 1 ' � dr YELLOW CHROMATE' I.SJ I ,. . SS. LATCH SIDE Snl c COMPOSRF . J. N N al�.ea4.�e�1 uru OB 10 01 ' fir' N.T.S. 40'. aw.rlrlr{W the • ar: TJH /14� Wla{Cede ) :1 mco cm, er. RW 6MetYe 10: D7bglp:del'reaan - 1 Ol21 5-2151 soar _�L ei e. -- - - --- 06/90/02 11:40aro P. 007 - R R W B-uilding Consultants, Inc.. B Consalting and.Engineering Services for the Building Industry C P.Q. Box 230 ` skim VL 33594 Phmte 813.659.9197 Facsilni'.t 813.659-4858 . ng- Nonce OF Hanel UMMI N 9 Therm 'a-Tru Corp. 108 A$Il1 Md Reed 1 udm, IN 46721. Pbe 260.8".5811 Rwsimle 260.868.5190 �� Ui4'�t3' _ • Modd ems: Fiber Classic/ S 81i;Star, Sergi Fiberglass Door (Glazed) with or.. without Side-lites f%MzjM= OVU-A Nezzisal Skm UP46. i'4 a" U22M In-awfag Configoradonx X. OXO,•XO, Ox.1TX d1. oxxo Oral 0edp*Dw The heo� =W jw-nNi lu:. wand rn=s ing 4.5" x 1.25" with an cKu=bd alurniilom thmesWd. The door pzeis and si&lim p.mh am 1.68'•' tbicfi _13-J cmidg of two SMC slam with a tbicluless of 0.065" for the Fiber Classic Series m the Smooth Star caries with a sidn tivcJqb�w of 0.070r. Suns are glued to wood stiles and rails with a uruthmi . core. The geed sib am routed to r cche ]fr 'terT4rcd or 112" insulated tempered lip lice inscrts or integral flush'81imed tiles vrwAab and by 'Phernus-Tra C Sc�raZ�J rti els3�'ci: t stem A 'I r,... 4- 75..... n-..-...la:9s tgrr7 SA G TM.114. TVww Aaap-mhl"l . Tcst ion TcQi r omtim Bate RqM1 No. tkrti En ' ikr:rcrmswic 1+tC1t-Qrf1�90 May30,1997 210.19411234 RartyPaMQW.916258 M ARTAir Prem ma ETC - kMwda NY his 22,2001 PITC.-01-741-11008,0 JmA Dat4m P2. ►42429 r`M -Odwdo play 30. 1997 2 t0.1940-1234 hurry Pwtatxr/. $16= TAB :02 Fc.cnB Fairy F.TC-Ro4wso my .4mo21 =oj ETC-01 741-11008.0 iracrA Dw" P-E-A42M ' w� NCTL-0dz* o Airy 30, 1997 210.1940-1234 HM .' ftd=", d 15238 ASTM E331 i'ecarmi i F.7 C - RO&EA" W. hJMA 2001 E7V41741-11008.0 S. aP427i9 NM - DSO �y 30, 1977 2104940.1234. Harry PoY'YwM# 16258 A+"rM 22Y3 j Air Dion ECC-Radnw W %= W, 20o1 13r"1741-110080 Joagh Detky,P>r.A42924 ' r TA.a 201/M3 ..L� lrfraib AiIA iV/A N/A N/A Is ! 36ftiaw aro wosidw5va a Wmam eoY UWJ 137% a ramfve UCs1a1 rrc mlAm %ware mnuaoae csmm. "'rt� produQ u1>a bz ahuflaod to nab Isom cobris ai�iala Configuration N1; MMUM Size Design Pressure Ratings Glazed SbWe X Up To 3'0 x 6'8 + 47.00 - 47.00 Glazed wild 5idch= XO QX ®XO Up To 5'4 x 6'8 + 47.00 - 47.00 Alms AstrqA Ahura AuragW (Rri,ed Doubk XX Up To 6'0 x 6'8 + 40.00 - 40.00 + 47.00 - 47.00 with Sidelites OXXO Up To 8'4 x WE + 40.00 - 40.00 + 47-00 - 47.0t) L112ft and fang a7ri-.m: Sm r vem >rk tlli9 p=W 1.13vahukd for = in lotions adhering to the Florida Building Code and wbem p resme requirements as determined by ' R.SCR 7 S1Ah m e Desigm Lomd0 for SwW-iap ssd Other Strueftres do not exceed the design pressure raimp listed 2. Por Ibsoruy iltstalUdions whom the sal:4w& is less than 1-1/2 i xf=.(FBC section 1767.4.4 A hor4c Methods stud sub-aecii=17(1'7.4.4.1 said 1707.4-42) same dimaxt Topcon type concrete anchois must be substituted and the length in, - be pimb fim a inhiiniora 1-114" end ofthe Tta�cann irao the masonry Nall is obuuned- Cetl?csfia: Inefids Professional Eugmccr - xsl No. 43409 May 22, 2002 Lyndon P. Schmid! 19506 Frcnch Lace Drive Lutz, FL 33558 06/30/02 11t483m P. 008 'hem-TruFiberCla ssic I Smith Star in -saving Fiberglass Door € aximum. Size Up To 8'4 x 608. 8.0' 6,0' r.L 6.0" 6.0' 3 D" 3.0 ,I II it I 11 I � SEE -P - yt DETAt o o wt � � _ x When. attaching Sidelite the above anchoring applies. SEE SEE MOTE. ^� DETAIL'D'/ 10 z 2" Jam. I PFit WS A' 110 x 3/4' LCI / 10 : 1 LG. t PFH M PFH INS SEE MOTE #10 x 3/4' LG. qp ;p PFH trl5 Note: .�. When attaching the atrit eDETAIL & deodboft plates to tho strike SEE KOTE: AG perimeter screws ore twek use /10 x 2" Lg. PFH wa. DETAIL 'E' When, attaching- the str&* & JIB x 2=1/2" PFH WS. deodbott plates to the aatragot — use /8 x 2 1/2' Lq. PFH WS. 6. When attaching the strike jamb sidefito jamb use 110 x 1 3/4' o(2)08 X 2 1/2" LG. Lg. PFH W5. T PFH WS (2)18 X 2 1/2" LLG. PFH EE UL N C. — ALt/At>71tJ6/ ASTRAGAL CL ALt1R9NLWiSA!. ASTfl4Gr1l QETAIL Ti ATTACH ASTRAGAL THROW SOLT • sT1uICE PLATE FRAME AS SHHC40L N if,$ r i DRILL THRU FOR DRILL ThRU FCR A .357, BOLT 11EEP A .35770 BOLT DEEP 1 A' ENptXrH FOR A 1 " ENOUGH FOR A 2' BOLT THROW T THROW' I - --� N 3- S " F-- 6' 6" —i J' b" ALU►/INUN ASTRAGAL COASTAL ALLUNLoW ASTRAGAL "F' TTF-2sr�F `SEE DETAIL Ir DETAIL ASTRAGAL THROW BOLTS AT THE TNRESHDLD SFr llt40am P. fit. R W Building Consultants, Inc. CuomWng and Enginvaing Services for the Building lndu"i C PA_ Ec x 230 Valr'co, FL 33594 Phone 813.659.9197 Facsimile 813.659.4358 �i'S ;•iO`Il'3� t?t� $ u.�;L'ai��?i � -?.aid Wrkla Tru Corp. 108 b411lxfu�nci 1?ond Brunner, IN 46721 E't uvol: 260.868.5911 Facsilaile 260.868.51 % ASSAMUMON OLr 1B;t[T MwId Dedpadwr FBtsr C1z=d5llxxAh Sur: Scries FR=Z!e3s.Dw,(Op,4ue) with orwithow Sir► -files iftwimmm Own'll i@swhW Sae: ap to W4 x 8'8 U=bls° ➢sz- sg CoodigarWiow: X, OXO, XO, IDX, 7t3>; A OXXO Gemwal 1l m"911fan: The heat! arAj=ft 2re weed miming 4,5".x 1.25" with an extruded aluminurn threshold. `fuze dwr pmmls mad Wditg panels are 1.697 t11i Y and owsigi of trio SMC slims`with a thickness of 0.110" for the Fiber Clsasic Se; ics or ft Smooth Star Series wit a abs thickness of 0.070" Skim are ghied to wood stiles and rails with a aretlsaw care. 71ae glazed ddel tes we vDatedw mo ive 1/9" tit or 1/2" insnlated'o .I.rled lip life inserts or integral Bush gwc--I titre mud by Ther=- 6`rtl. f 1707.4.3 fbam4w Ekmr As=nMim 1707.4.5 NbEions Door Assetiililiesl Try Test Lmscka !922d No t hft- .•?"1 01-741-I0703.0 Wauk.4Hcnry.P.E.034158 AMA E330 IheffarmfiWie ETC - Rod�tar, NY ":A11, 2001 01-741-10701.0 Waedell Nanny, P. F- J154158 Air Pr�eme Oaaxr' 19 2001 01-741-10593.0 ' M %t Pwoom, P.E. i537E6 W7 17, 2mI 01--741-It/703.0 WeodoiHawy, P. c. 054153 TAS 2I12 Forced Bury ETC - Radxa: , NY Mby 14, 2001 01-741-10701.0 WankU })asap, P. E. #54158 Oeobri 19.2001 01-741-10593.0 A1brk PC=*, P.E. #53786 May 17.2001 01 741-10703.0 Wco" Honey, P. E. #54138 ABTM E331 1?TC - RMhz ta, NY May Is, 2001 01-741-10701.0 we"Haccy, P. IL 054"is PJ7�rytiwt Ootabor 19 2001 01-741-105910 Mark Pmacra, PR 1537M May 17. 2W1 01-741-10703.0 • Wen" Haany. F. E. 63415li A37URM Air bd�iow ETC- Rochr-lsr. NY May is, 200t 01-741-IOMI.0 Weed fl Jimay. P. F- 454139 ()dohx 19 2001 01-741-10593.0 MorkPw=O. P.E 0537U TAB 20M03 N/A N/A MA WA - aMUM am a¢wtr w a WntuA ' =a moo 137s of MMWM Lm;a-p .. •'iris prodad r. be sb.a cord to noel aitdawao debris aitem ft9w EM22Mdttin�: COaSg�catioA Maximum .Sill Design Prewure RatiyW Opew Sig& W To 3'0 x 8'0 + 67.06 - 67.00 Sin& Tnib Skiclites XO, OX, OXO Up To 5'4 x 8'0 + 47.00-.47.00 Alum Astragal Ca wUl Th1n;iAstragd Ovemw Dot, ik xx Up To 6'0 x 8'0 + 40.00 - 40.00 + 47.00 - 47.00 12=Dqcb!e with Side'stes OXXO Up To 8'4 x 8'0 + 40.00 -40.00 + 47.00 = 47.00 OAAA-dwigm SM MwM aide tkb Pw I. Evaluated far use in kcaliom gins to the Floridtl Bondi% Code mod wbere preware neqairemeats a4 demiinut by ASCE 7 MeMmm Dgftm L mda for t awd Oftr Streicturn do not excecd the daeign pressure ratings listed zbove. 2. For Nbway instal4edow wher:: the --A-back is less thm 1-1/2 inches (PBC 9= ioa 1707.4.4 Andwrrgc Who& and s-Ixct =1707.4.4.1=0 1707.4.4.2) sake t Wwxter Tapma oY9e corweee ancbm must be sobstittued and Me length tang be wnh that s rainimnm 1-1/4" enga@== of the Tapcon into the masonry wall is obtained C'editi�� FZ[xxb Pmtwwnwal Eapn= - Seal Mo. 43409 May 22, 2002 Lyndon F. Scb 19506 French Laos Drive l.atz. FL 33559 v es/90/02 01: 4.Bpm P . 009 .:, a-Tru® FiberClassic Smooth r In -swing Fiberglass Door Maximum S 'Up To 8'4 x 8'0 6.0' z 6.0- �-- 3.0 3.0- ' t 6.0` 6.0' 3.0' 3.0' 3.0' SEE L� x When attaching Sidelite the above anchoring applies. _ SEE NOTE = ®1P14 WStG. F SEE WFA1L 110 . x 3/4 LG. �/ fox 1 ' LG. b' PFH VS PFIi w5 fi- SEE NOTE /10 s 3/4" LG. PF14 WS OETAit 'O' MAIL C' Note: when attoching the strike a? �--i 1-- 8" 8" -I t-- . deadbon Platen - to the atriks 8 NOTE: Alt perimeter screws are tuck u3e a10 x 2" Lq. P':N WS When aaaoSEE 18 2112" PFH WS. aor�ttthe astragd tiETA IL -E' use j8 ' x 2 1/2' Lq. PFH WS. ,a When attaching the sinke jamb 3c w vi sweate jar" use 10 x' 1 3/ 4' Lq PFH WS. I 1� '.? (2)18 X 2 1/2- I.G. PFH W5 (2)18 X 2 1/2 PFH WS 4 SEE n' tgn SEE DETAIL — " COASTAL >- DETAILc" AUlilWUlf ASTRAGAL ALUAf11 L%4 ASTRAGAL DETAIL T" s�'D" a'�1 _ ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO MAVE r AS SHOM. t7RRL THRU FOR DRILL TY,Rtl FM A .357'e BOLT DEEP A .357'0 BOLT DEEP ENOUGH FORA L " EX0VGH FOR A 2" 3' BOLT THROW T THROW tl �I 3' 8" S. ALUMMUM ASTR/4d1L 8 N.U& lAiIM ASRGAGAL 7TF-253F S£E DUAM 'r ASTRAGAL. THROW BOLTS AT THE THRESHCLO 3 1) INTERMEDIATE STILES FOR 15' WIDE DOM A ACHED W/ IOC-L-TacM (�fT0pPv • Bo) REV. AND URLTKVNE ABIES(AlOMO QJII'fA) A w7l -11ml I Fa 1 REVISIONS ITE: ECN NO. APPVD: I DESCRIPTION I/00 - T MWW I OTY (1) WAS (2) FOR TRACK BOLT 1gBE0NTAL 20 G UIN, Cm ST ES ATTACHED TO DOOR DOOR S10N WITH PATENTED TOGA-LOC SYSTEM (TOP. BOTTOM • CENTER). `II 0 WEr 9' j� A H GKV. FASTENED TO RM BI IIY EACH16*-1 TO MOOD JAMB aTH1 p) s/t6'.t-s/6' wao LAG scuYTS. LISTED tm Dow TMA°° JBAEK�Am LoN HEADROOM R AVAILABLE 13 AN OF" a DOQI ,�, •G• iQ5 NEmrt x• GALV. STm TRICK - t, MOM. TRACK TIKXNESSI ■ Iocx IVSRION p TYP. x-1/1•.t7 GA.GALV. STEEL OUBR CH ACKET. I'D S T ))100M0 (4) TRACK 0RACKETS PER SIDE. " INN TOP BRACKET RREPORT#9606C DOUBLE D N0Po7OND1 0 3220 n'�T3'i 1--yOW, HEADROOM OPIIWPA I SECTION. . a ^O Im/e• SHEET METAL B'AEYS FL N��ER� Mp Cf `OPTIONAL. AON .Cr ' A `- OPTIONAL. OUTSIDE KETFa tOClt POSITIONN� . MAR. DOOR WIDTH _ 16'-0' , 0 91 1 1'.3 .• ! acorn. NOTE I, -P' ODORS UP TO 7' TIFF CONSIST 0! 1) Tim S/GeN . OooR4 OVER 7'-0 INCH CONSIST OF (� 5[1:MON7 i ). 02 1 al W SCRCTS ON IY CENTERI 0.0. Lm4 FRONT iAAME WITH U.V. a131mt Ftmm m. W scRLMS'wr BE MlwTER5UHX COMING 0H OUTSIDE 9aUALE (BUT CL REDUKII TJ PW�Q A T TR11 FER LOAD. ' IIOTR JAIB3 00 NOT 17WNY[A 10A0. � 11 1.HT.T] NE1t 13• STOP MOUALINK er DOOR L END T CID SIST) 20 u ERN.' GLV. Sf[FL [1m SRE mn SIRlA4 x.6 tIILD.. PIKE JAMB 1• THICK i� 1/e ACIMA: urz G GALV. mm IIM[R sTaE B B�m sFCTKMI R_e _ BRACKETS FAGTILM TOWOOW M.Y8� x5 G MN. STEEL ISM COATED 1% G-10 MN. lW(t4' PAN HEAD SCREW 10 SCIEM PER UTE) 6 .1 IJICNOItS CI 71 EDGERS (D-a0 YRfN m 3/16.1-0/I1 . SCROB PER iRAQ TIiAO(Er. — GALVANIIDIC, OAMD-ON HOMER BI 21 CENTET6 8N P51 1m1. Rb11CRTE) OR 7/16• ID. ROUND r A10 A BARED -ON P0.TFSIEA SNAP LATCH ENGAGES 1/1'. TAFCBI SCRESS ON n-1/1' CFNTOO (1.000 FASTENER (ONE PER ROLLER) Ie G WLv. roP coAr APPIIEo To BOON PSF ION. oB1acT[} aAs1RAs ePAlWEO aTN 5®[S d STFII SItH/.113 G GALV. STEEL TOP COD VERTICAL IRAOf. SILE.E A/g10RS, 1 0.0. MN. kASMA REOWRD x• CALV. STEEL TRACJI FASTENED TO 11 "-1/4 OALV. STD ROl1EA 1�Op ! TD 1) LLER BUCKET. EACH ONE srRAP WCW am anNl ".. ANCT1016 WT 0[ mullTvrsTAeN 12 G GALV. STEEL DUCK BRACKETS. lASTENETI TO END STIES F c M/11) 111d s 11 CKET ATTACHED a/(1) M� STILE EIOI SIDE OF ooaa (� NOT RDOISRO) To PRWmC A iLU91 7RAC1( ATEM(D To UOI OR/Otlf /IIe METAL SCRE7'S /JO A/e' SHEET METAL MBRONG SURFACE. HORIZONTAL JAMBS OD NOT WITH I 1/1•.5/a• BOU • NUT I) •J 1 SFli TAPVNO sCREIIs FEn uO NNRx SHIP LAP JOORS. TRANSFER LOAD. OR TWO 1/1. OLL RIVETS OUTSIDE KEYED HANDLE ENDENO 1' WL SHERTI.STEm. to BALL SIM ROUEA. HI GLV. SMELL SSTU STILE .16l MAN nESTEWICID, P. 16HCE. EN INTER. PRFPAMTION d JAABa ITT oTIHtTa .T�!-C FLORIDA P.E. foam FASTENED ro [HD Sw NORTH CAROLIA P.E. /13832 ES METAL Llw/s' P60F NWOIE R. AL 4' SE T TALL ALV.1) IH'.3/1• SET; r.APES CHI Lars DrAm w DESIGN LOADS: +24.0 PSF h -24.5 PSF ' 2 0 G GLV. STEEL+a10 SCIRLY'S. SNAP .II rJ11rVn OPTUDH 1®1. TEED STRENGTH: 50 K9 EACH ID IIIE OCRPES a< TIRE SUPPORTING STRUCTURAL OE71El(TS K14M OF D SIRE RECORD BE THE RES MM040 O y THE Pa AMA IN of TEST LOADS: +36.0 PSF k -37.0 PSF NNIw[ O< ODOR RECORD FOR 111E BUIG C E S1WJCHE NN N LISTED ON VICE L-i ]' V-3' TALL . 10 G GLv. STEEL U-6A13 fND Lax BAT MISS MIRDO BRDOT. COOLS FOR iML IDIOS USIW ON clolr PMwKs K notl m nuR , IN A 1-1-I-1 PAREA�N (1.E. IYNO U-WAS S7iE IJICTI ENGAGES TIe4 BUWWD. mw A .ARID V/A (D+mO. PART NO,: DOOR ON BOTTOM SECTION. ONE U-0W ON Nw INTO VFRO.AL A A sECTON ETC.). EACH U-e n ATTACHED TRACK. ONE NOTICE- LW... Stel.E OLHm.1.. JI) Mdad A sa. 160D Tam1 1 .'.]/1" SEC! TAPNG SCRONS LOCK oN ��m' IDEAL (MG6 OH 65202 POI 1 r r aDPAr In TOLERANCES ,,. m xo. 1-113-3e1-bao 1 "mr 'mt.036IJI66100a I>ldYL Fa 1b. 1-SI}]6L-3519 w �M►.a. -n .�a..lw, .0 . RIAM MKN RD1r me.. ..aMMA,mm uHHIYM .00 . t.01S ' —11011 A -A (SHOE YIFBar_. ",TON •M.wA n. pmrr W.e. !m. r DESCRIPTION: MODEL 6RST W4 I6-0 R 8-0: 2t -24.5 DESIGN LOAD am... W. A.Ii.. nq T.na I. .00E 1.005. a rxv. STTEL eonoM BRALItET. - //wnn' rm«.w.• r000E - t.001 DRAWN BY: 8MM GATE: 4/18/00 SCALE: NOWE.O(D WOW (1) 111.SIW SHEET METAL SCRIM. / f77/ I"••• ` °irk` 217M! DITO19oN J// Z 1z CHECKED BY: MWW GATE: 4/18/00 SHEET 1 OF I SIZE A VOM ,��. iH4d Mgle + _ IW... Stele Oth—f.. Pmjectiaa OONOI5NON5 ARE N PHClF9. DWG. NO.: 102138 R):V. NO. I 4 3 2 RANGE COUNTY' BUDIN& DJV. 4 3 MODEL: 6RST (25 Q& STEEL SKIN) MODEL: 4RST (24 GA. STEEL SKIN) LISTED OPTONAL DSB GLASS OR I/B" ACRYUC UTES AVAILABLE (SEE SECTION S-B) (1) INTERMEOLyTE STILE 20 GA. MIN. END STILES ATTACHED TO DOOR ATTACHED W TOG-L-LOC (TOP & BOT CENTS SKINWITH PATENTED TOC-L-LOC SYSTEM MID AND URETHANE ADHESIVE (ALONG -� A TOP, BOTTOM do CENTER). q F �Qo'I REPORT#96C6C 25 GA MIN. GALV,/ ' 1 LOCK POSITION O LOCK STEEL SKIN COATED SEES) WITH A BAKED -ON PRIMER. ICI fn�' �71 TWO POINT LOCKING AND A BAKED -ON POLYESTER TOP COAT ES OF STEEL SKIN, OPTIONAL OUTSIDE KEYED LOCK POSITION MAX. DOOR WIDTH 9*0' 014.5/8' SHEET METAL SCREWS TALL . U-BAR (50 KSI) OOR SECTION. REVISIONS N NO.1 APPVD: I DESCRIPTION MWW I OTY (1) WAS (2) FOR TRACK BOLT 1' TMC11 3' TALL U-BAR 20 GA GALV. STEEL 1-7/8' T HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT) D 13 GA. GALV. STEEL FLAG BRACKET. 14 GA GALV. STEEL TOP EACH FASTENED TO WOOD JAMB WITH ROLLER BRACKET. EACH (J) 5/I6'.1-5/8' WOOD LAG SCREWS. BRACKET ATTACHED w/(3) 1 .5/8' SHEET LVAL H4IE: DOUBLE TRACK EWS• LOW HEADROOM IS v -LOP LAP JO./IS. TRACK CONFIGURATION AVAILABLE AS AN OPTION ¢ HEIGHT 14 GA GALv. SRF1. EAa1 § OrosB.1Y 'L' 8 -6 70` GALV. STEEL TRACK, 7 0 8MIN. 14,0POWS-CREWS. TRACK THICKNESS: .060' (%4 sEli U �• B -0 BB � 0 ttP. 2-1/2-.12 GA GALV. STEEL TRACK BRACKET. 3' TAIL . 2D GA MV. 3 (4) TRACK BRACKETS'PER SIDE. STEEL U-BML ONE U-BAR PER SECTION. EACH U-BAR ATTACHEDd wrtH wo I/4.T/4 sns rArpwo o LHR TOP BRACKET - SCREWS PFA STILE LOCATION. DOUBLE HORIZONTAL TRACK FRONT FRAME WITH U.V. \\ COATING ON OUTSIDE SURFACE DOUBLE TRACK : I 13 GA GALY. STEEL BOTTOM LOW HEADROOM OPTION 00 0 1 2.3 LAG SCREWS ON 24 CENTERS. 1 O.D.MIN. /1%• ATTACHED LIETPETAL SCREWS. i1 1 iSJ 1/4.3/4' SELF SS8 CLASS OR OPTIONAL 10 SCR TAPPING SCREWS. WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSL)NK ALUMINUM EXTRUSKA 1/8' ACRYLIC LITE WINDOW UTE 1♦ GA END HINGES IB GA. INTERMEOLATE HINGE (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING t WNYL WEATHERSTRIP. SECTION 13-8 n VIEW 'C' SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. ccrnON A -A (SIDE VIEW1 VIEW 'B' r / STOP MOULDING BY DOOR INSTALLER (TO SUIT) 2.6 YELLOW PINE JAMB / 20 GA. MIN. GALV. STEEL ENO STILE � 12 GA. GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB WITH ONE 5/16%1-5/8' LAG SCREW PER TRACK BRACKET. END SLIDE BOLT STILE LOCK ENGAGES INTO VERTICAL. TRACK. ONE LOCK ON EACH SIDE OF DOOR. INSIDE SUOE BOLT LOCK OPTION NOTE I DOORS UP TO 7•-0' HIGH CONSIST OF (SS 4) SECTIONS ((SHOWN). DOORS OVER 7'-0' HIGH CONSIST Oi SECTIONS (t1OT SHOWN). 20 GA GALV. STEEL INTER. -- J8.3/4' PAN HEAD SCREW END ((ff�� ` VERTICAL JAUR ATTACHMENT (C- MOLDED INSIDE (10 SCREWS PER LITE)STILE 2M CM MIN. CONCRETE COLUMyIq J 8 .4 SLEEVE ANCHORS ON 24 CENTERS (BOTH LITE RETAINER INTER. C-90 BLOCK OR 2,000 PSI MIN. CONCRETE) OR - SNAP LATCH ENGAGES STILE 1/4'.4' TAPCON SCREWS ON 24' CENTERS (2,000 PSI MIN. CONCRETE). WASHERS INCLUDED WITH SLEEVE ANCHORS. I' O.D. MIN. WASHERS REQUIRED WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK INTER. STILE (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING SURFACE HORIZONTAL.JAMBS DO NOT TRANSFER LOAD. OUTSIDE KEYED HANDLE IS GA. GALV. STEEL CENTER HINGE FASTENED TO INTER. STILES W 4) 1 /144/8' SHEET METAL SCR 2' GALV. STEEL TRACK FASTENED TO GA. GALV. STEEL ROLLER HINGE$ 12 GA GALV. STEEL TRACK BRACKETS. FASTENED TO END STILES EACH W/(4) VL-14 TRACK ATTACHED TO EACH BRACKET 14.5 B' SH�ET METAL SCREWS D WITH ONE 1/4'.5/8- BOLT @ NUT ♦) 1 4-.3/4 SELF TAPPING SCREWS PER ENO HINGE. OR TWO 1/4- DIA. RIVETS. ' PREPARATION OF JAMBS BY OTHERS, 2' 01A SHORT STEM, 10 BALL STEEL ROLLER. ' JAMB CONFIGURATION SECTION _ IIOTE 2: THE DESIGN Of THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE MARK WESTERFIELD, P.E. � / WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON FLORIDA-P.E. J48495 THIS DRAWING. NORTH CAROLINA P.E. /23832 ONTO VERTICAL TRACK. ONE SNAP LATCH ON EACH SIDE OF DOOR. OUTSIDE HANDLE OLITSIO_F KEYED LOCK -OCK BAR LOCKING INSIDE HANDLE '•�+ d aD.Ar�""aamw r UM— Stdd OU..M.. TOLERANCES H a:m A nr.i1 eH aq w1 w .. .. r.A .4 .0 - 1.03 .....M., s 6bmatr ' .00 - 1.015 ..A.w A. PA e..wiL F. . a .lr.. 11b n.1i.. err rM 4 .000 t.003 A..ATrtiq .ww••.N k.001 W"r ..r��F urwae. .DOW Dr..a r 21/7 UNW— SWtW ON.M.. TWrd Angl.. _ P.1-u- DENSKWS ARE 01 WO. LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. i DESIGN LOADS: +25.0 P.S.F. k -32.0 P.S.F. TEST LOADS: +37.5 P.S.F. d: -48.0 P.S.F. a1ou. o..rc. ra ao.n w au .w .m...esm Trx LOi.aT► PART NO.: - ^ IDEAL , ;-,;� 5;� /1 4ESAg Lam ampasL Fa H& 1-5I3-792-35I9 DESCRIPTION: MODEL 6RST W4 9-0 . 8-0: +25/-32 DESIGN LOAD DRAWN BY: BUM DATE: 4/18/00 I SCALE: NTS DWG.R CHECKED BY: MWW DATE: 4/16/OD I SHEET I OF I JSIZF 1J DWG. NO.: 102137 1 REV. NO. I 4 i 2 r^viNrry n 3 1 as tvak,ie, ,T.T,J %Ouw-.a* 41%o U. %.w%vj144 u ivod. F I-CE O.. July 18, 2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy Building Official Orange County Building Division Administration Building; 1st Floor 201 South Rosalind Avenue P.O. Box 2867 Orlando; FL-32802-2687 -(407) 836-5760 MANUFACTURER .NA e , RE: - Florida Extruders Fenestration Masterfile Update - Alternate Nailing Schedule' for Fin Frame Windows Messieurs Plante and Smith, This letter updates Florida Extruder Fin Window installation drawings contained in the Orange.County Fenestration Masterfile .for an Alternate Nailing Schedule and Installation Instructions. These Alternate Nailing Schedule and Instructions can be used in lieu of the No. 8 Wood Screw required by the installation drawings. Attachment No. 1 includes a table listing all Florida Extruder drawings in the Orange County Fenestration 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, Sanford, FL 32771-1600 - (407) 323-3300 • Fax (4077 322-3507 1 C.d c6t;-sa-d Le- -CTl x-d-1 1uaur1le�aQ cu p l t r. 7?n P. F1t�r�da AMW .warders Regards,. Robert 3. Arnoruso, PE ram oruso•peWloridaextruders. 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 6SG1S-23.ODY, F.A-C. A charcoal pencil was applied to.. the impression seal to facilitate reproduction- CE--NTRAL FLORIDA. B: O: A- F. MANUFACTURER NA M : MASTER FDL.E = JUL 3 0 2002 File: 2002-LTR-RIA-014 _ - -_- 2540 _7c.v4-_tr Lane, .Sanford, FL 32771-1600 • (407) 323-33DO • Fax (407) 322-3507 2 Zd wceo:To EM-1 60 'ON XtHj 7u7w1 apda4 6ulpl!n$ : w0dj --- ...rawozsnn oan7eA d6S:20 20. 60 das I 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.' M.1phUW1d0. • M/VI c 1.0 McigfiVYYi dih M/✓i ► 1.0 wA1EA 103.3. C"O 3 LOGO Disirlbuh;On A --MA 103A. C►•O 1 L—d D1_b:6.v1.n Florida Extruders Drawing No. FLEX0026, FLEXDD29 and,FLEX0030 �. A w1 rs C•cti • - I Eyebrow Arch - Fixed Lite p Half Circle - Fixed Lite Florida Extruders Drawing No. FLEX0037 Rectangular Load Distribution (where A = Area Al'or A2 dependent upon H/W) Triangular A = Vz (b)(h) where: b = Jamb Height (H) or Head/Sill Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = 1/2. (h)(a +. b) h = 1-1/2 or W/2 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 5 9d WdCO: TO Z00Z 60 'daS Z6 S9£8 Lob : 'ON XOJj juZurl1edDa 60t P I; ng WOad . �.•. o. .JCr -7n 7rl Gn daC FI66 �a.. �NTRAF, .: FLORIDA'. B. O. A. F_ Am EMUL LCYS MANUFACTURER NAME: MASTER F-ILE Non -Rectangular Configurations Load Distribution: Loading to the head, sill and/or jamb were based on the centroid of the configuration. For the half -circle shown:. where: Al = 1/2(b)(h) b = Sill Width. Atotal = 3.1416(R2)/2 H = centroid of 4R%3(3.1416) A2 = Atotal - Al R. = Radius Fastener Calculation: Paslode Nail Allowable = 38 Ibs:/in per NER-272 Nail length is 2.375", sheathing thickness is V." and frame thickness Is•0.50" Embedment. is 2.375 - .5 - .050 = 1.825' Nail Allowable at full embedment = 1.825(38) = 69.35 Ibs., use 69 lbs. Number of Fasteners = [Load Area (psf) x Design Pressure (psf)] / 69 Number of Fasteners is --rounded up to the next highest full number, Load Area is as shown above. Design Pressure was based on 45 and 70 psf. Fastener Spacing: Based on: - One nail is required a maximum 6" from each corner of head, sill or .jambs. The number of fasteners required for each head, sill or jamb based on the" [Loading Area x D.P.]/69 For each head, sill or jamb, the spacing of the required fasteners between the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is. done for each of the configurations and a worst case spacing developed for all series window sizes at 4S psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 25, Width - 36", Height = 62' H/W is equal to 62/36 = 1.72 therefore, therefore, loading diagram for.Case 1 is shown on the next page. Al = Vi(W/2)((H-W)+H)) - Vz(36/2)((62-36)+62))/144 = 5.5 SF A2 = % (W12)(W)/144 = 1/2(36/2)(36)/144 = 2.25 SF z>u Jewett Lane, Sanford, FL 32771-1600 - (4D7) 323-3300 - Fax (407) 372-3507 6 Ld Wdb0:To c002 60 'd?S 26t-- 9 40V : *aq XU3 Zu-vI _AedaO 6u i p l t ng : WOd3 dcc_7n 7n Pn JaS AM hkaWb.'OB34bC Load on Jamb = 70(5.5)• = 385 lbs. Load on Head/Sill = 70(2.25) = 157.S lbs. Number of Fasteners Jamb, (N) = 385/0 = .5.58 = 6. Number of Fasteners Head/Sill .(N) = 157.5/69 = 2.28 = 3 . Fastener Spacing Jambs = (H - 2(Edge Distance))/((N -2) +-1) _ .(62 - 2(6))/((6-2)+1) = 10- Fastener Spacing Head/Sill. _ (W - 2(Edge Distance))/((N 2) + 1) _ (36 - 2(6))/((3-2)+1) = 12- A similar calcu!ation was performed for the 45 psf D.P. In turn, this calculation -was duplicated -for all.applicable window sizes. The enveloped spacing was developed based on enveloping similar results from all of window sizes.grouped by the different series windows to arrive at the 'recommendation of Attachment No. 2. Spreadsheets were developed to mechanize the repetitive calculations. L , ►+•�arsr,v,ran, J MAl` UFAC-rtT NAME: AAYA.a 1n3.3. Cmmr I LAmd Dicta& ubonMASFjpi i��• �'rr4�v�r.-f 'E'ER FZLE # A-ld, ,4Q �•, 2540 Jewett Lane, Sanford, FL '32771-1600 • (407) 323-3300 - Fax (407) 322-3507 7 ad WdtO : L6 E00Z 60 "d's Lob -ON >'OZI Zu=wn.leda0 6u' p l i r13 WOd=i ,4 .ep 09 02 02:59p .Valued Customer 1407). 834.-9029 Alternate Nailing Schedule and Installation Instructloris - Fin Frame Window Required Nail Paslode Catalog-#650111, 2.375" Long, 0.113' Diameter, Ring Shank Nail per NER-272. Nail Irstallation • 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 '/.," will require reduction in .spacing based on the Manufacturer,: Florida Extruder International's recommendation. Spacing From Corner Minimum of one nail required in Head; Sill and Jambs 6" maximum from each corner of Rectangular Windows. Minimum of one nail required 6' maximum from each corner on •Fans, Eyebrows, Quarter Circles, Half Circles and Octagons. Spacing Between Corner Nails of Rectangular• Windows and along arched & straight perimeters of Fans, Eyebrows, Quarter Cirdes, Halt Circles, Ful/. Circles, -Ovals and Octagons. 45 PSF Design Pressure: Maximum of 8" on centerline. 70 PSF Design Pressure: Maximum of 5--on centerline. CENTHAL FL0111DA B.O.AF- AIAN-Ur, ACTUrER NAME: F41 r ICA f x�vdrrs MASTER FILE # �9c'c✓. t• � „ - -• - -- - �-•�•� ov- juo ! Fax (407) 322-3507 4 Sd W B:IO i:OeZ 60 'da5 Zbhs9ce Leh 'ON Xtij 1uaw1ipdaQ 6uIpl !TRH 4DMd eP- 09 02 02: 59P Valued Customer .lDI9dq Ealuders Aaoal, ATTACHMENT NO 1 Orange. County Fenestration Masterfile List Alternate Nailing Schedule. DrawingApplicability.-. Fin-•Fi-ame-Window Masterfile 1 FLEX0029 Horizontal Sliding Window XOX - Fin 3 FLEX0026 Single H inq Window - Fin 4 FLEX0030 Fixed Window - Fin 4 . FLEX0037 Designer Fxed Window — Fin Half -Circle. and Eyebrow Shown. Applicable to other confi urations note 9 on FLEX0037 MANUF'ACTUF.:ER NAME: MASTER F'I fi.7 2540 Jewett Lane, Sanford, 3 FL 32771-1600 (407) 323-3300 • Fax (407) 322-3507 bd Wcc0: i6 aeoz 60 'd2,5 26rS9m Lev c" xtizi juzau _ted;�p &u t p I ? ^e WOd3 n,a:rt� 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 a'nd.glass doors shall be. tested by an approved independent testing laboratory, and bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder's approved testing reports for Milestone Single Hung Windows used , a straight head extrusion in the tests. These tests Where. performed to the ANSI/AAMA/NWWDA 101/I.S.2 - 9.7 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. I. For other configurations, that the difference doe's 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 Moilda mu EVradc :3..For both considerations, that extrusion section. properties rerrmain the same, corner connections do not differ and that the glass thickness and style do not vary. -.Florida Extruder Milestone Window test reports are based on .the largest size window with comparative analysis (performed to.the methods promulgated by AAMA 103.3) used to determine.the rating of window sizes smaller then those tested. By use of AAMA 103.3 procedures, sound engineering practice is used as mandated by the building code. When extending. the -test results of a single hung window with a straight head to windows with half radiu_s.head (2" per V.slope) or full radius -head (1" per 1'-slope.), the corner connection., extrusion section and glass thickness are the critical factors in determining applicability. In all -cases for Florida Extruder Milestone Single .Hung Windows with either a.straight head or a radius head, the extrusion section, corner connection, and the glass thickness and style are the.same for the straight head as well as the radius head_ - Further, SBCCI PST.& ESI'Evaluation Guide 115, Doors and Windows states: "All sizes -of doors and windows are not required to be tested.. If. samples selected for testing represent thle critical parameters of the range of window sizes covered by the proposed Evaluation Report. The samples tested shall be randomly selected from regular production, units and installed on the test apparatus in a manner representative of the manufacturer's published installation instructions." The independent testing laboratory.will test that configuration enveloping those critical parameters, as is -the case with Florida Extruder Milestone Window testing. Therefore, based on the above references, reviews, and discussions, it is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius head single head windows. Any additional questions can be addressed to the undersigned. Thank you. 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 2 ivuu, L �.cci�c �vV. "t7/JL Florida. Extruders International., Inc. Certificate of.Authorization No. 9235 Cc: Earl Moore/FEI File File: 2002-LTR- RJA-019 -- ��ricLL L-9311c, -->dnivra, rL .5L/ / 1-1bUU • (4U/) 323-3300 • Fax (407). 322-3507 3 I a • July 18"2002 Alan Plante, Chief Plans Examiner Norm Smith, Deputy. Bufldlrig Official . Orange County Building Division Q..ENrI AL, VA 'ORM.A. $- 0" A_ F. Administration Building, 1st Floor MANTU 1 CTURER . AME'D 201 South•Rosalind Avenue r . P.O. Box 2867 - F�d r r�'�c Efi f�✓cf� YS Orlando, FL 32802-2687�.g.� �,�: (407) 836-5760 f-iyrr RE: Florida .Extruders Fenestration Masterfile Update— Alternate Nalling Schedule For Fin Frame Windows Messieurs Plante and -Smith; 7 . This letter updates Florida Extruder Fin. Window installation drawings contained in the Orange County Fenestration Masterfife 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 b.y this engineering statement. Attachment No. 2• indudes-the-.specific Alternate Nailing 'Schedule and Installation Instructions. Attachment No. 3 indudes 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, Sanlor+d, FL 32771-1600 • (407) 32.3-3300 • Fax (407) 322-3507 1 Zd w opi:Ie, Z002 60 -ON XHd zuaunued aQ 6ut P I •T ng W32.+j C7 nC_LCD n,. .19wolsnn oanTen d6S:20 ZO 60 daS PE Seating Statement: CENTR -L ]EL®REDA, The letter was signed and sealed MANUFACTURER- NAM E with an impression seal as required by Section 6.1 G15-23.001, F-A-C - MA STFR FILE # A charcoal pencil was applied to the impression seal to facilitate reproduction. - , -JUL 3 0 2002 rae: Zno2-ant-cuw oi� 2540 Jewctt Lane, Sanford, FL 32771-1600 • [407) 323-33DO • Fax (407) 322-3507 2 Zd W�eo : TO ZOW 60 'da5 Z6L-S9c8 LOttr -ON XkJzl 7u; ur -AedaQ 6u t p t t ng W083 i i c16S :Z0 ZO• 60 daS �CENTRAL FLORA B.O_ MW Floj C . MANUFACTURER NAME: AM kjftr9t6jck1C MASTER ]F ELE ATTACHMENT NO. 3 Alternate Nailing Schedule and Installation Instructions — Analysis I Methodology and Sample Calculation Load Distribution based on AAMA 103.3-9.3 Procedural Guide and centroid location'. based on common shape geometric formulas. ti M.f0hUW1d2h . MAY < 1.0 Mc�91rVWid2T1 • H/yd► 1.0 AA/n^ 101,-C"0 3 L000 Diu tr/bU4on AAMA 10". Cw 1 L.--.d D�b+sudon Florida Extruders Drawing No_ FLEX0026, FLEX0029 and FLEX0030 Az c,..voa � \ . � � e-�.rc.a by Eyebrow Arch - Fixed Lite y Half Cirdo - Fixed Lite Florida'Extrudem Drawing .No- FLEX0037 Rectangular Load Distribution (where A = Area Al or A2 dependent upon H/W) Triangular A = Vl� (b)(h) where: b = Jamb Height (H) or He Width (W) a = W - 2(H/2) or H - 2(W/2) Trapezoidal A = Vh (h)(a + b) h = H/2 or W/2 �...�..... a-anr.., -�unlvril, rL- -34//1-1bUU • {401) 323-3300 Fax (407) 322-3507 5 9d WdLa:TO ZOOZ 60 'd?S Z6:S%B Lob 'ON Xtjj luaunjedap 6utpI rEl WC8j .J-77r.c_ico rinL. _jatU0asn-1 oanTeA jrr,:Pn 20 6O daS ( f.EIOTTZ , , FLU A. B. O: A: K . AM LXLRA�M. MANUFACTURER NAME MASTER YME # Non -Rectangular ConfigurationsLoad Distribution: Loading to the head, sill and/or jamb were based on the centroid of the configuration_ For the half -circle shown: where: Al = 1/2(b)(h) b = Sill Width' Atotal = 3.1416(R2)/2 H = centroid of 4k/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 2.3-75 - .5 - .050 = 1.825" Nail Allowable at full embedment- 1.825(38) = 69.35 lbs., use 69 lbs. Number of Fasteners = [Load Area (psf) x Design Pressure (psf)) / 69 Number of Fasteners is rounded up to the next highest full number. Load Area -is as shown above_ Design Pressure was based on '45 and 70 psf. Fastener Spacing: Based on: One nail is required a maximum 6" from each corner of head, sill or jambs. The number of fasteners required for each head, sill or jamb based on the [Loading Area x D.P.]/69 For each head, sill or jamb, the spacing of the required fasteners between. the end fasteners is determined by dividing this space by the number of fasteners required between the end fasteners. This is done for each of the configurations and a worst case spacing developed for all series window sizes at 45 psf and 70 psf. Example Calculation: Single Hung Window, FLEX0026, Size 2S, Width 36", Height = 62" H/W is equal to 62/36 = 1.72 therefore, therefore, loading diagram for Case 1 is shown on the next page_ Al = Va(W12)((H-W)+H)) - V2(36/2)((62-36)+62))/144 = 5.5 SF 42 = Ih (W/2)(W)/144 = 1/2(36/2)(36)/144 = 2.25 SF 2540 Jewett Lane, Sanford, FL 32772-1600 • (407) 323-3300 • Fax (407) 322-3507 6 Ld Wd�a:10 Z00Z 60 �d�S 26bs9L8 L0C 'CIA XH3 iu�leda0 6uipl!nE WOdj -� c�nc_ica rin+,i .iawo'asn7 panlen dss:ao 20 60 daS .. > 766df Load on )amb = 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 )arribs = (H - 2(Edge Distance))/((N'.,- -2) + 1) =.(62 - 2(6))/((6-2)+1) ='10" Fastener Spacing Head/Sill = (W - 2(Edge Distance))/((N - 2).+ = (36 - 7r6)1/(r = t 7, 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: M ( Al ° A2 Lb x-_IDA B. 0. A- AAMA �(13.7, Gcv 1 Load D{ctr�bvDon /— L.--f'�V�r rS MASTER JF RE # 2540 3ewett,Lnne, Sanford, FL 32771-1600 • (407) 323-3300 - Fax (407) 322-3507 7 8d WddO : TO nee 60 'd?S z6t-S9m Leh -ON }:Hd 6u t p I t ng woa=i .,nLI Jawo-asnn oanleA dRc:Pn 20 60 daS ep., 09 02 02: S9p Valued Customer I407) 834-9029 p_ g C1C ATTACHMENT NO_ 2 Alternate Nailing Schedule_ and Iristallatlon Instructions - Fin Frame Window Required NaR . Paslode Catalog #650111, 2.375" Long, 0.113" Diameter, Ring Shank Nail per NER-272. Nail Installation - • Nall shall be installed to its -full depth In the side grain offraming members. • Required embedment has considered 'window frame thickness and a sheathing thickness of'W". Sheathing thickness greater that Ya" will' require reduction in spacing based on•the Manufacturer, Florida Extruder International's recommendation. Spacing From Corner Minimum of one nail required in. Head, Sill and Jambs 6• maximum from each corner of Rectangular Windows. Minimum of one nail required 6" maximum From each corner on Fans,' Eyebrows, Quarter Circles, .Half Circles and' Octagons. Spacing Between Corner- Nails of Rectangular Wlndo.ws grid 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. CENTIJAL FLO:11DA R.O.A.F. MANUFACTURER NAME Flo r- � Ex�-vdrrs MASTER FILE # 9C4_67•C, a.,^ _ _ 254D Jewett Lane, Sanford, FL 32771-160D • (407) 323-3300 • Fax (407) 322-3507 4 Sd WCE0:10 EBOE 60 'da5 Zbv591=8 LOC ON xtfj juawj_tedaQ 6utpl trig . 1 407 ). 834 - 9029 ATTACHMENT NO I Orange County Fenestration Masterfile List Alternate Nailing Schedule •Drawing Applicability - Fin Frame Window l Masterfile i "••• •••,. --Description 1 FLEX0029 Horizontal Sliding Window XOX - Fin 3 FLEX0026 Single Hunq Window - Fin -4 FLEX0030 Fixed Window - .Fin 4 FLEX0037 Designer Fixed Window — Fin Half -Circle and Eyebrow shown. Applicable to other coriFi urations note 9 on' FLEX0037 MANUFACTURER NAME:' MASTER FILE 2540 3ewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 Fax (407) 322-3507 3 Dd WHO: t0 MW 60 'da5 Z6rS9ZB LOP, 'ON Xtid }uaarl.lpd=�o 6u 1 p 1 ; r,g w0{d n(v da �` VIOdu b 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:testi.rig 'and labeling of Exterior Windows and Glass Doors as follows. §1707.4.2 Exterior Windows and Glass Doors. §1707.4.2.1 Testing and Labeling. Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and .bear an AAMA or WDMA or other approved label identifying the manufacturer, performance characteristics and approved .product. evaluation entity to indicate compliance with the requirements of the following specification: ANSI/AAMA/NWWDA 101/I.S.2 - 97 Florida Extruder'"s; approved testing .reports for Milestone Single Hung Windows used_ a straight head extrusion in the tests. 'These tests where performed to the. ANSI/AAMA/NWWDA 101/I'.S.2 — 97 specification with structural testing. to'ASTM E330 as required by the AAMA 101 specification. ANSI/AAMA/NWWDA 101/I.S.2 - 97 Specification, Section 2.2.1.5 indicates that the single hung window test specimen shall be the largest size for which acceptance is sought under this spec but in no case less that the minimum size required to meet the Gateway Performance Requirements as defined'in Table 2.1. When extending test results to windows of other configurations or to windows of smaller sizes, the following must be considered. 1. For other configurations, that the difference does not affect the test results. 2. For smaller, window sizes, that a methodology grounded in sound engineering practice is used to extrapolate test results to smaller windows. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 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 1033) 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 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 laboratory will test that configuration enveloping those . critical parameters, as is the case with Florida Extruder Milestone Window testing. Therefore, based on the above references, reviews, and discussions, it -is concluded that the test results for the straight head single hung windows are also applicable to the half radius and full radius. head single head windows. Any additional questions can be addressed to- the undersigned. Thank you. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3507 — 2 i asr�laf i taili'd�r$. Regards, Robert J. Amoruso, PE ramoruso.pe(a)floridaextruders. com Florida PE License-No.-49752 Florida Extruders International, Inc. Certificate of Authorization No. 9235 Cc: Earl Moore/FEI File File: 2002-LTR-R)A-019 �� -� ��••�� La11C, .1011IUIU, rL 3L// L-.L000 • (4U/) 323-3300 • Fax (407) 322-3507 3 — E J" ic% j✓ !;,- A-- V � ........... MASTER FILLIE # I 'A' Pene;rauon -,In JN- Tap Con Screws 6" from c(,rnct ana 24- on center Performance Class: AAMA(NWWDA 101/l.S.2-97 Each (al:119 0025 10 windows of the inaicaiec size and smatter. F7. 8 7 r-C$O / DP 80 I Vq?r. t • kiAHy- ODUCTS, INC 101 California Ave. 1te Beaumont, CA 92223 Series 625/828 Max, DP'80 Drawn by: Date: M. Smith 109/26/01 Stucco Flange Windov,, Instailialion V I NAILING FIN Z8 , I!/" PH SCREW FLASHING PAPEirl Tip NUFACIVILT MASTER FUE WALL SILL Window Fastener Requirements Corrosive resistant #8 x V/4" PH Screw or equivalent Y-10" from all corners, 16' O.C. Max. Performance Class: AAMA/NWWDA 101/l.S.2-97 Each rating ax)i,ts to winaows of the .ndicatea we ano smaller. I•. I P .1 'C35 1 Op 35 V99F. , 39 c.- - � 50' i.'c slu v9gt'-!+s • 101 California Ave. ir.HY-L,,.1te' p P R UCTS. IN� Beaumont, CA 92223 Series 6251825 Max. DP 80 Drawn by: Dale: M. Smith I 09/26/011 21/4" Aluminum Frame Window Installation NAILING FIN — z8 v I ',.-PH Sct.?w I FLASHING PAPER RYWALL SILL "Erqrf,j,",AjL MANUFACTURER MASTER F 11L.4 1-6 # �V w v ITAHY-OOUCTS. INC. e 101 California Ave. Beaumont, CA 92223 Series 600/800 Max. DP 80 Window Fastener Requirements Drawn by: Date: Co'r'rosive resistant #8 x 1114" PH Screw or equivalent M. -Smith 09/26/01 Y- 10" from all corners, 16" O.C. Max. 3" Aluminum Frame Window Installation Performance Class: AAMA/NWWOA 101/l.S.2-97 Each ia;ino jooi-es to windo%ys of the sue ar.-± sfnauet. 98' C30 top 30 F..po/op +o .0.,3 F-KC801 OP so ,%ir-lu I L .c N:.:LING FIN•- #8 111 I jCrJw - FLASHING _ PAPER r-, J�•Lli-111y1-�. 0 Performance 1,FAt:JL' L11CG 1Vvtille C AAMA/NWWDAI101/I.S.2.97 Eachtedrating e and m windows of the �, T _indicated size an0 smaner. Operable Units DRYWALL SILL ii I" .:I /- AF'•Ca0 ! OP 40 v99A.rnn 31' x 55- F•C40 / OP 40 v99C r•+.1 Fixed Units 31" c 67" F-C601 OP Bf . 7 F•C35 / OP 35 V99F- ra t 55' R 55" F•C65 / OP 65 V�9F t•ti - SHEATHING (if required) ' BUILDING PAPER l iT® Hy-L1te 101 Calilornie Ave n0nuc:Ts.rNC Beaumom, CA0222:1 Prestige Series Max. DP 80 Window Fastener Requirements Drawn by: Date. Corrosive resistant d8 x 1 r/a" PH Screw or equivalent M. Smith 09/26/01 Y-10" from all corners, 16" O.C. Max. Vinyl Window Installation ONE BY WOOD BUCK BY OTHERS (NOTE 6 & 7) CAULK BETWEEN WINDOW FLANGE — & WOOD BUCK STUCCO BY OTHERS PERIMETER CAULK T R CONCRETE OR MASONRY- OPENING BY OTHERS A-7 a \ o BY 0 HE S Ii 1 RIGID VINYL GLAZING BEAD (TYP.) W.H. '(WINDOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL I W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS _\ v CAULK BETWEEN Disclaimer:`Tne'purposeo(Ihisinstonotiondrowing:a WOOD BUCK -& onchoroge (i:e.:concrete screws. wood screw" noiis on pressure specified on the fenesirotion product os require MAS'Y. OPENING Anchoroge►nethods. Recomrnendotionsregordingfibs By OTHERS /E\ does not constitute o worronty 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 PRECAST SILL v BY OTHERS SECTION A —A I - MIN. W. W. A VIEWED FROM A s C EXTERIOR D E J B - K B W.H. F G H - I � A _J ELEVATION GLASS (TYP-)(SEE NOTES) r-- FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE - & WOOD BUCK W.W. (WINDOW WID STUCCO BY OTHE CONCRETE OR SECTION B— B MASONRY OPENING BY.OTHERS v v K4, 2X6, Y OTHER NE BY %. )P T I ONAI rALLATIC WOOD S SECTION A —A (. For installation v with or w/o one b\ N W r, a 0' 0 0 z cr W 0 N 7 Q W / / � 1 6 2004 � W � --- W a 05 trL, 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 8 F,G F.G F.G F.G 13 18 1/8 x 37 3/8 B B 8 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 F,G F,G 16 18 1/8 x 71 B B F,G F,G,H,I 17 18 1/8 x 83 B B F,G F,G,J,K 11-12 25 1/2 x 25 8 B F.G F,G 1 H3 25 1/2 X 37 3/8 8 B F,G F,G 1H4 25 1/2 X 49 5/8 B 8 F,G F,G,H,I 1 H45 25 1/2 X 55 1/4 B 8 F,G F,G,H,I 1H5 25 1/2 X 62 B 8 F.G F.G,H,I 1H6 25 1/2 x 71 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 B F.G F.G F,G F,G 30 1/2 X 38 3/8 29 1/2 X 37 3/8 B 8 F,G F,G,H,I 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 1/2 X 63 30 1/2 x 72 29 1/2 x 62 29 1/2 x 71 B B B B F,G,H,I F,G,H,I 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 8 F.G F,G,H,1 245 36 x 55 1/4 B B F,G F,G,H,I 25 36 x 62 B B F,G,H,I F,G,H,1 26 36 x 71 B g F,G,H,I D,E.F,G,H,1 27 36 x 83 B B F G J K F,G,H,I,J,K 42 x 26 41 x 25 B B F,G F,G 42 x 38 3/8 41 x 37 3/8 B B F,G F,G,H,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,I F,G,H,I 42 x 63 41 x 62 8 8 F,G,H,I D,E.F,G,H,I 42 x 72 41 x 71 8 B F,G,H,1 D,E,F,G,H,1 42 x 84 41 x 83 B B 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,H,I 48 x 50 5/8 47 x 49 5/8 8 A,C F,(; F,G,H,I 48 x 56 1/4 47 x 55 1/4 B A,C F,G,H,I F,G,H,I 48 x 63 47 x 62 B A,C F,G,H,1 D,E,F,G,H,1 48 x 72 47 x 71 B A,C F,G,H,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 8 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 8 A,C F,G,H,I F,G,H,I 345 52 1/8 x 55 1/4 8 A,C F,G,H,I D.E,F,G,H,I 35 52 1/8 X 62 8 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,I . 37 52 1/8 X 83 B A,C F,G,J,K D,E,F,G,H,I,J,K • 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. 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 WOO[ v (ANC D J W.H. F H r El SHEATHING BY OTHERS STUCCO ___j OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS CAULKING AT FASTENER HOLES REQUIRED (SEE NOTE 2). SLIDING GLASS DOOR FRAME SILL 1/4' MAX SHIM SPACE 0 O SHIM AS RE'Q'D INSTALLATION ANCHOR �— DOOR WIDTH (SEE NOTES) 148 WOOD SCREW -CAULK BETWEEN (NOTE 21) DOOR FLANGE TWO BY WOOD SLIDING GLASS BY OTHERS & SHEATHING DOOR FRAME (NOTE 6) JAMB i n I SHIM SPACE a o INSTALLATION ANCHOR 18 WOOD SCREW W/PLASTIC ANCHOR (TYP. WHERE TAPPERS ARE NOT REQ'D. SEE NOTE 20) n LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED OF CONCRETE (SEE NOTE 2). SHIM AS REQUIRED (SEE NOTE 1). 1-1/8' MIN. EMBEDMENT SLIDING GLAS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT CAULKING REQUIRED — (SEE NOTE 2). J EMBEDMENT n I-I/4' MIN. a D I LINSTALLATION ANCHOR W r, 3/16" DIA. TAPPER a (NOTE 15) o CONCRETE OR � W 2 Z MASONRY OPENING a i BY OTHERS � W w a SECTION A -A �4 TEMPERED GLASS (TYP.) PERIMETER —1 CAULK BY OTHERS SECTION B-B A s' EXTERIOR ELEVATIOI\ 2 PANEL DOOR SHOW (SEE NOTES 8, 9 & 1( DEC 1 6 0 ANCHOR INSTALLATION CHART Nominal Door Size and Configuration Door Size REQUIRED QUANTITIES OF ANCHORS HEAD (#8 WS) SILL (TAPPER) JAMBS (#8 WS) HOOK STRIP (#8 WS) TO 45 PSF 46 PSF TO 60 PSF 61 PSF TO 70 PSF TO 45 PSF 46 PSF TO 60 PSF 61 PSF TO 70 PSF TO 70 PSF TO 70 PSF 4068 XX OX XO 48 x 80 6 6 6 3 3 3 8 8 5068 XX, OX. XO 60 x 80 6 6 6 3 3 3 8 8 6068 XX OX, XO 72 x 80 8 8 8 4 4 4 8 8 8068 XX, OX XO 96 x 80 10 10 10 5 5 5 8 8 10068 XX OX XO 120 x 80 12 12 12 6 6 7 (D1) 8 8 5080 XX, OX, XO 60 x 96 6 6 6 3 3 3 10 10 6080 XX OX XO 72 x 96 8 8 8 4 4 4 10 10 8080 XX, OX XO 96 x 96 10 10 10 5 5 5 10 10 10080 XX OX XO 120 x 96 12 12 12 6 6 7 (D1) 10 10 50100 XX OX. XO 60 x 120 6 6 6 3 3 3 12 12 60100 XX OX. XO 72 x 120 8 8 8 4 4 4 12 12 80100 XX OX XO 96 x 120 10 10 10 5 5 6 12 12 9068 OXO 109 1/8 x 80 12 12 12 6 6 6 8 8 12068 OXO 145 1/8 x 80 14 14 14 7 7 9 D2 8 8 15068 OXO 181 118 x 80 16 16 16 B 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 8 131 9 D2 10 10 15080 OXO 181 118 x 96 16 16 18 8 11 13 10 10 90100 OXO 109 1/8 x 120 12 12 12 6 6 6 12 12 120100 OXO 145 1/8 x 120 14 14 14 7 9 (D2) 10 (D3) 12 12 9068 XXX 106 518 x 80 12 12 12 6 6 6 8 8 12068 XXX 142 5/8 x 80 14 14 14 7 7 8 131 8 8 15068 XXX 178 5/8 x 80 16 16 16 8 10 (D2) 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 D1 9 D2 10 10 15080 XXX 178 5/8 x 96 16 16 17 8 11 (D3) 13 10 10 90100 XXX 106 5/8 x 120 12 12 12 6 6 6 12 12 120100 XXX 142 5/8 x 120 14 14 14 7 9 (D2) 10 (D3) 12 12 10068 OXXO 119 5/8 x 80 12 12 12 6 6 7 D1 8 8 12068 OXXO 143 5/8 x 80 14 14 14 7 7 8 D1 8 8 16068 OXXO 191 5/8 x 80 18 .18 18 9 10 (D1) 12 (D3) 8 8 10080 OXXO 119 5/8 x 96 12 12 12 6 6 7�(D5) 10 10 12080 OXXO 143 5/8 x 96 14 14 14. 7 8 D1 9 10 10 16080 OXXO 191 5/8 x 96 18 18 19 9 12 (D3) 14 10 10 100100 OXXO 119 518 x 120 12 12 12 6 6 7 (D1) 12 12 120100 OXXO 143 518 x 120 14 14 14 7 9 D2 10 D3 12 12 160100 OXXO 191 5/8 x 120 18 19 22 10 (D1) 13 (D4) 16 (137) 12 12 . 10068 XXXX 117 114 x 80 12 12 12 6 6 6 8 8 12068 XXXX 141 1/4 x 80 14 14 14 7 7 8 (DI) 8 8 16068 XXXX 189 1/4 x 80 16 16 16 9 (Di) 10 (D2) 12 (D4) 8 8 10080 XXXX 117 1/4 x 96 12 12 12 6 6 7 D 1 10 1 10 12080 XXXX 141 1/4 x 96 14 14 14 7 8 D1 9 D2 10 10 16080 XXXX 189 1/4 x 96 16 16 19 9 (131) 12 (D4) 13 (D5) 10 10 100100 XXXX 117 114 x 120 12 12 12 6 6 7 D1 12 12 120100 XXXX 141 1/4 x 120 14 14 14 7 8 131 10 D3 12 12 160100 XXXX 189 1/4 x 120 16 18 21 10 (02) 13 (D5) I 15 (D7) 12 12 ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ'D. IN BOTH FACTORY APPLIED INSTALLATION HOLES. "D1' THROUGH'D7' DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REO-D. 2) 'Di' MEANS, INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) 'D2' MEANS. INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 4) 'D3' MEANS, INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 5) 'D4' MEANS. INSTALL TWO TAPPERS IN FOUR SETS.OF INSTALLATION HOLES. 6) 'D5' MEANS, INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES. 7) "06' MEANS, INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. 8)'D7' MEANS, INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 9) LOCATION OF ADDITIONAL TAPPERS IN SILL SHOULD BE PRIORITIZED AS FOLLOWS: A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN SILL. B: SECONDLY, AT EACH END OF SILL NEAR JAMB CORNER, IF NEEDED. C: LOCATIONS IN SILL OTHER THAN AS LISTED IN A 8 B. IMPO GENER 7) FLOI DOORS 8) WHI CHART 9) N07 DETAIL 10) FOI ANCHO GENER 11) ALL THE EN CONSUI 12) ALL 13) WO 14) IF I (NATTOI 3/16-1 IS) WHI EMBEDF 16) SEE 17) INSI 18) ALT 19) TAPI 20) ALL ANCHOF SUFFICII #8 WOf 21) WHE (ANSI B1 22) SEE. 23) WOC 24) WOC GRAVITY 25) ALL I WITH uE DESIGN I 26) IF D NEXT LAI 2NG7) IN PRESSUR 28) DOOI 29) GLAS 30) COMI SUBSTRA -CAULK - BETW_EEN WOOD BUCK & MAS"Y. OPENING BY OTHERS CAULK BETWEEN DOOR FLANGE g WOOD BUCK PERIMETER CAULK. 'BY 0.. OTHERS STUCCO — BY OTHERS .pro +G: fc'•�."["O _� '��^..,,��f=;.w �' - ., .:.< INSTALLATION ANCHOR INSTALLATION ANCHOR 3/-16 DI`A; .TAPPER....... 118 WOOD SCREW .(.TYP. WHERE (NOTE 17) TAPPERS ARE NOT CONCRETE OR ONE BY WOOD REQ'D. - NOTE 22) MASONRY OPENING BUCK BY OTHERS BY OTHERS (NOTE 11 & 12) SHIM AS REQ'D (SEE NOTES> EM INSTALLATION ANCHOR a8 SCREW WOOD (TYP. — WHERE TAPPERS ARE NOT REO-D. - NOTE 22) SECTION A -A CAULKING AT FASTENER HOLES REOUIRED (SEE NOTE 2)- SLIDING GLASS DOOR FRAME SILL 1/4- MAX SHIM SPACE D I ` 5 V 16 � o INSTALLATION ANCHOR no VOOD SCRCQ V/PLASTIC ANCHOR (TYP. VHERC TAPPERS ARC NOT RCO'D. SEE NOTC 22) LIBERALLY APPLY CAULKING UNDER SILL OR SC T SILL IN BED OF' CONCRETE- (SEE NOTE 2>. fHIM AS RE•OUIRED;CSEE_,NOTE I>. SLIDING GLASS DOOR FRAME /-4 MIN. .. JAMB BEDMENT 1/4" MAX. p SHIM SPACE SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) TEMPERED GLASS (TYP.) PERIMETER CAULK BY OTHERS S.G:D. WIDTH SECTION B-B DOOR HEIGHT A CAULKING REQUIRED (SEE NOTE 2>. / D A EXTERIOR ELEVATI[ I/z o 2 PANEL DOOR SHO` (SEE NOTES 8, 9 & � Q e - n D r W !� ° EMBEDMENT a : -) 1-1/4" MIN. o0 D z INSTALLATION ANCHOR z 3/16- DIA. TAPPER (NOTE 17) _ CONCRETE OR & S MASONRY OPENING BY OTHERS ANCHOR INSTALLATION CHART REQUIR_ EO QUANTITIES OF ANCHORS .' HEAD & SILL (TAPPER) (TAPPER) - HOOK STRIP (118 WS) 46 PSF 61 PSFand 61 PSF TO Nominal Door Size poor Size Configuration TO TO TO =EACHB 70 PSF TO 70 PSF 45 PSF 60 PSF 70 PSF4068 48 x 80 3 3 3 4 4 4 8 8 XX. OX. XO 5068 XX. OX. XO 60 x 80 3 3 3 4 8 G068 XX. OX. XO 72 x 80 4 4 4 4 4 6 8068 XX. OX. XO 96 x 80 5 6 5 6 5 7 (D 1) 4 4 4 8 10068 XX OX XO 120 x 80 5 10 5080 XX OX XO 60 x 96 3 3 3 5 10 6080 XX OX. XO 72 x 96 4 4 4 5 ' • 5 - ' 8080 XX, OX. XO 96 x 96 5. 5 5 5 5 5 10 10 10080 XX OX XO 120 x 96 6 6 7 (D 1) 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 7 ( 1) 12 9068 OXO 109 1/8 x 80 6 6 6 4 4 4 4 8 8 12068 OXO 145 1/8 x 80 7 7 9 D2 4 4 8 15068 OXO 181 1/8 x 80 8 10 (D2) i t (D3) 4 4 8 9080 OXO 109 1/8 x 96 6 6 6 5 5 10 12080 OXO 145 1/8 x 96 7 B Di 9 D2 5 5 10 15080 OXO 181 1/8 x 96 8 11 13 5 5 10 90100 OXO 109 118 x 120 6 6 6 6 7 D 1 12 120100 OXO 145 1/8 x 120 7 9 (02) 10 (D3) 6 7 (01) 12 9066 XXX 106 518 x 60 6 6. 6 4 4 8 12068 XXX 142 5/8 x 80 7 7 8 Di 4 4 8 15068 XXX 178 5/8 x 80 8 10 (D2) 11 (D3) 4 4 8 9080 XXX 106 5/8 x 96 6 6 6 5 5 10 t2080 XXX 142 5/8 x 96 7 8 D1 9 02 5 5 '10 15080 XXX 178 5/8 x 96 8 11 (03) 13 5 5 10 90100 X XX 106 5/8 x 120 6 6 6 6 7 12 120100 XXX 142 5/8 x 120 7 9 (02) 10 (133) 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 D1 4 4 8 16068 OXXO 191 5/8 x 80 9 10 (DI) 12(03)-1 4 4 8 10080 OXXO 119 5/8 x 96 6 6 7 D 1 5 5 10 12080 OXXO 143 5/8 x 96 7 8 Di 9 02 5 5 10 16080 OXXO 191 5/8 x 96 9 12 (D3) 14 (D5) 5 5 10 100100 OXXO 119 5/8 x 120 6 6 7 D1 6 7 D1 12 120100 OXXO 143 518 x 120 7 9 02 10 D3) 6 7 D1 12 160100 OXXO 191 5/6 x 120 10 (D1) 13 (04) 16 (D7) G 7 (D1) 12 10068 XXXX 117 1/4 x 80 6 6 6 4 4 8 12066 XXXX 141 1/4 x 80 7 7 8 O1 4 4 8 16068 XXXX 189 114 x 80 9 (D1) 10 (02) 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 D2 5 5 10 16080 XXXX 189 1/4 x 96 9 (DI) 12 (04) 13 (D5) 5 5 10 100100 XXXX 117 114 x 120 6 6 7 D1 6 7 Di 12 120100 XXXX 141 1/4 x 120 7 8 01 10 D3 6 7 D1 12 160100 XXXX 189 114 x 120 10 (D2) 13 (D5) 1 15 (D7) 6 7 (D1) 12 ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REG-D. IN BOTH FACTORY APPLIED INSTALLATION HOLES. -0 1 - THROUGH -D7- DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REO'D. 2) -D1- MEANS. INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) -02- MEANS. INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. 4) -Dk MEANS. INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 5► -D4- MEANS. INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 6) -DS- MEANS. INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES. 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. IOCATIONS 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. f1. SECONDLY. AT EACH ENO OF JAMBS NEAR HEAD & SILL CORNERS. C: LOCATIONS IN JAMBS OTHER THAN AS LISTED IN A & B. IMPORTANT GENERAL INSTALI 9) NOT ALL CONE INSTALLATION Of 10) FOR POCKET I ANCHOR INSTALL GENERAL: 1 1) NAIL ATTACHI (S/8- EMBEDMENT 12) APPLIES TO AI (3/4- THICK) AND 13) ALL INSTALLA AND/OR FRAMING ANCHORS COMPA 14) ALL FIELD SUF IS) WOOD SORE" 16) IF WOOD TEr 3/16- DIA. TAPE 17) WHERE DOOR USE A 3/16- DIA. - 18) SEE ANCHOR 1 19) INSTALL ONE 20) ALTERNATE 1 21) TAPPER (RAW1 LIMITATIONS FOR a) INSTALL ONE 22) ALL REMAININ WITH u8 WOOD 5 SILL NOT USED F( INC. (OR EQUIVAL #8 WOOD SCREI 23) WHERE POCK( LENGTH TO ACHIE 24) SEE ANCHOR 1 25) WOOD SCREW 26) WOOD SCREW FOR SOUTHERN PI r)FSIGN PRFSSIIRF 27) IF EXACT DOO THE APPROPRIATE 28)INSTALLATIOt SHOWN ARE POSE 29) DOOR UNIT IS 30) GLASS THIC" 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 BY OTHERS PERIMETER CAULK - BY OTHERS RIGID VINYL GLAZING BEAD (TYR) W.H. 1 (WINDOW HEIGHT) CONCRETE OR MASONRY OPENING BY OTHERS o D o CAULK BETWEEN WINDOW FLANGE & PRECAST SILL / VULKEM 116 ADHESIVE CAULK, OR APRV'D. EOL. PERIMETER CAULK BY OTHERS a ;PRECAST SILL -a BY OTHERS SECTION W.W. A AB C D � B W.H. F I H CAULK BETWEEN Disclaimer: The purpose of this installation drawing is to present the manufacturer's recommendotionsfor IMPORTANT INFORMATION & GENERAL NOTES WOOD BUCK & anchorage (i.e.. concrete screws, wood screws. nails and Vulkem structural adhesive) to achieve the design pressure specified on the fenestration product as required by Florida Building Code. Section 1707.4.4. These notes are provided to ensure proper installation of Florida Extruders Milestone MAS'Y. OPENING / Anchorage Methods. Recommendations regording noshing. seoting, sealants or other joint sealant practices products and must be followed fully. By OTHERS / c \ does not constitute a warranty either expressed or implied. 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 I - MIN. Q A —A VIEWED FROM EXTERIOR E K B G ELEVATION B.W. 1-1/4' MIN. GENPnAL . S TALLATION INSTRUCTIONS (BUCK WIDTH) EMBEDMENT I - _ ONE BY WOOD INSTALLATION ANCHOR BUCK BY OTHERS 3/16' DIA. TAPPER (NOTE 6 & 7) (NOTE 12) o SHIM A$ REO'D. Anchor 1/4' MAX. /E\ Locotion RIGID VINYL (SEE NOTES) Above GLAZING BEAD Meeting Roil. (TYP.) GLASS (TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE CONCRETE OR MASONRY OPENING BY OTHERS v & WOOD BUCK PERIMETER CAULK W.W. BY OTHERS U (WINDOW WIDTH) STUCCO BY OTHERS CAULK BETWEEJ WOOD BUCK & SECTION B—B MAS'Y.OPENING G 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 HUNGS. 5) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. Anchor Loco Lion Below ANCHOR INSTALLATION INSTRUCTIONS Meeting Roil. /E\ GENERAL: 0 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 3PTIONAL) (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. 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] N Jn - W f� a `t REV DESCRIPTION DATE F�IA INTERNATIONAL. INC. I- LOR�IDA EXTRUDERS 0o 2540 JEWETT LANE REVISED ANCHOR LOCATION q i23/04 CERTIFICATE OF AI ITHORIZATION NO. 9235 SAi�FORD FLORIDA IN JAMB OF �tZC 37. NO TITLE: INSTALLATION DETAIL W j 1 2�04 CHANGE w QUANTITY. 6 W a E ADDED DISCLAIMER AND CLARIFIED LOCATION OF JAMB ANCHORS 7/29/04 R Jq SGL. HUNG FLANGE WINDOWS - SERIES 1000, 1 500 & 2000 --� g - DRAWN 13Y: BB APPROVED BY:R J(-� ` DATE: 7/29/O4 SCALE: NTS DWG.: F-LEX0016, S H T I _ / TAPPER LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF TO 4OPsr 4 1 Psr TO 7OPSF 30Psr TO 40PSF 4 1 PSF TO 70PSF, SIZE SIZE 12 18 1/8 X 25 8 8 F.G F,G F.G F,G 13 18 1/8 X 37 3/8 B 8 B B F.G F.G 14 1 4 5 18 1/8 x 49 5/8 18 1 /8 x 55 1/4 8 B F.G F,G 15 18 1/8 x 62 8 B 8 F,G F.G F.G F.G,H,I 16 17 18 1/8 X 71 18 1/8 x 83 B B 8 F.G F,G.J,K 1H2 25 1/2 x 25 B B F.G F,G F,G F.G 1 H3 1 H4 25 112 X 37 3/8 25 112 X 49 5/8 B B B 8 F.G F,G,H,1 1 H45 25 1/2 X 55 1/4 B 8 F.G F.G F,G,H,I F,G,H,1 1H5 1H6 25 1/2 X 62 25 1/2 x 71 B B B 8 F,G F,G,H,1 IH7 25 1/2 x 83 B 8 F,G,J,K F,G,J,K 30 1/2 x 26 29 1/2 X 25 B B F.G F.G F,G F,G 30 1/2 x 38 3/8 29 1/2 x 37 3/8 B B B B F,G F,G,H,I 30 1/2 x 50 5/8 29 1/2 x 49 5/8 B 8 F,G F,G,H,1 30 1/2 X 56 1/4 29 1/2 x 55 1/4 B B F,G F,G,H,I 30 1/2 X 63 30 112 x 72 29 1/2 X 62 29 1/2 X 71 B 8 F,G,H,I 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 8 8 F.G F,G F.G F,G.H,1 24 245 36 x 49 5/8 36 x 55 1/4 B B B F,G F,G.H,1 25 36 x 62 8 B F,G,H,I F,G,H,I 26 36 x 71 8 B F,G.H,1 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 8 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 8 8 F.G F.G,H,1 42 x 56 1/4 41 x 55 1/4 8 8 F,G,H,1 F,G,H,I 42 x 63 41 x 62 8 8 F,G.H,I D,E,F,G.H,I 42 x 72 41 x 71 B B F,G,H,1 D.E,F,G,H.1 42 x 84 41 x 83 B B FGJK F,G,H,I,J,K 48 x 26 47 x 25 B 8 A,C A,C F,G F.G F,G F.G,H,I 48 x 38 3/8 48 x 50 5/8 47 x 37 3/8 47 x 49 5/8 B A,C F.G F,G,H,I 48 x 56 1/4 47 x 55 1/4 B A,C F,G.H,I F,G,H,I 48 x 63 47 x 62 8 A,C F,G,H,I D.E.F,G.H,I 48 x 72 47 x 71 B A,C F,G,Hj D,E,F,G,H,1 48 x 84 47 x 83 B A,C F,G,J,K D•E,F•G,H,I,J•K 32 33 52 1/8 x 25 52 1/8 X 37 3/8 B B A,C A,C F,G F,G F,G,H,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 8 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 8 A,C F,G•H,1 D.E,F,G.H,I . 37 52 1/8 X 83 8 A,C F,G,J,K D,E,F,G,H,I,J,K • 37 SIZE NU I AVAILAULL IN I UUU Um I -)Uw IMPORTANT INFORMATION & GENERAL NOTES (cont.) ANCHOR INSTALLATION INSTRUCTIONS (cont.) 3/16" DIA. TAPPER CONCRETE SCREW (WITH NON-STRUCTURAL ONE BY WOOD BUCK): 12) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A NON-STRUCTURAL ONE BY WOOD BUCK (NOTE 7), USE A 3/16" DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 13) SEE THIS SHEET FOR TAPPER INSTALLATION ANCHOR LOCATION CHART. LETTER DESIGNATIONS ON THE TAPPER LOCATION CHART INDICATE WHERE TAPPER CONCRETE SCREWS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY. 14) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TAPCON (by ELCO TEXTRON INC.)'OR TITEN (by SIMPSON STRONG -TIE) CAN BE SUBSTITUTED WITH THE FOLLOWING LIMITATIONS FOR THE SINGLE HUNG WINDOW SIZES (1) 18 1/8 x 62 AND (2) 30 1/2 x 84: a) LIMIT TO 6S PSF, OR . b) INSTALL ONE ADDITIONAL FASTENER IN EACH JAMB OVER CHART REQUIREMENTS AT LOCATIONS H AND L 15) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHOULD BE FILLED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN. EMBEDMENT INTO WOOD BUCK. VIEWED FROM EXTERIOR (ANCHOR LOCATIONS) D J W.H. F H ELEVATION #10 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK AND OPTIONAL ONE BY WOOD BUCK - SECTION A -A ALTERNATE ILLUSTRATES THIS OPTION, SIMILAR FOR SECTION B-B): 16) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 WOOD SCREWS (ANSI 618.6.1) 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. By FLORIDA EXTRUDERS I2540NJEWETTLLANE B cERn C LATE OF AUTHORIZATION NO. 9235 SANFORD FLORIDA D TITLE: INSTALLATION DETAIL E SGL. HUNG FLANGE WINDOWS - SERIES 1000, 1500 & 2000 DRAWN QY: R JA APPROVED BY:R JA DATE:7/29/04 ISCALE: NTSIDWG.:FLEX0016, SHT 2 OF 2 - - - 1- INSTALLATION ANCHOR -:CAULK - BETWEEN 3/16' DIA. TAPPER WOOD BUCK & . (NOTE 17) MAS'Y• OPENING CONCRETE OR BY OTHERS MASONRY OPENING t) ( OTHERS CAULK BETWEEN DOOR FLANGE SHIM AS & WOOD BUCK RD SEE PERIMETER NOTES) CAULK BY 1 1,9, IQ OTHERS STUCCO — BY OTHERS INSTALLATION ANCHOR q8 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 a In INSTALLATION ANCHOR aB WOOD SCRCW W/PLASTIC ANCHOR (TYP. WHERC TAPPCRS ARE NOT RCO'D. SEE NOTC 22) tanLL 7 a* 2 INSTALLATION ANCHOR 118 WOOD SCREW (TYP. WHERE TAPPERS ARE NOT ONE BY WOOD REQ'D. - NOTE 22) — BUCK BY OTHERS (NOTE II & 12) SLIDING GLASS DOOR FRAME - 1 1/4" MIN. 1/4' MAX. JAMB o EMBEDDMENT SHIM SPACE FA LIBERALLY APPLY CAULKING UNDER SILL OR SCT SILL IN BCD OF CONCRE-TE (SEE NOTE -2). SHIM AS RE.OUIRED;(SEC,.NOTE 1) SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) CAULKING REQUIRED — (SEE NOTE 2) I /2',6 C 10 ° DOOR HEIGHT TEMPERED GLASS (TYP.) PERIMETER CAULK BY OTHERS S.G.D. WIDTH SECTION B-B x� yF r,,.,+� 1 _. ! .......-'. :..z.•-�:, . rsLt^;,�,•��A'-''..d �.'i-"�':a...•�„5-:93��"�t-'�''�,?.�4.:�€xFr"'L?.Ssis:z a .aea,-•rr�:,...- - _t_x�u CONCRE TE OR I/4' MAX. SHIM VC—MBCDMCNI RY OPENING 1 1/4' MIN. HERSI— EMBEDMENT 2X4; _2XG,"OR 2X8 WOOD BY OTHERS (NOTE 6) ONE BY WOOD BUCK BY OTHERS(NOTE II &12) INSTALLATION ANCHOR'-tt8 WOOD SCREW (TYP.) IsE �'EErf(NOTE 23) TRIP &CAULK BETWEEN (ANCHORS SHOWN IN SAMC BUCKPLANE FOR CLARITY ONLY.WOOD BUCK' & HOOK STRIP ANCHOR HOLES MAS'Y. OPENING SPACED 2• APART ON BY OTHERS OPPOSITE FLANGES.) SHIM AS REQ'D. (SEE NOTES)SLIDING GLASS DOORHOOK STRIP 4_ INSTALLATION ANCHOR 3/16' DIA. TAPPER (NOTE 17) 3/4 ` MAX. CAULK BETWEEN DOOR FLANGE & WOOD BUCK TEMPERED G4ASS/ (TYP.)- a 7 STUCCO CONCRETE OR H a oK BY OTHERS MASONRY OPENING BY OTHERS STRIP D E T SL I DING GLASS` DOOR �— INTERLOCK STUCCO BY OTHERS Disclaimer: the purpose of Ihis instolialion drowing is to present the monufocturer's recommendaI-ons or anchorage (i.e., concrete screws. wood screws and nails) to achieve the design pressure spccllicd on it 1e (enestration product as required by Florida Building Code. Section 1707.4.4. Anchorage methods. Ac Recommendations regarding flashing. sealing, sealants or other joint sealant practices does not constilutc a warranty either expressed or implied. IMPORTANT INFORMATION & GENERAL NOTES These notes are provided to ensure proper installation of Florida Extruders Milestone products and must t)e follovied fully. H EXTERIOR ELEVATION 2 PANEL DOOR SHOWN (SEE NOTES 8, 9 & 10) GENERAL INSTALLATION INSTRUCTIONS LOAD 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR WITH AD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/a'. LOAD BEARING SHIM AT SILL MUST BE PRESSURE TREATED W000 OR PLASTIC AND MUST BE COMPLETELY ENCAPSULATED IN CAULKING OR SET INTO WET CONCRETE. 2) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS. U13ERALLY APPLY SIUCONIZED ACRYLIC CAULKING UNDER SILL OR SET SILL IN BED OF WET CONCRETE. CAULK BETWEEN BACK CORNER OF SILL RISER AND CONCRETE. CAULK ALL FASTENER HOLES PRIOR TO INSTALLING FASTENER AND AROUND HEAD AFTER INSTALLATION. 3) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR AND BETWEEN HOOK STRIP & I BUCK FOR POCKET DOORS_ 4) JAMB AND SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 5) DOOR FRAME MATERIAL: ALUMINUM ALLOY 6063. 6) TWO RBYC WOOD BUCK ODTHOER STRUCTURAL T HE HO SUBTRISTRATE PERT BCESECTIONL1707.4.4.2EAND TD TO HE ENGINEER ONSFER THE ORECORD`SL MASONRY, DETAILS. 7) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORJDA EXTRUDERS S00 AND 2000 SERIES SLIDING GLASS DOORS. 8) WHERE "X" REPRESENTS MOVING PANEL AND "0" REPRESENTS FIXED PANEL, APPROVED CONFIGURATIONS ARE AS LISTED ON THE ANCHOR INSTALLATION CHAR ems:= :fie" IC,FPWeET j'F R CONTINl1ATION=Z7F NOTES ° EMBEDMENT 1-1/4' MIN. a - oo n 7 r RE DESCRIPTION DATE INI B RC.S(oNoiCS1.Z.3.6.1$.12. 13. 16. 17. 23 a 31 ,J,D •OOED 12/18/03RJ1 ANCHOR 0 n —O/OR R("SCO R(UICO RCrCRCN(CS • D/OR 4(USIRA11oNS RCNDu0CRE0 NOICs 6 10 10 a 0 INSTALLATION Q tO 114s( 3 / 16 DIA. TAPPER w u / R("S(0 REFERENCES „o1(S "SCo LFw(RS FOR 901: (NOTE 17) J J I; �. Z��II )-V—CL DOORSCL / CONCRETE OR a) g C BODED 01SCWMER 7 /29 /04 RJ MASONRY OPENING Qf BY OTHERS am 4 4N . E R AT�I O N �'L.. I N C 1 ' 2 :40 JEW1;1T LAW CEanrlCniE r jiltORiZAT NANO 9235 S 1N(ORDLOIZII)� I DING GCASS DOOR 500, 1000 & 2000 TITLE: MASONRY INSTALLATION Willi NON—S II:UC 1111�A1 (SUCK AND TAPPERS DRAWN 13Y: BB APPROVE(�D 13Y: JA ` DATE:7/29/04 SCALE:NfS DWG r rLCX0021 S111 I I I 111 r' FLO ANCHOR INSTALLATION CHART REQUIRED QUANTITIES OF ANC110RS HEAD & SILL (TAPPER) EACH JAMB (TAPPER) HOOK STRIP (q8 WS) TO 46 PSF 61 PSF TO 61 PSF TO TO 70 PSF Nominal Door Size poor Size and Configuration 45 PSF TO TO 60 PSF 70 PSF XX. OX. XO 33 44068 q 8 5068 XX, OX. XO 60 x80 372x80 MP70SF48x80 34 4 4 8 6068 XXOX. XO 44 4 q8 8068 XX, OX. XO 96 x 80 55 67 (D 1) . 4 4 8 10068XX OX XO 120 x 80 S 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 8080 XX, OX. XO 96x96 5 6 5 6 5 7 (01) 5 5 10 10080 XX OX XO 120 x 96 6 6 t 2 50100 XX, OX, XO 60 x 120 3 3 3 6 t 2 60100 XX. OX XO 72 x 120 4 4 4 6 6 6 7 (O t) 12 80100 XX OX XO - 96 x 120 5 S 8 9068 OXO 109 1/8 x 80 6 6 6 4 4 B 12068 OXO 145 1/8 x 80 7 7 9 D2 4 4 4 8 15068 OXO 181 1/8 x 80 8 1 10 (D2) 11 (03) 4 10 9080 OXO 109 1/8 x 96 6 6 6 5 5 5 10 12080 OXO 145 1/8 x 96 7 8 D1 9 D2 5 5 10 15080 OXO 181 1/8 x 96 8 11 13 5 6 7 (DI) 12 90100 OXO 109 1/8 x 120 6 7 6 _9(D2) 6 10 (D3) 6 7 (D1) 12 1201000XO 145 1/8 x 120 4 8 9068 XXX 106 518 x 80 6 6 6 4 4 8 12068 XXX 142 518 x 80 7 7 8 D 1 4 4 8 15068 XXX 178 5/8 x 80 8 10 (D2) 1 1 (D3) 4 10 9080 XXX 106 5/8 x 96 6 6 6 5 5 5 .10 12080 XXX 142 5/8 x 96 7 8 D 1 _ 9 D2 5 5 10 15080 XXX 178 5/8 x 96 8 11 (D3) 13 5 7 12 90100 XXX 106 5/8 x 120 6 6 6 6 6 1 12 120100 XXX 142 518 x 120 7 9 (02) 10 (03) 8 10068 OXXO 119 518 x 80 6 6 7 D 1 4 4 8 12068 OXXO 143 5/8 x 80 7 7 8 D1 4 4 4 8 16068 OXXO 191 5/8 x 80 9 10 (D 1) 12 (D3) 4 10080 OXXO 119 5/8 x 96 6 6 ' 7 D 1 5 5 5 10 10 12080 OXXO 143 5/8 x 96 7 8 D 1 9 D2 5 5 10 16080 OXXO 191 5/8 x 96 9 12 (D3) 14 (05) 5 100100 OXXO 119 5/8 x 120 6 6 7 D 1 6 7 (DI) 12 i 120100 OXXO 143 518 x 120 7 9 02 10 03) 6 7 O1 12 12 160100 OXXO 191 518 x 120 10 (D 1) 13 (D4) 16 (D7) 6 7 (DI) 10068 XXXX 117 114 x 80 6 6 6 4 4 8 8 12068 XXXX 141 114 x 80 7 7 8 01 4 4 4 8 16068 XXXX 189 114 x 80 9 (O1) 10 (D2) 12 (D4) 4 10080 XXXX 117 114 x 96 6 6 7 D 1 5 5 10 12080 XXXX 141 114 x 96 7 8 O i 9 D2 5 5 5 10 10 16080 XXXX 189 1/4 x 96 9 (Di) 12 (D4) 13 (D5) 5 100100 XXXX 117 1/4 z 120 6 6 7 D1 6 7 D1 12 120100XXXX 141 1/4x 120 7 8 D1 10 D3 6 7 D1 12 12 160100 XXXX 189 1/4 x 120 10 (D2) 13 (DS) 15 (D7) 6 7 (D1) ANCHOR INSTALLATION CHART NOTES: 1) IN SOME CASES TAPPERS ARE REQ'D. IN BOTH FACTORY APPLIED INSTALLATION HOLES. "Ot" THROUGH "D7" DESIGNATES IN WHICH SIZE & CONFIGUREATIONS TWO TAPPERS ARE REO'D. 2) "DI - MEANS. INSTALL TWO TAPPERS IN ONE SET OF INSTALLATION HOLES. 3) "D2" MEANS. INSTALL TWO TAPPERS IN TWO SETS OF INSTALLATION HOLES. -13k MEANS. INSTALL TWO TAPPERS IN THREE SETS OF INSTALLATION HOLES. 4) 5) "D4" MEANS. INSTALL TWO TAPPERS IN FOUR SETS OF INSTALLATION HOLES. 6) "05" MEANS. INSTALL TWO TAPPERS IN FIVE SETS OF INSTALLATION HOLES. 7) "06" MEANS. INSTALL TWO TAPPERS IN SIX SETS OF INSTALLATION HOLES. 8) "D7" MEANS. INSTALL TWO TAPPERS IN SEVEN SETS OF INSTALLATION HOLES. 9) LOCATION OF ADDITIONAL TAPPERS IN 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 (Con[.) 9) NOT ALL CONFIGURATIONS LISTED ON THE ANCHOR CHART ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS "A -A", "B B" & 110 K •;.I RIP I q I All AN-J.", T() INSTALLATION OF ALL APPROVED CONFIGURATIONS. 1o) FOR POCKET DOOR SIZES, USE CLOSEST BYPASS DOOR SIZE AND CONFIGURATION TO FINISHED OPENING. ANCHOR INSTALLATION INSTRUCTIONS GENERAL: 1 1) 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" Dlnr•1 -TER Aral) 1 3/8" LENGTH (5/8- EMBEDMENT), A HARDENED "MASONRY NAIL" WITH A 0.118" DIAMETER AND 1 '/:" LENGTH (3/4" EMBEDMENT) OR EQUIVALENT. 12) APPLIES TO ALL NON-STRUCTURAL BUCKS LESS THAN 1 1/2" THICKNESS. NOT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD BUCK ONLY. BUCKS GREA TF it I i 1,i:d I" h1Ur•IIMAL (3/4" THICK) AND LESS THAN 2" NOMINAL (1 I/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 TOT; I! IL ;:r,wIT(ONI-IENT AND/OR FRAMING MATERIAL. WHERE ANCHORS ARE USED IN PRESSURE -PRESERVATIVE TREATED WOOD, THE WOOD SUPPLIER SHALL BE CONSULTED FOR RE:r_L1MMi:1`40A(ION OF ANCHORS COMPATIBLE WITH THE PRESSURE -PRESERVATIVE TREATMENT PROCESS USED. 14) ALL FIELD SUPPLIED HOLES IN THE FRAME (IF REQUIRED) WILL BE 3/16" IN DIAMETER. IS) WOOD SCREWS SHALL MEET ANSI 618.6.1 DIMENSIONAL REQUIREMENTS. 16) IF WOOD TENDS TO SPLIT, PRE -BORE HOLES AS FOLLOWS: #8 WOOD SCREW - 1/8" DIA. PILOT HOLE (NATIONAL DESIGN SPECIFICATION FOR WOOD CON'. I- I V'Xfl, 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 t-V: $ONRY OR C N. _RETE SILL. USE A 3/16" DIA. TAPPER CONCRETE SCREW OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 18) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR TAPPER REQUIREMENTS. 19) INSTALL ONE TAPPER IN EACH PAIR OF FACTORY APPLIED INSTALLATION HOLES UNLESS NOTED OTHERWISE ON ANCHOR INSTALLATION CHART. 20) ALTERNATE TAPPER INSTALLATION ANCHORS FRONT TO BACK IN ALL FRAME MEMBERS. 21) TAPPER (RAWL) CONCRETE SCREW MANUFACTURED BY POWERS FASTENING, INC. WILL BE USED. TTTEN (by SIMPSON STRONG -TIE) CAN bE SUBSTITUTI:U wl n1 1*11F FOLLOWING LIMITATIONS FOR THE 120" HEIGHT SUDING GLASS DOORS: a) INSTALL ONE ADDITIONAL FASTENER IN EACH IAMB OVER CHART REQUIREMENTS. 22) ALL REMAINING FACTORY APPLIED INSTALLATION FASTENER HOLES IN THE HEAD AND JAMB NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE fkNI-HORED WITH #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN. EMBEDMENT INTO WOOD BUCK. ALL REMAINING FACTORY APPLIED INSTALLATION F:YSII:r•1CR IIUIES IN THE SILL NOT USED FOR TAPPER CONCRETE SCREW INSTALLATION SHALL BE ANCHORED WITH "BANTAM PLUG" OR "FLUTED" PLASTIC ANCHORS MANUFACTURFD Bv T'Ov.. T:I;S FASTENING, INC. (OR EQUIVALENT) AND #8 WOOD SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 7/8 IN. EMBEDMENT INTO THE CONCRETE OR MASONRY. #8 WOOD SCREW (WITH STRUCTURAL TWO BY WOOD BUCK FOR POCKET DOOR HOOK STRIP): 23) WHERE POCKET DOOR HOOK STRIP IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #8 WOOD SCREWS (ANSI B18.G I) O: '':! iT'i ICIENT LENGTH TO ACHIEVE 1- 1/8- MIN. EMBEDMENT INTO THE TWO BY WOOD BUCK RECEIVING THE POINT. 24) SEE ANCHOR INSTALLATION CHART THIS SHEET FOR t/8 WOOD SC%EN REQUIREMENTS IN HOOK STRIP. 2S) WOOD SCREWS SHALL NOT BE USED TO FASTEN HOOK STRIP INTO THE END GRAIN OF WOOD. 26) WOOD SCREW WITHDRAWAL VALUES USED TO GENERATE FASTENING REQUIREMENTS FOR THE POCKET DOOR HOOK STRIP ONLY ARE BASED ON A SPECIFIC: GRAvi 1 Y OF 0.55 FOR SOUTHERN PINE. DESIGN PRESSURE RATING & FBC REQUIREMENTS 27) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR INSTALLATION CHART FOR NON-STRUCTURAL BUCK INSTALLATION, USE ANCHOR QUANTITY LISTED FOR NF- 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. DE:SI(-N T 1i[SSURES (D.P.) SHOWN ARE POSITIVE AND NEGATIVE. 29) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. 30) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 31) COMPLIES WITH FBC, CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS, 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL. St Ilt`: I I;A I FS AND 1707.4.4.3 FOR WOOD OR APPROVED FRAMING MEMBERS, MARCH 1, 2002. Av FLORIDA EXTRUDERS lat C CCRIITICATL Or AUTHORIZATION NO. 9235 TITLE: SLIDING MASONRY _ BUCK AN DRAWN (3Y: BB GLASS DOOR 500, 100 INSTALLATIHN WITH D TAPPERS DATE: 7 /29/04 SCALE: N IS IN'I'E:RNATI0NAL.. INC 2540 JI WI -:TT LANE SANI'01d), f•'I.ORIDA r11 Ir�l 000 A11I)ROVED 13Y DWG tFLUOVI SHIL I 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.) D8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION D8 X 1-1/2 SELF TAPPING SMS SECTION A -A (1) I X 2 7/16 X 1/8 TUBE MULLION ] 000 S.H. 1 JAMB (TYP.) u8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION `- H8 X 1-1/2 SELF TAPPING SMS SECTION A -A (3) I X 4 X 1/8 TUBE MULLION 1000 S.H. JAMB (TYP.) B8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION 118 X 1-1/2 SELF TAPPING SMS SECTION A -A (5) 1 X 2 X 3/8 TUBE MULLION 48 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION 2 X 4 X 3/8 08 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.) 148 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION t#8 X 1-1/2 SELF TAPPING SMS SECTION A -A (An I X 4. X 3/8 TUBE MULLION 08 X 1-1/2 SELF TAPPING SMS ONE BY WOOD DETAIL C I BUCK BY OTHERS I CONCRETE OR MASONRY BY OTHERS EMBEDMENT Q �7 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" _ffA_& 2" X 4" TUBE MULLIONS ARE USED) # 8 x 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES & MULLION SECTION A -A (7 ) DETAIL C q8 SELF Tf+rruvu SMS (TYP.) DETAIL B D8 X 1/2 SELF TAPPING SMS ELEVATION VIEWED FROM EXTERIOR M W 00 C _ N r4-) Ln tt % U >. O _U S z SEALANT BETWEEN CD= �` 1 WINDOW FLANGES Q CD & MULLION C C - �- 48 X 1-1/2 SELF c v TAPPING SMS ,,in ^ SECTION A -A (6) For alternate sill DETAIL B profiles where Sill Clip" is not suitable. it is acceptable to useinstallation Clip" as shown in Detoil C with or w/o bucking). INSTALLATION ANCHOR 3/16' DIA. TAPPER SCREW ANCHOR (TYP.) x SILL CLIP - I l 1/4" MIN. EMBEDMENT "Q . . ...................... .. PRECAST SILL BY OTHERS AUXILIARY PLATE (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) 0 0 0 MULLION —/ O FLORIDA EXTRUDERSI2540 JEWETTLLANE SANFORD FLORIDA TITLE: SER. 1000% 1500 FLANGE SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEE OTHER S I DE ( SHEET 2 OF 2) FOR I DESIGN PRESSURE CAPACITIES DRAWN BY: MSH APPROVED BY: WAB s� DATE:6/ 1 7/04 SCALE: NTS I DWG.: 1 VMFLG ZI Project: Lennar Homes, Raleigh B Celery Estates lot 62, City of Sanford Trussway, Ltd. Southeastern Division 8850 Trussway Blvd. OFFICE Orlando, FL 32824 Ph. (407) 857-2777 Fax (407) 857-7855 REVIEWED 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/TPI-2002 Sec.2. This is in accordance with Rule 61G5-31.003, section 5 of the Florida Board of Professional Engineers. RO1-R08, RIO, R19, R23-R31, HRO1, HR02, JO1-J04 Delegated Truss Design Engineer .Registered Professional Engineer, State of Florida Iqbal H.A. Gagan, License Number 25389 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 Date 22.2007 TRUSSWAY, LTD. - ROOF SPREAD SHEET , PROJECT: RALEIGF Loading: 20-10-0-10=40 psf Bldg Ht: 9-04-00 / N/A(CI) Job #: LE3228 Builder. LENNAR HOMES Spacing: 24" o.c. # S.R. Layers: SYP rev: City: Orlando Bldg Code: FBC 2004 Notes: State: FL Plant: Orlando US1:25% Own By: JT Chk By: PC Wind: 120 MPH Salesmen: ds Item Count: 25 Studs: 16"(1) / 16"(E) Pitch Span Description BLDG B-1 Total LVL 1 TYPE FCTR REV B 6.00 40-00-00 ROOF TRUSS R01 59.61 1 1 6.00 40-00-00 ROOF TRUSS R02 54.12 1 1 6.00 40-00-00 ROOF TRUSS R03 56.86 1 1 6.00 40-00-00 ROOF TRUSS R04 58.82 1 1 6.00 40-00-00 ROOF TRUSS R05 55.29 2 2 6.00 40-QO-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 R08 55.69 7 7 6.00 16-02-08 MONO HIP R10 21.57 1 1 6.00 21-04-00 ROOF TRUSS R19 27.06 1 1 6.00 06-07-00 ROOF TRUSS R23 10.19 1 1 6.00 06-07-00 ROOF TRUSS R24 8.24 3 3 6.00 23-05-08 FINK R25 33.34 1 1 6.00 40-00-00 ROOF TRUSS R26 55.29 1 1 6.00 40-00-00 ROOF TRUSS R27 61.57 1 1 6.00 40-00-00 ROOF TRUSS R28 59.61 1 1 6.00 21-00-00 ROOF TRUSS R29 27.45 1 1 6.00 , 21-00-00 ROOF TRUSS' R30 27.45 1 1 6.00 21-00-00 ROOF TRUSS R31 25.10 3 3 4.24 08-05-01 ROOF TRUSS HR01 12.16 5 5 4.24 02-09-03 ROOF TRUSS HR02 3.14 2 2 6.00 06-00-00 ROOF TRUSS J01 5.49 25 25 6.0 004-00-00 ROOF TRUSS J02 3.92 10 10 6.00 02-00-00 ROOF TRUSS J03 2.35 10 10 6.00 02-00-00 ROOF TRUSS J04 2.35 3 3 Print Date: 01/15/2007 05:14:08 PM Page 1 of 1 Version: 1.4.3 O fU 3228.120 R01 ROOFTRUSS H2780531 11-o-q 6-0-0 I 11-11-14 I 17.9-0 I 22.4-0 I 28-0-2 I 34-0•0 I 40-0-0 41.0.0 1-0-0 6-0-0 511.14 5.8.2 441-0 5-8-2 511.14 640-0 1-0-0 Scale - 1:69.2 6x7 = 6.00 F12 5x6 C T D 54 = 34 = 2x4 11 Sx6 = E F G H U 6x7 Zz 5x7 = S R O P O N M L 5x7 = 2x4 II 4x5 = 5x6 = 6xB II 10x12 = 5x6 = 4x5 = 2x4 II 6-0-0 1 11.6-7 1 17-8-0 1 22.4-0 1 28-5-10 1 34-" 40.0-0 6-0-0 5.1-7 6-1.10 4-8.0 6.1-10 5$7 6-0-0 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 FBC20041TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND *Except* T2 2 X 4 SYP SS, T2 2 X 4 SYP SS BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. WEBS 1 Row at midpt D-P, E-C, H-O REACTIONS (lb/size) B = 938/0-8-0 P = 3596/D-8-0 J = 1365/0-8-0 Max Harz B = -75(load case 6) Max Uplift B = -461(load case 5) P = -2205(load case 4) J = -983(load case 6) Max Grav B = 945(load case 9) P = 3596(load case 1) J = 1369(load case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/30 B-C =-1485/581 C-T =-604/152 D-T =-604/152 D-E =-1120/1837 E-F =-560/554 F-G =-560/554 G-H =-560/554 H-U =-2208/1637 1-U =-220911637 1-J =-2388/1586 J-K = 0/30 BOT CHORD B-S = -446/1231 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.61 Vert(LL) 0.15 M >999 240 MT20 244/190 BC 0.43 Vert(TL) -0.20 M-O >999 180 WB 0.90 HOrz(TL) 0.05 J n/a n/a (Matrix) Weight 225lb BOTCHORD R-S = -438/1203 Q-R =-70/518 P-Q =-70/518 O-P =-1837/1223 N-0 =-1533/2188 M-N =-153312188 L-M =-1308/2005 J-L =-1324/2032 WEBS C-S =-1781568 C-R =-696/467 D-R =-67/528 D-P =-2629/1424 E-P =-2072/1530 E-O =-1972/2813 G-O =-517/444 H-O =-1849/1235 H-M = -8/287 I-M =-285/303 I-L =-346/551 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=S.Opsf; BCDL=5.Opsf; Category II; 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 461 lb uplift at joint B, 2205 lb uplift at joint P and 983 lb uplift at joint J. 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 lb up at 34-0-0, and 360 lb down and 219 III 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-1=1 1 O(F=50), I-K=-60, B-S=20, L-S=37(F=17), J-L=-20 Concentrated Loads (lb) Vert: S=360(F) L=360(F) Standard Regular. Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-60, C-1=11O(F=50), I-K=-60, B-S=20, L-S=37(F=17), J-L=20 Concentrated Loads (lb) Vert: S=360(F) L=360(F) Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 0 WARNING - Verjfy design parameters and READ N07FS ON 7MS AND INCLUDED Mn-EE REFERENCE PAGE AM-7473 BEFORE UE& Engineering Department Q Design valid for use only with Mlek connectors. This design is based only upon parameters shown. and is for an individual building component. Bout on, T St. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, 6977093 is for lateral support of individual web members on Additional temporary bracing to insure stability during construction is the res onsibilG of the 8850 Tru 6900TRLSSM PP only. Po rY 6 N g P g Orlando. do. Fl.32 Blvd. v erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding OAando, FL 32820 fabrication, quality control storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component (407) 857 2777 Safety information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison. WI S3719. R02 IROOFTRUSS I I 11 H278054 s 1:4 4.8-10 I B-0-0 1 14-2-1 1 20-0-0 ( 2510-0 I 32.0-0 I 35.37 1 40.0-0 4 1-0-0 4.8-10 3-3-7 6-2-1 5-10-0 510-0 6.2-1 3-3-7 4$10 1�0 Scale - 1:69.7 6x6 6.00 12 D 3x5 = 4x5 = US = US = 6x6 E F G H I 4x6 R O P O N M 4x6 4x9 = US = 7x8 = 7x8 = US = 4x9 = 1 8-0-0 1 17-5-2 17�" ' 22.6.14 1 32-0-0 I 40.0.0 LOADING(psf) SPACING - 2-0-0 CSI DEFL in (loc) I/defl • Ud TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.38 M-O >704 240 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.41 M-O >649 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.03 K 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 TOPCHORD Structural wood sheathing directly applied or 5-1-10 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-9-1 oc bracing. REACTIONS (lb/size) B = 541/0-8-0 P = 1968/0-8-0 K = 798/0-8-0 Max Horz B = -89(load case 7) Max Uplift B = -228(load case 6) P = -1155(load case 5) K _ -651(load case 7) Max Grav B = 560(load case 10) P = 1968(load case 1) K = 811(load case 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-681/165 C-D =-443/57 D-E =-341l79 E-F =-574/942 F-G =-193/448 G-H =-193/448 H-1 =-826/943 I-J =-975/1017 J-K =-1211/1089 K-L = 0/26 BOTCHORD B-R =-124/562 O-R =-289/461 P-O =-289/461 O-P =-301/221 N-O =-536/629 M-N ' =-536/629 K-M =-860/1015 WEBS C-R =-263/250 WEBS D-R =-75/154 E-R =-275f714 E-P =-1044/555 F-P =-1196/1070 F-O =-836/820 H-O =-714/491 H-M =-227/311 I-M =-321/253 J-M =-235/245 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 ; porch 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 228 lb uplift at joint B, 1155 lb uplift at joint P and 651 lb uplift at joint K. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 198 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 0 WARMNG - Ver(jy design Parameters and READ NOTZS ON THIS AND DYCLUDED AUTE94 8 REFERENCL PAGE AM-7473 BEFORE USE Engineering Department Q u on. T 7 Design void for use only with fWTek connectors. The design rs based only upon parameters shown, and rs for an individual buffing component. Houston, Tx 77093 AppBcabifity, of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (r 13) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the resporuibilly of the building designer. For general guidance regarding Orlando, Ft. 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Guallty Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informalion available from Truss Plate Institute. 5113 D'Onofdo Drive. Modoon, WI 53719. I3226-120 I R03 I ROOF TRUSS 11 I 11 H278055 11.24 5-10-15 1 10-0-0 1 17.8-0 1 22-4-0 1 30-0-0 1 34-1.1 1 40-0-0 41-o-0 1-0-0 5.10.15 4-1-1 7-8-0 4$0 7.8O 4-1-1 5.10-15 1.0-0 Scale - 1:69.5 64 D 4x9 = 3x6 = 3x5 = E F G 6x6 H 5x5 = O P O N M L 4x7 4x9 = 34 = 3x7 11 3x5 = 3x6 = 4x9 = 10.0.0 1741-0 22.4-0 30-" 1 40-0-0 10-0-0 7-8.0 4-8-0 7-B-O 10-0-0 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) 0.47 J-L >560 240 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.47 J-L >558 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 J n/a n/a BCDL 10.0 Code FBC2004frP12002 (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.1 'Except* B2 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) B = 613/0-8-0 O = 1861/0-8-0 J = 833/0-8-0 Max Harz B = -89(load case 7) Max Uplift B = -265(load case 6) O = -1013(load case 5) J = -672(load case 7) Max Grav B = 637(load case 10) O = 1861(load case 1) J = 850(load case 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0126 B-C =-762/225 C-R =-455/81 D-R =-379/96 D-E =-336/110 E-F =-315/487 F-G =-315/487 G-H =-751/877 H-S =-837/945 I-S =-912/930 I-J =-1211/1056 J-K = 0126 BOTCHORD B-Q =-158/631 P-Q =-490/457 O•P = -490/457 BOTCHORD N-O =-490/457 M-N =-241/315 L-M =-2411315 J-L =-829/1025 WEBS C-Q =-353/304 D-Q =-130/159 E-Q =-318/937 E-O =-1745/1175 E-N =-1006/1102 G-N =-711/510 G-L = -470/555 H-L =-257/206 I-L =-334/325 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 ; porch 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 265 lb uplift at joint B, 1013 lb uplift at joint O and 672 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 2441190 Weight: 205 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 Q WARNING • 7erljy design parameter and READ NOTES -ON THIS AND INCLUDED WTER REFERENCE PAGE MU-7473 EEPORE USE. Engineering Department Q Design valid for use only with MTek connectors. Th's design Is based only upon parameters shown. and is for an individual building component. 9411 Alcorn St. Applicability, of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Houston, 69TX 77093 a for lateral support of individual web members on Additional tern 8850 Tru sway PPo N. popery bracing to insure building d y during construction is there regarding of the Orlando, do, Fl. 32 24Blvdv erector. Additional permanent bracing of the overall structure b the responsibility of the bui�ng designer. For general guidance regarding Orlando, FL 32820 fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPII Oualfly Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informatlon available from Truss Plate Institute, 5113 D'Onofdo Drive, Madison. WI 53719. I3228.120 I R04 I ROOF TRUSS 11 I 1 I H278056 7-1.4 I 12-0-0 1 18.5-0 1 21-7-1 I 28-0-0 1 32-10-12 1 40-0-0 91.0.0 1.0-0 7-1-4 4-10-12 6-5-0 3-2-1 6-5-0 4-10-12 7-1-4 1-0-0 Scale - 1:69.6 6x6 3x5 = 3x5 = 6x6 D E F G 4x6 O P O N M L K 4x8 2x4 11 6x10 = 3x6 = 3x5 = 3x6 = axle = 2x4 11 1 7-1-4 1 13-6-4 1 20.0.0 1 26.5.12 1 32-10-12 1 4D4)-0 1 7-14 6-5-0 6-5-12 6.5-12 6-5-0 7-1-4 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004frP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F-L REACTIONS (lb/size) B = 944/0-8-0 L = 2111/0-3-8 1 = 252/0-8-0 Max Horz B = -99(load case 4) Max Uplift B = -387(load case 6) L = -554(load case 4) 1 = -226(load case 7) Max Grav B = 969(load case 10) L = 2111(load case 1) I = 312(load case 11) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0126 B-C =-1491/445 C-R =-906/344 D-R =-819/362 D-E =-759/356 E-F =-355/260 F-G =-133/807 G-S =-113/765 H-S =-127/659 H-1 =-190/362 1-J = 0/26 BOT CHORD B-Q =-365/1240 P-Q =-365/1240 O-P =-210/516 CSI DEFL in (loc) I/deft L/d TC 0.60 Vert(LL) 0.09 B-Q >999 240 BC 0.51 Vert(TL) -0.20 B-Q >999 180 WB 0.59 Horz(TL) 0.04 L n/a n/a (Matrix) BOT CHORD N-O =-210/516 M N =-94/170 L-M =-94/170 K-L =-287/202 I-K =-287/202 WEBS C-0 = 0/288 C-P =-584/316 D-P =-15/172 E-P =-90/420 E-N =-662/262 F-N =-195l796 F-L =-1403/549 G-L =-605/206 H-L = -631/328 H-K = 0/290 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 387 lb uplift at joint B. 554 lb uplift at joint L and 226 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 215 Ib Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 WARNING - VerW design pa�ameeers and READ ND7-E9 ON THIS AND r cLuDED 11GTEE REFERENCE PAGE MU•7473 REPORE USE. Engineering Department Des' n void for use on with MTek connectors. This design is based on upon parameters shown, and is for an individual building cons 9411 Alcom St. ssa�gg b g �' po pa D component. Houston, TX 77093 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 8850 TOrlando, FL 32rvssway BlBl v fabrication, quality control. W storage. deery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informalion available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. R05 IROOFTRUSS I I 11 H278057I 11-" 7-0-0 1 14-0-0 1 20.0.0 1 26-0-0 1 33-0-0 1 40-0-0 1 1-0-0 7-0-0 7-0-0 64)-0 6-0-0 7.0-0 7-0-0 1.0.0 Scale = 1:69.5 8.00 12 6x7 = 2x4 11 6x7 zz 5x5 = — — ., .. 5x5 = US = US = 4x9 = US = US = 10-0-0 2000 30-0.0 40-0-0 10-0-0 103-0 1 D-0-0 1000 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 'Except* T2 2 X 4 SYP N0.2, 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 TOPCHORD 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 =-2907/917 C-0 =-2644/848 D-0 =-2594/853 D-E =-2530/873 E-F =-2243/844 F-G =-2243/844 G-H =-2530/873 H-R =-2594/853 I-R =-26441848 1-J =-2907/917 J-K = 0/26 80TCHORD B-P =-681/2520 O-P = 473/1973 N-O =-473/1973 M-N = 420/1973 L-M = 420/1973 J-L =-681/2520 WEBS C-P =-394/342 E-P =-185/593 E-N =-223/541 F-N = 441/333 G-N =-223/541 G-L =-185/593 I-L =-394/343 CSI DEFL in (loc) I/deft Ud TC 0.95 Vert(LL) -0.19 N-P >999 240 BC 1.00 Vert(TL) -0.60 N-P >791 180 WB 0.39 Horz(TL) 0.17 J n/a n/a (Matrix) 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 specked. 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 st 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 lb �I =' Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 0 WARNM - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AIITEE REFERENCE PAGE AM-7473 REMRS USE. Engineering Depantri nt Q Design valid for use on Win M4Tek connectors. This design is based on upon parameters shown. and is for on individual building component. 9411 Alwm St. 9 N 0 N t� f� 9 Po Houston, TX 77093 Applicability of design paromenters 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 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 Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. R06 I ROOF TRUSS 11 11 I H278058I 11:19 5-8-7 1 1030 1 16.0-0 1 20-0-0 1 24-0-0 1 3030 1 34-3.9 1 40-0-0 9130 1.0-0 5$7 4-3.9 6-0-0 44.0 4-0.0 B-0-0 439 5•8-7 1.0.0 Scale = 1:69.5 SO 2x4 11 6x7 A'g 5x5 = R O P O N 5x5 4x9 = US = 4x9 = 3xB = 4x9 = 10.0-0 2080 1 30-0-0 1 40." 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 FBC20041TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND SOT 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 puffins. 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 =-2897/887 C-D = -2663/812 D-S =-2610/818 E-S = -2556/830 E-F =-2706/977 F-G = -1947f753 G-H =-1947/753 H-1 = -2706/977 I-T =-2556/830 J-T = -2610/818 J-K =-2663/812 K-L = -2897/887 L-M = 0/26 BOT CHORD B-R = -700/2505 O-R =-34111827 P-Q = -341/1827 O-P =-341/1827 N-O = -341/1827 L-N =-657/2505 WEBS C-R = -212/240 E-R =-362/273 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 Ud 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 ri n/a (Matrix) WEBS I-N =-362/273 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 11; Exp S; 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 specked. 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 560lb 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 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,2007 0 WARNING • Ver(& design parameters and READ NOTES ON 7RIS AND D7CLMED W7EE REFF tF-V= PAGE AM 7473 REFORE USE. Engineering Department Q Design valid for use only with Welk connectors. Thus design's based only upon parameters shown, and is for an individual txn'kfurg component. 9411 Moom St. Applicability of design ramenters and proper incorporation of component is responsibility (713)Hous69 69 77093 PP fY rt Pa W P rpo Po g to ii sur of bolding designer - not truss designer. Bracing shown 8850 Tru 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trusaway Blvd TRLSSM erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding Ortando. FL 32824 fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Buflding Component (407) 857 2777 Safety Information available from Truss Plate Institute. 563 D'Onofrio Drive. Madison. WI 53719. I3228.120 I R07 I ROOF TRUSS .11 I 11 H278059 )1-0� 6-0-0 1 11-9-11 1 18-0-0 1 22-" 1 28-2-5 1 34-0-0 1 40-0-0 —ILO-1 1.0-0 6-0-0 5.9-11 6-2-6 4-0-0 6-2.6 5.9.11 6-0-0 1.0-0 Scale - 1:69.5 6x6 US ZZ _ F G Ig 5x5 = O P O N M 5x5 3x5 = US = 6x10 = 34 = 3x5 = rmril 10-" 10-0-0 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.19 B-0 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.57 M-O >825 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.17 K n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 217 lb LUMBER WEBS TOP CHORD 2 X 4 SYP No.2ND F-O =-145/541 G-O =-145/541 BOT CHORD 2 X 4 SYP No.2 *Except* H-M =-69/490 J-M =-280/282 B2 2 X 4 SYP No.2ND H-O =-738/325 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-O, H-O REACTIONS (lb/size) B = 1653/0-8-0 K = 1653/041-0 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 = 0126 B-C =-2904/875 C-D =-2642f785 D-R - =-2585l792 E-R =-2498/809 E-F =-1879/673 F-G =-1708/678 G-H =-1879/673 H-S =-2498/809 I-S =-2585f792 1-J =-2642f785 J-K =-2904/875 K-L = 0/26 BOTCHORD B-0 =-700/2513 P-0 =-476/2184 O•P = -476/2184 N-O =-476/2184 M-N = -47612184 K-M =-647/2513 WEBS C-0 =-280/282 E-0 =-69/490 E-O =-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 specked. 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 560lb 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 0 WARNING • Ver(N design parameters and READ NOTES ON THIS AND INCLUDED WTEB REFERENCE PADS MD•7473 REFOR8 USE. Design valid for use only with 1v4Tek connectors. The 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporwb 6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and SCSII Building Component Safety Information available from Truss Plate Institute. 563 D'Onofrio Drive. Madeom WI S3719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 Houston, TX 77093 (713) 691 6900 TRUSWW Orlando. do. FL 2 Blvd. v Orlando, FL 32824 (407) 857 2777 I3228-120 I R08 I ROOF TRUSS 11 I 11 H278080 �I 11.0� 6-11-2 1 13-9-3 1 20-0-0 1 26-2-14 1 33.0-14 1 40-04 #L1_? 14).0 6-11-2 6-10-1 6.2-14 6-2-14 6.10.1 6-11-2 1-0.0 Scale - 1:70.2 6x6 = 6.an 1� a 5x5 = — — .. .. 5x5 = 3x5 = US = 4x9 = US = 3x5 = 1 935 1 20-" 1 30-8-11 40-0-0 9-3-5 10-8-11 10$11 935 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 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc puffins. BOTCHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt E-N, F-N, G-N REACTIONS (lb/size) B = 1653/0-8-0 J = 1653/0-8-0 Max Horz B =-248(load case 4) Max Uplift B =-1022(load case 6) J =-1022(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2924/1573 C-O =-2698/1523 D-O =-2629/1532 D-E =-2531/1551 E-F =-1841/1191 F-G =-1841/1191 G-H =-2531/1551 H-R =-262911532 I-R =-2698/1523 1-J =-2924/1573 J-K = 0/26 BOTCHORD B-P =-1279/2511 O-P =-841/2026 N-O =-841/2026 M-N =-841/2026 L-M =-841/2026 J-L =-1202/2511 WEBS C-P =-323/464 E-P =-351/589 E-N =-709/613 F-N =-800/1263 G-N =-709/613 G•L =-351/589 I-L =-323/465 CSI DEFL in (loc) I/deft Ud TC 0.84 Vert(LL) 0.26 N >999 240 BC 1.00 Vert(TL) -0.70 N-P >679 180 WB 0.43 Horz(TL) 0.16 J n/a n/a (Matrix) WEBS C-P =-323/464 E-P =-351/589 E-N =-709/613 F-N =-800/1263 G-N =-709/613 G-L =-351/589 I-L =-323/465 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 130mph (3-second gust); h=18ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; 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 specked. 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 1022 lb uplift at joint B and 1022 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 WARNING - Ver(N design Paran%rrtem and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MIT-7473 BEFORE USE. Design valid for use only with 1, 4Tek connectors. The 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consul) ANSI/TPII Quality Cdtela, DSR-89 and SCS11 Building Component Safety Infomnailon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. PLATES GRIP MT20 244/190 Weight: 207 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,2007 Houston, TX 77093 (713) 6916900 ussvwy Bhd. Orlando, v Odandotlo, FL 32824 (407) 857 2777 H2781591 20 1 R09 I FINK 1-1.)-0; 5.10.E � I 10-2-9 10 17.3-0 I 21-3-0 1 23-5-8 1 1-0-0 510.E 4-4-3 0.5.7 6.7-0 4�0 2-2-8 Stele = 1:43.8 5x8 i 5x5 5x5 = O N M L 4x8 = US = 3x4 = 2x4 11 10-2-9 17-1-4 21-3-11 23-5-8 10-2-9 6.10.11 4.2.7 2-1-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.23 B-O >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.63 B-O >403 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 L n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER WEBS TOP CHORD 2 X 4 SYP No.21ND C-O =-354/305 H-M =-245/655 BOT CHORD 2 X 4 SYP No.21ND D-O =-12/321 G-O =-234/411 WEBS 2 X 4 SYP No.3 G-M =-295/200 F-G =-106/132 D-G =-400/218 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 7-1-5 oc bracing: B-O. REACTIONS (lb/size) B = 907/0-3-8 L = 1024/0-3-8 Max Horz B = 332(load case 6) Max Uplift B = -355(load case 6) L = -448(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-1386/457 C-P =-1071/353 D-P =-996/363 D-E = -18/0 G-H = -15/25 H-1 = 0/0 K-L =-992/555 H-K =-971/499 1-1 = -56/43 D-O =-511/231 O-R =-511/231 F-R =-512/231 F-H = -622/226 BOTCHORD B-O =-657/1191 N-O =-266/523 M-N =-266/523 L-M = -82/34 J-K = 0/0 WEBS C-O =-354/305 H-M =-245/655 D-O =-12/321 G-O =-234/411 G-M =-2951200 F-G =-106/132 D-G = -400/218 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) 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 355 lb uplift at joint B and 448lb uplift at joint L. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight 135lb Igbal H.AGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 16,20071 WARNING - ver(/y design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PACE AM-7473 BEFORE USE. Engineering Department Design void lot use only with Wek connectors. This design a based only upon parameters shown, and a for on individual building component. 9411 Alcom St. Q App6cabiity of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, T977093 is for lateral support of individual web members on Additional temporary bracing to insure stobii during construction is the responsibility of the 8850 Tru 8900 PP M• P ry ng >Y 0 Po N Orta do, Fl. 2 Blvd. TRUSWW erects. Additionalquality permanent bracing of the overall coon and bra is the consult of the building designer. For general guidance g Component Dd7) 85 2 77 v fabrication, quality conero4 storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (007) 857 2777 Safety Information available from Tnra Plate Institute. 583 D'Onofrio Drive. Madison WI 53719. 13228.120 J R10 I MONO HIP H2781601 -14)-0 I 3-1-8 1 6-" 1 9-10-4 I 16-2.8 1-0-0 3-" 2-10-8 3-10-4 6.44 5x5 30 = D L 2x4 11 4x5 = 2x3 11 3x4 = 44 11 i 3-1-8 I 5-10-4 I 9.10-4 144)-0 I 16-2-8 3.1-8 2$12 4-0-0 4-1-12 2-2-8 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 Ins NO BCDL 10.0 Code FBC2004/rP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-10 oc bracing. REACTIONS (lb/size) B = 955/0-3-8 1 = 1420/0-3-8 Max Harz B = 479(load case 5) Max Uplift B =-444(load case 5) 1 =-816(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-1524/582 C-D =-985/426 D-L = -140/0 E-L = -140/0 E-F = 0/0 F-G = -13/63 H-1 =-605/460 E-H =-565/447 BOTCHORD B-K =-851/1270 J-K =-842/1245 I-J =-651/984 G-H = 0/0 WEBS C-K =-184/530 D-J =-58/378 C-J =-333/244 D-1 =-1238/637 NOTES (11-12) 1) 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. 2) Provide adequate drainage to prevent water ponding. CSI DEFL in (loc) I/deft Ud TC 0.83 Vert(LL) 0.07 B-K >999 240 BC 0.51 Vert(TL) -0.13 B-K >999 180 WB 0.55 Horz(TL) 0.03 1 n/a n/a (Matrix) 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 444 lb uplift at joint B and 816 lb uplift at joint I. 6) Girder carries hip end with 0-0-0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 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). 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: B-K=20, I-K=-37(F=17), A-C=60, C-E=110(1`=50), E-F=110(F=-50), G-H=-37(F=17) Concentrated Loads (Ib) Vert: K=360(F) Scale = 1:29.4 1 2x4 = W3 PLATES GRIP MT20 244/190 Weight 77 Ib Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 16,20071 0 WARMNO - Ver(rq design paraneters and READ N07ES ON 7WS AND INCLUDED W7ER REFERENCE PAGE EUb7473 BEFORE USE. Engineering Department Q 9411 Alcom St. Design valid for use only with PATek connectors. This design is based only upon parameters shown. and is for an individual building component. Houston, TX 77093 Appocabtity of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando. FL 32824 fabricotion, quality control storage, delivery, erection and bracing, consul) ANSI/TPII Ouallfy Criteria. DSB-89 and SCSII Building Component (407) 857 2777 Safety Information available from Thus Plate Institute, 583 D'Onotdo Drive. Madison. WI 53719. RIB I ROOF TRUSS 11 11 I H278M I -1-0-0 64-0 10-8.0 1 S." 21-4-0 22-" 1-0-0 6-0-0 4.8.0 4-8.0 6-0-0 1-0-0 Scale - 1:38.4 5x5 2x6 11 5x5 ZZ Ig 5x5 = , • 5x5 = 2x3 11 3x5 = 4x8 = 2x3 11 6-0-0 10$0 15." 21-4-0 6-0-0 4-" 4.8.0 6-0-0 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 Iner NO BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND 'Except T2 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-6-9 oc bracing. REACTIONS (lb/size) B = 1580/0-8-0 F = 1580/0-8-0 Max Horz B =-72(load case 6) Max Uplift B =-786(load case 5) F =-786(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2791/1256 C-L =-2952/1432 D-L =-2952/1433 D-M =-2952/1433 E-M =-2952/1432 E-F =-2791/1257 F-G = 0/26 BOTCHORD B-K =-1065/2377 J-K =-1057/2351 I-J =-1057/2351 H-1 =-1011/2351 F-H =-1018/2377 WEBS C-K =-171/536 C-1 = 438/780 D-1 = -618/534 E-1 =-438/780 E-H =-172/536 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in floc) I/deft Ud TC 0.76 Vert(LL) 0.15 1 >999 240 BC 0.70 Vert(TL) -0.27 H-1 >925 180 WB 0.25 Horz(TL) 0.10 F n/a n/a (Matrix) TCDL=5.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 786 lb uplift at joint B and 786 lb uplift at joint F. 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 lb up at 15-4-0, 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). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular. Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert A-C=60, C-E=11 O(F=50), E-G=60, B-K=20, H-K=37(F=17), F-H=-20 Concentrated Loads (lb) Vert K=360(F) H=360(F) PLATES GRIP MT20 244/190 Weight: 97 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 O WARNING - Vert/y design parameters and READ NOTES ON THIS AND HICLUDED WTEK REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Q De ' n void for use on with bkTek connectors. This desi n is based on u Hou on. T St. sig N g N pan parameters strown. and is for an individual budding component. Houston, TX t. Applicability of design poromenters and proper incorporation of component is responsibility of bung designer - not truss designer. Bracing shown (713) 691 69DO is for lateral support of individual web members only. Addtional temporary bracing to insure stability during construction is the responsibility of the 8850 Trvssway Blvd. YRUSSW 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 Infwmotlon available from Truss Plate Institute, 583 D'Onofdo Drive. Madison. col 53719. R23 I ROOF TRUSS 11 I 1 I H278072 i 2-M I 4-7-0 I 6-7-0 I 7-7-0 1-0-0 2-0-0 2-7-0 2-0-0 1-0-0 34 = 0.4-8 1-7-8 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 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 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 = 316/0-3-8 E = 316/0-3-8 Max Harz B =-14(load case 6) Max Uplift B =-188(load case 5) E _-188(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0126 B-C =-358/120 C-D =-280/130 D-E =-358/120 E-F = 0/26 BOTCHORD B-H = -47/286 G-H =-51/280 E-G =-481286 WEBS C-H = 0/98 D-G = 0/98 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 5x5 = 2-7-0 5x5 = 1-7-8 0-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.16 Vert(LL) -0.00 G-H >999 240 MT20 244/190 BC 0.17 Vert(TL) -0.01 G-H >999 180 WB 0.03 Horz(TL) 0.00 E n/a n/a (Matrix) Weight 28 lb TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS automatic zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint B and 188 lb uplift at joint E. 7) Girder carries hip end with 2-0-0 end setback. 8) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 lb down and 8 lb up at 4-7-0. and 13 lb down and 8 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular. Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert A-C=-60, C-D=50(F=10), D-F=-60, B-H=20, G-H=17(F=3), E-G=20 Concentrated Loads (lb) Vert: H=13(F) G=13(F) 0 WARNING - Verfdt/ design pa- nerers and READ N07ZS ON ?WS AND rNCLUDED MITER REFERENCE PAGE MU 74" BEFORE USE. Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing. comuB ANSI/TPII Quality Criteria, DSB-89 and BCSII Bumng Component Safety Information available from Tens Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. Scale - 1:14.1 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 Holt St.' Houston,on,TX 77093 (713) 691 6900 YRLSSM Orta Trusses 2 Blvd. v Orlando, ss y Bl (407) 857 2777 Job T rus5 I toss Ty ty Ply LE3228 - Lennar Homes - RALEIGH H278073 3228.120 R24 ROOF TRUSS 1 1 I Job Reference (optional) Trussway, Ltd.. Orlando, FI 6.200 s Jul 13 2005 M7ek Industries, Inc. Mon Jan 15 15:33:39 2007 Page 1 -1.0-0 3.3.8 6.7-0 7-7-0 1.0-0 3-3-8 3-3-8 1-0-0 Scale = 1:15.0 3x3 = C 6.00 12 T1 T1 H 1 D B J 81 E q Li l d A 2x6 11 24 11 034 = 3x3 = 0-4-8 6-2-8 0.4-8 5-10-0 0-" Plate Offsets X B:0-0-12 0-10-2 B:0-1-12 0-0-2 C:0-1-8 Ed a D:0-1-12 0-0-2 D:0-0-12 0-10-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.09 B-D >803 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.23 B-D >321 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 D n/a Trite BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight 26 Ib LUMBER 4) Thus truss Fe,4.hL- plate inspection pe. the Tooth Count Method when this truss is chosen for quality TOP CHORD 2 X 4 SYP No.2ND assurance inspection. BOT CHORD 2 X 4 SYP No.2ND 5) Provide mechanical connection (by others) of truss to WEDGE bearing plate capable of withstanding 190 Ib uplift at joint Left: 2 X 4 SYP No.3, Band 190 Ib uplift at joint D. Right: 2 X 4 SYP No.3 6) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. BRACING 7) NOTE: Refer to yellow bracing and/or T-1 sheet for TOP CHORD more information. Structural wood sheathing directly applied or 6-0-0 oc 8) NOTE: The seal on this drawing indicates acceptance purlins. of professional engineering responsibility solely for the BOT CHORD truss component design shown. Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard B = 320/0-3-8 D = 320/0-3-8 Max Harz B =-23(load case 4) Max Uplift B =-190(load case 6) D =-190(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0126 B-C =-224/136 =-224/136 D-E = 0/26 BOTCHORD BO B-D =-40/153 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. Igbal KAGagan, P.E. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; Florida P.E. No. 25389 TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; 8850 Trusswa Boulevard %f MWFRS automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate Orlando, FL 32824 grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. January 15,2007 WARNING - Venth design panameters and READ NOTES ON THIS AND MCJ.'.l7DED MnZK REFERENCE PADS AM-7473 RKPORE OSE. Engineering Depanment Q Design void for use only with Mlek connectors. This design's based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. G Houston, TX 77093 App cabifity of design paromeniers 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. Addtional 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 gutidonce regarding Orlando. FL 32824 fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPll Quality Cdteda, DSB-89 and SCSII Building Component (407) 857 2777 Safety Informallon available from Truss Plate Institute, 5113 D'Onoldo Drive, Mod'son, col 53719. I3228.120 IR25 IFINK I I 1 I H278161I 1-1-0-01 5.10.6 1 1041.0 ( 15." I 23.5.E 1-0-0 5.10.6 4-9.10 4$0 8-1-8 Scale = 1:42.8 5x5 = D 5x6 =. M L K J 4xB = 3x5 = 3x5 = 2x4 11 10.8.0 4-9.12 5.9.15 2-1-13 Plate Offsets (X,Y): [B:0-1-11,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.29 B-M >867 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.77 B-M >326 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 J n/a n/a BCDL 10.0 Code FBC2004lrP12002 (Matrix) Weight: 115 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-3-6 oc bracing. REACTIONS (lb/size) B = 902/0-3-8 J = 1020/0-3-8 Max Horz B = 343(load case 6) Max Uplift B =-352(load case 6) J =-440(load case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0126 B-C =-1373/456 C-N =-1016/278 D-N =-931/296 D-E =-9801291 E-F =-1095/268 F-G = 0/0 1-1 =-966/506 F-I =-944/450 G-H = -56/43 BOTCHORD B-M = -62011181 L-M =-418/1119 K-L = -418/1119 J-K = -94/22 H-1 = 0/0 WEBS D-M =-133/588 C-M =-4091334 E-M =-351/106 E-K =-513/221 F-K =-366/1243 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specked. 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 352 Its uplift at joint B and 440111 uplift at joint J. 7) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard ---;- -f-� Igbal H.AGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 16,2007I 0 WARNING - VerW deatpn parvtmeten and READ NOTES ON THIS AND INCLUDED W7ER REPERENCE PAGE MU-7473 EEFORS USE Engineering Department Q 9411 Alcom St. Dess�'�ggn void for use only with M7ek connectors. This design is based only upon parameters shown. and is for on individual building component. Houston, Tx 77093 AppicabiPly 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 bukring designer. For general guidance regarding Orlando. FL 32824 v fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPII Qua18y Criteria, DSB-89 and 8CSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 5113 D'Onofrio Drive, Madison, WI 53719. H278075 13228-120 1 R26 I ROOF TRUSS 441-10 I &" I 14-2.1 I 20-5-15 26$-0 I 29-" 1 34-8-0 1 40-0-0 1 -Q�o 1-0-0 4$10 3-3-7 6-2-1 6315 6-2-1 2-8-0 5-4-0 5-" 1-0-0 Scale - 1:70.7 US 3x5 = 6x7 = 6x8 = I 5x5 R 0 P O N M 5x5 4x9 = 3x10 M1120H= US = 6x10 = US = 3x10 M1120H= 8-0-0 17.4-0 26-8-0 32.6.3 40-0-0 8-0-0 9-4-0 9-4-0 510-2 7-5-13 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND *Except* B2 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD - Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-R REACTIONS (lb/size) B = 1653/0-8-0 K = 1653/048-0 Max Harz B = 89(load case 6) 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 =-2945/945 C-D = -2751/894 D-E =-2444/835 E-F = -3744/1259 F-G =-3744/1259 G-H = -3402/1143 H-1 =-3905/1342 I-S = -2689/914 J-S =-2775/905 J-K = -2955/937 K-L = 0/26 BOTCHORD B-R = -724/2532 O-R =-105613504 P-0 = -1056/3504 O-P =-1165/3834 N-O = -1165/3834 M-N =-533/2217 K-M = -712/2560 WEBS C-R = -153/213 D-R =-258/974 E-R = -1278/587 E-P =-27/444 G-P = -146/150 CSI DEFL in (loc) I/deft L/d TC 0.85 Vert(LL) 0.37 N-P >999 240 BC 0.99 Vert(TL) -0.96 N-P >490 180 WB 0.87 Horz(TL) 0.23 K n/a n/a (Matrix) WEBS G-N = -618/337 H-N =-1960/734 I-N =-901/2706 I-M =-168/398 J-M =-275/271 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 specked. 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 lb 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. LOAD CASE(S) Standard 0 WARNWO - Ver(/y design Parameters and READ NOTES ON THIS AND INCLUDED AOTEE REPERENCE PAGE AID. 7473 BEFORE USE. Design void for use only with M lek connectors. This design is based only upon parameters shown, and is for an individual building component. AppBcabifity of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII GuafBy Criteria. OSB-89 and 8CSI1 Bullding Component Safety Informatlon available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 M1120H 187/143 Weight 201 Ib Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 H/it AlcorHouston. SQ Houston, TX 77093 (713) 6916900 TRUSSM 8850 Trusses Blvd. v Orlando, FL 32821 (407) 857 2777 I3228.120 I R27 I ROOF TRUSS 11 11 I H278076 5-10.15 1 10-0-0 1 13.8-6 1 17-5-0 1 20-8-10 } 23.8.8 1 2841-8 1 33-11-13 I 40.0-0 9�0.0 1-0-0 5-10-15 4-1.1 3-88 3-0-8 3.3-10 2-11-14 5-0-0 535 633 1-0-0 Scale = 1:70.7 6x6 = 4x7 = _ _ _ _ 5x5 = 4x9 = 34 = 5x10 = 3x6 = 6x10 = 1030 17-5-0 2848.8 40.00 10.0-0 7-5-0 11-3-8 11-3-8 Is (X.Y): I13:0-0-8.0-0-21.I1-:0-2-4.0-0-21.IN:0-4-12.0-3-01 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.50 TCDL 10.0 Lumber Increase 1.25 BC 0.95 BCLL 0.0 Rep Stress Incr YES WB 0.79 BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND *Except* B3 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt G-N, H-N REACTIONS (lb/size) B = 1653/0-8-0 L = 1653/0-8-0 Max Harz B = 136(load case 5) Max Uplift B =-560(load case 6) L =-560(load case 7) FORCES (III) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0126 B-C =-2895/907 C-S = -26241822 D-S =-2551/829 D-E = -2308/780 E-F =-3017/989 F-G = -3452/1164 G-H =-1492/562 H-1 = -2588/922 I-T =-2512f789 J-T = -2529f775 J-K =-2587f767 K-L = -2893/886 L-M = 0/26 BOTCHORD B-R = -706/2508 O-R =-681/2754 P-O = -68112754 O-P =-508/2294 N-O = -508/2294 L-N =-655/2505 WEBS C-R = -2851278 D-R =-2601963 E-R = -775/284 DEFL in (loc) I/deft Ud Vert(LL) -0.39 N-P >999 240 Vert(TL) -1.14 N-P >413 180 Horz(TL) 0.18 L n/a n/a WEBS E-P =-79/457 F-P =-1700/613 G-P =-516/1686 G-N =-1311/499 H-N =-651/1841 I-N =-335/256 K-N =-317/299 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 specked. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 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 2441190 Weight: 224 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 Q WARNING - Ver(& design paranseters and READ NOTES ON TIUS AND INCLUDED 4OTER REFERENCE PAGE MU•7473 BF -FORE USE. Engineering Department Q De ' n vaid for use on with Mlek connectors. This desi n is based on u n rameters shown, and is for an individual burdin component. 9411 Alcom St. u9 N g N Po Pa 9 Po Houston, TX 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not inns designer. Bracing shown (713) 691 6900 TRUSSM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Bh4. v erector. Additional permanent bracing of the overall structure is the responsibility of the bung designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control storage, delivery. erection and brocing, consult ANSI/TPll Oua18y Criteria, DSB-89 and BCSII BuOding Component (407) 857 2777 Safety Informallon available from Inns Plate Irstilute. 583 D'Onofrio Drive, Madison. WI 53719. 3228.120 I R28 I ROOF TRUSS 11 I 11 H278077I i1-0-Q 6-3-2 1 12-0-0 I 158� 12 I 19.5-0 I 23.E-6 I 298 1 34-104 1 40.00 91-0-0 1-0-06-3-2 5-8.14 346-12 3-10-4 4-3-8 6-0-0 5-1-12 5.1-12 1-0-0 Scale = 1:70.7 6x7 = 5x5 = a P O N M 5x5 4x9 = 34 = 5x10 = 34 = 4x9 = 10-3-1 19-5-0 29-8-8 40-" 10-3-1 9-1.15 10-3-8 10-3.6 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 BOT CHORD 2 X 4 SYP No.2ND *Except* 131 2 X 4 SYP No.2, B3 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) B = 1653/0-8-0 K = 1653/048-0 Max Horz B = 136(load case 5) 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 =-2907/911 C-R =-2609/808 D-R =-2512/823 D-E =-1993f714 E-F =-2566/880 F-G =-2953/1058 G-H =-2692/965 H-S =-2532/810 I-S =-2593f797 I-J =-266Of796 J-K =-2912/889 K-L = 0/26 BOTCHORD B-0 =-705/2521 P-0 =-567/2423 O-P =-567/2423 N-0 =-324/1804 M-N =-324/1804 K-M =-665/2521 WEBS C-0 =-352/323 D-0 =-245/938 E-O =-27/325 F-O =-1522/597 G-O =-558/1676 G-M =-335/892 H-M =-390/292 CSI DEFL in (loc) I/deft L/d TC 0.72 Vert(LL) -0.27 M-0 >999 240 BC 0.93 Vert(TL) -0.82 M-0 >578 180 WB 1.00 Horz(TL) 0.17 K n/a n/a (Matrix) WEBS J-M =-249/266 E-0 =-656/245 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 specked. 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 PLATES GRIP MT20 244/190 Weight: 219 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,2007 0 WARNWO - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED AU?ZR REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Q 9411 Alcorn St. Desiggn vafid for use only with rv4Tek connectors. This design rs based only upon parameters shown, and is for on individual building component. Houston, Tx 77093 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) on, X 7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the (B850713 691 6900 YRUSSM way Blvd. v erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando. ss 32824 fabrication, quality control storage, delivery, erection and bracing, consuB ANSI/TPII Quality Crtledo, DS11-89 and SCS11 Buflding Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, fvtadoon. WI 53719. I3228-120 I R29 I ROOF TRUSS 11 I 1 I H278078I 6312 1 741.0 1 13" 1 1444 1 21-0.0 1 22:9-o 6312 1.4-5 5.4-0 1-4-5 6-7.12 1.0-0 Scale - 1:36.5 5x5 = C J 56 D Io 5x5 = I H 4x6 = 3x5 = 5x10 = 1 D-4-0 2130 10-" 1 D-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.19 A-H >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.54 A-H >458 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.04 F n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND 'Except' B2 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) A = 818/0-3-8 F = 903/0-8-0 Max Horz A =-103(load case 7) Max Uplift A =-285(load case 6) F =-376(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-1292/453 B-C =-9951342 C-J =-1D42/349 D-J =-1042/349 D-E =-996/343 E-F =-12981440 F-G = 0/26 BOT CHORD A-1 =-350/1088 H-1 =-350/1088 F-H =-264/1095 WEBS B-H =-358/319 C-H =-146/415 D-H =-140/412 E-H =-363/312 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint A and 376 lb uplift at joint F. 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 0 WARNING - Ver(fy design paranetem and READ NorES oN THIS AND D9cLUDED unwK REFERENCE PAGE AW-7473 HEPORE USE. Design void for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Addtional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, delivery. erection and bracing, comutt ANSI/TPII Quallty Criteria, DSB-89 and 11011 Bunding Component Safety Information available from Tens Plate Institute, 5113 D'Onotdo Drive. Ntodisort col S3719. PLATES GRIP MT20 244/190 Weight 96 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 Engineering Department Houston, TX 77093 (773) 691 69DD `rruss4/d. Orlando. Fl. 32824v (407) 857 2777 Job I Truss 3228-120 R30 Trussway, Ltd., Orlando, FI 6.1.8 6.1-8 i ROOFTRUSS 3S8 1-" 5x5 5x5 zZ C D 1 I 1 I Job Reference (optional) 6.200 s Jul 13 2005 MRek Indu 14-6-8 21-0-C 3�8 6.5.8 H278079 1-0-0 Scale - 1:39.5 �g. 5x5 = I H 4x6 3x5 = 5x12 = 10.4-0 10-8.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.19 A-H >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.53 A-H >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 F n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND'Except' B2 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) A = 818/0-3-8 F = 903/D-8-0 Max Harz A =-103(load case 7) Max Uplift A =-284(load case 6) F =-376(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1296/455 B-J =-1004/325 C-J =-932/339 C-D =-875/334 D-K =-932/337 E-K =-1004/324 E-F =-1302/443 F-G = 0/26 BOT CHORD A-1 =-356/1092 H-1 =-356/1092 F-H =-26911100 WEBS B-H =-332/302 C-H =-103/322 D-H =-99/321 E-H =-339/295 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) 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 284 lb uplift at joint A and 376 Its uplift at joint F. 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: 97 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 0 WARNING • Ver(fy design papa peters and READ NDTEs oN THIS AND INCLUDED f112TEE REPERENCs PAGE AU-7473 EUVRE USE. Engineering Department . Q Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. 9411 Alcom St. Houston, Tx 77093 Applicability of design paramenters and proper incorporation of component is responsibility of building designer . not truss designer. Brocing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent brocing 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 tracing, consult ANSI/TPII Guallty Cdterla. DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. I3228-120 I R31 I ROOF TRUSS 11 I 11 N278080 64-4 I 104-0 I 14312 I 21.0-0 12 644 3-11.12 3-11-12 6-84 1-0-0 Scale = 1:37.9 5x5 = Ig 5x5 = 4x6 = US = 4x8 = 104-0 2130 104-0 10.8-0 Plate Offsets (X,Y): IA:0-0.4,0-1-61(E:0-0-12,0-0-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.19 A-G >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.54 A-G >454 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.04 E n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight 91 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND 'Except' B2 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) A = 818/0-3-8 E = 903/0-8-0 Max Horz A =-105(load case 4) Max Uplift A =-284(load case 6) E _-377(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1290/449 B-1 =-1000/329 C-1 =-923/343 C-J =-9231340 D-J =-1000/326 D-E =-1296/438 E-F = 0/26 BOTCHORD A-H =-348/1086 G-H =-348/1086 E-G =-266/1092 WEBS B-G =-345/309 C-G =-229/678 D-G =-352/302 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp S; 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 specked. 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 284 lb uplift at joint A and 377 lb uplift at joint E. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 Q WARRING - Ver design parameters and READ NOTES ON THIS AND INCLUDED WTES REFERENCE PAGE MH-7473 BEMRS USE. Engineering Department Q Design valid for we only with MTek connectors. This design is based only upon parometers shown, and is for an individual buikfing component. 0411 Alcom St. Applicability of design paromenters and proper incorporation of component is responsibility of buildingdesigner - not truss designer. Bracing shown Houston, 6900 77003 is for lateral support9 9 8850 Tru s"y of individual web members any. 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 resporssiblity of the building designer. For general guidance regard'xrg Orlando. Fl. 32824 v fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPII Oualtly Criteria. DSB-89 and SCSII Building Component (407) 857 2777 Safety Inlormation available from Truss Plate Institute. 5a3 D'Onofrio Drive. Mad'aon, WI 53719. 3228-120 1 HR01 I ROOF TRUSS H2780471 -1-5-0 1 4.2-3 I 8-5.1 -- _--_ 1-5-0 4-2-3 4-2-14 2x3 II Scale - 1:19.9 1 3x3 = �V 3x4 = I 4-2-3 I 8.5.1 I 4-2-3 4-2-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.01 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 0.17 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code FBC2004ITP12002 (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-D-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 1D-0.0 oc bracing. REACTIONS (lb/size) F = 453/Mechanical B = 332/0-11-5 Max Harz B = 209(load case 3) Max Uplift F = -256(load case 3) B = -162(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-H = 0/21 B-H = 0/21 B-C =-536/83 C-D = -88/46 D-E = -7/0 D-F =-205/196 BOTCHORD B-G =-234/482 F-G =-234/482 WEBS C-G = 0/200 C-F =-516/250 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 256 lb uplift at joint F and 162 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-H=60 Trapezoidal Loads (plf) Vert: H=O(F=30, 8=30)-to-D=124(F=32, B=32), D=84(F=32, 13=32)-to-E=87(F=34, 13=34), B=2(F=9, 6=9)-to-F=42(F=11, 13=11) 0 WARN➢1'G - ver{fy deslpn parameters and READ NOTES oN 7ws AND mcwDED AG7ER REFERENcE PAGE AW-7473 BEFY/RE USE. Design valid for use only wifh MiTek connectors. This design is based only upon parameters shown, and is for an ind'rridual bu9ding component. Applicability of design paromeniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responvbilNy, of the erector. Additional permanent bracing of the overafl structure is the responsibility of the building designer. For general guidance regarding lubrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Cdfoda, DS8-89 and BCSII Bullding Component Safety Informallon available from Truss Plate Institute, 583 D'Onoldo Drive. Madison WI 53719. Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 Engineering Department Holt St. Houston,on.TX 77093 (713) 6916900 TRILISSM Orlando, do, FLTruss2 Blvd. v Orlando, FL 32824 (407) 857 2777 13228.120 1 HR02 1 ROOF TRUSS H276048 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 FBC20D4rrPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 59/Mechanical D = -77/Mechanical E = 319/0-1-8 Max Horz E = 90(load case 3) Max Uplift C = -43(load case 3) D = -77(load case 1) E _ -269(load case 3) Max Grav C = 59(load case 1) D = 97(load case 3) E = 319(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -36/15 BOTCHORD B-E = -0/90 D-E = -0/0 NOTES (8-9) 1) 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. 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. 49-13 2.9-3 CSI DEFL in (loc) I/defl Ud TC 0.26 Vert(LL) -0.01 D-E >999 240 BC 0.64 Vert(TL) -0.01 D-E >999 180 WB 0.00 Horz(TL) -0.01 C n/a n/a (Matrix) bearing plate at joint(s) E. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint C, 77 lb uplift at joint D and 269 lb uplift at joint E. 7) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale: 1.5'tt' PLATES GRIP MT20 244/190 Weight: 11 lb -1-X11T4-- Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,2007 1 Q WARNING - VerW design parameters and READ NOTES ON TMS AND INCLUDED WTEE REFERENCE PAGE AID-7473 BEFORE USE. Engineering Department Q Design void for use on with MTek connectors. This design u based on upon parameters shown. and u for on individual buildin component. Houston, on, T St. 9 only 8 N Pn Pa g P Houston, 6977093 Applicability of design paramenfers and proper incorporation of component u 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 resporwbility of the 8850 Trusaway Blvd. v erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Ortando. Fl. 32824 fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII GuafBy Criteria, DS6-89 and BCSII Building Component(407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. J01 IROOFTRUSS I I 11 H278049 A 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 pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 159/Mechanical B = 314/0-M D = 56/Mechanical Max Horz B = 200(load case 6) Max Uplift C = -158(load case 6) B = -155(load case 6) Max Grav C = 159(load case 1) B = 314(load case 1) D = 112(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0126 B-C =-101/59 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 specked. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. CSI DEFL in (loc) I/defl Ud TC 0.42 Vert(LL) -0.06 B-D >999 240 BC 0.33 Vert(TL) -0.15 B-D >455 180 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 158 lb uplift at joint C and 155 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 0 WARNING • Ver1/y design yammerers and READ NOTES oN rms AND DVCLUDED ADTEE REFEREPME PAGE MU-7473 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, derwery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 563 D'Onofrio Drive. Madison, WI 53719. Scale - 1:18.2 PLATES GRIP MT20 244/190 Weight 21 lb Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,2007 fk 11 Alcorn Sl.t)__._... Houston, TX 77093 (713) 6916900 TRILISSM Orta do, Fl.Truss2 Blvd. v Orlando, FL 32820 (407) 857 2777 3228.120 I J02 I ROOF TRUSS 11 I 11 _ H276050 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 FBC2004rrP12002 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 = 93/Mechanical B = 239/0-M D = 36/Mechanical Max Harz B = 146(load case 6) Max Uplift C = -93(load case 6) B = -140(load case 6) Max Grav C = 93(load case 1) B = 239(load case 1) D = 72(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -63/35 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 specked. 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. vyn — 44-0 CSI DEFL in floc) Well Ud TC 0.26 Vert(LL) -0.01 B-D >999 240 BC 0.22 Vert(TL) -0.03 B-D >999 180 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 93 lb uplift at joint C and 140 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 ' Scale-1:12.5 PLATES GRIP MT20 244/190 Weight: 14 Ib Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,2007 0 WARNING • ver{/y design paranefe" and READ NOTES oN THIS AND DPCLUDzD au7ER REFERENCE PAGz AM 74" DEMRS USE Engineering Department94 Q Design void for use on with m1ek connectors. This design is based on upon parameters shown, and is for on individual building component. Houston, on,AJcT St. N 0 N en Pa 9 P Houston, 6977083 Appficabifity, of design paramenters and proper incorporation of component ¢ responsibility of building designer -not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway BlvdTRILISSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl. 32824 fabrication, quafity control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Cdtedo, DSB-89 and BCSIT Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive. Madison. WI 53719. r. J03 ROOFTRUSS H2780511 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 FBC2004lrP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. REACTIONS (lb/size) B = 159/0-" D = 19/Mechanical C = 40/Mechanical Max Harz B = 92(load case 6) Max Uplift B = -114(load case 6) C = -34(load case 6) Max Grav B = 159(load case 1) D = 38(load case 2) C = 40(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0125 B-C = -36/13 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/defl Ud TC 0.18 Vert(LL) -0.00 B >999 240 BC 0.06 Vert(TL) -0.00 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint B and 34 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 0 WARMNG - Verify design paraneren and READ NorEs GN rats AND INCLUDED mnvx REFERENCE PAGE MU-7473 REMPE USX Desiggn ld for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabivelity of design poramenters and proper incorporation of component is responsibility of building designer - not Inns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil6ty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Modhon, WI 53719. Scale = 1:8.1 PLATES GRIP MT20 244/190 Weight: 8 lb 4 Igbal KAGagan, P.E. Florida P.E.'No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,20071 Engineering Department 9411 Houston, TX 77093 (713) 691 6900 TrusssyBlvd. Ortando, Fl. 32824 v (407) 857 2777 J04 IROOFTRUSS I I 11 H278052 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 159/"-0 D = 19/Mechanical C = 40/Mechanical Max Horz B = 92(load case 6) Max Uplift B = -114(load case 6) C = -34(load case 6) Max Grav B = 159(load case 1) D = 38(load case 2) C = 40(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0125 B-C = -36/13 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 11; Exp B; enclosed; MWFRS gable end zone and C-C Intedor(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 specked. 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. 2.40 CSI DEFL in (loc) I/defl L/d TC 0.18 Vert(LL) -0.00 B >999 240 BC 0.06 Vert(TL) -0.00 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint B and 34 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 L WARNING - Ver{/y design paranerem and READ NOTES ON THIS AND INCLUDED 11UTEE REFERENCE PAGE AM-7473 BEFORE USE. Design void for use only with Iv9Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Appica Aity of design paromenters and proper incorporation of component.¢ responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobTty during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the respon ibiity of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5113 D'Onotdo Drive. Madison. WI 53719. Scale - 1:8.1 PLATES GRIP MT20 244/190 Weight: 8 lb -70f-z-1 Igbal KAGagan, P.E. Florida P.E. No. 25389 8850 Trussway Boulevard Orlando, FL 32824 January 15,2007 Engineering Department Houston, TX 77093 (713) 6916900 TRUSSW Truss"yBlvd. Orlando, Fl. 32824 v (407) 857 2777 Symbols Numbering System PLATE LOCATION AND ORIENTATION 3/4 *Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0-1/1 S 'For 4 x 2 orientation, locate plates 0-'66' 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 Ono (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 rr O x U 0- 0 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A MITek Engineering Reference Sheet: Mll-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. 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/TPI I. 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 of 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® � r ' IN, 10 1 ko i A PRODUCT OF NISUS CORPORATION _,,, vot For the Prevention and Control of: TERMITES, CARPENTER ANTS, WOOD DESTROYING BEETLES, and DECAY FUNGI FOR BOTH INTERIOR AND EXTERIOR USE For use in and around Homes, Apartments, Garages, Museums, Public and Private Institutions, Schools, Hotels, Hospitals, Kennels, Stables, Farm Buildings, Trucks, Trailers, Warehouses, Supermarkets, Restaurants and Food Processing Plants. Authorized by the USDA for use on Non -Food Contact Surfaces in Edible Product Areas of Offihments Operating under the Meat, •Poultry, Shell Egg Grading and Egg Products Inspection Programs. ACTIVE INGREDIENT: EPA Re . No. 64'OFFICE9 Dlsodium Octaborate Tetrahydrate (Na,B.O„ - 4H2O):........ 40.0% EPA Est. 64405-TN-1 INERT INGREDIENTS:........................................................66.0% U.S. Patent Nos.5,104,664 5.296,240 Density: 11.51 pounds per gallon z: KEEP`OUT OF REACH OF CHILDREN CAUTION PRECAUTIONARY STATEMENTS Hazards To Humans & Domestic Animals CAUTION: Harmful if absorbed through skin. Avoid contact with skin, Ayes or clothing. Wash thoroughly with soap and water after handling. Statement of Practical Treatment _ If Inhaled: Remove victim to fresh air. Apply artificial respiration.if indicated. Contact a physician if warranted. It InJ Eyes: Flush with plenty of water. Get medical attention it irritation persists. It 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 interior areas of homes_ apartment buildings, etc.', cover or protect all surfaces below the area being sprayed with plastic sheeting or other �materiaT'v� Bich can be disposed of it contamination from dripping •occuis`Do;oi apply in food serving areas while food is ex osed BORA-CARE° is NOT a soil terrni[icide and should not be used directly to treat the'soil.;: . ' 4-. 'i-STORAGE AND DISPOSAL Environmental Hazards Y Do'noPconpttaMi,n' water, food or feed by storage or disposal. BORA-CARE'solutions carelessly spilled or.applied to cropland or. •,pESTICIDE•STORAGE• Store in a dry place. •Do not st6Fe where ''� d rowin lams includin trees and shrubs ma kill.or seriousl retard 9 9 p 9 Y y...�.. • children or -animals may gain access. Do not freeze. plant growth. Cover plants and nearby soil with plastic td •avoid :-:; ., •:,. 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. _`_ . :. t; P 9:: equi ment washwaters. Wastes resulting from the use of this product P 9 P :;: .i may be disposed of on site or at an approved wasie disposal facility. ` =" ± CONTAINER DISPOSAL: Triple rinse (or equivalent). Then otter for DIRECTIONS FOR USE �° = .. i 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. If burned, stay out.of smoke. NOTICE CLEANUP: Use soap and water to clean up tools. Read and understand the entire label before using. Use only according to lahel direr_tions_ 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 long pants, socks, shoes, chemical -resistant gloves, and protective eyewear. When applying BORA-CARE° in confined spaces, it is recommended that ventilation or- an exhaust system be provided. If this is impractical, the use of a NIOSH approved respirator with an organic -vapor removing cartridge with a prefilter approved for pesticides (MSHA/NIOSH approval prefix TC-23C), or a canister approved for pesticides (MSHA/NIOSH approval prefix TC-14G), or a NIOSH approved respirator with an organic vapor (OV) cartridge or canister with any N, R, P or HE prefilter is recommended. Spills and over -spray may be cleaned with a damp cloth or absorbed with appropriate materials. (Refer to the BORA-CARE° Material Safety Data Sheet for additional health and safety information.) 100 Nisus Drive, Rockford, TN 37853 MADE IN THE U.S.A. vrw(soo) sea-ot37o w.nisuscorp.com I. MIXING INSTRUCTIONS III. GENERAL INFORMATION, BORA-CARE° is a concentrate which must be diluted with clean water before use. The use of warm or hot water, it available, and an impeller type mixer which can be used with an electric drill aids the dilution process. A. Hand Sprayers: Mix in a clean container and stir the solution until completely uniform. Always mix in a separate container then add the solution to a spray tank. Mixing BORA-CARE" directly in a spray tank can block hoses and nozzles. B. High Volume Pumping Systems: Add all of the dilution water to tank, start recirculator, then slowly add BORA-CARE° concentrate. Allow to mix until uniform. Use 1:1 and 2:1 BORA-CARE° solutions wiihin 24 hours after mixing. 5:1 solutions will remain stable for up to 30 days. Do not leave unused solution under pressure or in tank overnight. Clean and/or flush equipment and lines with water after use. BORA-CARE* may be tank -mixed with an approved non -residual pesticide for quicker knock -down of carpenter ants and other insects. 11. DILUTION RATIOS by volume. TABLE A. Dilution Ratios Water to Target Pests BORA-CARE® Application Notes All Insects and Decay Fungi 1:1 Spray, Injection, Brush, Roller Subterranean and Formosan 1:1 or 2:1 2:1 dilution ratio may be ' Termites - used for foaming Drywood Termites t:t 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 t:t 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 A, . Application BORA-CAREm Application Notes Logs, Large Beams and 1:1 All Insects and Decay Fungi. Dimensional Lumber Preventative Treatment of 2:1 Use on wood members Decking, Fences and 2' in thickness or less. Plywood Prevention of Powderposi S:1 For prevention only. Beetles and Drywood Termites Logs, Large Beams and 5:1 Dip treatment only. Dimensional Lumber BORA-CARP is an innovative termiticide, insecticide and fungicide that eliminates existing infestations and provides long term protection against Subterranean Termites: Reticulitermes, Heterotermes Formosan Termites: ,Coptoter mes Dampwood Termites: Zootermopsis, Neotermes Drywood Termites. Kalotermes, Incisitermes Powderpost Beetles: Lyctidae, Bostrichidae Anobiid Beetles: Anobfidae Old House Borers, Longhorn Beetles: Cerambycidae, Hylotrupes Ambrosia Beetles: Platypodidae, Scolytidae . Carpenter Ants: Camponotus Brown Rot, White Rot, and Wood Decay Fungi BORA-CARE° can be used on all cellulosic materials including wood, plywood, particle board, paper, oriented strand board (OSB), cardboard and wood composite structural components.. . In areas where a soil treatment/barrier termiticide treatment is required by law, BORA-CARE® should be applied•as a supplemental pretreatment to protect wood from subterrADgan 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-CAREm is applied directly to the wood, it can be used in areas where environmental contamination is o) concern (nearby wells, cisterns, etc.). The active ingredient in BORA-CARE° is an.inorganic salt and once in place, it will not decompose or volatilize out of the wood. Treatment is long lasting as long as the treated material is not exposed to rain, continuous water or ground contact. Older wood boring beetle larvae (particularly Old House Borers) already present in the wood at the time of treatment may occasionally emerge sometime after treatment. This will not occur frequently. enough to cause structural damage to any wooden member. REMEDIALTREATMENTFOR THE CONTROL OF SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOSTAND OTHER WOOD BORING BEETLES AND WOOD DECAY FUNGI A. Infested wood can be treated by spraying and/or injecting BORA-CARE® solution into beetle holes, termite and carpenter ant galleries and decay pockets. Apply one (1) coat of BORA-CARE• solution to the point of wetness to'all 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 ordee 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, Teter to Sections IV. E. and F- E 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 BOAA-CARPsolution. 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 maybe treated byapplying BORA-CARE° solution into wall voids by locating each stud and drilling a small hole through the wall covering to gain access to the infested area. Drill .holes adjacent to the side of each stud every 18-24 inches along its length and inject at least 1/3 fluid ounce of BORA-CARE"solution per hole. Drill at least one hole per stud bay near the floor in order to treat the base plate in each void: Treat entire wall areas as opposed to single stud bays in order to include the infested area completely within the treatment Zone. D. Wood flooring can be treated by spray, brush or roller application. It will be necessary to remove any existing finish by complete coarse sanding or stripping prior to application. Apply a two (2) parts water to one.(1) part BORA-CARE° (2:1) solution at a'rate of approximately one (.1) gallon of,solution per 500 square feet of floor surface. For treating infestations of subterranean or Formosan termites, two (2) coats may be required, waiting at least one (1) hour between applications. 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 I= sanding may be necessary before applying a new finish. Although BORA-CARE' is compatible with most floor coatings, always test a. small section of treated floor with the new finish and check for appropriate adhesion.prior to coating the entire floor. NOTE. It surface is tacky or residue is evident after 72 hours of drying time, wash affected area with clean water and a mop, cloth or sponge, rinsing frequently. Allow surface to dry prior to final 1j= 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 bas2`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 loam by mixing two (2) parts water with one (1) pan.BORA-CARE' (2:1) and adding 3 to 8'ounces of foaming agent per gallon of mixed solution. Apply foam being sure to completely fill the void. Foam will take approximately one (1) hour.to return to liquid state and soak into bare wood. Apply foamed BORA-CARE° to void spaces at a 1:20 to 1:30 foam ratio (one 111 gallori of mixed solution expanded with foaming agent to produce 20 to 30 gallons of loam). 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) pan BORA-CARE° (2:1) solution into the infested area and/or low pressure surface spraying at a rate of one (1) gallon per 300 to 400 square feet. NOTE: Some types of foam insulation, such as polyisocyanurate and extruded polystyrene, have closed cell structures which do not allow significant penetration from surface application. These types of loam should be injected, as well as surface sprayed, to achieve proper control or prevention of infestations. V. PREVENTATIVE AND/OR PRETREATMENT FOR WHOLE HOUSE PROTECTION FROM SUBTERRANEAN, FORMOSAN, DRYWOOD AND DAMPWOOD TERMITES, CARPENTER ANTS, OLD HOUSE BORERS, POWDERPOST AND OTHER WOOD BORING BEETLES AND WOOD DECAY FUNGI NOTE: This treatment serves as a primary treatment for the control of Formosan and subterranean termites. Pretreatment should be performed at a point during the construction process when the greatest access to all wood members is available. Normally this is at the 'dried -in' stage of construction when all structural wood and sheathing' is in place, yet prior to installation of insulation, mechanical systems,,electrical wiring, etc. Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE° (1:1) solution to all wood surfaces to the point of wetness. Concentrate application in areas susceptible to attack, to include all sills, plates, floor joists, piers, girders and subfloors. Treat wood in all plumbing, - electrical, and ductwork areas where they penetrate wall3' or floors. Treat all base plates and studs on interior and exterior walls, especially those surrounding any high moisture areas such as bathrooms, kitchens and laundry rooms. For buildings built on slabs, treat all wood in contact with the slab as well as all interior and exterior wall studs and wall sheathing material. In attics, treat all wood including ceiling joists,' trusses, top plates, rafters and root decking. Be sure that all sill plates and wood contacting garages and porches are treated. In areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CARE'solubon 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 V1. PREVENTATIVE AND PRETREATMENTS FOR SUBTERRANEAN TERMITES (CRAWL SPACE, BASEMENT AND.SLAB) NOTE: This treatment serves as a primary treatment for the control of subterranean termites. Use only a one (1) part water to one (1) part BORA-CARED (1:1) solution when treating for subterranean termites. Pretreatment may be performed at any point during the construction process, however it is best performed when greatest access to all wood members is available. Normally this is at the `dried -in" stage of construction when all structural wood and sheathing is in place, yet prior to installation of insulation, mechanical systems, electrical wiring, etc. A. Buildings on Crawl Spaces and Basements: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE° (1:1) solution to point of wetness in a 24-inch"wide uninterrupted band to all wood surfaces in crawl spaces and basements, to include all sills, plates, floor joists, piers, girders and subfloors as well as wood exposed to vertical access from the soil. Treat all wall base plates and the bottom two (2) feet of all interior and exterior wall studs. Treat.any wood adjacent to plumbing, electrical conduit and ducts where they penetrate subfloors or plates, and all wood next to porches, garages, and fireplaces in order to provide a two (2) toot wide barrier of BORA-CARE' treatment against termile 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-CARED into holes drifted into the wood at eight (8) to ten (10) inch intervals. Inject at 40 psi for'four (4) to six (6) seconds per hole. B. Buildings on Slabs: Apply one (1) coat of a one (1) gallon water to one (1) gallon BORA-CARE" (1:1) solution to all base plates and the bottom 24 inches of all studs on all exterior and interior walls. In areas where access is limited to one (1) or two (2) sides of a wood member, apply two (2) coats of BORA-CARE® solution to the exposed surfaces. Wait at least 20 minutes between applications. Treat all wood in plumbing walls and apply to any wood in bA traps as well as wood adjacent to plumbing, electrical conduit and duct penetrations in order to provide a minimum 24-inch wide barrier of treatment between the soil and the balance of the structure. V1 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 mist Wait 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. If necessary, remove paint or finish prior to application. Apply one (1) coat of BORA-CARE® solution to the point of wetness to all wood surfaces. Apply two (2) coats of -BORA-CARE® solulion to heavily inlested areas and to those surfaces where access is limited to one (1) or two (2) sides of wood members. Do not apply in rain or snow. Exterior wood surfaces must not be exposed to rain or snow for at least 48 hours after treatment. If inclement weather is expected, protect exterior treated surfaces with a plastic tarp. For wood in contact with the ground or soil, see Section XI. A. Finishing and Maintaining Treated Surfaces: For long- term protection, exterior wood surfaees .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. 11 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 alirnterior and exterior wood surfaces. Refer to. application chap for minimum amount of BORA-CARED to treat various size logs or beams. Typically, two (2) coats of solution will be required to treat round logs 10' or greater in diameter and rectangular logs larger than 6" x'12'. Wait at least one (1) hour. between applications. Two (2) coats of BORA-CARE* solution should also be applied to log ends, notches, comers and sill logs. Actual number of coats necessary to meet the minimum requirements will depend upon actual wood size, surface porosity and number of sides accessible for treatment. Do not apply in rain or snow. Exterior wood surfaces should not be exposed to rain or snow for at least 48 hours after. treatment. It inclement weather is expected, protect exterior treated surfaces with a plastic tarp. A. Finishing and Maintaining Treated Surfaces: For long term protection, exterior wood surfaces which have been treated with BORA-CARE® will require a topcoating with a water resistant finish, paint or exterior stain. The finish or topcoat should be applied within six (6) weeks of treatment. It is important to allow BORA-CARE° treated wood to completely dry (at least 48 hours) before applying any protective topcoat. Coat a small section of treated wood with the finish to be used and check for compatibility prior to complete application. 4 X. DIP TREATING LOGS AND LUMBER A dip treating solution may be prepared by mixing five �5) parts water to one (1) pan BORA-CARE- (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 coverall wood surfaces. Logs and/or lumber should be submerged in the solution for at least one (1) minute o� 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°.. ; XII. 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 '8b 1 6 x 10 12.6 6 x 12 68 All 15.0 XI I I. 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 handfed 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-CARED 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-CAREm 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 1.0 112 800 1.2 3/4 533 1.8 1 400 2.6 TABLE C. Round Logs (1:1 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$ORA-CAREm solution to 400 board feet of wood. 100 Nisus Drive Rockford, TN 37853 800-264-0870 5 www.nisuscorp.com Issue Date:8/24189 MATERIAL SAFETY DATA SHEET Revised Date:3/213/97 BORA.-CARE' Health Emergencies: CHEMTREC° (800) 424-9300 SECTION I - PRODUCT IDENTIFICATION Manufacturer: Nisus Corporation 215 Dunavant Drive Rockford, TN 37853 (800) 264-0870 Fax:865-577-5825 Product Trade Name: BORA-CARE® EPA Registration No. 64405-1 Chemical Family: Glycol borate solution Formula: Proprietary Mixture CAS No.: N/A DOT Hazard Classification: Not Regulated Hazard Rating: NFPA Health 1 Slight hazard Flammability 0 Reactivity ' 0 SECTION II - HAZARDOUS INGREDIENTS Material or Component:- Ethylene Glycol CAS No. 1.07.2:1-1 TLV 50.00 ppm ACGIH Type-CEIL - SECTION III -PHYSICAL DATA Appearance: Clear viscous gel • 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 in sensitive individuals. SKIN CONTACT. This material is essentially non -irritating. Prolonged or repeated exposure to this material may cause softening of the skin. Persons with pre-existing skin disorders may be more susceptible to the effects of this material. INGESTION: This material may be harmful if swallowed. Ingestion of large amounts may cause nausea, mental sluggishness followed by difficulty in breathing and heart failure, kidney and brain damage. possibly death. INHALATION: Breathing high concentrations of vapors may cause nausea, dizziness or drowsiness, and irritation of the nose and throat. Pre-existing lung disorders may be aggravated -by exposure to this material. COMMENTS: None of the major constituents of this material 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 grrAtg 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. If irritation or redness develops and persists, seek medical attention. INHALATION: If irritation of the nose or throat develops, move away from the source of exposure and into fresh air. If irritation.persists, seek medical attention. If victim is not breathing, artificial respiration should be administered.'If breathing difficulties develop, oxygen should be administered by qualified personnel. Seek immediate medical attention. SECTION V - EMERGENCY AND FIRST AID PROCEDURES (Coot.) INGESTION: SEEK EMERGENCY MEDICAL ATTENTION It 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 ringers 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: FfWsproduct may corrode aluminum. HAZARDOUS POLYMERIZATION: Will not occur. HAZARDOUS DECOMPOSITION PRODUCTS:. Ethylene oxide, carbon monoxide, carbon dioxide. SECTION VII-FIRE AND 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. - I SECTION IX -SPECIAL PROTECTION INFORMATION I RESPIRATORY PROTECTION: Good ventilation. VENTILATION: Exhaust to ventilate. - PROTECTIVE GLOVES: The use of solvent resistant gloves is advised. EYE PROTECTION: Use safety glasses, goggles or face shield. OTHER PROTECTIVE EQUIPMENT: It is recommended that a source of clean water be available in the work area for flushing eyes and washing skin. SECTION X - SPECIAL PRECAUTIONS HANDLING -AND STORAGE PRECAUTIONS: Store between 40'F and 9WF 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 panicu/ar-purpose and on Vie condition that they assume the risk of their use thereof' 100 Nisus Drive, Rockford, TN 37853 800-264-0870 6' - www.nisuscorp.com �lowl , 11Mallilk 11 • � 1'. 11 R07 71R08 R05 R 10 0-ft) R09 --� Jot � R18 v i c ig _g R 17 J03 v — R22 _ W-Z R21 I 0 N J03 R20 J / mr�wes • R19 0-Rd h t�evrmu ra v MW AW AwAua.m1 J02 0 J02 »a,✓�c'na� "ea�ea�oriO� t J03 �o J03 b NZ AIQ AM (J MKS A cw mu= 00 RS ar Hv' MO nE /F 4fFRIW 7A1� •(1107{1 I//�� MI�UV OW 6 AflAm ilE /I17W OPOEIIP 6 M DE a O"AlUM m An G11AUA wtaRt/ �aAanov MIAm - sIJ / N M y �Q! him t�� ' •- W111EC/R71I�J • ��0 O O p p ELEVATION - A, D & F TYPICAL HIP SET NAILING OPEN FACE C 10'-4' C£IUNG HT. ® 12'-0' CEILING HT. WALL HEIGHT LEGEND 0 9"-4" WALL HT. ® 12'-O" WALL HT. le,O O N M yiQ , O O O ELEVATION - B, E & G ELEI/ATION - C & H RVIEWFOR � � PAC CAM �� 111iSlYRx'anm v TRISSWAY, LTD. =Blvd Oriandq FL 824 (407) 857-27" (407) 857-7855 FAX AS REFER TO SHT.'T-1 FOR IMPORTANT INFORMATION! DATE : 12107106 DRAWN BY: JT CHECK BY: ??? JOB NO. : LE3228 T-1 OBBO=DROP BEAM BY OTHERS FBBO=FLUSH BEAM BY OTHERS