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HomeMy WebLinkAbout145 Bristal Forest Trl - BR04-002774 -SFRPERMIT ADDRESS CONTRACTOR Centex Homes 385 Douglas Ave., Ste 2000 ADDRESS Altamonte Springs, FL 32714 407-661-2176 UGC 049689 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE t70007kSUBDIVISIONjPr PERMIT # 0g , 01 L/ DATE CD 0 P S V ERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE 9 , 0 qzj d m City ofSanford Certificate of Occupancy This is to certify that the building located at 145 Bristol Forest Trl for which permit number 04-2774 was issued and has been completed according to the plans and specifications filed in the permit, to wit a New Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: P. Hubbard 03/21/05 Engineering: D. Richards 03/23/05 Public Works: J. Crumpton 03/23/05 Utilities: R. Blake 03/22/05 Fire Department: Zoning: Centex Homes Q3" yy- ' 03/23/05 Property Owner Building Official Date CERTIFICATE OF OCCUPANCYREQUESTFORFINALINSPECTION New Single Family A DATE • a ` 03/_18/05 PERMIT #: 0404-2_774 Q ADDRESS. 145 Bristol Forest Trl CONTRACTOR: Centex Homes PHONE #: Josh 407-466-3441 The building division has prepared a Certificate of occu anclocationandisrequestingfinalinspectionb P Y for the aboveinspection, please sign off and date the C. 0. or submit addend After yourbeendeniedorapprovedwithconditions. Your prompt attention i l has appreciated. P on will be JEngineeri : t " r a, Fire OPublic Works Zoning _ OUtilities DLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION New Single Family**** DATE: 03/18/05 PERMIT #: 04-2774 ADDRESS: 145 Bristol Forest Trl CONTRACTOR: PHONE #: Centex Homes Josh 407-466-3441 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering DFire ublic Works'-5o' ping _ OUtilities OIL epoz Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1 4 CERTIFICATE OF OCCUPANCY. REQUEST FOR FINAL INSPECTION New Single Family**** DATE: 03/18/05 PERMIT 4: 04-2774 ""3 Cj cU aR 7 ADDRESS: 145 Bristol Forest Tri tJ' J Cn CONTRACTOR: Centex Homes PHONE#: Josh 407-466-3441 711T The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering 1 Fire OPublic Works 'Zoning DLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 3/18/05 16:57:14 Location ID . . . . . 247985 Parcel Number . . . . . 22.19.30.502-0000-0700 Alternate location ID . . Location address . . . . . 145 Primary related party . . Type options, press Enter. S=View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES BRISTOL FOREST TR Free -form information PRESERVE AT LAKE MONROE LOT 70 *********** SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2774 PD 8-12-04 SEE REC#7100 3/4"WA METER SET FEE $190.00 PD 8-12-04 REC#7100 F2=Address F3=Exit FS=Special Notes F9=Parcel Notes F12=Cancel 1 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077vNATIONALFLOODINSURANCEPROGRAMExpiresDecember31, 200E ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number CENTEX BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 145 BRISTOL FOREST TRAIL CITY STATE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 70, PRESERVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: C1 GPS (Type): or ##.##### NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CITY OF SANFORD 120294 SEMINOLE FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B& FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) Zone AO, usedepth offlooding) 12117CO035 E 4117195 4/17/95 X NIA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile ® FIRM Community Determined Other (Describe): B11. Indicate the elevation datum used for the BFE in 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 SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' Building Under Construction" ® Finished Construction A new Elevation Certificate will be required when construction ofthe building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. Ifno diagram accurately represents the building, provide a sketch orphotograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, ARIA1-A30, ARIAH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD'29 Conversion/Comments NONE Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? ElYes ® No o a) Top of bottom floor (including basement or enclosure) 14. 0 ft.(m) o b) Top of next higher floor 23, 7 ft.(m) o c) Bottom of lowest horizontal structural member (Vzones only) NIA. ft.(m) o d) Attached garage (top of slab) 13. 7 ft.(m) o e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area) 13.6 ft,(m) o f) Lowest adjacent (finished) grade (LAG) 12.6 ft.(m) o g) Highest adjacent (finished) grade (HAG) 12. 7 fL(m) o h) No. ofpermanent openings (flood vents) within 1 ft. above adjacent grade 0 o i) Total area of all permanent openings (flood vents) in C3.h 0 sq, in. (sq. cm) 00 w zco C: 8 in 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 in Sections A, B, and C 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. CERTIFIERS NAME: JAMES J. JILES LICENSE NUMBER: 4997 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 1030 N. ORLANOD AVENUE, SUITE B WINTER PARK FL 32789 SIGNATURE DATE TELEPHONE 3/3/05 (407) 426-7979 FEMA Form 81-31, January 2003 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/orBldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 145 BRISTOL FOREST TRAIL CITY STATE BP CODE Company NAIC Number SANFORD FL 32771 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 ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT Check here ifattachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. Ifthe Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) ^in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), thenext higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.1 on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is thetopof the bottom floor elevated in accordance with the community's floodplain management ordinance? El 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 owners authorized representative who completes Sections A, B, C (Items C3.h and C3] only), and Efor Zone A (without a FEMA-issued orcommunity - issued BFE) or Zone AO must sign here. The statements in Sections A, B, Q and E are coned to the best ofmy knowledge. PROPERTY OWNERS OR OWNERS AUTHORIZED REPRESENTATIVE'S NAME ADDRESS SIGNATURE COMMENTS STATE ZIP CODE TELEPHONE Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by laworordinance 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 items) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date ofthe elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA4sued or community -issued BFE) orZone AO. G3. The following information (items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER ---['G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCEIOCCUPANCY ISSUED G7. This permit has been issued for: New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. ,ft.(m) Datum: G9. BFE or (in Zone AO) depth offlooding at the building site is: _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 70, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA I•' = 30' GRAPHIC SCALE 0 15 30 CSX RAILROAD R/W OLD MAIN LINE TRACK UNPLATTED PER THIS PLAT) 50.00' N54'23'11 "W. v D LOT 70 m;n 6,250 SOFT. t z 00 c K mDNms GCS; LOT 71 5. D' 40.0' n w E W TWO STORY CONCRETE BLOCK C>? D on WOOD FRAME a ENCERESI'P xa FINISH FLOOR ELEVATION=13.98 V Q 20 7' COVERED 5.0' ENTRY i" CONCRETE.. I ',DR VEWAY: II CTI I O L i6.o`i_' . O - -4: Rio' UTILITY ILO. N 5.0' LOT 69 WALK IS a <' !T : SIW :•.;::;,.:a:.'': WALK IS -..- 0.V OFF 0.1' OFF w; S54'23'11 "E 50.00' UltiIOi,IN 535.85' m I t 74.48' PIS54'23'II" E 610.33' CENTERLINE OFPTRIGHT-OF-WAY BRISTOL FOREST TRAIL 50' RIGHT-OF-WAY FOR THE BENEFIT OF AND NOTE: EXCLUSIVE USE OF: THE FINISHED FLOOR ELEVATION OF THIS COMMERCE TITLE COMPANY STRUCTURE MEETS OR EXCEEDS THE COMMERCE TITLE INSURANCE COMPANY THE REQUIREMENTS SET FORTH IN THE CTX MORTGAGE COMPANY, LLC CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 03-02-05 UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 1 HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F.E.M.A, AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMNOLE COUNTY BEARINGS SHOWN HEREON ARE THE WESTERLY LINE OF LOT 70 BEING N35'36'49••E PER PLAT. FIELD DATE:) 9-28-04 SCALE: 1 = 30 FEET APPROVED BY: SJ JOB NO. ASM39684 DRAWN BY: D ON REVISED: FINAL 03-02-05 VH FORMBOARD 11-5-04 CKB REVISE MODEL 10/27/04 KLE PLOT PLAN 5/20/04 SDO LOT FIT 12-12-02 CKB LEGEND BUILDING SETBACK LINE O FND 1/2" IRON ROD AND CAP LB N68 (03-02-05) CENTERLINE FND NAIL AND DISC RIC14T OF WAY LINE Q LB 068 (03-02-05) 124 EX151ING ELEVATION CONCRETE LD LICENSED BUSINESS LS LICENSED SURVE YDR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH ELEV ELEVATION PK PARKER KALON R RADIUS POC POINT OF CURVE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789 (407) 426-7979 0 FND 1/2 IRON ROD AND CAP LB N6393 (03-02-05) CNA CORNER NOT ACCESSIBLE 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT OHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE REV REVISED I HEREBY CERTIFY, THAT THIS BOUNDARY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS 1,4 CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. 714 FOR THE FIRM JAMES JAY JILES PSM #4997 DATE REVISIONS PERMIT i! QY-r/g l DATE ADDRESS 10/28/04 CONTRACTOR CENTEX HOMES / PATRICK J. KNIGHT 407-467-2643 (MOBILE) PH ## 407-661-2176 FAX # 407-661-4089 DESCPRITION OF REVISION: ADD COVERED PORCH IN FRONT (PORCH WAS SHOWN ON ORIGINAL BUILDING PLAN,„,-,,, y UTILITIES FIRE OCT 26 200-4 BLDG N PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 70, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS NOT ONIY) LOT 70 CONTAINS 5250 SQUARE FEET f (LOT ONLY) THIS STRUCTURE CONTAINS 1487 SQUARE FEET f TOTAL CONCRETE 727 (WITHIN LOT ONLY) SQ. FT. t TOTAL SOD 4036 SO. FT, f _ PERCENT OF CONCRETE & STRUCTURE TO LOT 35% f 1" = 30' GRAPHIC SCALE 0 15 30 VP T, I T.... - BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES SOUARE FOOTAGE (UP TO CURB) LOT 70 UP TO CURB CONTAINS 6800 SQUARE FEET f THIS STRUCTURE CONTAINS 1487 SQUARE FEET t CONCRETE 1060 SQ. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 4253 SQ. FT. f CSX RAILROAD R/W OLD MAIN LINE TRACK UNPLATTED PER THIS PLAT) 50.00' N54'23'11IV LOT 70 ITDRAINAGETYPEAi D I O II z-- nIZ y6Jm. InIQm Z O II DzI C I CI --II I I < I m In laIm LIm17--1z1'ATI z-, LOT 71 50' 4D.0' 5.0 '- LOT 69 40.00' Z W n PROPOSED Ccy)0 C '° 2509-c o FINISHED FLOOR o m N UJ Lnp Qz ELEVATION=13.90 0 cy) CD If - s.o1 20.r M63.^ r 130' OV R D... o' 11 I11 I DRIVE. II II U 10' UTILITY EASEMENT Zl W I N I ROPOSED IU Wo - NLET NOT FIELD S54*23'11 "E LOCATED m 50.00' 535, 85' I 74.48' 610.33' CCNTCRLINE OF RIGIII - OF -WAY BRISTOL FOREST TRAIL 50' RIGHT-OF-WAY N`,;'' LITY OF I. ELEVATIONS SHOWN ARE PER LOl" GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OFTHEPROPOSEDHOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION, ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE FL.R.M, COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION, PLEASE CONTACT THE LOCAL BEARINGS SHOWN HEREON ARE BASED ON 11-IE WESTERLY LINE OF LOT 70 BEING N35'36'49"E PER PLAT. FIELD DATE:) REVISED: SCALE: I.. = 30 FEET APPROVED BY: Si LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDIH POB POINT I )N DIIIINDAR i CENTERLINE PCC POINT OF COMPOUND CURVATURE rIGHT OF WAY LILIE POC PVIFIT ON CURVE PROPOSED ELEVATION OR OFFICIAL RECORD PC) PLANNED DEVELOPMENT F'RnPO,F.D DRAINAGE FLOW DENOTES DELTA ANGLE I L DENOTES ARC LEIILnI -I COUCRETE C.13 DENOTES rl uJRfi BEARn1G LB LICEFISED BUSINESS PC DENOTES POINT OF CURVATURE 1-5 LU._ENSED SURVEYOR PI DENOTES POINT ) INTEP`>EC 1101J PRM PERMANENT REFERENCE MONUMEPIT P1L. DENOTES POINT OF PLVERSE CUPVATIIRE PCP PERMANENT CONTROL POINT DENOTES POINT or TANGENCY P) PER PLAF TYP A/C TYPICAL AIR COFIDITIONER M) MEASURED COW CONCRETE BLOCK WALLFLIDFOUNDRPRADIUSPOINTC./W COIICBETE WALK CS CONCRETE SLABS/VJ S:LiFWALK C Clif)RD LENGTHCP PD CONCRETE PAD PLAT BOOK SO. F7, SUUARF_ FEET R RADIUS LIG NATURAL GRADE P(:S PAGES R/W RIGHT-OF-WAY 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. JOB NO. ASM39684 DRAWN BY: REVISE MODEL 10/27/04 KLE FIT 12-12-02 CKB AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789 (407) 426-7979 OR THE FIRM ES' JAY JILES PSM #4997 DATE CITY OF SANFORD PERMIT APPLICATION Permit # :' r + Date: Job Address:— ` j \6 l 1 5 T— Lot W Description of work: New Single Family Residence Historic District: Zoning: Value of Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service_ Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: _1_ # of Dwelling Units: Flood Zone: (FEMA form required for other than \) Parcel # Attach Proof of Ownership & Legal Description) ONvners Name & Address: CentexHomes 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Phone: 407-661-2150 Contractor Name & .Address: Approved Electric Co. of Florida 4874 S. Orange Avenue Orlando, Florida 32806 State License Number: EC0002494 Phone & Fax: Fax 407-851-1226 Contact Person: John Findlay Phone: 407-851-1220 Bonding Company: Address. Mortgage Lender:_ Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for E LLCTRIC.AL 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 BEFORL RECORDING YOUR NOTICE OF COMMENCEMENT. CE 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 countyl 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 req Signature of Owner/Agent Date Print Owner./Agent's Name Signature of Notary -State of Florida Date Oxtncri Anent is Personally Known to Me or Produced ID FS 71 Faactor/Agent Date Charles W. Cannon Print Contractor/Agent's Name gnature of'Notary-State of lorida xv r Contractor/Agent is Personally Kno nRx Produced ID jj r t . . Ry APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (initial & Date) Speial Conditions: T, V i 1% 1 v f I Y. n QTATOMITKIT k"WOU0 InO.11'., _:'.I aAll ski, o'l - HIATT AnPIQUO&-, 1: F'. I f .7 f 'momnTrTinw. A/ AMPIT&C APPITralAT W&MIZ., ADDIPMR!, A TYPE USE: Rovirlonfi&I WORK DFqFRTPTTnNn RinnIn FAmllv Hn"-am nw+ArhmH rmnotr"rtini, F PFNFFTT RATF' FFIP HNTT RATF PFR 0 X TYPP TRA A! 01 11 TYPI' Df ST ROADS ARTERIALS CO -WIDE 0 dwI unit $ 705.00 1 $ /05,Q) ROAD i COLLECTORS NORTH' 0 dwl unit $ i42.00 1 $ 142.0 KIBRARY CO -WIDE 0 dwl unit $ 54"00 1 $ 51. ol.:, SCHOOLS CO -WIDE 0 dwl unit $1.384.00 1 $ 1 . 084 . oc AMOUNT DUE 00 RECEIVED BY:: Jl a/ PI PWIT PRTNT NANF) 1.10,1 F 'fTl TrANT- FATIMP Tn NnTTPY nWWUP ANI) fl:IYIF:LY PAYMENT MAY RFSH! T TN Yn, R ITARTITTY FnQ THP FFF. **Q!, DTSTRTBUTTnNn i.rnHNTY A-17TTY 2-APPLTCANT 4.cniNT`f' NATF** PFRSONK ARE ADVTRPD THAT THTS! T 11 A FITATFMPNT AN FFFR WhaIV Y,)I!I:: AND PAYADIF PRTnp Tn TOMmIrp np A PlITI"TWIn PVDMT)' pTRsoNs ARE Alsn ADUTRPD THAT ANY RTRHTR All THP ApPiTrAw. np nwwrIv. 10 !.".! I::. !::, !::- f1 I T I..! F, ("J"I ("III AT'l, Cli-lCl, f , ". 1:: 'T'1.41:7 I:;l0(.1A1') I TPPnQV QVQTrM Awn/n!;,, EDUCATIONAL ( smnn!) TmpArT FFFR m"qT pp FypprTRPD BY PTITNf; A WRTTTFN RPMHFqT WTTHTN 49 rAlrwm6p M&VQ np Twp pprUTWTWi SITGNAT(IRF T)ATF ARnup. ma mnT I ATPIQ THAN rvIQTTpTrATv np nrawANry m,, l-if' T'I!I::,o!!.,!f`y_ Tj..!I::, 1:7r-!I:;, I'MICT *y'I,.jj::, 1:;Il(:)11,11:;.I::,I,ll::,!."i*y.::z 1)1. 111! fjiUi,!Ty I nj.,rr) Dpuvi nPMPWT rnnp rnPTpq n7 Twp pih PR nnwomwo oomm mAy Rp PTrkrn HP PIT PITMHIJqTrn PPnM TWIT PIAW TMPICwUnM0TTnM nOaT a, 1101 FAW FTRRT qTPPFT. RAwpnpD vinpmA 7mm. rnny) AAK.vayn Y) 1- 0:7 C`Ak! 1:7 C., I:;. Yl, PI IT I T"'! [Jf ("I: H Pf`.lY! v!(: F-IT (:Z1.4"ll 0 D Py I-'I..!I::f`W f"ll:;. IyIf-lkII::,v f-,.I:;,T)I::T:. THF PTATITMUNT i I: J7T, (1F Mi"I"f W"ITIRITIP AND rTTY I'l` r:, PHTIDTHR PPRMTT WINRUIT AT THK !Ai::' WTH!q PTAWMAT m wuTn nwiv Tw rnmA"wrTmw WTTH TqqHnMrV nv Awm UnWITIV QHTI" TWn c)9 CITY OF SANFORD PERMIT APPLICATION Permit #: n 7 — CA") 9a - _1 .I . . Date: JUN 14 2004 Job Address: Description of work: CONSTRUCT CONCRETE BLOCK SING FAMILY DWELLING Historic District: Ahi- Zoning: Value of Work: $ Permit Type: Building XX 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 & Enerbry Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential V Commercial Industrial Total Square Footage: 1,l Construction Type: # of Stories: _,41-2— # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel li: 22-19-30-502-0000— ©-/ 0 (Attach Proof of Ownership & Legal Description) Owner, Name & Address: CENTEX HOMES, 385 DOUGLAS AVE ._,. . #2000 , ALTAMONTE SPGS . , FL 32714 Phone: 4V/—vvl—e11 v Contractor Name&Address: PATRICK J. KNIG E SAME AS ABOVE State License Number: CG C049689 Phone&Fax: 407-661-2176 4 9 C YLtPerson: JACKIE..CAINES Phone: 407-467-2643 Bonding Company: NA F, Address: Mortgage Lender: NA Address: Architect/Engineer: HURRICANE E ` NE RIN'' ° Phone: 407-774-9003 Address: 7 16 Fax: 407-774-8477 Application is hereby made to obtain a permit to i16 th"ork and installations as indica[ed. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be perf0' V ed to meet standards of all laws regulating construction in this jurisdiction, l understand that a separate permit must be secured for ELECTRICAL WORK;#Ufftv1BING, 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 ill oil he owner of the property of the requirements of F rid Lien Law_ A!tt, FS 713. I& t hpfy! Signature of Owner/Agent Date Signature o ontrac r/Agent { V Date 1 Ltk PA,T- 1(N I G H T Print Owner/Agent's Name Pr t ontraclor/Agent's Name ?04r. Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID Contractor/Agent is X X Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: p-21 G(kning: Initial & Date) (Initial & Date) Special Conditions: Utilities: FD: Initial & Date) (Initial & Date) y P`s'ri C,,r .,rA: DD0299442 Expires 3/29/2008 Bonded thru (800)432-4254: Florida Notary Assn., Inci,;me....... ._ CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661-2150 Fax: (407) 661 -4089 www.centex-oriando.com TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will serve as authorization for Jackie Caines or Nan Holmes to sign permit applications and energy calculations for any lots owned by Cented Homes, obtain permits for same and receive Certificates of Occupancy, in my name and license, for the subdivision and lot specified below: SUBDIVISION: PRESERVE AT LAKE MONROE PATRICK J. KNIGHT CGC049689 STATE OF FLORIDA LOT COUNTY OF SEMINOLE The foregoingu instrument was acknowledged before me this 0 1 20OLT by Patrick J . Knight, Division President of Centex Homes - Orlando). He is personally known to me and did not take an oath. NOTARY PUBLIC k Expires 3/29/2008 V'>+ _. thru (800)432-4254 5,....,oa.+......,;;n'Ua Notary Assn., Inc Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL Back i Sernin(Ar Counts n+c rt ti + etirar n trey I Iil1 19. Pirst% f 4117-661,S-7506w2004 WORKING VALUE SUMMARY GENERAL Value Method: Market 22- 19-30-502- S3-SANFORD Parcel Id: Tax District: WATERFRONT 00000700Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: Depreciated EXFT Value: $0 HOMES Land Value (Market): $26,000 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City, State,ZipCode: ALTAMONTE SPRINGS FL 32714 Just/Market Value: $26,000 Property Address: 145 BRISTOL FOREST TRL SANFORD 32771 Assessed Value (SOH): $26,000 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $26,000 2003 VALUE SUMMARY SALES 2003 Tax Bill Amount: $285 Deed Date Book Page Amount Vac/Imp 2003 Taxable Value: $13,680 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 70 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 26,000.00 $26,000 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. Ifyourecently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http:// www.scpafl.org/pls/web/re_web.seminole_county_title?PARCEL=2219305020000O... 5/28/2004 Ci of Sanford Buildin Division94-19 hr g ... Submittal Requirements for Residential Building Permit 0 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 7 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include_. a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. **The State of Florida requires bathroom compliance with Florida Accessibility Code- C. An elevation of all exterior walls - east, west, north, and south. Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure, bearing and non -bearinginteriorandexteriorwalls, show all components of wall sections. e. Framing plan for floor joists where conventionally framed. Plan is to indicate spats, sizeandspeciesofmaterialstobeused. f. Engineered truss plan with details of bracing, engineered beams for spacing openings tocarryandsupporttrusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: 1. Garages/Carports sq ft2. Porctres/Entries sq ft3. Patio(s) sq. ft. 4. Conditioned Structure Q sq. ft_ Total Gross Area sq ft73. Three (3) sets of completed Florida Energy Code Forms_ 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure is to be built on fill, a report may be requested by the Building Official or hisrepresentative. J 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection tobemade. b. Septic tank permit issued by Seminole County Health Dept. c. Arbor permit when trees to be removed from property. Contact the Engineering Dept. for details regarding the arbor ordinance and permit. d. Seminole County Road Impact fee statement. e. Property ownership verification. f. Driveway permit issued by City Engneecring Department. I C Application to be completed thoroughly and signatures provided by a licensed and insuredcontractorandproperty -owner. If electrical, mechanical, or plumbing.permits have not beenissued, inspections will not be scheduled or made and subcontractors will be subject to penaltyundercityordinances. Date JUN 0 1 Oxvncr/Agent Signature This Instrument Prepared By: NAME: Debra A, Riggs -Centex Homes 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Permit No. NOTICE OF COMMENCEMENT SEMINOLE STATE OF FLORIDA COUNTY OF ORANGE MARYANW MORSE, CLERK OF CIRCUIT COURT SEMINOLE CCA kM BK 05334 PG 0450 CLERK'S # 2004087298 REW010 WQ.131F?W4 011531W Pi RFCi1RDIN(9 F'EVIS 1%. @6 REC)RDED RY L Mr_Kinley THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: LOT Ld , PRESERVE AT LAKE in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, 2. General Description of Improvement: SINGLE FAMILY DWELLING 3, Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property: FEE SIMPLE INTEREST Name of Fee Simple Titleholder: N/A 4. Contractor: CENTEX HOMES' 85 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (407) 661-2150 Fax: (407) 661-4089 5. Surety: N/A Amount of Bond: N/A 6. Lender: N/A MONROE Recorded FLORIDA. 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-2150 Fax: (407) 661-4089 8. 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) (b), Florida Statutes: NONE 9. Expiration date of Notice of Commencement (the expiration is date is 1 year from the date ofrecording unless a different date is specified) Debra A. Riggs " OFFICE MANAGER FOR CENTEXHOMES, 38S DOUGLAS AVENVB SUITE 2000, ALTAMONTB SPRINOS, FLORIDA 32714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORB ME THIS JUN 0 1 ?w BY DEBRA A . RIOOS., OFFICE MANAOBR CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION Rva 2711 HOLDING CORPORATION, A NEVADACORPORATION. DEBRAA. RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH. NOTA.RY-PUBLIC J^,CKIF CAI ES Comma DD0252902 Evill ini 200E Bonded thnl ("32.4254: hVFloridaNotrA90n., PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 70, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPFRVIfHIS f.Al f'lll. ATIONS A OT ONI Yl LOT 70 CONTAINS 6250 SQUARE FEET t LOT ONLY) THIS STRUCTURE CONTAINS 1505 SQUARE FEET t TOTAL CONCRETE 540 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 4205 SO. FT, t PERCENT OF CONCRETE & STRUCTURE TO LOT 33% t 1"= 30' GRAPHIC SCALE 0 15 30 4PT BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES J 11 U 0 zD m i " v c V mD W g z V ~ LOT 71 oo cD nn1— f— Tn mlaal LOT 70 UP TO CURB CONTAINS 6800 SQUARE FEET t THIS STRUCTURE CONTAINS 1505 SQUARE FEET t CONCRETE 873 SO. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 4422 50. FT. t CSX RAILROAD R/W OLD MAIN LINE TRACK UNPLATTED PER THIS PLAT) 50.00' N 54*23'11" W LOT 70 JJ DRAINAGE TYPE A I1 V! IvIA I D1Z I 1 m y1ZIoICI -aI — 1I mIN 1 mIS I mtiS " i0 II 40.0' 40.00' { PROPOSED 2509 -C C O FINISHED FLOOR o n ELEVATION=13.90 0 v COVEREDENTRY Ivi I I I I IIIIW r 10' UTILITY IA {I EASEMENT I 1'I C'4 CP I (P rno A o CC) FF1 LOT 69 Z i 50.00' PROPOSED 0 r" INLET 0owlI ml 535.85' 1 _ 74.48' S 54'23'11" E — — 610.33' CENTERLINE PI OF RIGHT-OF-WAY BRISTOL FOREST TRAIL 50' RIGHT-OF-WAY 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4117195 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL BEARINGS SHOWN HEREON ARE BASED ON THE WESTERLY LINE OF LOT 70 BEING N35'36'49"E PER PLAT. FIELD DATE:) RE SCALE: 1" = 30 FEET APPROVED BY: SJ LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH POS POINT ON BOUNDARY CENTERLINE PCC POINT OF COMPOUND CURVATURE RIGHT OF WAY LINE POC POINT ON CURVE PROPOSED ELEVATION OR OFFICIAL RECORD PD PLANNED DEVELOPMENTP PROPOSED DRAINAGE FLOW 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH CONCRETE C.B. DENOTES CHORD BEARING LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE LS LAND SURVEYOR PI DENOTES POINT OF INTERSEC71ON PRM PERMANENT REFERENCE MONUMENT PRC PT DENOTES POINT OF REVERSE CURVATURE DENOTES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL P) PER PLAT A/C AIR CONDITIONER M) MEASURED CBW CONCRETE BLOCK WALL FND FOUND RP RADIUS POINT C/W CONCRETE WALK CS CONCRETE SLABS/W SIDEWALK C CHORD LENGTHCPCONCRETEPADSO. FT. SQUARE FEETPHPLATBOOKNGNATURALGRADERRADIUSR/W RICH? -OF -WAYPGSPAGES AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBp6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789 (407) 426-7979 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID VATHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. JOB NO. _ DRAWN B" ASM39684 FIT 12-12-02 CKB VI M. FOR THEFIRF DATE FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 250 LMR070 Builder: CENTEX-FOX & JACOB: Address: PBRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: y-- 10 ) y Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 42.0 kBtu/1u _ 3. Number of units, if multi -family 1 _ SEER: 12.00 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ftZ) 2509 ft' c. N/A 7. Glass area & type a. Clear - single pane 258.0 ft' 13. heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump Cap: 42.0 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' _ HSPF: 8.50 - d. Tint/other SHGC - double pane 0.0 ft' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) fl _ c. N/A b. Raised Wood, Adjacent R=11.0, 399.0fV ___ c. N/A 14_ Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 802.0 f]' _ EF: 0.86 _ b. Frame, Wood, Adjacent R=11.0, 310.0 112 _ b. N/A c. Frame, Wood, Exterior R=11.0, 1176.0 fi' d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated beat pump) a_ Under Attic R=30.0, 1741.0 ft' _ 15. HVAC credits b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Re(-. Unc. AH: hrtenor Sup. R=6.0, 1.0 ft _ MZ-C-Multizone cooling, b. N/A 1 MZ- H-Multizone heating) Glass/ Floor Area: 0.10 Total as -built points: 31902 PASS Totalbasepoints: 35706 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BYs DATE: JUN 0 12004 1 hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/ AGENT.--M DATE. - ill zfl0$. 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: r o- sUE sTg o a I, • o EnergyGauge® ( Version: FLRCSB v32) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2509.0 25.78 11642.8 Single, Clear W 1.0 16.2 32.0 53,47 1.00 1705.6 Single, Clear W 1.0 14.2 10.0 53.47 1,00 532.7 Single, Clear W 1.0 18.0 40.0 53.47 1.00 2132.1 Single, Clear E 1.0 16.2 32.0 59.31 1.00 1891.2 Single, Clear S 1.0 16.2 32.0 44.66 0,99 1420.6 Single, Clear E 1,0 6.2 32.0 59.31 0.97 1847.8 Single, Clear W 1.0 6.2 16.0 53.47 0.97 832.9 Single, Clear W 1.0 6.2 16.0 53.47 0.97 832.9 Single, Clear E 1.0 10.2 32.0 59.31 0.99 1886.8 Single, Clear E 1.0 8.2 16.0 59.31 0,99 942.3 As -Built Total: 258.0 14025.1 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 310.0 0.70 217.0 Concrete, Int Insul, Exterior 4.1 802.0 1.18 946.4 Exterior 1978.0 1.90 3758,2 Frame, Wood, Adjacent 11.0 310.0 0.70 217.0 Frame, Wood, Exterior 11.0 1176.0 1.90 2234.4 Base Total: 2288.0 3975.2 As -Built Total: 2288.0 3397.8 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Insulated 18.0 1.60 28.8 Exterior 20.0 4.80 96.0 Exterior Insulated 20.0 4.80 96.0 Base Total: 38.0 124.8 As -Built Total: 38.0 124.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1741.0 2 13 3708.3 Under Attic . n 30.0 1741 0 2.13 X 11.00., 3708.3 Base Total: 1741.0 . 3708.3 As -Built Total: 1741.0 3708.3 FLOOR TYPES., Area X BSPM Points Type R-Value Area X SPM = Points Slab 162.0(p) -31.8 5151.6 Slab -On -Grade Edge Insulation 0.0 162.0(p -31.90 5167.8 Raised 399.0 -3.43 1368.6 Raised Wood, Adjacent 11.0 399.0 1.80 718.2 Base Total: 6520.2 As -Built Total: 561.0 4449.6 INFILTRATION Area X- BSPM Points Area X SPM = Points 2509.0 ,: 14.31. 35903.8 2509.0 14.31 35903.8 EnergyGaugeO DCA Form 660A-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 48834.7 Summer As -Built Points: 52710.2 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 52710.2 1.000 1.087 x 1.150 x 0.90) 0.284 1.000 16851.5 48834.7 0.4266 20832.9 52710.2 1.00 1.125 0.284 1.000 16851.5 Al u M1 d ` x h`7q „yxy...v,' nZ. i'k,k`tiP.,s`5' `+ .l* - rxai a. , . , y - xc.+8'fi4eti . •.. ,= rUn a xC,•.r i .,a2r , d" - ' Bpi ..•. ask ' • . d+M, ,. ss,. z , .. . r. .,,, '- .1 ..... . ey .. ;• ,.y;..,rv w:aw s wxiw ,arrm+.W.•:" a``M"u'.._iA9';,y r, fi.. . EnergyGaugeTM DGA Fom 60OA-2001 EnergyGaugeWlaRES'2001 FLRGSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 2509.0 5.86 2646.5 Single, Clear W 1.0 16.2 32.0 10.74 1.00 343.6 Single, Clear W 1.0 14.2 10.0 10.74 1.00 107.4 Single, Clear W 1.0 18.0 40.0 10.74 1.00 429.5 Single, Clear E 1.0 16.2 32.0 9.96 1.00 319.6 Single, Clear S 1.0 16.2 32.0 7.73 1.00 246.7 Single, Clear E 1.0 6.2 32.0 9.96 1.01 321.4 Single, Clear W 1.0 6.2 16.0 10.74 1.00 172.2 Single, Clear W 1.0 6.2 16.0 10.74 1.00 172.2 Single, Clear E 1.0 10.2 32.0 . 9.96 1.00 320.0 Single, Clear E 1.0 8.2 16.0v'.9.96 1.00 160.1 As -Built Total: 258.0 2592.7 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 310.0 1.80 558.0 Concrete, Int Insul, Exterior 4.1 802.0 3.31 2650.6 Exterior 1978.0 2.00 3956.0 Frame, Wood, Adjacent 11.0 310.0 1.80 558.0 Frame, Wood, Exterior 11.0 1176.0 2.00 2352.0 Base Total: 2288.0 4514.0 As -Built Total: 2288.0 5560.6 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Adjacent Insulated 18.0 4.00 72.0 Exterior 20.0 5.10 102.0 Exterior Insulated 20.0 5.10 102.0 Base Total: 38.0 174.0 As -Built Total: 38.0 174.0 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1741.0- 0 64 1114.2 Under Attic 30 0 1741.0 0.64 X 1.00, 11142 rthlts, w. Base Total: 1741.0 1114.2 As -Built Total: 1741.0 1114.2 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 162.0(p) -1.9 307.8 Slab -On -Grade Edge Insulation 0.0 162.0(p 2.50 405.0 Raised 399.0 -0.20 79.8 Raised Wood, Adjacent 11.0 399.0 1.80 718.2 Base Total: 387.6 As -Built Total: 561.0 1123.2 INFILTRATION Area X BWPM Points Area X WPM = Points r T. .. 25090 ' • -0.28.a :,>` -702.5 x... •,.,aKrr. 2509.0 . w,-0.28 : =+a ,;-702.5: Al EnergyGaugeO DCA Form 60OA2001 EnergyGauge@1FIaRES2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 7358.6 Winter As -Built Points: 9862.2 Total Winter X System - Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 9862.2 1.000 1.078 x 1.160 x 0.92) 0.402 1.000 4555.7 7358.6 0.6274 4616.8 9862.2 1.00 1.150 0.402 1.000 4555.7 ww.!lc;+Me;c.,a A°p yM .., :: .. .s ., av r.wt,..;rt,v.,.--.x ius•.,.vm....-,srv.u. n..,<,r.,, - ... .. .... pnow,..:. EnergyGauge"' DCA Form 1 EnergyGauge®/RaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE r. 5. AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.86 4 1.00 2623.63 1.00 10494.5 As -Built Total: 10494.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points T5F06j Cooling Points Heating + Hot Water = Total Points Points Points 20833 4617 10256 16851 4556 10495 31902 PASS s w EnergyGaugeTM DCA Form 6WA-2001 EnergyGauge&HaRE52001 FLRCSB v3.2 FORM 60OA-2001 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 cWm/ -f . window area; .5 cfm/s .tL door area. Exterior & Adjacent Walls 606.1.ABC.1.2-1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >118" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqls 606.1.ABC.1.3 Exhaust tans vented to outdoors, dampers; combustion space healers comply with NFPA, have combustion air. RA-77 nTHFR PRFSCRIPTIVF MFASIIRFS (must hp mpt or PYCPPdPd by all rp4_%idenr_Ps_1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff s must be provided. External or built-in heat trap re uired. 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%. i Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each s stem. Insulation 604.1 602 1 Ceilings -Min R-19- Common walls -Frame R 11 or CBS R 3 both sides. s-I Common ceiling & floors R-11_ -am y .,,,. ,, :. ,... «..,.:b`v aj s, ,w' '9RRwN, . ?'4`4a+oY'+tNt.+rt v're v)t.+.,:. . m iK,,.rv, s as: , .. ... r _ y .r; ; .. .,n.AwS'ma. •.:..+a. Y .... ... as EnergyGaugeTM DCA Form 600A-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3 The higher the score, the more efficient the home. 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family , a. Central Unit Cap: 42.0 kBtu/hr , 3. Number of units, if multi -family 1 _ SEER: 12.00 _ 4. Number of Bedrooms 4 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (W) 2509 W c. N/A 7. Glass area & type a_ Clear - single pane 258.0112 _ 13. Heating systems b. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 42.0 kBtu/hr _ c_ Tint/other SHGC - single pane 0.0 112 _ HSPF: 8.50 Tint/other SHGC - double pane 0.0 ti' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) fl _ c. N/A b. Raised Wood, Adjacent R=11.0, 399.0W c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a. Concrete, hit lnsul, Exterior R=4.1, 802.0 1`12 _ EF: 0.86 b. Frame, Wood, Adjacent R=11.0, 310.0 112 _ b. N/A c_ Frame, Wood, Exterior R=11.0, 1 ]76.0112 d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=30.0, 1741.0 f12 _ 15. HVAC credits b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT-Programmable'Jbermostat, a. Sup: Unc. Ret: Unc. AH: Interior Sup_ R=6.0, 1.0 R _ RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency CodeFoyBuilding Construction through the above energy saving features which will be installed (oi exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed ti _ 0. based on installed Code compliant features. Builder Signature: Date: JUN 0 12004 Address of Newllome: /g5;RISTOL FOREST TR. City/FLZip: LAKE MONROE/32747 NOTE: The home's estimated energy performancescore is only available through the FL 41PES computer program. This is not a Building Energy Rating. If yourscore is 80 or greater (or,86 foraUS EPAIDOE EnergyStar""designation), your home may qualify forenergy efficiency mortgage (EEDV incentives ifyou 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 edufor information and a list of certifiedRaters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of 476mSW-Af'airsat 8501487-1824. w' EnergyGauge® (Version: FLRCSB v3.2) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY. FL 32746.6206 Phone: (407) 631-2665 For. CENTEYW OK & JACOBS Weather. Qbndo AP, FL, US Winter Design Conditions Heating Summary Summer Design Conditions 38 T Outside db 70 T Inside db 32 T Desgri TD Daily range Relative humidity Moisture difference BuIding heat loss 36350 Bluh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat bad 36350 Btuh Infiltration Mehod SirnlVied Construction F quality Averago Area W( Volume f) He 2509 20072 Cooi 20072 Air quiv- AtgF(dm eshow 234 134 93 T 75 T 18 T M 50 % 43 grRb Sensible Cooling Equipment Load Sizing Structure 29386 Btuh Ventilation 1485 Bb- h Design t nperature swing 3.0 °F Use mfg. data n Rabelw* g multiplier 0,98 Total sens. equip. bad 30253 Btuh Latent Cooling Equipment Load Sizing Internal gains 1380 Btuh Ventilation 2212 Bbb Infiltration 3946 Bbi1 Total latent equip. bad 7538 Btuh TO1al equk'xnent load 37791 Btuh Req. bint capaaly at 0.701/6 SHR 3.6 bon Heating Equipment Summary Cooling Equipment Summary Maine 14 4TROL Make 104TROL Trade Trade R*A'.^w'...TETYWM rci rv..: w,;FNrr :M,ryr-4.rv.w- w „ W-At'PrSa+F"diu:Ya'=`•rz r N" Effiaertcy 7B HSPF Efficiency 120 k, 9P 0 Oir ul 0 Bbt1 @ 47-F Latent coofrgg 1124550 loam rise fan 0 T 1400 TOW mok.9Actual fan 41500 Bbah 1400lea" cfm 000liiV cfm Heating air flow factor 0.039 drrlBblh Cooling air 1101N battor 0.048 drrlBtuh Load sere ble heat ratio 80 % Boldlltallc values have been manually overridden fi,.,* -..,.Ptilbut oerliied bftACCAb riled al rt?gtirerrlel ts ofManual J 71h Ed:°'','''';.,.,'.'':".•°'"""",,•' .°,`!'! . x"r1Q 1tS4'ft Right -Suite Residential"' 5.5.06 RSR26014 "' 2002-Apr-03 16:42 13 E:1Files111Fox E Jacobs 20021250912509.rsr Page 1 3' bath duc, to roof cap w/fan s ss 3' bath duct to roof cap w/fan y14MO dryer watt p I scale N I Must have a minimum clearance of 4 inches around the air handler per the State Energy code. All duct has an r=6 insutation value. 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL PLANS REVIEWED CITY OF r ,'TT J O 6 o2S U`, r n1 i S v 1 I UU) in z N 7 LLi' W O C'7 QO 0 m U Q oZS X T\1 p o L t() V) 4 0J W X W J r-11 p ry z LLJ CD cvW U o E: 0c) z O U m w o z p z UJ mCL Ui0l) t ONE BY WOOD BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE -- L WOOD BUCK CONCRETE OR MASONRY OPENING BY OTHERS it Gq CAULK BETWEEN B.V. WOOD BUCK L (BUCK WIDTH) MAS'Y. OPENING INSTALLATION ANCHOR BY OTHERS ONE BY WOOD 3/16' DIA. TAPCON BUCK BY OTHERS - 1-1/4' MIN. a EMBEDMENT INSTALLATION ANCHOR 3/16' DIA. TAPCON STUCCO SHIM AS REQ'D. BY OTHERS 1/4' MAX. PERIMETER ( SEE NOTES) CAULK BY OTHERS FLANGE TYPE WINDOW FRAME . HEADER RIGID VINYL GLAZING BEAD W H. (TYP.) WI DOw IT) CAULK BETWEEN WINDOW FLANGE 6 PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS a GLASS ITYP.) (SEE NOTES) B.H. BUCK HEIGHT) 3 FLANGE TYPE WINDOW FRAME SILL SHIM AS REO'D. RIGID VINYL 1/4' MAX. GLAZING BEAD (SEE NOTES) TYP.) C GLASS TYP.)(SEE NOTES) 1-1/4' MIN. EMBEDMENT C STu 0 BY ETHERS G' FLANGE TYPE 1 WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE o PERIMETER 8 WOOD BUCK CAULK BY OTHERS W.W. WINDOW WIDTH) SECTION B-B W.W. PRECAST SILL a ABYOTHERSA B C NOTES: SECTION A -A 1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1/4-. D E 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST .BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1 /4' INTO MASONRY OR CONCRETE. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH J B K VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H. EXTERIOR OF WINDOW FLANGE. F 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART. USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. FOR THE APPROPRIATE DESIGN PRESSURE REO'D. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H I WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY_ 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN.. EMBEDMENT INTO WOOD BUCK. 10) FLORIDA EXTRUDERS 1.000 SERIES SINGLE HUNG IS SHOWN_ THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 \ vJ OSERIESSINGLE' HUNGS. EL11) WHERE WINDOW 1S INSTALLED IN .MASONRY OPENING WITH A STRUCTUAL TWO 8Y WOAD BUCK, USE D SCREWS OF VIEWED FROM EXTERIORSUFFICIENTLENGTHTO .ACHIEVE I-3/8" MIN. EMBEDMENT AT ALL INSTALLATION FASTENER LOCATIONS. CAULK BETWEEN WOOD BUCK I. MAS'Y.. OPENING BY OTHERS CONCRETE OP MASONRY OPENING BY OTHERS TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 3OPSF TO 40PSF 41 PSF TO 70PSF 30PSF TO 40PSF 41 PSF TO 70PSFSIZESIZE 12 18 t/8 X 25 B B F,G F,G F.G F,G 13 18 1/8 x 37 3/8 B 8 8 F,G F,G 14 IS 1/8 x 49 5/8 8 B F,G F.G 145 t8 1/8 x 55 1/4 8 F,G F,G 15 I8 1/8 X 62 B 8 8 8 F.G F,G,H.1 16 18 1/8 x 71 6 8 F.G F,GJ,K 17 t8 1/8 x 83 8 8 F,G F,G 1H2 25 1/2 x 25 B B F,G F.G 1H3 25 1/2 x 37 3/8 B 8 F,G F,G,H,I 1H4 25 1/2 x 49 5/8 8 8 F.G F,G,H,I 1H45 25 1/2 X 55 1/4 8 F.G F.G,H,1 1H5 25 1/2 x 62 B B F,G F,GH,I 1H6 25 1/2 X 71 8 B F,G.J.K F,G.JK 1 H7 25 1/2 X 83 8 30 1/2 x 26 29 1/2 x 25 B 8 8 B F,G F.G 30 1/2 x 38 3/8 29 1/2 x 37 3/8 B F G F, F.G F. G.H,I301/2 x 50 5/8 29 1/2 X 49 5/8 B 8 F.G 30 1/2 x 56 1/4 29 1/2 X 55 1/4 8 B F.G F,G,H.I 30 1/2 x 63 29 1/2 X 62 8 B 8 f.. G F,G,H,I 30 1/2 x 72 29 1/2 X 71 B B F.G. H.1 F.G,J,K 30 t 2 x 84 29 1/2 X 83 22 36 X 25 B B 8 F,G F,G 23 36 x 37 3/8 8 B F,G F,G,H.1 24 36 x 49 5/8 8 8 F,G F,G,H,1 245 36 X 55 1/4 8 B F,G,H,I F,G,H,I 25 36 X 62 36 x 71 B B F,G,H,1 O.E.F,G.H•t 26 27 36 X 83 B B F,G,J,K F.,G.H,I,J,K 42 x 26 41 X 25 B B 8 8 F,G F.G•H.I 42 x 38 3/8 41 X 37 3/8 8 8 F,G F,G,H,I 42 x 50 5/8 41 X 49 5/8 B 8 F,G,H.I F,G,H,1 42 x 56 1/4 41 x 55 1/4 8 B F,G,H,I D,E,f,G,H,I 42 x 63 41 X 62 B 8 F,G.H,I D.E,F•G•H•1 42 x 72 41 x 71 41 X 83 B B F.G•J.K F,G.H,I,J.K 42 x 84 48 x 26 47 X 25 B A,C F,G F,G,H.1 48 x 38 3/8 a7 x 37 3/8 B B A,C A.0 F G F,G,H,I 48 x 50 5/8 47 X 49 5/8 6 A.0 F.G,H,I F,GH•1 48 x 56 1/4 47 x 55 1/4 8 A.0 FG,H,t D.,E.F,G.H.1 48 x 63 47 x 62 47 x 77 8 A.0 f,G,H.I D,E,F,G.H.1 48 x 72 47 X 83 8 A C FGJK DEFGHIJK 48 x 84 52 1/8 X 25 8 A,C F,G F.G F.G F.G.H.132 33 52 1/8 x 37 3/B B B A.0 A.0 F,G,H,1 F,G.H.t 34 52 1/8 X 49 5/8 B A,C F,G.H,1 D.E.f.G.H.I 345 52 1/8 x 55 1/4 8 A.0 F•G,H,1 D,E,F,G.H.1 35 52 1/8 x 62 B A,C F G H I D.E.F•G.H•1 36 52 1/8 x 71 B A,C F.G.J.K D.E.F,G.J.K.J,K 37 52 1/8 x 83 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. ATIONAL. INC FLORIDA EXTRUDERSISNF RD, FLORIDA TITLE: INSTALLATION DETAIL SGL. HUNG FLANGE WINDOWS - SERIES 1000 1500 &..2000 PRFPARin aY PRODUCT & - APPLICATION EnGrc4ZERING. INC.: 250 INTERNATIONAL PKY.. SUITE 250. HEATHROw. FLORIDA -32746 CAULK BETWEEN WINDOW FIN & SHEATHING INSTALLATION ANCHOR 8 WOOD SCREW - STUCCO BY OTHERS WINDOW HEIGHT SHEATHING BY OTHERS GLAZING (TYP.) SEE NOTES) PERIMETER CAULK BY OTHERS INSTALLATION ANCHOR 8 WOOD SCREW I, MIN. EMBEDMENT WINDOW WIDTH TWO BY WOOD BY OTHERS SHIM AS REQ'D. -- SEE NOTES) SHIM AS RE' SEE NOTESO D. C,NTV,, t_t,L FLC L MA s 1/ 4' MAX. GLAZING (TES) SHIMSPACE r (SEE NOT) FIN TYPE WINDOW FRAME HEADER GLAZING ( TYP.) SEE NOTES> FIN TYPE WINDOW FRAME SI19ARDLE SILL STOOL BY OTHERS TWO BY WOOD BY OTHERS STUCCO G I BY OTHERS CAULK BETWEEN WINDOW FIN SHEATHING 8 SHEATHING BY OTHERS I'MIN. EMBEDMENT SECTION A —A WINDOW_ WIDTH A— e 24' O.C. MAX. ( TYP.) WINDOW HEIGHT EQUALLY SPACE ANCHORS ( TYP.) A Llv MAX. J TYP.) 6" MAX. (TYP.) ELEVATION VIEWED FROM EXTERIOR RE o i nth) j4. E 1•4• I/ 4' MAX. SHIM SPACE TWO BY WOOD STUD BY OTHERS i' MIN. EMBEDMENT SHEATHING BY OTHERS CAULK BETWEEN FIN TYPE WINDOW FIN WINDOW FRAME >S SHEATHING JAMB PERIMETER INSTALLATION ANCHOR CAULK # 8 WOOD SCREW BY OTHERS STUCCO BY OTHERS SECTION B—B NOTES 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1/4-. 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF I' INTO WOOD BUCK. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD. SILL & JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME. 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR OUANTITY LISTED WITH NEXT LARGER SIZE. 7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUDERS 1500 AND 2000 SERIES SINGLE HUNG WINDOWS. DESCRIPTION DATE IN I FLORIDA EXTRUDERS INTERNATIONAL, INC. SANFORD, FLORIDA TITLE: INSTALLATION DETAIL W/#8 SCREWS SINGLE HUNG FIN WINDOW - SERIES 1000,1500, & 2000 DRAWN BY: BB APPROVED BY: DATE: 12/ 13/01 SCALE: N. T. S. DWG.:FLEX0026 SHT 1 OF 2 xn UATCDWATmNA1 PKWr V nTF PSn HFATHROv_ FLORIDA 3Z746 PHONE 407 805-0365 FAX 407 805-0366 PREPAREDBY- YKUDULl 6 AFMILAIJUn LNUINLC—lu. ,•.. •^•^^ •-- --- ---- - - INSTALLATION ANCHOR CHART -- INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY INQUANTITYINQUANTITYIN HEAD & SILL EACH JAMB CALL WINDOW HEAD & SILL EACH JAMB CALL WINDOW SIZE SIZE UP To 70 PSf UP TO 70PsF =-"= __ _IZE SIZE UP TO 70 PSf UP TO 70 asF 2 2 12 18 1/8 X 25 2 32024231/2 x 27 1/2 2 2 73 18 1/8 X 37 3/8 2 2030 23 1/2 x 35 1/2 2 3 14 .. 18 1/8 X 49 5/8 2 3 2038 23 1/2 X 43 1/2 2 3 1-45 '-. 18 1/8 x 55 1/4 2 3 2040 23 1/2 X 47 1/2 2 3 15 18 1/8 X 62 2 4 2044 23 1/2 x 51 1/2 2 3 16 18 1/8 X 71 2 a2050231/2 x 59 1/2 Z 4 17 t8 t 8 x 83 2060 23 1/2 x 71 1/2 4 iH2 25 1/2 x 25 2 2 2070 23 1/2 x 83 1/2 2 1H3 25 1/2 x 37 3/8 2 3242427t2X27i/2 2 2 1H4 25 1/ x 49 S/8 2 2430 27 1/2 X 35 1/2 2 3 1H45 25 1/2 x 55 1/4 2 3 2438 27 1/2 X 43 1/2 2 3 iH5 25 1/2 X 62 2 4 2440 27 1/2 X 47 1/2 2 3 iH6 25 1/2 x 71 2 4 2444 27 1/2 X 51 1/2 2 3 1H7 25 1/2 X 83 2 2450 2460 27.1/2 X 59 1/2 27 1/2 X 71 1/2 2 4 30 1/2 x 26 29 1/2 X 25 2 2 2 3 2470 27 1/2 x 83 1/2 2 4 30 1/2 x 38 3/8 30 1/2 x 50 5/8 29 1/2 X 37 3/8 29 1/2 X 49 5/8 2 3 2824 31 1/2 X 27 1/2 2 2 2 2 30 1/2 x Sfi 1/4 29 1/2 X 55 1/4 2 3 2830 2838 31 1/2 X 35 1/2 31 1/2 x 43 1/2 2 3 30 1/2 x 63 29 1/2 X 62 2 2 4 4 2840 2844 31 1/2 x 47 1/2 31 1/2 X 51 1/2 2 2 3 3 30 1/2 x 72 30 1/2 x 84 2 29 1/2 X 71 29 1/2 X 83 36 x 25 2 2 4 2850 31 1/2 X 59 1/2 2 2 3 4 23 36 x 37 3/8 2 3 2860 2870 31 1/2 X 71 1/2 31 1/2 x 83 1/2 2 4 24 36 X 49 5/5 2 2 3 3 3024 35 1/2 x 27 1/2 2 2 245 26 36 x 55 1/4 36 x 62 2 4 3030 35 1/2 X 35 1/2 2 3 26 36 X 7t 2 4 3038 35 1/2 X 43 1/2 2 3 27 36 x 83 2 3040 35 1/2 X 47 1/2 2 3 42 x 26 41 X 25 3 2 3044 3050 35 1/2 x 51 1/2 35 t/2 x 59 1/2 2 2 3 42 x 38 3/8 41 X 37 3/5 3 3 3 3 3060 35 1/2 X 71 1/2 2 4 42 x 50 5/8 41 x 49 5/8 3 3 3070 35 1/2 X 83 1/2 2 4 42 x 56 1/4 42 x 63 41 x 55 1/4 at x 62 3 4 3424 39 1/2 x 27 1/2 3 3 2 42 x 72 41 X 71 3 4 3430 39 1/2 X 35 1/2 3 3 42 x 84 at X 83 3 4 3438 39 1/2 X 43 1/2 3 3 48 x 26 47 x 25 3 3440 3444 39 1/2 x 47 1/2 39 1/2 X 51 1/2 3 3 48 x 38 3/8 47 x 37 3/8 3 3 3 3 3450 39 t/2 x 59 t/2 3 3 48 x 50 5/8 47 x 49 5/8 3 3 3460 39 1/2 X 71 1/2 3 4 48 x 56 1/4 48 x 63 47 X 55 1/4 47 X 62 3 4 3470 39 1/2 x 83 1/2 3 3 4 2 48x72 47 X 71 3 4 3824 43 1/2 X 27 1/2 3 2 48 x 4 47 X 83 4 3830 43 1/2 x 35 1/2 3 3 32 52 1/8 x 25 3 2 3838 43 1/2 x 43 1/2 3 3 33 52 1/8 X 37 3/8 3 3 3840 43 1/2 x 47 1/2 3 3 34 52 1/8 X 49 5/8 3 3 3844 43 1/2 X 51 7/2 3 3 345 52 1/8 x 55 1/4 3 3 3850 43 1/2 X 59 1/2 3 a 35 52 1/8 x 62 3 4 3860 43 1/2 X 711/2 3 4 36 52 t/8 x 71 3 4 3870 43 1/2 x 83 1 2 3 2 37 52 1/8 X 83 3 4 4024 4030 47 1/2 x 27 1 2 47 1/2 x 35 1/2 3 2 4038 47 1/2 x 43 1/2 3 3 4040 47 1/2 X 47 1/2 3 3 4044 47 1/2 x 51 1/2 3 3 4050 47 1/2 x 59 1/2 3 3 4060 47 1/2 x 71 1/2 3 4 4 7 47 1/2 x 83 1/2 1 1 4 REV pE R C SANFORDo FLORIDA TITLE: INSTALLATION ANCHOR CHART.. - SGL. HUNG FIN WIND WS - SERIES 1000 I500 & 2000 DRAWN BY: BB APPROVED -BY: t ?/ 1 8/O1 SCALE: NTS - -DWG.: FtEx0026 SHT 2 F 2 I JAM , r-'TYP icoll, S.H. JAM3 (T YOPI) X 2 X 1., "M 2 X 1/2 SE'Lc' A Pz I N SUS N-r y pTI N., S .4 s TI" N 2 7 /,6 X 1,i E T L !'—q _'__ Mliul L - L I ON 1,00 0 S: H. TANG 'TYP" I .. I nS X SELF FTAPP-M-7 SMS I_ SEALANT BETWEEN WI" BOV FLANGES MULLIMN SELF APPING St, SE'ClACIN A —A (S) F•X 4 X 1/8 TUBE M':La TON iooLl S 'M11 JAMB I-yp.) a X 1/2 SELF TAPPING SPAS SEALANT BETWEEN v ' Dt LA GESI.N O-V F IN— MULLIMIN 8 PX 1 /2 SE; F API N SMSG ZFC_'LCjv A _' _ _ % i x 2 x 2/8 f- DIN8 x 1/12 s E LFTAPPING SMS SEALANT 2i: SMS A — A x 2 71l.6 x 3/2. 2 sr- c- 7 A P P 1 NiG S,.'A S I/ P JAMB ( TYP.) 3 4 aX 1 - 1 / 2 S EL!F SEA! ANT, FBETWEEN TA= P7N'i S'r,,S LAZES 9 M UL L11 "'Nsa X '" 2 SELF S E T D N A 4 6 x i/2 SELF SEALA.PiT BC- -VjE:- WINDIOV ;LANIGES LL 8 x - SELF TAP I PTNGSM NE' PY iwloclT:__ 1 1/ 4' Mik 2 S; 7 i ;761 xi / _- TAPPIM-3 S—tS SEALANT BETWEEN IV/Tls' DOW F' - ANGES S, MULLION S LE_ (_- Tl C-;& ill A — A-% ( Z \ D'TAIL C E'LE- VAT! ViEWELDEXTFR" OR Q E Al_J- CONCRETEOR MASONRY A.NC4f! R3/116' ::T-P' EXTERNA: MJL; 3`fl yPi(--:A:: M. ij' f N TO CONCRE 5 HEA.D L; APPi-JES _'! 01 H EA Sly L VVH ERI X L; ARIE USEON L& 2- " -A4 -;uez- 'mu-1 :.--, C;_' A lrkl L 81-l"JSTALLAT- TO!"I ANCHOR C --ulA: TAP__ rNHSCRE%d ANCHOR 'TYP.) SlLL CLIP 1/ 4' 47! N. E __M M 3 ENPOTHER4 Ij RY P: ATE ADMT10NAL AN^k0PS.; ' Wc.=._ t — — — f NTERNATIONAL FLORIDA EXTRUDERS INCSANFORD, FLOR, IIDA TITLE: SDK: 00 0 /1 55CO 0 F LA N G EE S' H rE T 1 13 F 2- LiNI L Sr_E DT H E_ R. S, DES H r _T 0— 2) CR S I f3 PRESSURE CAPACITIES DRAWN BY: —TAPPROVED BY: qrAT.P- N11-1. nWr... SERIES 1000 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY 1 CAPACITY 7/t6x3/8tX2 CAPACfTY 7/t6x3/a CAPACITY iX4X1/8 CAPACITY 1X4X1/8 j CAPACITY 1X4X3/8 CAPACITY iX4X3/8 CAPACITY 2X4X3/8 WINDOW WINDOW 1 X2X 1 /8 TIP- 1X2X3/81X2X18 ; TUBE MULL TUBE MULL iX2X3/8 tx2 7/16x1/81x2 7/16xt/stxz TUBE MULL TUBE MULL ;TUBE MULL T26HCHa TaBANCHORSL } TaBAANCHOR LT6BANCHORS T4Ba CHORL TU6Ba CHOS T68AENc MULL CALL SIZE TUBE MULL SIZE 2 ANCHORS 4 ANCHORS z ANCHORS SECT. A SECT. A-A(2) 4 ANCHORS 1 2 ANCHORS SECT A-A(2) i SECT. A-A(3) sL4ANCHORS); SECT. A-A(3 :SECT. A-A(4) SECT A-A(4) SECT. A-A(5) I SECT. A-A(5) SECT. A -A 6 J - SECT. A -A 6 SECT. A -A 7 SECT. A -A 1 336.52 692.83 336.52 732_42 336.52 I 732.42 791.81 1187.72 791.81 11187.72 1187.72 2r13 19 1/8 X 26 336.52 732.42 209.72 429.55 209.72 456.4fi 12Q9.72 i 456.46 493.47 740.20 493.47 740.20 740.20 19 1 /8 X 38 3/& 209.72 19 1 8 X 50 5/8` 131.23 317.66 131.23 i--- - 152.75 77.46 152.75 193.92 152.75 271.83 359.41 539.12 359.41 _-`539.12 539.12 14 i19 1/8 X 56 1 4 94.13- - 4_ 3 127.29 127.29 135.81 139.09 1 135.81 194.97 319.55 460.17 319.55 479.33 479.33 145 15 19 i/8 X_63 65.97 89.21 89.21 r 97.48 97.48 119.85 136.64 1 282.02 423.03_- 282.02 i-; 423.03 - - -' 423.03 -- 16 -- 19 1 8 X 72 i 43.49 143.49 58.81 58.81_ r64.27_64.27 i 90.09 9_0.09 . 212.62 212.62 296.98 ' 296.98 _365.75 19 i 8 X 84 26.96 26.96 36.45 36.45 39.83 39.83 55.84 55.84__1131.79 131_79 184.08 184.08 294`03/ 2 j 26 1/2 X 26 262.87 572.13 f262.87 541.20 1262.87572.13 262.87 572.13 618.52 927.78 6]8.52 927.78 927.7817 3 6 1/Z X 38 3/8 ]57.93 239.21157.93 323.4857.93343.74 157.93 343.74 371.61 557.411371.61 557.41 399.53 1.557.41 399.53 4 6 1/2 X 50 5/897.25 97.25113_20 131.51 1113.2Q143.71 113.20 201.45 266.35 399.53 266.35 i353.55 353.55 45 6 1 /2 X 56 1 /4 69.43 69.43 193.89 193 89 00 17 F 102.59 100.17 43.81235.70 207.1 Q 339.42235.70 236.83 207.10 1310.65 310.65 1H 5 z 26 1 2 X 63 48.44I / 1 48.44 _ 65.51 - 42.99 65.51 42.99 E 71.58 46.98 7O 146.98 1 65.86 100.34 65.86 155.44 --`t 155.44 217.11 1217.11 1267.38 i H6 26 1 /2 X 72 _ 31.79 31.79 19.62 26.53 26.53 1 28.99 128.99 40.64 140.64 f 95.93 95.93 133.g9 133J99 Z 14.02 1 H7 26 1 /2 X 84 19.62 471.75 1216.75 471.75 i 216.75 1471.75 i 510 765 510 765 j 765 22 37 X 26 ; 216.75 471.75 216.75 122.22 2 6600122.22 266.00 287.57 i 431.36 1287.57 431.- 431.36 23 t"%7 X 38 3 8 ! 122.22 185.12 i 73.34 122.22 85.36 250.32 99.17 85.36 1008.37 r--- 85.36 i 151.91 _ 200.86 i 301.29 I 200.86 301.29 1,301.29 t 24 7 X 50 5/8 73.34 I ---`-`--- -- 7 X 56 1 /4 51.97 51.97 70.28 70.28 74.98 76.79 74.98 Y107.65 176.43 T 254.07 _ 176.43--264.64 264.64_ 245 X 63 36.01 3601 48.70 148.70 5_3.21 53.21 I 65.43 74.59 -_ 153.96 176.06 153.96 - 11230.94 -_ 230.94 25 37 _ 2- 4 - 31.74 34.69 34.69- 48.62 48.fi2 1 14.76 1 14.76 13] .61 16Q.30 197.41 26 37 X 72 23.47 37 X 84 14.39 i 114.39 iY31.74 119.46 19.46 21.26 21:'26' i 29.81 T29.81_ 170.36 70.36 98,27 198.27 _ 156.97 27 53 1 /8 X 26 191.61 417.04 191.61 1394.49 t- 191.61 r----- 417.04-` I -T- -.. r, .191.61' " a17.04 450.85 i 676.28 i j 450.85 676.28 676.28 32 214.14 T- - 4A.38 °..•_24.4.14 e 231.50 347.25 231.50 347.25 347.25 333 1 /8 X 38 3/8 98.38 50 $ 14 56.23 i 98.38 65.45 201.51 - 98.38 76.04 65.45 83.09 -` fi5.45 1 16. A7 154.00 231.01 ---- 154.00 23 ] .01 _ 231.01 34 3 1 8 X 5 56.23 S8 10 56.73 :' t 81.44 133.48 192.22 133.48 1200.23_ 200.23 345 3 1 /8 X 56 1 /4 39.32 39.32 53.17 I S• 3. ] 71 56.73 4 39.78 4 39.78 I 48.91 155 76 • 1 i5 08 141770 1 1 i 172.631- E 172.63 35 53 1 /8 X 63 --- 2 6.9 2 2 6_9 2 f 36.40 136.4Q r -------r-- 25.62 125.62 35.92 135.92- l 84.77 18 SOS97. 1118.41 145.8Z 36 l 53 1/8 X 72 ;17 .34 17.34I 23.45 T 123.45 15.53 21.77 21.77 I 51.39 51.39 171.78 7 ] .78 120.81 37 53 1 /8 X 84 10.51 10.51 14.21 i 14.21 15.53 SERIES 1000 & 1500 FLANGE VERTICAL L" FLORIDA EXTRUDERS INTERNATIONAL, INC SANFORD, FLORIDA, MULLION DESIGN PRESSURE CAPACITIES LI I t v'L SHEET 2 OF 2 r NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON END. DRAWN BY: - s APPROVED BY: FASTENERS REQUIRED AT EACH B) DESIGN PRESSURES GIVEN ARE FOR 1.5 C X C1r t3 ,I . DATE:J i .<' 702 SCALE: Y_L;` DWG.: ' 1,lNiF L r 2 i 1000 S.H. JAMB (TYP.) 1000 S.N. JAMB (TYP.> 1000 S.H. JAMB (TYP.) 1 X 2 X 1/8 1000 S.H. TUBE MULLION JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS L SEALANT BETWEENWINDOWFRAME L MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A (1) 1 X 2 7/16 X 1/8 TUBE MULLION 1000 S.H. JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS L SEALANT BETWEENWINDOWFRAME L MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A (3) 1 X 4 X 1/8 TUBE MULLION 1000 S.H. JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS JT SEALANT BETWEENWINDOWFRAME L MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A_ (5) 1X2X3/8 TUBE MULLION 8 X 1/2 SELF TAPPING SMS 2X4X3/8 SEALANT BETWEEN TUBE MULLION WINDOW FRAME L MILLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A (2) 1000 S.H. 1 X 2 7/16 X 3/8 JAMB (TYP.) TUBE MULLION 8 X 1/2 SELF TAPPING SMS 1 1/8' MIN. EMBEDMENT TWO BY WOOD BUCK BY OTHERS MULLION 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN SEALANT BETWEEN # 8 X 1-1/2 SELF WINDOW FLANGES WINDOW FRAME TAPPING SMS L MULLION L MULLION SECTION A —A (7) 8 X 1-1/2 SELF TAPPING SMS DETAIL C SECTION A —A (4) E41 X 4 X 3/8 TUBE MULLION 11KIW x A A 8 X 112 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME 6 MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A (5) DETAIL C SHEATHING INSTALLATION ANCHOR #8 WOOD SCREW (TYP.) EXTERNAL MULLION INSTALLATION CLIP APPLIES TO HEAD & SILL WHERE 1" X 4" 2' X 4" TUBE MULLIONS ARE USED APPLIES TO HEAD & SILL WHERE 1" X 2" 1" X 2 7/16" TUBE MULLIONS ARE USED INSTALLATION ANCi- DETAIL B #8 WOOD SCREW i. (TYP.) SILL CLIP i 1%8' MIN. EMBEDMENT SHEATHINGF WOOD FRAMING AUXILIARY PLATE FOR ADDITIONAL ANCHORS, WHEN REQUIRED) O I =q — do -o 8 SELF TAPPING -- 1 SMS (TYP.) DETAIL B MULLION ELEVATION VIEWED FROM EXTERIOR i 8 fj8 2902 FLORIDANTERNATIONAL, INC.LORIDA EXTRUDERS SANFORD, FLORIDA T=:SER, 1000/1500 FIN SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEE OTHER SIDE ( SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: MSH I APPROVED BY: DATE:2/6/02 scALE:NTS - DWG.: 1VMFIN C SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES WtNDOW CALL WINDOW TIP -TO -TIP SIZE CAPACITY 1 X2X 1 /8 TUBE MULL 2 ANCHORS SECT. A-A(l) CAPACITY 1 X2X i /8 TUBE MULL 4 ANCHORS SECT. A -A i CAPACITY 1 X2X3/8 TUBE MULL 2 ANCHORS SECT. A -A 2 CAPACITY 1 X2X3/8 TUBE MULL 4 ANCHORS SECT. A -A 2 CAPACITY X2 7/16Xt /8 TUBE MULL 2 ANCHORS SECT. A -A 3 CAPACITY t X2 7/16X1/8 TUBE MULL 4 ANCHORS SECT. A -A 3 CAPACITY t X2 7/16X3/8 TUBE MULL 2 ANCHORS SECT. A -A 4 CAPACITY X2 7/16X3/8 TUBE MULL 4 ANCHORS SECT. A -A 4 CAPACITY 1 X4X 1 /8 TUBE MULL 4 ANCHORS SECT., S.A- 5. CAPACITY 1 X4X ] /8 TUBE MULL 6 ANCHORS SECT. A-A(5) CAPACITY 1 X4X3/8 TUBE MULL 4 ANCHORS SECT. A-A(6) CAPACITY 1 X4X3/8 TUBE MULL 6 ANCHORS SECT. A -A 6 CAPACITY 2X4X3/ 8 TUBE MULL 61ANCHORS SECT. A-A(7) 201. 83 125. 78 91. 61 81. 45 71. 88 62. 15 52. 64 157. 66 94. 72 67. 89 60. 08 52. 79 45. 43 38. 32 403. 67 , 251. 57 183. 23 162. 91 135. 52 89. 35 55. 38 315. 32 189. 44 1. 35.79 120. 16 99. 52 65. 32 40. 31 403. 67 254. 57 '° :- 183. 23 162. 91 143. 77 124. 30 105. 29 315. 32 189. 44 135. 79 120. 16 1 d5.58 90. 87 76. 64 -' 605. 50 377: 36. 274. 84 244. 36 215. 66 186. 46 128. 92 472. 98 284. 17 203. 68 180. 24 158. 37 136. 31 93. 84 403. 67 251. 57 183. 23 - 162. 91 143. 77 124. 30 105. 29 315. 32 189. 44 135. 79 120. 16 105. 58 90. 87 76. 64 605. 50 377. 36 274. 84 - 244. 36 215. 66 186. 46 157. 94 472. 98 284. 17 A.284.17 203. 68 180. 24 ! 158. 37 136. 31 - 11' 4.96 605. 50 377. 36 274. 84 244. 36 215. 66 186. 46 157. 94 472. 98 203. 68 180. 24 159. 37 136. 31 414 96 PSIZE 218 1/8 X 25 1/ 8 X 37 3/8 18 1/8 X 49 5/ 18 1/8 X 55 1/4 18 1/8 X 62 18 1/8 X 71 18 1/8 X 83 25 1 /2 X 25 25 1 /2 X 37 3/8 25 1 /2 X 49 5/8 5 1 /2 X 55 114 25 1 /2 X 62 25 1 /2 X 71 25 1 /2 X 83 201. 83 125. 78 91. 6t 81. 45 65. 16 42. 96 26. 63 157. 66 94. 72 67. 89 60. 08 47. 85 31. 40 19. 38 403. 67 251. 57' 129. 53 92. 98 65. 16 42. 96 26. 63 315. 32 189. 44 96. 07 68. 58 47. 85 31. 40 19. 38 261. 83 125. 78 91. 61 81. 45 71. 88 59. 13 36. 65 157. 66 94. 72 67. 89 60. 08 52. 79 43. 22 26. 67 403. 67 251. 57 178. 4 t 127. 97 89. 68 59. 13 36. 65 315. 32 189. 44 132. 22 94. 39 65. 86 43. 22' "" 26. 67 201. 83 125. 78 91. 61 81. 45 71. 88 62. 15 39. 11 167. 66 94. 72 67 89 60, 08 ' 52. 79 45: 43 28. 46 403. 67 251. 57 183. 23 136. 55 95. 70 63. 09 39. 1.1 315032 189. 44 135. 79 100. 72 70. 28 46. 124 28. 46 13 18 14 145 15 - 16 17 1 H2 t H3 1 H4 1 H45 1115 1 H6 1 H7 130 260 260 390 260 390 390" 1302602236X2513026013026023 6 X 37 3/8 73.30 146.60 73.30 146.60 73.30 146.60 73.30 146.60 146.60 219.91 t 46.60 219.91 219.91 24 245 36 X 49 5/8 36 X 55 1 /4 51. 20 44. 97 72. 44 51. 33 51. 20 44. 97 99. 71 70. 65 51. 20 44. 97 102. 40 75. 39 51. 20 44. 97 102. 40 89. 94 102. 40 89. 94 153. 60 134. 91 102. 40 89. 94 153. 60 134. 91 153. 60 134. 91 25 36 X 62 35.57 35.57 39.24 48.96 39.24 52.24. 39.24 73.98 78.49 117.73 78.49 117.73 117.73 26 36 X 71 23.19 23.19 31.91 31.91 33.54 34.05 ` 33.54 48.22 67.09 100.64 67.09 100.64 100.64 27 36 X 83 14.21 14.21 19.56 19.56 20.88 20.88 29.56'' - '29.5.6 56.21 68.83 56.21 84.32 84.32 32 52 1/8 X 25 114.92 229.84 114.92 229.84 114.92 229.84 114.9z 229.84 223.84 344.77 229.84 344.77 344.77 33 52 1/8 X 37 3/ 59.01 118.02 59.01 118.02 59.01 118.02 59.01 118.02 i t8.02 177.03 118.02 177.03 :. 177.03 34 52 1/8 X 49 5/8 39.25 55.54 39.25 76.45 39.25 78.51 39.25 78.51 117.76 78.51 117.76 117.76 345 52 1/8 X 55 1/4 34.02 38.84 34.02 53.45 34.02 57.04 34.02 68.05 .6,8.05 102.07 68.05 102.07 102.07 35 52 1/8 X 62 26.59 26.59 29.33 36.60 29.33 39.05 29.33 55.30 -58.67 88.00 58.67 88.00 88.00 36 52 1/8 X 71 17.13 17.13 23.57 23.57 24.78 25.15 24.78 35.62 49.56 74.34 49.56 74.34 74.34 37 52 1 /8 X 83 10.38 10.38 t 4.29 14.29 15.25 15.25 4-_ :_ 20.53 21.59 41.06 50.27 41.06 61.59 61.59 SERIES 1000 & 1500 FIN VERTICAL i:'' •: l-: FLO IDA EXTRUDER"INTERNATIONAL, RINC MULLION DESIGN PRESSURE CAPACITIES saNFaRD. SHEET 2 OF 2 - TjTLE: DES I CN PRESSURE CAPACITIES F I N NOTE: A) NUMBER OF ANCHORS NOTED FOR 18 SCREW' = VERTICAL MULLIONS - SER. 1000 & 1500 FASTENERS REQUIRED AT EACH END. DRAWN BY: J B H APPROVED BY: R) DESIGN PRFSStIRFS GIVEN ARE FOR 1.5 X - ., ..,... n Inc ins ,..,r. ri n ,..o... + XIKAC r or o SHIM AS RE'Q'D INSTALLATION ANCHOR SHEATHING (SEE NOTES) 8 SCREw . BY OTHERS CAULK BETWEEN TWO BY WOODDOORFLANGEBYOTHERSLSHEATHING 1/4' MAX. SHIM SPACE 1-1/8' MIN. EMBEDMENT STUCCO __j OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS j,.._.._ •.. ,. J a•La it .;i` `•71i':vL.i c tr ua - lt' 1L44t SLIDING GLASS DOOR FRAME SILL SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT p EMBEDMENT a d A 1-1/4' MIN. D LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/16' DIA. TAPCON SECTION A -A F 00— DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB TEMPERED GLASS TYP.) PERIMETER CAULK BY OTHERS SECTION B-B A --*T 4' MAX. SHIM SPACE TwO BY WOOD 1-I/8 MIN. BY OTHERS SLIDING GLASS i HOOK STRIP SHIM AS REQ'D. SEE NOTES) INSTALLATION ANCHOR 8 SCREW CAULK BETWEEN DOOR FLANGE L SHEATHING SHEATHING BY OTHERS TEMPERED [ STUCCO (TYP.) OR SIDING BY OTHERS SLIDING GI INTERLOCK INSTALLATION ANCHOR WOOD RS ULK BETWEEN IOK STRIP 8 IEATHING HOOK STRIP DETAI I-1/8' MIN. EMBEDMENT Nam-. 1) DOOR MATERIAL: ALUMINUM ALLOY 6063. 2) #8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/8' INTO WOOD. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD 6 JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE RE0,D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE 8 CONFIGURATION TO FINISHED OPENING. f $ $ PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN. 83 GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 9) ' DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. 10) JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 11) SHIM AS REO'D. AT EA. SET OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK 70 BE 1/4'. 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS. A 13) WHERE 'X' REPRESENTS MOVING PANEL AND -0' REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. 14' ECONFIGURATIONS EOSHOWN NNTHIS HOWEVERINSTALLATION EXTERIOR ELEVATION SCTONS ' A -A'. L HOOK STRIP DETAIL APPLY TOINSTALLATON OF ALL APPROVED CONFIGURATIONS 12002 2 PANEL DOOR SHOWN 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. REV DESCRIPTION DATE INI I I EXTRUDERS F L RAINT. INC. SANFORD FL. TITLE_ SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS DRAWN BY:BB APPROVED BY: ATE: 12/17/ 01 SCALE: NTS DWG #fLEX0027 SHT I OF PREPARED BY- PRODUCT L APPLICATION ENGENEERING, INC.. 250 INTERr4AT1Dt4AL PXvY-, SUITE 250. HEATHROW, FLORIDA, 32746, 407-905-0365 FAX 407-805-0366 8 SCREW INSTALLATI N ANCHOR CHART NOMINAL DOOR QUANTITIES IN HEAD & SILL QUANTITIES IN EA. JAMB DOOR UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TOSIZEANDSIZE CONFIGURATION 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 4068 XX, OX, XO 48 X 80 6 6 6 8 8 8 8 8 5068 XX, x, XO 60 X 80 6 6 6 8 8 8 8 6068 XX, OX, XO 72 X 80 8 8 8 8 8 88068XX, OX, XO 96 X 80 10 10 10 8 8 8 10068 XX, OX XO 120 X 80 - 12 12 12 10 10 5080 XX, OX, XO 60 X 96 6 6 6 10 10 10 106080XX, OX, XO 72 - X 96 8 8 8 10 10 10 8080 XX, x, XO 96 X 96 10 10 10 10 10 10 10080 XX X XO 120 X 96 ' I I 12 12 12 1250100xX, Ox, xO 60 X 120 6 6 6 12 12 12 60100 XX, OX, XO 72 X 120 8 8 8 12 12 12 80100 xX OX xO 96 X 120 0 to 10 8 8 9068 X 109 l /8 X 80 12- I2 12 8 12068 OXO 145 1/8 X 80 14, 14 14 8 8 8 15068 OXO 181 1/8 X 80 16-. 16 16 8 8 8 9080 OXO 109 1/8 X 96 12 12 12 10 10 10 12080 OXO 145 1/8 X .96 14 14 14 10 10 10 15080 OXO 181 1/8 X. 96 16 16 16 10 10 10 90100 O O 109 1/8 X 120 12 12 12 12 12 12 120100 OXO 145 1/8 X 120 14 14 14 12 9068 XXX 106 5/8 X 80 12 " 12 12 88 88 88 12068 XXX 142 5/8 X" 80 14 14 14 8 8 8 15068 XXX 178 5/8 X 80 16 16 16 8 8 8 9080 XXx 106 5/8 X 96 12 12 12 10 10 10 12080' XXX 142 5/8 X 96 14 14 14 10 10 10 15080 XXX 178 5/8 X 96 16 16 16 10 10 10 90100 XXX 106 5/8 X 120. 12 12 12 12 12 12 120100 XXX 142 5/8 X 120 4 14 14 12 12 12 10068 OXXO 119 5/8 X 80 12 12 12 8 8 8 12068 OXXO 143 5/8 X 80 14 14 14 8 8 8 16068 OXxO 191 5/8 X 80 16 18 18 8 8 8 10080 OXXO I1 / X 96 12 12 12 1 u 10 1 12080 OXXO 143 5/8 X 96 14 14 14 10 10 10 16080 OXXO 191 5/8 X 96 18 18 18 10 10 10 100100 Oxxo 119 5/8 X 120 12 12 12 12 12 12 120100 OXXO 143 5/8 X 120 14 14 14 12 12 12 160100 OXX 191 5/8 X 120 18 is 19 12 12 12 810068XXXXll1/4 X 12 12 12 12068 XXXX 141 1/4 X 80 14 14 14 8 8 8 16068 XXXX 189 1/4 X 80 16 16 16 8 8 8 10080 XXXX 117 1/4 X 96 12 12 12 10 10 10 12080 XXXX 141- 1/4 X 96 14 14 14 10 10 10 16080 XXX-X 189 1/4 X 96 16 16 16 10 10 10 i00100 xxxx 117 1/4 X 120 12 12 12 12 12 12 120100 XXXX 141 1/4 X 120 14 14 14 12 12 12 160100 XXXX 189 1/4 X 120 16 16 19 12 12 12 UANTITIES IN EA. HOOK STRIP UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5. 5 5 5 5 5 5 5 5 5 6 6 6 6 6 7 6 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 7 8 5 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5- 5 6 7 8 6 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 6 7 8 6 7 8 6 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 7 8 5 7 8 5 7 A ANCHOR NOTES: 1) FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIES. FLORIDA EXTRUDERS INT. IN. SANFORD, FL. TITLE. SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS ENGINEER: DRrb BB DA'E' 12121101 DISCIPLINE: CIVIL SCALE: N.T.S. DvG" No- FLEX0027 FL. REG. NII-- 47182 — REV. LETTER: SHEET. 2 Of 2 W./fli Y4" Pv, lF® r --tea „ ., , ...,:,.. < x, : i v, .;,.., ' , r <, .rc.• z, rt. r /N, /<: ..... nor/:WY .t', ,... ..F ...... ,J.,.. ,t4 ?s., ..?mod ...liar. . Jrf' rr w. ;/d'f, s'FX', r, n F' ... . X6M1i9r o/.:: rr' r 'F'/, ...:.. 'SH 'ram% ,.... ri Y r, .MH1,rKf.$ S,C +?H.9/5"„-FJ,.tb1.4.Jt a5'l -1.. M. d, /', tsii.. r mm#%,r': .. APPLICABLE INTERNAL. PRESSURE COEFFICIENT 3 0.19 INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS = •22 , -18 PSF ROOFS = •20 , -20 PSF 30 PSF AT OVERHANGS) UANGUAFD/ 'F.OX F& JACB X,. ,_ORLANDO ;DIVISION N, i+G+*i... nitA{"f.+,...... ,. .... ..:rF..w.ih ' ... .^'%. .fief ._.. .. ,... ... 'k`,.:. */rA.Ffi +....,, r. .. JY"' a ?r'^' /.Mp' Hi-vY,Itymwaa5 i3""",rtG ,.n- :' ,. M ,,,,vi: ,+rG Y' +fi'.s. .ue+;'lkii`, s x w 4 , : ,r i .. m..... <id .., .m. ,f•< _,.,... , v-.. t ..,, -: ... .. ... ., _..... ..N ., .... .,.. .xv?'r :. iv a.!'.,,.. .. .... .<I ad,._. ,R. F 9 ,, r2' w?w P.+"+:- GENERAL NOTES SHEET INDEX I. DO NOT SCALE THESE DRAWINGS: YVRITTEN DIMENSIONS AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE 5E6INNIN6 WORK. 2. ON-51TE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL DE THE RE5PONSI5ILITY OF THE 5U5-CONTRACTORS. EACH SU5-CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER QUESTIONS PERTAINING TO THE DRAWINGS AND/OR SPECIFICATIONS. 3. IT IS THE INTENT THAT THESE DRAWINGS 5E IN CONFORMANCE WITH THE 2001 FLORIDA BUILDING CODE, AND ALL APPLICABLE LOCAL, CITY, COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAWS, REGULATIONS AND RESTRICTIVE COVENANT5 GOVERNING THE SITE OF NORK. 4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR REQUIRED 5Y ANY CODE WITH JUR15PICTION TO COMPLETE THEIR 50OPE OF WORK. 5. ALL 54"X22" AND 56"X24" PLANS ARE DRAWN TO SCALE 1/4" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/5" = 1'-0". ALL MXII PLANS ARE DRAWN TO THE SCALE 1/5" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO I/Ib" = 1'-0". VANGARD & Fox & JACOBS HomEs 9 Y f E H T E X WIRRICANE ENGINEERING 407) n+-NO FAX (407) 774-8477 P.O. BOX 161613 ALTAMOME SPRIMCS, FL 32716 TMOMAS d AMXRSON PE/ 47819 SHEET NO. Wul W C - COVER SHEET O U Al - FOUNDATION PLAN, FOUNDAT'N DETAILS p A1.1 FOUNDATION DETAILS, CONT., J TYPICAL WALL SECTIONS A2 - FLOOR PLANS `€I s A2.1 - FLOOR PLANS NOTES & DETAILS, _ INTERIOR ELEVATIONS 0F,g A3 - EXTERIOR ELEVATIONS W? A4 - ELECTRICAL/HVAC PLAN, INTER. (9 i t ELEVATIONS, PLUMBING RISER DIAG., ELECTRICAL RISER DIAG. s; A5 - LINTEL DIAGRAM & TABLES o all A6 - FLOOR & ROOF TRUSS LAYOUTS N_ A6.1 - STRAPPING SCHEDULE A6.2 - GABLE END TRUSS DETAILS Jib Si - GENERAL NOTES & DETAILS dm...., S2 -CHIMNEY, STAIR, & REPAIR DETAILS S2.1 - STRUCTURAL STAIR DETAIL aa er.N S3 - OPT. CVD. PORCH DETAILS, °'"°°°"°`" nraomeF-«r OPT. STAIR RAIL DETAILS QY 2004 sheet SHEET NAME s f s amts OkbMONOLITHIC SLAB —CMUI TWOSTORY NON LOAD BaG WALL I j 5 REBAR CONT. 3 fr COWLI., W)VIBERMESH VAPOR L THICKENEDl'—CK EN SLABNON BERING WENTRYCONC. PATIOS AA P—D SLOBSEPRESSE— TWO STORYGARAGE k # F_ F -,.I- T Er CONC. sue a— t VAIwlm, : I l WK LAP FOLNPATION SLAB NOTE, OVER IMA10 COMPAC%D FULL ON EP4ELL HOW AAR 7]RESISTANTE91 5TANTI FILL FtECAWT 2* SYSTEM C"J i ' — CHAIR DLM DEPRESSED SLAB @_THICKENED SLAB NON BEARINGO GARAGE WEARING WALL CHAIR BLOCK UNDER FRAME NTWO STORY C012NER EAR 8- 9 LIKEL fILLED W/ 7TONSCOOT. 11 F#LLEC) COTOPc4uRwVERTICAL REIA* F0W- 1.5 U - PLAN LBR LINTEL BEAM REINFORCING SINGLE COURSE LINTEL FOUNDATION DETAILS MONOLITHIC PRE- ENGINEERED WOOD TRU55E5. UPLIFT CONNECTOR. 5EE ROOF TPJJ55 LAYOUT FOR QUANTITY AND SIZE. PRECA5T LINTEL. 5EE LINTEL PLAN FOR DEPTH AND REBAR 16' Xl&' CONCRETE BLOCK COLUMN YV 2 # 5 REBAR. 5EE FOUNDATION PLAN. APP FIN. GRADE 24" X24'XI2" DEEP COLUMN 31/2' CONCRETE SLAB FOOTER K/3 #55 EACH WAY BOTTOM OF FOOTER TO BE 12* MIN BELOW C71ZAVE TYPICAL PORCH SECTION C" ELEVATION SCALE: N.Y.& RVIRRICANE ENGINEERING 407) 774-9003 FAX: (407) 774-8477 P. O. 9DX 161613 ALTAMONTE SPRINTS. FL 32716 THOMAS J. ANDERSON PE/ 47812 MAXIMUM SPACING OF FILLED CELLS UNGROUTED CELLS THAT CAN RESIST A 100 KPAL LOAD DESIGN WALL PRESSURE T = L-2PSF HAITI" ALLOWABLE TENSION ON HOLLOW CORE UNITS Is 25 PSIL _ ALL SM TABLE 10.1 SECTION PROPERTIES 9' PARTIALLY GROUTED WALL - 9543' CNASONARY STRUCTURES A.C.I.) N - . 1-1 /9. S - W-L-LXIZ/ BXT - 9543 . I - 10.4FT. USE Ir-O' HMZ. SPACING - 9-4' CEILING MAIL CrS - 13 USE W-r NMI? SPACING - IW-Ir TO IL—Ir CEILING MAX USE W-lY HORIZ. SPACING - Ir-e' TO Ur CEILING NAX DI) LINTEL W1 (1) 05 COW. t 9-4' MGT. (-/- " THIS STRUCTURE HAS DUN DESIGNED TO MEET OR EXCEED THE 110 MPH, 3 SECOND GUSTS VIIND L0060 REQUIRENENTS Or THE STANDARD BLdLVM CODE 2001._ V- V 0 FLIt 44 Ts a IN YAWS ENTRY ADAA' r/4'- — r-& t x 0 j 0 ca 00- W rem FTdLF_ z 0zz 1 1WxWLOWBFACCHASE 0 F- FLRo F_ zo< 0 ZZ) z 0 D u- 0 L ova INK: 3/ 4' Wa% AT GARAGE DOM4,X) I w His cy) C> 04 E. Erb SMPAR= P= lolffl 13. pp-p wavmpmaAlp BRAlL) N/r-LUl-lQlNLJ C. 41mil . %,. r4r I aUds: 01-22-01 set: he AlI Of. A AI/-I I/lCl A'r%r 17Aa!"nKI- 1 514t:S L.AktastK IHFNV PIM PA,%NG THROUGH L_^I . Lp%./L.. I . 1/G Fs 'Ho U. _ 1 /4" 1-1/2* 1075 LBS. J-BOLT: 1/2" ® 48" O.C K TEST REPORT # 150-20068/ PROFESSIONAL SERVICE INDUSTRIESJNC.SEE MFG. SPECS_ FOR BIT SIZES & TECHNICAL w" THICKENED INFORMATION I 6L.AI3 UNDER 1 EXPANSION BOLTS: nAun c PRODUCT '7f' LOCATION, EMBED DIA gym; MIN. EDGE ALLOWABLE ALLOWABLEDtpfHl44DISTANCEPULLOUT " SHEAR** RAWL-BOLT GROUTED MASONRY 2 5" 1/2" 1.5" 761 LBS. 1765 LBS. RAWL-BOLT CONCRETE 3• 1/2" 2.5" 1831 LBS. 2537 LBS. OVER FIBEhl'+LA65 SHRY.LE9 OVER 5• FELT OVER FIHERCd_ASS SHINGLES OVER V16' 065 OR VI' COX 6•FELT OVER 1/16. OSS WOOD TRLSSES Tg166" 6TRAFPED AS SHOWNWIOCO STRAPPED AS SHOW ON TRUSS LAYOUT ON TRUSS LAYOUT R-15 tJsUL. P.T. w OVER "CDR OVER SLBFASCUA PT. UQ OVER DUD CDR OVER CONT. ' IR' 2X6 SIBFASCIA WV CONT, YID SOFFITV' NTEDDRY4W_ ALU'L VENTED SOFFIT DRYWALL DBL. INB HEADER DOUBL 2X - TOP PLA DBL. 2X8 HEADER UNLESS OTHERWISE DOUBLE FOR 4'-6' MAX OFFING. 2XIO HEADER FOR NOTED ON PLAN 2X- TOP PLATE MAX, OPENWG UI.LO. WIDOW WIT WIT 2X WOOD STUDS • 16' O.C. 2X WOOD STUDS • 16' W STUCCO ON MTL. LATH Oa WV R-W INSLIL OVER b• FELT JW bTLN:W CH MTL LATH OVER 1/16' OVER b• FELT OVER 2X BOTTCM PLATE lA6. O.S.B. OR VI' CDX ON 3/4' TIG OSB. 2X BOTTOM PLATE 2X4 CONT. BALD BOARD AVAALLr ON 114• TIC• PLYWOOD FLOOR TRLSS STRAPPED AS 2X4 CONT. BAND BOARD SHOWN ON TRUSS LAYOUT FLOOR TRUSS STRAPPED AMISS SWOMONISSLAYOUT Q' p"p1 SL L NFEL BLOCK SO - 3 BAR VN DRT R- 19 NSUL.— VI' DRYW ALL - DOUBLE 2X TOP PLATE — 2X4 BOTTOM PLATE OVER 3/ 4• T 1 C. W PLYOOD — FIBER3LASS SFW4GLE8OVER15• FELT OVER VI6' 068. OR V1' COX WOOD TRUSSES STRAPPED AS SHOWW ON TRUSS LAYOUT DO P.T. OVER D!D CDR OVER 2X& SUSFASCLA WY COW. ALUM VENTED SO IT DBL 2" HEADER FOR 4'-b' MAX OFENIN3 DBL ID 2XHEADER FOR V-S' 2X - WOOD STUDS • Wor- w R-1 14OLIL 1/ 0' bflICCO ON MTL LAINOVER b- FELT OVER 1/I6• OSOM OR VA" Cox FLOOR Ma" _ STR, 4PPM AS ON TRLW LAYOUT UIN Ona0) Z 00 J UVQ W J J 0 0 U a 0 Z O c 0) Q N W W DQ ATOVER OVER Da FURRIN13 tI 2X J• IOE 3 j Lt4TElSCREENOVERR-b-b RL911- LM73 BLOCK YN • b BAR pBL ?X -TOP PLATE 2X P.T. BTM. t ItDOW II41T PRECAST WITH TV • b PLATE WD V2'W DBL 2" feAD£R 34• CGW- SLAB SILL 3 3_. C. ` WEN b FT OR Ci EATER AB. 32' OAC FOR -6 DDL ZXID ESH IV RBERI'ESH WLfilmeR OVER 6- '. OVER:& FYI- VAPOR PRECAST CONC. W OVER FEARER FOR 5'-9' 11111111U v aYBAt ER amtm MASOM2Y F14SHBARRIEROyER. THE oTED, MAb. fN15H Ovm OVER a MI VAP M OVER lERIIRE- OVER CM BLOCK COI.IPACTED TALL MV'3 DOu.ELs BARRIEROVER TR£A1ID, . ACTED FILL CM BLOCK W/FS ON Ail • BFIOWl1 LAOATIONS CO'W ACTEDFILL 2 j - SOOD BAR • ONSN ON P00DATION PLAN t1/ R-9 WJSLL. PLAN FOUNDATICN o U. C4ZADE • ( GRADE _ dellylea blr. d j dra.eey. w• 3 •5 BARS 2D' 20' n,12-M 3 •5 BARS 20' 3 • b BARS WALL SECTION -A FILLED CELL -TWO STORY WALL SECTION - FRAME OVER CMU WALL SECTION - FRAME sheet u x R STEM WALL -SINGLE LINTEL TWO STORY TVMO STORY r r AVego Al TYPICAL WALL SECTIONS MONOLITHIC SCALE: N.T. S. EGRESS EGRESS ---- r h iu.Ic. , rFL.vas BEDRM93 BEDRM'2 rlwaa snATaa CAIMRR cA1rETR1t 36' v x s aylr w M 2kti9* r , -z. fwd N wmh cu Itu i BATH ' 2 CUT WALL •TO a5. aff wu 3'-r rOR RB nc r--- - I!l• 4• TO W-r FOR LeTitIV2WDRAINGALE . 4'. r NOTE. AIR HANMER TO HAVE 9 MA OF 4• CLEARANCE ON ALL SIDES AND ENCLOSURE a M SPACESHALLBEMI. 12• WIDER THAN APPLIANCE N N CLOSET / DOOR w/ OFT. BED ZOOM 04 0 4' MASTER BEDRM GA r FLATCMcAWET FL.eR ' 20'- 4 iR• SH- 25 EGRESS (+ 22/ -24) SH-25 W JCOL WW2X4SH-25 EGRESS (+22/ - 29) DBL-25 (* 22/ -24> 4+21/ - 28> 2nd FLOOR PLAN NOTE: ELEV. A' SHOWN; SEE PARTIAL PLANS FOR ELEV.'S'B' VC) Io. 2414IGH WINDOW SEAT oaL mm aromw DBL-25 oM 1-25 1rCeeFLaralrtATE 28> 304oF ( 4V- 2W ?IAL:2nd FLOOR PLAN V ID. 4K b. CCL SO SH-25 C+22/ - 24 (+22/ -29) 28> Hg1fE EGRESS PA TIA 2nd FLOO 1? LJ u f an Qlhl4% LJ .. u MISC. FLOOR PLAN NOTES; U EXTERIOR WALLS WERE VERIFIED SUFFICIENT FOR % E:AR LOADS 2) SEE FOUNDATION PLAN FOR FILLED CELL LOCATION. / 3) ALL INTERIOR WALLS TO BE 3 V20 UNLESS 0714EI WSE NOTED. ry 1 ifLETIcdM1EMSH-25 SH-25 22/ -24) (+ 22/ -2 > 6-D X 6-8 SGI 21/ -23) o o - r i I KITCHEN NOOK r FLAT asr FLAT a3 T r yNTLFLte n1nFLr< FAMILY RM rtwas I i,. vw. smmvmIMAM L_ A2a LAUNDRY 1 tIF vwrL FLx It W I O 3r'I'-r ope" RC DICE - DININGRMvc LPlE WRAaaCAWORR S, 4• 2._ 9'-2 2-CAR GARAGE rMTaa mr FLx N WIN STOP WALL eix WYl I LIVING RM i r FLAT a& iCAIBET FLR 1 i 16' X 7' O.H.D.(+19/ PANEL FFEWT T LKM W NS tn. DBL-25 21/ - 28) 4J ` oBE 2 UN 15t FLOOR PLANfA' NOW OT4ERWSE c c"M AI FWT FLOOR 1062: SECOFD FLOOR 14418d Ft. AL A/C L1vM 2WS 5W. FT. Tb 5arvl. C+ ARAGE 421 edFT. TOTAL 1NDER ROGF 2%A Sa Ft. STD. PATIO 4® S(2 Ft TOTAL AREA 2" $ a FT) OPT. 0W P i10 TOTAL AREA W 3UH Aa FTJ LIVING 16' X 7' DAM ranaa 8 (+19/ - 23) I m rsrrETFL11 6 PANEL FrscTN. 23 4 P. T. WP. DEC. T n spy dwdwd b r a+nr - _ eYc01a01 r r Nuui BMeet FLOOR PLAN .' CisWAE LEGEND E NENGMWWS' 0• AFF. OM I14L1. .n we MINTS J1J111LLLL1 111D•61 aM of .. x KITCHEN A KITCHEN B KITCHEN C SCALE- K'=r-r SCALE- A1'=t-0' SCALE- IVO-0 H b LOU Mm w CPf.VAW r-610-e' LM c it vA1m i) Z IW O BATH D BATH E POWDER RM F SCALE- %'-r-V SCALE- 141•r-V SCALE- Wzr-v Z J Q INTERIOR ELEVATIONS WZ ME FIREPL. ELEV. RVEE 1 Wt -& w Gj woo 04w LL Z V Q jsj3 CD0 CV sYs 1 Y 9 4ewn b/. OmwAesl{ Fp isrled Drwvr bb. 01-22-M M A2.1 CPU 0 V) z 0 F- Q w w w F- X w LEFT QE ELEv_ SCALE • k'• r-O' ollsom son son son solsom son son son slooll son son Ron ROOF PITCH 5 I---SRC-ACMZ- O-WP-E-D OPTMAN WkVM TfaM REARM s—a TRll56 BEARING F—r----------------------------- -- MASOPRY aC FPaIHOOR o SWA cil"E IGPT 51iDEELEv. 204.. E r 1 r11' NOTE; SEE ATTACHED HVAC FOR CORRECT PLAN: DO NOT U5E VAC LAYOUT ON TI415 SHEET. LOAD TABLE MODEL 25M (445/04) fify Eamnim BREAKER LOAD 2 1 PAW 40IA 2)P r Dow 2 1 ORM 30A2P IC SAM I DIBiUWM WAW a IA Iw 2 lP 41 APR WILEr 2AAW a 310" 1 voym 20AIIP a Vw I I LA HM 20A W a 60D iAVIIVAMRW-ATFR WA UP 1 19 6 6 X FA10 w 1b2T:. GARAGEDOOR01`80t DAW I M IM 1 MCROtlAVf a 9I 3-TOTAL A UTM) 3WM I oL WOW NAM AT WM 10~ NAM TEr14 M Aos 1 3911Atts AG 2.6A40 2KTM TOTAL aprwl4TT6 Imm TOTAL LOAD A" fb AtP6 KM DO At" rm 250A ELECTRICAL RISER DIA61 150 A 4 WIRE SERVICE ocaFsrAlRs •- _ / CELFY+P/H (ltDJ 1 r vtR I WV.TR LAY 1 W' ELECTRICAL LEGEND f DIPLE) wr- Edam FAN f 2" YOLTRM ava mmclae sw' KAMt FW" ma f@ Mi= DEWC-TOR MNL.L MW) w GRdlD Felt fEG yWMEA 4 ftm m r:Ec. O AWWN BaxrQt1. PC*MECT mumb E1w FDt 0 Rom ONIm H-H WA K LIGNAL'. BRTCN Y4Y WCN ROOD LKNI 4iAT 80" V 6L-AO. CELW. FDC 0• FroaER w"Rw 0. DOOR BELL laED LKA(t RECEl15ED LKdrt (VAPOR F'RLYFI may{ 4MG FAN FA=11RF8 1112, VJR IVY IVY L -i i T 1 t I. 1 1 1 to x io pm W,. FAN FREUMOPU A 15t ELECTRICAL('' SC:ALF = 114• = 1'-0" aF3TAR8 - AAC LIRE L L oQ L O 0 lfCE96ED LK IT k Q (n W h Q Q V IDA U V yMMzWMMcy Zi LU -j a- W W a COACNLr" OPT. a1" Coln LIVIWz e T16 I F"AT a& Y KS CALM PLR r r tm OFLCOACRX4t r mt IAVIVYLr— X 2509 PLUM51NO RISER r-- ---- --- CO 2 / wr62 CABLE 1/4' = I'-0" EIFR @ A RAW# M WS MA DRM Im 113 MEL OULL AM va Y! LMWTM CR tM 0 µ "An CA F . .' .. s.• ... .::' Fk . QINEERINCi r' CROM ROD s c 0 fits N rweas ' esx4*e DY- ti bswn by dmi. design dnrAred qr...r. A4 T92509 LINTEL SCHED. LINTEL,, NO. LENGTH TYPE COMMENTS L 1 17'-4',:;'8F16-IB/IT ALLIED LINTEL: A-13 17'-6' 8F16-1B/1T ALLIED LINTEL- A-5 T" 6' 1%- 8F16-IB/1T,- ED"L EL'A ' `. L 4 4'-6' SF16-0B/IT ALLIED LINTELS A-3 L 5 7'-6' 8F16-IB/1T ALLIED LINTEL, A-5 L 6 4'-6' 8F16-02/1T ALLIED LINTEL, A-3 L 7 4'-6' SF16-OB/IT ALLIED LINTEL- A-3 L 8 4'-6' 1 8F12-0B/iT ALLIED LINTEL! A-3 ENTRY PORCH LINTELS; ELEV: C ONLY L 9 5'-10' 8F8-0B/IT ALLIED LINTEL, A-4 L 10 13'-8' OFS-WIT ALLIED LINTELt A-9 L 11 7'-6' 9F8-0B/1T ALLIED LINTEL- A-5 L 12 4'-6' 8F8-0B/IT ALLIED LINTEL: A-3 NOTE, LINTEL Ll MAY VARY DUE TO HEIGHT OF GARAGE FLOOR, MINIMUM DEPTH TO BE I6'. L3 L5 L6 L7 L1 L8 L2 1 250 LINTEL DIAGRAM (GAR. LT. 8F16-1B/1T 8F12—lB/lT' 8F8-1B/lT LINTEL SECTIONS L8 L2 f5 REBAR AT TOP REQ'DM!N A 1-1/2' CLEAEA LR U L 12a = a i • C.N.U. F = FILLED WITH GROUT / U = UNFILLED L n z • ' GROUT r QUANTITY t]F f5 REBAR AT n o 1 BOTTOM OF LINTEL CAVITYzi Zp '15 REBAR AT BOTTOM 9-C LINTEL DIAOFLINTELCAVITY8F16 -1 B/ 1 T BOTTOM REINFORCING f 7-sre' PROVIDED IN LINTEL NOMINAL WIDTH J J LQUANiiTY OF 45 B' NOMINAL Y1DTH ( VARIES)ONOMINAL HEIGHT REBAR AT TOP TYPE DESIGNATION yu, SCALE: N.T.S. I x H z m a$ G rA g!g et. 1-1 s .s W 0 'its 0 L0 N lifil doNgMd brrd dm.. br. Omn dealp• arxiess- can A5EERtNQ oF. a -r 4. I I - .e , ' . r-'` T • tr1 • r t1 I C» DOC!`ACT D. DDC4ZTDCCCrf1 " I t-1 1AITFI C 8„ PRECAST & PRESTRESSED U-LINTELS f111'Iflffll stet'Q SU'r34gth - 19OD p51. ,< Lg5. RebDr pFpvlded n precost lintel per ASTM A615BFW. Feld, a= per ASTM AW5 ER413 IT GRE30- 6 q e56tp sfrrfd pia ASTM A416 gods ID b'/16/ 1'e iron. 1. 1/32 wire per ASTM A510. 8 Mal to per ASTM C210 type M or 5. eras a 4'-4' (57) PRECAST 14M 4'-B" NO PRECAST 00 GENERAL NOTES 1. H,ovde Full.- tar dead and held _joints. 5'-B' 188) PRECAST lB5 5'-113*001FRECAST 852. Sloe filled lintels as required. 4FAMIIDIIJIM 13U.IftEl nNsit.a3liply r1M1 the cf rJatectural5l4t7C/'W dD'A1>35• 4 lifltels at>et»omuF¢tlir) r4dt1 5 1/Z' b^9 notches tie g1 " LD rrrr+nnd41te Verteca tell renfar[fl9 and c" Fq- Intlels meet or ei-eed.L/MO vertr_nl deflection. except wilesryAll 17-4' aid loner 141t11 a rnsnrtDl hegM Of 8' nest Cr exceed LJI80. ral3 l t0 tie iocoted Ot the bDttJyml 6'-$':.(8O7 PRECAST am r-6. 190•) PRECAST 665. 1•-0• (II61 PRECAST 311 6. Elottlym f , of tte Intel rawly r,: Y 7/32• dvn eter fore strrt are welded to the t tam steel FOr fii mtrr.,r,-..ro be ty-avdeny n.conposlte Iratel in clan . >% 8QftnncftzW111Q5afiyIlIdS. 9. SDfe load rattgs t>,ed on rimtlo of clasIgl c"311pls per ACI36andACT530SAFE LOAD TABLE NOTES I. All voltes Lxred of mnn.m 4• tPcrng: E6Qeptiom SDfe loads for tmflfled Iitelsmusttoreducedby211% If tleciIng tength 6 less than 6-1/2'. SofeboorforallrecessedIltels [med (in 8" nominal becrng. 2. N.R. = Not Rated. 3. SoFe 113cK:6 ore total superimposed Dllorucble lord M the 5ertlall speclFted. 4. Sofe locids tired on Bride 40 or made 60 field reba . 5. Addntioml lotel-DI load r-opDGtyCon be oII i ed by the deslgler Cv providing addlonol reinforced m osoYy otove the p2cast Intel. 6. One 41-1relxr mDy to substituted for two #5 Moors in 8' lintels only. 1. The desger may evDluate concentrated loads fro, the safe load tables bycalculatingthemaximumresistingmomentandshedDtdtsvayfromtheface of support. 8. for composite Intel counts not shown, use safe Iood From next lower helgltt. 9. All safe loc1c15 in Units of ponds per IIneDr foot. 45zz 6' 01 3439 z _.. UPLIFT LATERAL LEW. TN' TYPE erzFs sxiBrdG W') PRECAST 044 15-3 1 248 92M 4112 1 5825 932 992 04415MI2NR30413011% 4&M 26% 54') PRECAST IA2 an 1 23" 33 3931 41% ss'n esa 0 IR2 w55 12240 31% 3931 4643 5458 W') PRECAST 924• IrIZ n95 2429 3055 3659 4325 Sol Sol 924 1132 n41 2351 2918 3608 4237 jTD') PRECAST S%- ISS r42 2952 2965 35M 4RB 469 469 B% 1099 MM 2268 2891 3491 406 BD") PRECAST To BB2 158 2042 25H 301 3642 B 1100 l' IS 956 ME.8RBl 2509 3S5 3563 PRECAST EBB b9l 825 1810 22BD 2153 3221 110 941 6BB E149 802 1T62 2725 26911 3151 016-) PRECAST 533• a33 amIR9 I4B IItK 199s 96 6r4 s33 szl 1009 13EA ITze zoea 249] REDILE VALUE BY 1596 FOR GRADE 40 FIELD KLBAK 2'- 10"(34%PRSAST '; 31£ 44T3 fi i ISM 9m4: D4V ES N ;,... a' {47) PRECAST 265; 265265e. 2 1 2215 2 3165 2 42314f25 SB% 4 K& m leat251 I, x C ac 4rp O O L IL a, ... wTr- tc{.. ,... 3'- 6' (42') PRECAST 3Bn 4um film T3ls B6m 9941 366 1 44-8..San EM 9m4 044 WM 4' 48' PRECAST 0 ( ) 878: IB1D 1925 19ty4.. 2fs372M 2150 4532. 4422 5361 ga4 6245 fitD4'- 0' 938 938 4B) PRECAST 2325 2M6 3161 4435 540 EM4 88 Z646 4F6 6059 9004 DIM M936 4'-6' (54') PR13=AST 60r62 23DT 400 4161 99MM l2l4'-S'(54') PR CAST a 19B 1 34M 4MW 45% Ya44 Ism li 243. 34B 4Ew 5 l2) 2110 40Z7 6 MM 9DD4.. 0412 9fi6B843•I494 5'-a' (64y PRECP,ST 210 33r 400 4640 5D5 5055'-4' t64) PRECPST tiB4 1229 I - 1909 29n mm 333i 3i46 178 143T 2090 sm 459'9 1665 28M ffi7 GM 54m..6424 145fl 5'-10'fD") PRECAST RR• e5l 19 30a4 SEW 4241 418 T- lD•(D") PRECAST 912w IOm091w14 IB99 2314 70 331 2 I36 IBIS301D 3 4151'411 A 2464 4w4 5459 4431: 5290 6R2 PRECAST 1200 res 2Ta9 329D 3B2 10l BBl 6'' ( 1B') PRECAST 931 t255 21DI - 3263 Z)46 33B 3T1 4595 iM IIB2 0134 2M 7M 326 3'ffi. 2EM 93% 52M 11314...A995 Eam 11-6" 19D'1 PRECAST 94i•. 912 WE 19w 2354 zyn- 22m 591 Fi51.: 1'- ra• (90'). PRECAST: -.. 161: 1029 615 2M t994 2439- 28M 3333 q0 : 1D29 91fi6 r1DT Z39 ZIT: W- 4 .p17) PRECAST 6tz Si56a 454 630 9 QR•) PRECAST SEI I' la4 7Z7` 140:. Z27'. r+34. yB QR IeIB 25M 31469 b 3•Zl ID'-6YR6') PRECAST lIY 76. 49B 6M i 1021 EM 171 14' 6. 2M4 f731 2358 493 KY- 6YI26') PRECAST 456 4I32 B0z 125 915 YZ2 B 1535 t£ S p25 04 2DM 2T)4 SM 2404 N'-4' (1369 PRECAST 6E6• 431 6% B99 I04 e09 E95 11'- 4'(136).;PRECAST: 445 59B 93ri 135 1954 23S a 2015 6[i 535 2199 998 935 n3fi5 It354 244/ 31Sa 4044 17-0Y144) PRECAST EUP 4D0 E21 f tla6 B7? 12'- 0Y1447:: flRECAST;: 414 :.. 545 BG4 C54 E@1 2014 ISM IBIB 63 4B6 dD 20 t2Q94 d4w.=,.. 9:,rnrW W ca L rW Z IBFB 731'. 2tf32 399D R AST: 13'-4 ) PRECAST A6o ,. SDD.. 0 SM eM 941 1153 302 39B PR$ AST;:. 362 471 M KM I Ira 4224 141E ': SE ` 409 6Bz 1t 4 I631 I!!9'14B5 He UT. w3B 6W 2343 292D 14'-0Yf68") PRECAST 45B' 3a 493 63 G To922 Ms 286 0 14'- Oi1687 PRECAST 3B1 5413 9R Wa N62 OBl IZfiO 31B 629 Sal 33B 435 moo oD3 raw 21.9243 z+3 49f go 9b124 lz4efil 943 990351 w' B aTa 1 + NA t4R 4R 4R in IR Nt Nt 14'-8.0W) PRM 24B 352 5s2 e62 11% ww r42 NR. 465 165 BID 2045 2B0 a a 22B 7 a4W SW Ell a01 425 15'- 4' 0841 PRES NR. 1R NR NZ fR IR NR W IS'-4'(IB4) PRES 22'BKM 6B 4a1 IB55 230 2B9D 340 1BB 236 236SW 3W6 464561 b-0 610TM N.R. 255 n'- 4• (208')PRES W.R. tR 1R N2 NR t1R n'-a'(2OB7PRESTRE56E 11 2l6 449 649 834 x21 GEM 30 wOD 15m 2IDD 7l[D p'-4' (232')PRES 165 2Dl 3B 401 49D 5-6 661 NR. 204p'-4' 232'Jr QE5TRE56E NR_NR N2 N2 N2 Nt 165 73B3 55D Mb 9401240 112Ma9132030w5IM21664=B 92 590 2561 PRESTRE5SE NR. Nt tR a"tSCi•)PRES w2 22 33> 4n 63 a0l 99321'-4' N. R. IllONR go 940 210 ND IBD 26B 343 41B 499 S&S22'-01264')PRESTRE NR. 151 22'- 0Y264')PRES N.R. jn2D 131 20S 372 451 601 l-N941 B10 I'1'0 24'Ot2BB')PRES7RESSEIZl 24 KS 66 244 240 3a 408 35D 539 Ml55N.R24'-0'(ZBB')PRESTRE 690 B33"24041OlA NR. W NR eR N2N2 a REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR Al I I F n I IKITF-I TAPI PS N O T E S: 6J I-- I- I I MATERIALS $ INSTALLATION 1. rebrr in precast Intel ER6o per ASTM A615 2. retxr in pared beorn GR40 r ASTM A615 3. Vc for precast Int-15 -400 psi 4. Cc or held colrrete=3DOOpsI 5. racrete 1lpsory -its per ASTM C-90 Tortcr ppera' ASTM C210 tpe M or 5 6. calculafrns bT' Road O. Newnnl, PE., Rddte- New win E-1lgreerfqI-. 1. sloe col [opposite Inter 4' OL. 8. DII composite l calculated with Im5 9. SinaFepla adsllased Ir panda) 8" beorrlg 4' " Nn r> . 10. ail loads shorm in pounds per Irtem foot II. for IalgUtes not listed use next Iorga length for sofe lord FIELD REBAR 5 GR 40 Q IL J CONCR£ TE FILL ul Q FIELD REBAR 5 GR 40 j k rL 1- 51B'ACTUAL ALLIED GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE "U" LINTELS LINTEL N0. LENGTH a"xa" UNFILLEDs"xa• FILLEDa"x12" FILLED8'x16" FILLED8"x20" FILLEDa"x24" FILLED6'x28" FILLEDa'xa2" FILLEDA - I 213' 6549 B251 Io125 I2ODo ROOD 12000 12DOO 12000 A- 2 3b' 3938 3858 5231 A-F,2114413 12MO 12DOO 12DOO A- 3 46' 2081 1914 3301 4616 6I86 1259 86DI 9924 A- 4 5'1D' 1128 1080 18tO 2483 3336 3913 4631 53M A- 5 IT., 902 1056 1844 2542 3294 4029 4190 5522 A- E3 9.4" 6' B36 1112 1534 1994 2436 2902 3346 A -- I lob' 489 483 841 1110 1522 1fi51 22n 2556 AA-- 81 11' 4• 52 512 112 15"18D4 21005022 2455 2IS93I3DD 33B9 A- 9 12'8' 421 488 ROO 1224 IB04 96E 2 121134• 343 419 114 ID53 1381 692 2024 2341A-171 4 342 33 98 1233 ISD 18B A- 12 14W am 334 61B 642 I0B 352 IE24 19 A- 1 174' 68D 985 118133 1 t9' 4' 250 395 49ra 80 1138 140 698A4 A-15 F 20D' 365 413 MI MOM IIII vu, r m:m v s vv v v, mra m:r:r IIIIIIIIIII u m a a r, a. r,e vv vv v4ry IIIII IIIIC.: I IIII IIOIIII m mcm z OEM ELM ErM mom ima AINI1 IIIS 0 LS1 3'i0) 0 LO N J w 0 Sheet A5.. 1 ae s EJ O B LL LL lL LL u- tLLL LL LL LL LL LL LL LL LL LL LL L 3 = H a B C15 ^ — EJ1 0 B O' v gX . V o v i r, e erF:. +.r,.. ..,, r. . .w,rw, v ... ... .. -.+a,-.rsK.w% ,.. x4H" . ... -. %axrs '_,' ; .`' .: `" ,.'di' * .,.rr .a. .5,.c,', u..:: . , s,.. EV (TI d Ul r Tl FT2 FT2 J FTELA H v)aw B , F61 , t FT2 Of LL FTl I f - s FT2 LLzi co FTl I I I I FT2 0 a DB e FTl I I H I. - coC B TOP oRO B FTl 1 FT6A FT2 0 W TOP om FIBIXTFairls-M 17-4-12 PLATE HT. FT2 A J FT6 FT2 LL m QO 13 c ORn B 8-0-0 PLATE HT. FT6 I (r) 61l FT5 - e e B ®a 24• D/C 16 4xb FMT W2 r-.Q a TOP FT4 AND Ai MITABB a BDTT]M (7 a 46' 04- EE15 51EPA TO BOM '011 y • za ac -' 6Ei8 b' WNR1M EMME"ENT 4x4 PB57 f.V21ET_il a 7DP °paAND (1) MTT26B B BOTTOM leifEPDXIEDTOBONDBEAMt.V 5 8' BA T}REAOED RDA W 6' MINIMf1 ET?BEDMENT 8 7 ) ) f V ; FLOOR TRUSS LAYOUT A & B v 75 ROOF TRUSS LAYOUT A KT.s N.TS V € NOTE: SEE TRUSS MFG.'S ENGINEERING AND LAYOUTS FOR TRUSS —TO —TRUSS CONNECTORS I 1c: ROOF TRUSS ANCIaORAGE- C) wcnr: V USE (VTYPE •C' (OR E TIE) FOR TaJeH t0 FRarT< NffuuoReF++r+ a eTle ytaEea rip o 0FRAM 12 VI6. 098. 2) ueE (U tYFE •A• (oIt tt:FRCM4NGABLE TIE) PM Ta)se TO BLOCK cJwaLicdacTfo" (UHOJ tSFEATHhYa9)1kE ENi'it6-N (OR ALE TE.T-OR ALL JOIST NA)GER 2 a O 160GT B 4) ueE l > J31 x 3 V4• PABELODE CHIN NAIL TO FASTEN JACK 0-4-1 2X4 BOTTCM PLATE S) C DBE. yRE ! •A• OR (U TYFE -W STRAP AT WALL 6tiD6 T5E1:Or101 ER'TRISSE9 8iL4LL BE EIT+ER GOI iG1ED KKICA 1,.E 3/4• PLYWOOD / StrOCH SP4 STRAPS TOP AND'BOtTOM N AMMON TO OTMR erg W. 2)(4 e 0000 SIRAPPM. a IPLANS. BFIILARLY, 4X4 POSTSFWaM MXOP4•° ON ENGINEERINGEAOiiEND. 4X6 POSTS RE(iDnE (9)•SP4'° ONEAQi. TpIGb 6TR/1PS 611,N.1 E¢ El1i#R NEATLY (aT) na oa7 sAe (wrn nrem i 1) BOTTOM - CF MI'8f62OGTt?rJ58 fu:APPEc tbVER DOueI.E iOP PI.A'rE oR NEATLY FABTea:D TO 12" 3.5" rn eax Ines nnn" 47 a ans TIaIGS ANCHOR VERTICAL SnD OR POST DEF84DWa LN ALK*11W OF GN2PER AND vors i roofsal fY PER TI . PLAN STAB ORPOST 8110tlL eedp ea W- ii HELD BACK 1" °"n°j0inrd"D" U gLwr TF ON LiANDt2nd - hee. a er-.rw PlELI- Lk IG EaUrvALENT MAY BE SMSTiMED FOR MAW MAIL DESIWAMW 0° Ye 11T+2-01NA, L VALIEe. 1 6 STRAP To • EVERY -- d BASED ON 1 .-M. L DEAIW OMWWATIONS stoat ono Oat*eCTM BOOR FOR a000 CONeTTa CTWH FimG I TIt168 TO 2d FLOOR STIR TA" Oft - 'MA" AND SPIMS - LATERAL LOAD DESIGN VrALMW BLOCK TO 2ND. STORY STRAPPING AAL SWEAR VALUE (WJ A6-A odlopfoe fM• fad N9• ]8- Of. PRODUCT CODE DESCRIPTION COMPLIANCE LISTING FASTENERS DE516N LOADS (LB5) UPLIFT MAX. DFL/5YP 5PF A METAIS CONCRETE STRAP SBCCI 9603 1 I I 14-i0dxl511,(2 19 10-16d 1500 1495 B H5 HURRICANE CLIP NER 393,422,432 4-Sd 4-8d 1485 455 265 C MTSI6 TWIST TIE NER 413 14-10d 3116 1000 860 p 1-6TA30 STRAP TIE NER 413 443 22-10d 1610 1610 E HU526 SINGLE FACE MOUNT HANGS NER 393 14-16d 4 6- 16d 10000 1550 1110 F HU626-2 DOUBLE FACE MOUNT HANG RER 393 4-16d 4 4-16d 8033 1080 115 ML M13HA3.56/125 MASONRU HANGER 8" SBCCI 9603 IS-10d, (2) ATR 3/4? x 8" 5955 1885 1355 MH M5HA3.56/925 MASONRY HANGER 925 SBCCI 9603 14-10d, (2) ATR 34"? x 8" 6050 3145 2260 MG MBHA3.56/1125 MASONRY HANGER 12" SBCCI 9603 14-10, (2) ATR 3/4"? x 8" 6050 3145 2260 O HDSA HOLDOWN TO 3" WOOD NER 393,469 3) 1/8"? A.B. 28fo61 6465 4650 Q 5P4 TOP PLAT ANCHORS 4X NER 432,443,499 6-10d x 15" 2911 135 530 R 5P6 TOP PLATE ANCHOR (oX NER 432,443,499 6-10d x 1.5" 2911 1135 530 X HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d 4 3/4"? or LBP 5/8"? 28333 8665 6485 AA BC4 POST ANCHOR 4 CAP 4x4 NER 421 3-16d 4 3-16d 3100 980 100 BB BC6 POST ANCHOR 4 CAP 6x6 NER 421 6-1(d 4 6-I6d 4100 1050 150 CC BC4( POST ANCHOR 4 CAP 4x6 NER 421 o-16d 4 3-16d 3100 980 100 GG HT520 HEAVY TW15T TIE NER 413 24-10d x 1.5" 4430 1450 1245 11 HD2A HOLDOWN TO 3" WOOD NER 393,469 2) 5/8"? 12150 2115 2000 MM IHETA20 HEAVY CONCRETE STRAP NER 393,463 1 I 14-10dxl5" (2ply 14-10d 1135 1495 LL IHHETA20 CONCRETE STRAP NER 393469 Uply 11-10dxl5" (21219 15-16d 2130 1560 00 I MTT285 HOLDDOUN I NER 393432 24-16d AND 5/8" OR 3/4" plA AB 4455 4455 x s 8? ZUO OCl v WJW U U) 0 0- IL H I U) rn O to N J W cl 24" 0'-0" - 4'-0" 4'-0" - 6'-10" 61-10" - 8'40" NOTE: 'L" BRACE MUST EXTEND AT LEAST W% OF WES LENGHT GABLE TRUSS SOIFISON -A36 • 3'-0. Or. ,. pgg 2x4 SPRUCE OR BETTER V1" CDX OR LATERAL BRACES • 4'-0" STRAP TIPS "D" O.C. ATTACH (2) I&d TOENAILS (45' O:Cd 10d NA vv a A U OJLE 2x4 ORMALL NAILER, \ e 4" O C. TYPICAL Q 1—.DOIIBLE 2x4 TOP PLATE n f— TYPICAL GABLE ATTACHMENT GABLE TRUSS WEB > TO WOOD FRAMING END WALL 0111SECTIONNOTE: THIS INSTALLATION IS IN ADDITION TO Z J BRACM[s REQUIREMENTS OF TRUSS MANUFACTURER SINGLE "L" BRACE DETAIL W LU ROOF SHEATHING OVER TRUSSES m Q SEE NAILNG ZONES) A W BACKNAIL W/ (2) Ibd NAILS GABLE TRUSS 0 PITCH SEE ELEVATIONTl I IBAY-2 BAY- " L" BRACE U I0d AT 4" O.G. SEE SCHEDULE FOR SIZE AND LOCATION) WOOD TRUSSES 24" O.C. uj l/I6" OSB L" BRACE TO EXTEND AT LEAST i OR IR" CDX J W% OF WEB LENGTH (SEE TABLE) rWrn 2x4 DIAG. BRACE is 48" O.C. V W/ (4) 10d NAILS • EA END FIRST TWO BAYS c Q iOd NAILS w 4" O.G. 2x4 PANEL BLOCKWG • 48" OG. FOR THE (2) ROWS OF TRUSSES OVERLAP SHEATHING W/ FROM EA. END TYPICAL 12' MIN. SPLICEATTACHEDWV (2) 16d TOENAILS CONTINUOUS BEARMCs GYPSUM WALL BO GABLE END BRACING DETAIL SIMPSON "A35" AT 3'-0" O.C. WIND SPEED I00 MPH, MEAN WALL HEIGHT UP TO 30'-0" &%.ok d in AT STUDS • I6' O.C. W/ dia1'°°r., 2x4 DRYWALL NAI 2x4 BLOCKING • MiD SPAN „ WOOD FRAMING WALL) .. ._.:. ... ..:., ,. .,, sheetDOUBLE TOP PLATE _ .. SECTION ENGINEERING 200 A6.2 IA Q tlNpl K9M01/E l li A IIfl" 140"1[ 1 N•OMM 10 "m Of tit• w Rm-+ WAIL.6 1GALI 6TID6 tAOCF RRAI'1NG t'B1eER :i IG• W 14-ILId NA.b CORRECTOR 04ART • xi` DO'TTO.1 OF NE-ADER 8 FOR,?la106,,,IS, v ' DObLE TOP PLATE HEADER CA) 2x10 W/ VI• CDX FLTfo4 TA6. 06B OR CDX - ' 9FEA7HBY• ANE(TEWOR FLAILED tV iOd GALV. ..; 4. OJ:, EDGE$ AND OF a• OL. FIELD FADER STUDS 2x4 P.T. WALL STUD W/ 5) V2• DIA ANCHOR BOLTS TO BLOCK LENGWALLS1uo5TM NO C-0MEGTORS REQU4fd O W A14 ' BOLTS Ef' t'@i. .. I ,INTO FOUNDATION iLV AND Tr OL- 146. 059 SHEATHING OR IR• CDX TYP. + IA yu^51,,- - f •c- 1L I W NAILS'. gOTT01. -; , ;. F. ; . PATERN DETAILOFWALLt1£4DERS7iID 2x4 PT. BOTTOM PLATE I .. %r STRAP EVERY OTHER Stub TYPICAL FRAMING AND CONNECTIONS FOR OPENINGS FLOOR FRAMING BLOCKING REQUIRED' PROVIDE 2X4 BLOCKING N THE S14OU.N a 24" O/C) FIRST THREE FRAMING SPACES AT 48" O.G. REMANDER TO BE BLOCKED AT 96" O.C. OR RAT Rll„L FASTENING: FASTEN FLOOR SHEATHING TO FRAMING W/ WITH Bd COMT10N5 OR ad HOT DIPPED GALVANIZED NAILS AT THE FOLLOWING SPACING: i) 6' ON CENTER AT ALL PANEL EDGE FRAMING 2) 12, ON CENTER AT ALL INTERMEDIATE FRAMING F OR WI CDx NAIL SPACINGINTERMEDIATE FRAMING. 4_0• a 4-4• WS EXTERIOR WALL SHEATHING NAILING PATTERN DETAIL r ROB: 2"f FLOOR 4OW STA*& 40p*l 2. 11WIND SPEED tlO•ph 360-- gusts 3. ALL WOW TOBE N ACCORDANCE WITH THE FBL, 2001 CHAPTER I6. 4. ONLY WRITTEN CLANGS APPROVED BY 11-C 8434EER SHALL BE PER•RTTED- CONCRETE : L ALL WORK TO BE N STRICT ACCORDANCE WITH THE AC1 318 2. MIX DESIGNCRITERIA: ALL CQCR£'fE TYPE i PORTLAND C9•@R. (ASTM C 50) CCI•PR --6WE STRENGTH • 28 DAYS SMALL BE 25M PSI FOR SLABS AND FOOTINGS AND 3000 psi E •e (UO MAXIIIJMWATER-CIR ENT PAW BY 4E1G1(f FOLLCWS- bi'Ecr-MID NON -AIR AIR CZtIPRESSNE ENTRAINED ENTRAINED 5Tt EW.IH (Psl(Psl) C0 NOZETE CONCIMTE 2500 "06l 054 3000 :. 058 0,46 61.U'IP-SLAB ON GRADE 5• OTHER 5' WATER - POTABLE ^ .... .: CHLORIDE:-. NONE ,N BEARINGS s n o FOUNDATIONS i FOOTIG msrw BASED ON MINt91I'1 ALLOWABLE SOIL REARM PRE"IM OF 2000 psf, 2. IF FOOTING ELEVATION OCCURS IN D187URISEDfNSTAOLE OR UN&URABLEP.i. 2X4 FILLER o THE.BYaPEER 94ALL 13E NOTIFIED AND FECESSAR>' ADJUSTMENTS 13E MADE PER MIS INSTRUCTIONS. S NAILS 3. PREPARATION OF 71-E SUBGRADE TO FOLLOW RECOMMENDATIONS AS OUTLINED M THE GEOTECHNICAL REPORT. SOIL, o P.T. 2X6 UV V2• 4. STEPS N WALL FOOTINGS SHALL NOT EXCEED A SLOPE DAFL •J• BOLTS OF (1) VERTICAL TO (2) HORIZONTAL 48• MAX WV 6• 5. CAUTION SHALL ECAE- NEARUSEDWHENOPERATINGVIBRATORYCOTHEMIN. EMBED. (TYPJ 0 o ST UEXISTINGSTRUCTURESTOAVOIDTHERISKOFDAMAGEt0THESTRUCTUfZE. UI MA50NRY: o L DESGGt. MATERNAL AND WOfaJtANUSHIP SMALL BE N ACCORDANCE WITH 71E AG STANDARDBULDNGCODEREGUIREENTSFORCONCRETEMASONRYSTRUCTURESACI530/AGI 5301 2. CELLS INDICATED TO BE FILLED SHALL BE C>16GUTED WITH 30M psl CONCRETE. (8• TO N0' SLUMP) DETAIL: TYPICAL JAMB FASTENING 3. PROVIDE 25• LAP FOR STEEL • ALL LOCATIONS. OVERT -READ GARAGE DOOR 4. ALL CELLS ADJACENT To CORNERS, END OF SHEAR WALLS AND UNDER C NCDM;ATED LOADS SCALE: TILTS. SHALL CONTAIN VERTICAL REPfCRCNi WITH CONCRETESHALLBEFILLEDWICONCRETE. F00 1) BLOCKING: a 48" O/C MAX. IN FIRST THi E FRAMING SPACES 4 96" O.C. THEREFORE FLOOR BRACING AT ENDUTALLS 2 WOOID TRUSS STRAPPED AS 5H'J1UN_ CN TRNJ55 LAYOUT 2) 2X- TOP PLATE DBL 2" HEADER 4'- 6• MAX. STRAP FOR OPENING, DEL. 2XIO TYP. HEADER FOR 5'-S• MAX OPDNWb UAO. 2X- BLOCKING AT MID -SPAN T. DOOR 16" OL STUD SPACING FOR INT, BRY. FRAME WALL HATE ANCHOR EVERY GONG SLABEVERY011NERSTD (TYPJ EXPANSION BOLT ANCHORAGE 24. OC. TYPICAL B FRAMING &STRAPPING INTER. BRG. WALL ® DOOR IB WD .. x • (FOR PT SUCK, F , WOOD TRU"&TRAPPIED AS 6HIO7NONPRE TRL4S LKltTWG HHIGI•ITS YOUf aIx4JD EXTERIOR 42 STUDS. PLATE boom ON DOUBLE Sm tjAiERI L A OACSPACN'a114X W. T TRULAYOUT PLAT 512E 2• X 4- 6PRJCP_ FIR 24. O/C W-4• STUDS 2• X4' -SP@ISE, FIR 16' OAC 10'-0' 2' X 4• SPRUCE- FIR 12' OAC W-e• x44 2X- BLOCIQYs 24. O. 0 V-0• E AT MDSPA N 2• X 4• SOIITHERN PINE A 1'IDSP2• X 4• SOUTHERN PIE 16. OTC W-0' STUD yr. STD IS• OC, 811E 12' O/ C a•-6' 601'T SPACING. - IBM OL. b 2' X4' 6OUTHERN PRE 2' X 6• SPRJCE, FIR 24' OTC B'-0' V2• x b• EXPANNSICH FRAME WALL 6PACNG Fp, APEM' 2' X 6' SPRUCE, FIR I6. O/C 1 y.'0" BOLTS ATE ANCHOR a• OAC W-4' G. EVERY OTHER 2' X6' SFRICE, FIR Cm WALL SwIlD (Tyr. TOP r X6• SOUTHERN PINE 24. OTC H4'-0' 4 BO'fTCMU 2X F.T. 2• x 616oUTTERN FINE 16. O.0 fP-0• BcrTtoM1 21 X 6. 6OUT ERN PINE 1r OAC JW4V 2• X 6" $PR IM FIR 24' O)C T7'-0' T D3{-AB21'-0' Y BOLT 2•X6' 6PRCE. FIR 16. OK 32. OL ANCHM 32. O jr- rx8' ff"JCE, FIR a' OA: 24••0• 2' X 8" 6OUM1NERIN PRE 24. Or N6'-4• W FRAMING cSTRAPPING B FRAMING a STRAPPING r x6• SOetTHERN PINE 16. O/C 2.2'-8• r x 6. 6oena=taN FINE a' Oro 26•-W KNEEWALL OVER CMU INTEi210R BEARING WALL_ 5. CONCRETE BLOCKS SHALL COMFORT TO ASTM C-90 (28 DAY 57REWSTH 2O1 Pal) ff'•a ps . LAID N RLI'NINC- BOND. Qm 6. MORTAR SHALL BE TYPE N HESE REQUIREMENTS APPLY -L ALL RE -BARS SHALL BE GRADE 40 UNLESS UNO. MEN WINDOW/ DOOR LAN FACTUREW5 FASTENING ETAOD 15 NOT SPECIFIED. I. ALL Wbo(> FRAMWG AND PRE-EWSWEERED WOOD TRUSSES SMALL BE DESIGNED, DETAILED, AND FABRICATED INACCORDANCEWTNTHEPROCEDURESANDIREQUIRrJ•ENTS OUTLINED IN THE LATEST EDITION OF THE NATIONAL DESIGN SPECFICATIGNS FOR WOOD CONSTRUCTION. 2. THE WOOD TRUSSES SHALL BE SIZED AND PETALLED TO FIT THE DR'ENS 0NIS AND LOADS INDICATED. ALL DESIGNSHALLBEINACCORDANCEMINALLOWABLEVALUESANDSECTIONPROPERTIESF'T a BUCKS FOR WNDOUIS AND DOORS A551CfED AND APPROVED BY THE BUILDING CODE DESIGN C,4LCLLAT&ONS STORED AND SEALED BY A LICENSEDPROFESSIONALE7NCaRgERARETOBESUBWIiEDTOTHEENGINEERFORAPPROVALV5) M IAFACTURERS INSTALLATION 3_ PERMANENT BRIDGING PERPENDICULAR To THE SPAN OF THE TRUSSES SHALL BE PROVIDED AS INSTRUCTION''. REQINREDBYTHETRUSSMANFACIU;ER TIRJ$$ MAKFACTTJRER SHALL PROVIDE STATEMENT THAT 2J ALLUIWOWSHIMSMSTBEFULLBOTTOMCHORDOFROOFTRUSSESAREBRACEDDURINGUPLIFTCONDITIONWDTH4OFSASH, 2X BIJCdC. S FOR UIND(AS AND DOORS 4. FOR STRUCTURAL LUMBER PROVIDE THE FOLLOWI S GRADE AND SPECIES SOUTHER NPNESURFACESDRYUSEDAtISxMAXMC. GRADE NO2 OR SFRIK'.E PINE FIR V INSTALL 3/16" DIAMETER 5ELF TAPPING SOUTH GRADE W02 CONC. ANCHORS EKaNT (8) INCHES MAX 5. F1aOY1DE GALYANRED METAL HANGERS AND FT2AMIY-+ ANCHORS OF THE SIZE AND TYPE FROM ENDSAND24' INTO CENTER MAX. BY THE MANFACTURER FOR EACH USE NCLUDNG RECOMMENDED NAILS. (H1GNE5 WV IV4" MN EMBED. INTO BLOCK D FASTER WONDOWYDOOR TO P7 BUCKS CONINEGTORTS OR EOUNALIINT) PER MANUFACTURERS INSTALLATION 6. ALL BOLTS USED FOR WOOD CLTNSTRICTION SHALL BE A MNMJl OF V2• DIAMETER AND 6• IN N51TdCTIOH6. LEWTM (ASTM A-3VP WITH MN 1 W2" DIAM WAfaFER UND. iJ ALL WIDOW SHIN% M15T BE RILL WIDTH OF BASHL 17 PROVIDE FRAMING MEMBERS OF SIZES AND OF SPAC r.6 SNOWY OR F NOT SMOWL COMPLY WITH LIMITING STIRHEIGHTSCHART. DO NOT SPLICE STRUCTURAL MEMBERS BETREBN SUPPORTS. LOCK OPENINCx DETAIL 8, ANCHOR AND NAILING AS SHOLN, AND TO COMPLY WITH THE RECOMMENDED NAILING SQEDILE FROM AS ENING AND 35 P&F RATM) (on0103) THE STANDARD BULDJYa CODE, LATEST EDITION arfR't=^.:...-:"..+ ..».... ..... ...:. -... ......:. 3 ROpF DFEATT NG I NAIL INTO 2 NAILS INTO IA&' OSB O2 V2• COX TOPPLATE , TOFPLATE. SEE DRAWINGS FOR NALIYs PATTEWN.°c HAD r - i ... OR Tmm r, ' ' - " VERIFICATION OF FIELD CONDITIONS L CONTRACTOR SNALI_ VERF( ALL FAD CCNDITTCNS ATD DIMENSIONS RELATIVE TO SM£ INI'ERE SUCH CONDITIONS SWALLCALLED TO ARCHIIECTb ATTENTION AND NECESSARYN MADE PER HIS INSTRUCTIONS. 2. FOR ANCHOR BOLTS USE HJC*Es OR EGWALBNT (A-36 OR A-301 STEEL) SLOC.KNG 3, f ROV' DE 2X4BLOCKW ON ALL SEES OF THE RIDGE VENTS WITH 8d MAL$ AT 4. ON CENTER RID FLOOR ' O MAX ENGINEERING 00N ntams nc Mao) s% a a aOW +A44 swot n mu as• a oteeo as» AHHs1oN vi TOENAIL FLOOR T/__ TO TOP PLATE Wx Ys FBMY NALS, (2) ON ONE BEE, ( V ON THE OTHER nOETAIL- INTERIOR BEARING WALL W/ NO UPLIFT i sheet S1 Of: n A W`:ft !/ SADDLE CRIGCET HATCH ROOF SLOPE R0.ry. aLOpl. s.xw, ,kr >, ,/A z .,,`; , . . .„ , , rry ........ EIIT • 2 ,ar az Y LOttlli10113 `% r i ,5...,..:,. F -.:- ,==! PLATEy„07, No f" 'tea; . ,. --Mow,... - EA MEffYP_ x 4 OR VS• a w ..,.,a „ .:-: ......... ,.. _ . z , , ..-,sue-HHw:.ss' .. 9+A4:.. :Vsir-..arsr.rsx, ;,r :. gGa,£'z , k m rn ,., rr :. +ion'+.#*. r d . OSB PROVIDE 2X4 M sr. •-.:: ., y; ,... ,. ,. ..,:u»=!n.S:; ;ateTOPPLATEOCH VW D& / VI(i• OSBORiR• CDX SADDLE _ / OR V)• GD I2x4BLOCKNG • 16. OAG D CONT. 2X4 NAL- CRIT EA SIDE (TYPI PROVIDE CST TO EACH TRUSS 2x4 BLOCKM 2)(4. / Lj I'E'I'BER W4 GABLE BRACE / K• O/CIONNALb2X4P.T. BOT. PLA CGNT. 2X4 NAIL .. J-BOLTS TO RAC14 Tie" AS SIIOLN t'E'I'BER O EA SIDE myr.) SROOF77I3PEAT. • 24' O.C. STRAP EA Gf Ii STIR W B CLIP P = BOT. PLATE LA411 V % 0 ou Lau , SAymr= GRlGKeT ® ru1t.AAt1=Y TYP T7I=TA1! --`- 0 0 N.T.S. NOIE: I VY 6PACNG CLEAR ALL Fs1(511 HAIERIN.S. n In• 2XI2 TREAD HARDLIOOD IIAPDR.AI j 36" o,c. 2X6 B RACNG i" NOSING MAX. BRACKET- , iX6 RISER E3AGIGING 2X STUD DETAIL: HANDRAIL TO WALL f MiTERtOFi C:hHM1VtT @_IN LS TIE fT OF TWO HERS AND ONE TREAD, EXMWIvE OF THE PROMMION OF I'* SHALL BE NO Lwi11AH24• NOR EXCEED 25' M' TO Vl' GAP TYP. Z O a 242 STAIR STRW-+R W DETAIL: W STAR TREAD W 0' DRYWALL IXR FIR SKIRT BOARD 2xR STAIR tU 7xD TREAD STRW.ER Q 1 r f rr , Err, ' rrrr rr r : rr CHiINVEY DETAIL CONNECTION xTs. 3/4" FLOOR SHEATHiNG— NOTE SEE FLOOR PLAN FOR TREAD DEPTH 00 = 2Xi2 LL IX6yZz3 UUSQW w 16" WOO TRIJS5E: 2'0" O-C 2Xi2 STRINGER FASTENED A 60TTOM 4 WEDGED 4 TOENAILED INTO 2-2XiO TOP TY ICAL SINGLE MALL SECTION Q PROW ELEVATION EXTERIOR CHIMNEY DETAILS ELEVATION ECD 7E, .'. •++fH• • ++ 2X STUD WALL I 1 1' 3PAACNG YIN 2 zx r,R TO ALLO/ 2X4 $TRW_ -ER RUN STAIRDRYTW.L A10 G:RT LEDGER 5EE R BOAS NS7ALLA7ICH P.T. NAILER P.7. BOTTOMPLATE P.T. NAILER 2x4NAILER ------------------ ------------------------------------------------------------------- DETAIL: STAiR TREAD o WALL 0'0" STAIR AND LANDING DETAIL THE I;= IaII.ED CELLS C. 4 BE REPAR£DBYEPOxT' Gt20UTLYs ro s REBAR (SEE EPDXY `^ PROPERTIES AND MECIPICATIQ• CRR/17s,41 YLLPLORE41NAL84T ") INTO BOND ID BEAMBEAM KiIDANDMOTHEFOOTRIGFORALLFILLEDLEDCELLS - .. , SI4oLH oNPLANSBIITNOTPRIMHT(EFIELD ENGINEERING PROvVe 6• HN EMBED. AND 3/4'1 HOLE %TO ° __ .„. ,•- _,-..: _..._. _.. ,r ,-. ,.` .«: r•.,.,r,.ar•-..- •n•. ..- .. .-.,•.<.-.,e-«. BOTH THE BOLD PF.At1 AID TI4E FOOTNC" 24• OR OR (fo/) n fros f11C {,o)j na•n O.C- T • 24' . tiNi FOR F'OLST bitF - Fes. TAUM A MROt or fq 4" ( B t'LBP ED TOP OF BGID BEAM 1 LTLREL M AT'i PRE-EN6L,EERED --! ALL E, OU SWOOD TRIES AN , BUBSTTMEDPROVIDElU'S AT 48' A' 6TFAP( TYP,UOW ------- — --- L. EACi(fTLS16 SiitlW BE VIER(. AID ( 2) 7 PROVE 20GiGALV. (p 9 COW. N POST 7TAC4EC %ABLEaIDTOFORTRu63 ItB CO W LOCATION FILL ALL ( (2) SA•1!'fiOPt T822 (2432Lb_ max UPLIFT) or HE IYLFteIoar,l FROMPROVDE 25' CELLS L>fTH 2500PSI W ACflRER WTALLALL6PLICES (TYPJ CO4C. ALTEIa4ATE n (2) FIUGHES Ri'YSi12 (2930Lb. max UPLIFT) or a• MR EHBBD HOOKS N FHD. o FOR MEPS i GIRDER (2) SEMCO ADS-2 (3412Lb. e"x UPLIFT), Q 9 LMTEL BEAM W l U 5COM. U1! FLL1.ED — B' Q'TI A(A1.1—.. OF ACE EXTERIOR s 8• Cm FROIMU HOME AMY 2 2x4 POST SEE IL lL 5 VERTK.AL C40WACTICH OF TM PLATE T PLAN FOR GI14NTfiY AREA S • 4W OL. RATE r Olwvn (+Y Onwr dnlp" SR-PSON HTSI6 y tVl 11 rLeolnd, F ATTACH TAPC- 09 nNS EPDXY GR= Arc 01-2241 s 11LL EVERTOTHER HOLEWOFOOTMANDTOPOFF007ER (4) -3 " f BEAM W 6• ! Al B'iBED. COOT. A9 Y-O' 3" CLR GOY. f - 8OHIT.mom ALL fEdAR (TYPJ :. . • I : •.. • NOTE. TArOOM SMOMD BE WTALL R RET NINIA G WALL ATFARO • :.: i N STRICT Accazoa4cE uT1( TTE _...... SITBeit HANFAGTUI£R' S l CQI`84DATTOW 'NOTES EPDXY GIiOUi 6H0lLD !'!E WTALLi N ='., `- HOTS+ BRACE SCE OF $MLL ...3 . 6TRICT ACCORDAHCE W M THE I'IAtAMA(.' R"ERb ADEOIAMY DUMP• COITACTM RECOM-l"TI", FOR PATIO SLAM, LEAVS BRACE6 MAL for (2)30 SUBSTiMiON A S2 MISSED " A" STRAP DETAIL 94 PLACE FM 1 DAYS AMER for Will 0 GfRDER CONNECTION POLI Efl t 28 0 4 1 OfM S MFCMISSEDFTLLEDCE1iDETAILPAiIDSLABb03/4• . r-o• UMFf f CF MM lilt iM COLS M • CF 3A5" Jim iN" STRAPS TO PF91T. TmrC a S TOCM MAIW*,W M SM IM MAC14 SiT2AP) EA04 STRAP) 0-131 i T 4 TM_MbD 2 T 4 FAN' OR PO A PI g F 11/2" TO 2', OR TO PROVIDE GROSS SECTION SHITH EQUIVALENT O 6RASPABILITY PERFORMANCE Iff REFER TO FLOOR PLAN FOR STAIR SECTION SPECIFIC TO THIS MODEL m 2XI2 STRINGERS AT SIDES a CENTER OF STAIRS W! 2X4 5PAGER AT 51DEWALLS. ATTACH SPACER TO EACH STUD WITH (2)IOd NAILS. Z d lum e IX R! Q = 2XI2 THE oQ SUM OF (2) R15ER5 PLUS (1) TREAD MU5T EQUAL 24" TO 25" 5/4" SUS -FLOOR rATTAr-H OOR TRUSS AIR LEDGER CONNECTED OR TRUSS WITH IOd 6" O.G. H 2X12 STRiN6ER TO H (2)16d NAILS THRU O STRINGER AND (2)IOd NAILS TOE -NAILED ON EACH 51DE ATTACH RISER TO EACH 5TRIN 5ER W/(3)8d NAILS Tj ATTACH TREAD TO EACH 51 IN6ER W/ (5)IOd NAILS TOTAL STAIR RUN MI TREAD = q" EXGLUSI E OF NOSING fiYFICAL STAIR CONSTRUCTION C)ETAIL N.T.5. C X OCbmO O ppfOm 0 u$ C Oaa p Fgsg fFi C) FED LID a y LLJ a titsI< do*pmd by.d r br&— -sign lofted &r. a sheet S2.1 a i 1 OVER 7REAlFD WOOD POST . COMPACTED F91 PER PLAN 6 - (SEE FLOOR FLAW DE 2 • S REBARS k `- . THICKENED SLAB AT K BEARING PORCH POST FIBERGLASSSWINGLESOVER W FELT OVER T116. 05B. ---7 I it— FTC. LLV 2 -5 BARr+ R®°R I SEE A00R FL FOR POST SIZE GRADE SCP SECTION COVERED PORCH MONOLITHIC DETAILS SIMILAR WOO BALUSTER UV DEC. IUOOD RAIL ABOVE THAT MEETS GRASPABtLITY CODE B OR(C) ROOF TRUSS T@155 LAYOf1T 2) 12d NAILS C T'.Pl 2-7>W UNLESSOTWERIVISENOTED DRY711 1LI ON FLOOR PLAN i/1• DRYILL4IJ TYPICAL STUCCO FINISH (ALlE1 TE 2-®STRAP TIES R/5 CEDAR FMISW OI:E EACH SIDE) WOOD rosl ER FLOOR PLANORyr ,rr,nrrw,! SEE CONG. SLAB OR AG'aR PL FOR POST SIZE 2X4 BLOCKING 24'04, fTl. YP. LATERAL SUPPORT TOP OF FRAME WALL O ROOF TRUSSES) 2) ValHAL$ (TYPJ 22 - 2X TOP PLATE 0V YY 3r OAC R-6 GATT 1115LLATION 1/8• STUCCO OVER METAL LATHOVER6• FELT OVER OSB. o TOP OF FRAFE WALL 2X STUDS 16. O/C 2X BOTT. PLATE 911 -, V2'XB• AS. 32' O)C AND Y.Y 32. O)C PORCH EPP ELEVATION REAR PORCH POST NB BRACING AT NON —LOAD BRG. EXTERIOR WALL DETAIL 2X6 HANDRAIL ABOVE THAT MEEOtLIEDRAILTS GRASPABILITY CODE 2JC2 BAWSTER-- i x I' V DCI2 G. FIR SKIRTBOARD HANDRAIL OVER) t s Vql nm G NQ Op o e Q U J Ll 0 Lu a- w H U toO U as 00 J J h-' H w w I!Sl VtC:.. WCXJV W/BALUSTER OL V / iX8 C. RR CAP 3 BASEBOARD D(B G. FIR GAP T' I E 11 IL. '._. OUTSIDE) w F'06T 2X4 U#lLL UiDEWEATA y /pKam..-. b= G FtR DEGWOOD RAIL JTRl4 rELITE VP SKIRTS OARD CONSTR. IMPERIALSTAIRONSTRBEYONDWALLLL" il- NEUELL FOSL L-I P S T A I R R A I L S u(12 GFIR $ T A I R R A I L S GUARDRAIL ELEVATION Q 0 r.._ 1 ERING SK)r;,, . *-' .,. ..". • .,;' .. ",,'v''`':'vc'3: .; ^_fi- L _ T"x"';`-;F` z` .kr,,'" - Fa,s•,-,... .[ Sg=. a _ .: .. v y < ..: ' ion see NoT/ 7H-«,s ,`E r., rn mn aT+aoc swlc; a m/s MCTAII Rf W AAIIIDAII MOWS 1 mcatsoM wj 47D.M 0) Lo N J w r1 Ll fill aelpAo v. d 0,aunby d+m dmg- d,sa ea l>r 4M'W aT,as4n sheet ri S3r Of: MAIS REVIEWED MY PF 591FOR11-16 CITY OF SANFORD PERMIT APPLICATION Permit # : CM --' a— l Date: t V_ 4A -r moral \ Job -\ddress: Lot #: Description of Work: New Single Family Residence Historic District: --Zoning: Value of Work: S Permit Type: Building Electrical X_ Mechanical Plumbing Fire Sprinkler/Alarm _ _ Pool Electrical: New Service — # of AMPS \ Addition/Alteration Change of Service_ Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Wat Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential _commercial Industrial Total Square Footage: Construction Type: # of Stories: _A._ # of Dwelling Units: Flood Zone: (FEMA form required for other than \) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: CentexHomes 385 Douglas Avenue, Suite_200.0_ Altamonte Springs, FL 32714 Phone: 407-661-2150 Contractor Name & Address:_ Approved Electric Co. of Florida 4874 S. Orange Avenue Orlando Florida 32806 State License Number: EC0002494 Phone &Fax: Fax407-851-1226 Contact Person: John Findlay Phone: 407-851-1220 Bonding Company Address: Mortgage Lender:_ Address:- Architect/Engineer: Address: Phone: Fax: Npplication 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 isntance 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 f)I I:I_I:CIRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OW'NEWS 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 , FS 713 Si_naMe ol'OvvnerLAgent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner,,Agew is _ Personally Known to Me or Produced ID Agent Date Charles W. Cannon Print Contractor/Agent's Name 18fgnature of Notary=State of Florida d fir@Y byr P e1 t o ' A A.` A ^ C Contractor/Agent is' Personally Kn arF}rttI'or s , Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : F L< t Date: Job Address: ` /.?l'i ( [— .::\ `% L' Ili .`>;c ..>C'i't.'C• Description of Work: Historic District: Zoning: Value of Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets — Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel a: + (Attach Proof of Ownership & Legal Description) Owners Name & Address: f 'l ° x_c) Phone: Contractor Name & Address: State License Number: C- Phone & Fax: I* t. •'r) = _ J .a 3 j' Contact Person: Phone: r rt Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer; Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. l certify that no work or installation has commenced prior to theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, andAIRCONDITIONERS, 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 regulatingconstructionandzoning. 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 ofthiscounty, and there may be additional permits required from other governmental entities h as water management districts, state agencies, or federal agencies. Acceptance ofpermit is verification that 1 will notify the ownerof the property of the uire ots of Florida Lien Law, F Signature of Owner/Agent Date nature ofContractor/A nt / D f x'—In 1n e K e Lyl a d! Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Date Signature of Notary -State of Florida Date Contractor/Agent is •_ Personally Known to Me or Produced ID Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, Fl. 32746-6206 Phone: (407) 631-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Wmter infiltration AVF 0.70 ach x 20072 ft3 x 0.0167 = 234 cfm 2 Winter infltralbn load 1.1 x 234 cfm x 32 °F Wi starTD = 8243 Btuh 3. Willer irtkation MM 8243 Btuh / 296 ftz Total window = 27.8 Btuhlft aW door area Procedure B - Summer Infiltration HTM Calculation 1. Summer nfrlbation AVF 0. 40 ach x 20072 ft3 x 0.0167 = 134 cfm 2 Summer infiltration bad 1. 1 x 134 cfm x 18 °F SuTmerTD = 2650 Btuh 3. Summer F1fiArabon HTM 2650 Btuh / 296 ft2 Total vAndaw = 9.0 BtuWft2 and door area Procedure C - Latent Infiltration Gain 0, 68 x43 grAb moistd'Iff. x 134 On = 3W Btuh Procedure D - Equipment Sizing Loads 1. Sensible slang bad Sera* verlblatim bad 1. 1 x 75 cfm vent. x 18 F -qx merTD = 1485 Btuh Sensible load fix sbvdure (Line 19) 29386 Bbrh Sum of velitial n and structure bads 30871 Btuh Rating and temperature svvM multiplier x 0.99 Equip Trent stung bad - smsble 30253 B0.1h 2 Latent siting bad Wait venblallon bad 0. 68 x 75 cfm,, vent. x 43 grAb molstdiff. = 2212 Bbh x r Irltert lal bads 23D B6uh x 6 Y" ' people rt + A 1380 mM .'+ x . Bbh ; p* Infilb- ation bad mom Pnooeduare C B.- Equipment suargbad - IatenL 7538 Btuh.. Cor>, stru ction Quality is:.. ; .._ a No. of Fveplaces is: 0 Boldlltalle values have been manually overridden s. 6+x8y.,: •;' xa`iWi+9P'nw:n'+Yk}M1FvNk+Fvss m ,. wr.ki, x v x:. fix.: F R( by ACCA IDmeet a1 e ft ojlVl W ;J. 7µl Ed. - wnghtfldemos RSR26014on' i''i *srM d)x hk3 ..rFvY L •a:n.,.. bal2002-Apr-03 16:42.13 F ,.; E.%Flles'AFox aJarobs20021250p12509.rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S N K I A L O T H V G N H D Y R L A W R A H L G C W L Z E M D G Z L O FAMILY Job:2509 8.28.01 O O W C- W S V V H H N H R R G T A A X Y T M R R a n w a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 PDR NOOKIKITCHEN a n w a C n 0 d 1 1 90 1.0 1.0 11.0 3.2 54.4 10.0 0.0 b n W a C n 0 d 1 1 90 1.0 1.0 11.0 7.0 54.4 40.0 0.0 LDY DIN/LIV/FOY a n e a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 a n S a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 32.0 0.0 MSTR. BR a n e C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 32.0 0.0 M.BTHMIC TT:7TF a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 BDRM3 a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 16.0 0.0 BTH2 Maul ...,a hta,1, .., a.... YaT'' ii'`+v'MF iii'R,+," mr+,A ... ui Sc...,v.#s,M4...yr. a,.Mf Y=•.,.0 a.*'+, 4w:.eA. A°lA btf;?,H"totx..w+..`ti Vy3'. ...,.§n'f i BDRM4/GAME RM a n e C C n 0 d 1 1 90 1.0 1.0 5.0 5.2 54A 32.0 0.0 a n e C C n 0 d 1 1 90 1.0 1.0 3.0 5.2 54A - 16.0. 0.0 C vlRnghtsoft Right -Sidle Residential- S 5 06 RSR26014 zoo2 Apr-03 16 42 13 MCA E:1Files111Fox a Jacobs 2002%2509\2509.rs`*"M , Page 1M1 sx wu% RIG'ITd ORKSHEET Ent re cte DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 1 NJTvVNAYLI7hEdwedrarn EnbeNome FA LY PDR NOCKWTCHN 2 Le de dwal 3zi3O A 54.0 a 4.02 34.0 A 3 Roorndiveb 17.0 x 15.0 A 4.0 x 8.0 A 24:0 x 11.0 A 4 Cei% Cox&Oplion BA hecfbod d 8.0 featboal 0 teeltml 0 A heaVmd TYFECF CST m Area Lad" Area Loadpn Area Load Area Lceri(Bll>) DPOSLFE Na Hlg Clg fn Hig I Cl9 fF) Hig Clg VF) Hig Clg f) Hig I C19 5 Crass a 14B 4. 21 w»» 272 Epaaed b 13C 3 U 2a..» 1 0 well and t 12C 2 li c e Q 0. 0 6 V*dMead a IC 37 21 8057 11 10 grass doors b 8C 37. 14A 40 1 HB*g c 9C 38 0 e 0. 0 f 0. 0 0 7 V*tbm" North 0. 1 0 0 glass doom wItm 0. 0 0 0 CooFx3 EAN SA4 12234 1741 50 SEGVV 0. 0 0 Haz 0. 0 8 Otha doom a 11A 18 12 717 484 18 229 0 b 11A 1 12 0 1 0 c 0. 0. 0 c 0 0 9 Net a 14B 4. 21 ft 3696 1651 210 1106 494 222 1 b 13C 3 1 31 977 363 447 166 101 0 V ad c 12C 2 1i 117E 3387 2286 c 0 0 0 pQ*_ d 01 0. 0 0 0 0 e 0. 0. 0 0 0 1 0. 0 0 0 0 10 C V% a 16G 1.1 IA 1741 1839 2413 b 0.Of 0 0 0 c 0. 0. 0 0 d 0. 0. 0 0 e R 0. 0 01 0 f a 0. 0 0 11 Floors a 22A 25. 0. 1 4199 0 57 4 1 34 8al Note: room b 19G 1. 0. 453 0 0 perinela c 0. 0. o 0 is dspl d 0. 0. 0 0 for slab a 0. 0. 0 0 loors) f 0. 0. 0 0 12 l 6 ". a 27. 9.0 Z6 8243 26W 13M 448 q50 1 13 bas*}8..+11+12 3304G 510 Lem vd3rdhea6g 0»» LeaYarda Hee6g redslrbiLon 14 Dual loss. w ,..::... .... , ,.... 33. lox W C.. 10 15 Tddbm=13+14 36M 2251 16 frrt. gaits People @ 300 E- I80p 4»» 131A 0E:-:1518001 17 WMRSHgarF7+8++12+l6 26M 4278Lessodertel000frg0 LeaYaefei 0.«. Coairg red *button 0 18 DLdgain V-2571 1u/ 42B 10' 1019TcURSHgaiI17+18)'PLF 1D0 290136 1D0 4706 1D0 4 1D0 2D Ai required (city 1400 140D 224 I - I I PriTbout oerlied by ACC b meet A reglriremenis of Manual J 7b Ed wrrrgl t,CsoftC Right -Suite Residenbalm 5 5 06 RSR26014 2D02-Apr-03 16 42-13 r` E l RWAFox i Jacobs 200 912509 rsr } Pate 1 + " 1RIG ITd ORKSHEET Ent re c%e DEL AIR HEATING,AIR CONDMONING,R Job: 2509 9.28.01 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 NMV NIJ 71h Ed 1 Namedram LDY D94WFOY MSTRBR MST}W1AC 2 lercdepomdvud 0 ft 64A A 40.04 30A ft 3 Tiomndred3 1&0 x 8.0 ft 19A x 220 0 21A x 19A ft 13A x 16.0 ft 4 Ca&W Condl.Opti. on :: 0 heeNood 0 heellzd a :: 0 heelbod : 0 ft heeVmd TYPECF CSr HTM Area Load(B" Area Laid" Area timid f>) Area wad" DVO6UFE Na Hij I Clg f* Hg 09 M Hg Cg..: W) . ; Hlg C19 _ lfP1.; ... Hlg,. Clg 5 Goss a 14B 41 21 4"" 0 b 13C 3 1 1 0 vreard c 12C 1 3m 21V patbcrs d 01 0. e 0. 0. 0 1 0. 0. 6 Wrd mard a 1C 37 6l 11 0 glass doors b 8C 37. 0 Heaing c 9C 38 0 d0. 0 e 0. 0 1 0. 0 7 V*iJN6aid North 0. 0 0 glass doors NEMW 0. 0 0 Cooig ElV1l 54. 0 1741 1741 0 SEISW 0. 0 Soule 3D. 0 973 0 Horz 0. 0 0 8 Oherdoors a 11A 18 12 0 256 0 b 11A 18 12 0 0 c 0. 0. 0 0 9 Nd a 14B 4. 21 221 90 1 001 0 e9aeed b 13C 3 1 0 1 159 4 0 v eGardc 12C 2 1. 0 Cj 2B8 240 601 paa- d 0. 0. 0 q 0 e 0. 0. 0 0 1 1 t0. 0. 0 0 10 Cebxjs a 16G 1. 1.4 1 0 421 203 b 0. 0. 0 0 0 c 0. 0. 0 0 d 0. 0. 0 0 e 0. 0. 0 0 1 0. 0. 0 0 0 11 Floors a 22A 25 OX 1% 0 fri 1658 00 P : room b 19G 1. 0. 0 399 0 c 0. 0. 0 0 s d 0. R 0 0 Torsbb a 0. 0. 0 0 floors) 1 0. 0. 0 0 12 idilralon a Z7 9.0c 0 752 89128q 0 13 Sibt W bsS=S+&+11+12 3R W 377E..» 91 Lesseftwheairg Less ham14 He*V,edsObulon w DudbssWA BT a 91' 15 TcU loss =13+14 414 41 16 hl9a,- PeopbQ ' 0 1 30D 1 0 17 WildRSHgaiF7;+12++I6: m 47M LesseRwd000iig 0 Lessbisda 0 Cooing redsw),Aon 0 18 Dud gain 1 70 ID%/ 478 1 10°/ 19 TdalRSHgaiF(17+18)'PLF 1A0 769 1m 5259 1.OD 1AD 2D Air regrired 1 37 361 251 1 1 N e+ n,,..j.,. _.- , ..w.pt•.MNnh3'N f!+J Y ..,_ -Ax i'V;M" Ja^ N :`'h°1 '.K ^'Y•.".. ilk oA byACCA iD11 r Mt aii ofJ7bEdn wregl tsoft Right-uile Residenba1 S 5, E 1Fileslf%Fox d Jac bs 20021250912509 rsr RI pT-J WORKSHEET EEnure House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 NW)NLJ 7Tr Ed 1 Namedrorrn BD74W BDFM BTFQ BDF4M4G4NERM 2 Lm*depoeedva 15A n 2g0 n 6.04 420 A 3 Fbornd isians 15.0 x 17D A 13.0 x 150 n 16.0 x 6.0 It 18.0 x 180 n 4 Ceb-gs Cont. Cyfon ao heeMood a0 a ao ft hB@Vocd a0 Ail TYPECF CSi HTM Area Load(Blf>) Anse Lae" Area Load (Blip Area Load(ffii E)pot3 m ; . NR Hg Cg n') Hg Cg :. fly . Hg Gg . re), HV, - C19 IF) H4 I Cig 5 Goss a 14B 41 21 0 Bpmed b 13C 3 t2 0 wa c 12C 2 336 PeNO- d 0. 0. e OX 0. 6 V*dNz" a 1C 37. 1 591 4B 177 glass doors b 8C 37 0 Heafrg c 9c 38. 0 e 0. 0 f 0. 0 7 V*d m,%" North OX 0 c c 0 gbssdoas PEMW7 0. 0 0 coofg FAN 54.e 870 IE 8A 48 2611 SEON 0. 0 0 Sodi 30. 0 Hors 0. 0 8 Ot" doors a 11A 1&C lzl 0 0 0 0 b 11A I&E 12 0 0. a o 1 1 0 9 NEI a 149 4. 2- 1 0 0 0 eked b 13C 3 1 0 0 t 0 Vaaland c i2C 2 1. 101 3D 2W 208 9E 4(A 41 1 28B Pat- d 0. 0_ 0 0 1 0 e 0. 0. 0 0 0 I 0. 0. 0 0 0 10 Ceiirgs a 16G 1. 1. 269 353 1 211 2711 101 133 324 341 b OX 0. 0 c 0 c o. 1 0. 0 0 d 0. 0. 0 0 0 e Of 0. 0 0 f Of 0. 0 0 11 Floors a 22A 25 0. 0 0 0401s mom b 19G 1. 0. 0 0 c 0. 0. 0 0 d 0. 0. 0 0 for slab a 0. 0. 0 0 noors) f 0. 0. 0 0 12 IrMalon a Z7 9.c Iq 446 m 16 449 1430 1 48 1 13 Sbldalbm--5+&+11+12 1(m 1842 241 42M,•» Less edsrnalhWM 0 c«.. less iransler 14 Heaing reds&brion o W'# Dmllzi$ 4 - 1 ... s.1 16I MMaa ice` a c 15 Ra r.o 471' 16 Fri gaits @ oAppi0 1 0 0 17 1SUMPSHgEkF7+&+2 6 1>39 16B{ 405( Less%arsia> 0 o 18 Dud gain 1 1 109 19 TotalRSllgairj17+18)'PLF 1A0 17 1OU 1t7 10D 1Do 2D Aireq*W jdn) 82 q 181 Far:. i'TW' n=5. ww„nMx a°R R?<.,.+tksn•-..y,. - e ....: 'k§f+* a?Rs,«.+k;+;aan`MN^-T-'swa'WT;:+ A.,wN 'wnm F+''`Apyrg' ^a'.M«,tfie?ap.am:lNlk Siaw. c.s > u..u..in.:.. .. ... ., ..,i=F+saa..w,.•yu W# AmA owed by ACXX;A b med al mgkw* Tts of Manual J 7M Ede 4 OTT I. cO°aSS 4i°r-0P «IGN Coms TofpS`)sic 1 (Xs""I .). 7• TwCK 3 IS INTNY4 OGTC e1YL1 r0a I{' wOCIj 0001L NippKWQK\M(C0tWIOr.[ (tLa"O fQMN) OVY10K.L 0000f KC= LOW rWaION YAK OOG1 w101W . 11'-0' I WAN nrvamK. FRO.r r*.wf wM u v. CMTW OK Our310E WM ACC KGUTM MT91K1©. LKi ScaCrs wr IIf COL.00VttvwWTNOTROLfMTD) ro oaOaOf a tLUfN ,KIUKIIN(I SI,IIT.CC NOO2HMK J,KBf 00 KOi TTV.tl/T31 LLw. S{ G v Oa LDCJ CariJUTL KOlDEO IKSID( srrTu" e f 2 REVISIONS 20 M YIN. (10 SMCS aTT.CKM TO OOOa SKw w(" r.TT3HTm WO-LKDC J1TW Tor. { arrow Y Tfm(01 7' t I ITION I Koa1 W14. TaMT cK $0-O Of ooa wsutlJ31 ( ro Sw0 D 17 4 a.Lv, STm MD p+OMR. I«siLNtO T WOO Jw{ wM 7) J/ IY.I-ep .W000 UO W-Wm LISTEDtuuL oaaaVms 1 sw.al i°i«`so Kt« r H t, S' " V. % TM.CK. - WN. T74C/ iKKJItILtl:.0{0' e°COiN sm) Tf0 rOrrt LOCKwe 1 7 C$ 60 C a KA c. TH4°t eM.clla. TfYCJi {a.rxfn rC)I Sloe. Allbx UHM TOP srua REPORT#96 J6C W Hato' oft rcllwr .rK Imr Kruvmu nvrinK H rlrf/ e' f11QT KCr.L KMOr{ e o 1 .•.7 \• sLv T SCIKK LLC' rwe wKr < SLyLJ'n".""'rr NTw l• STOP Youlowc sv ow .1W."M (ro u+O) r3o O4 LTIL GALY, ST= 00 Sm c So °1. OILY, STm Wrm. STU C n. NYAff13 % 4eb to -aft i4M 23 04 4-Y iwF LlTC pQtfKEp I{r7 r OAK ns0 ur rKM OKE s/le• J r u° SCaflT yK"1 CMTEO 'AIM O-\0 KW. 10 KKr3 r0l U1D SST, 4h6W TW - ON rmcm. ) a 2\ uxms u.000_mWL C xWc a T/IV +.a. ack N° F l•Kt0-OMIEL'I" S,w Wc. (W.'"s rs\iw. i> a ai TIUCWOta w (i.a00 rrniM'I 1 (ON IG MAI le j, p.Lv. 3Tf, (JvT{A wNff TO OMT ° YO @OM 12 M. MLv. ST& L rof ONTO %FFOGL iMM /4STWm TO fM7 11 fTIlL7__/f} Sect amttSwnaouuwcKa. tncN 04 SKI, wCN o« ' r,',afm W XL"MERS°iiM 1i u"uLv STETRACK EL TRACK ri "ww q IIMS/' 91fiT KiuL SGncwa eHYA a .nrtNSo v (.) Kira SfWf EADN I" or C01N1. ({Ji NOT r UVU) TO pow" A auv TaatJ •TT.CI (p ro uv M.OIR , \p q u sc 4 D 1\•D/e• JrIfR LIR KOtwn"0 INWAM. tg)MJONTi J"HPT Do MOT \ 1 . J \ T SgC1rJ rE71 END Mr10F SKID L JOINTS. uLat. Tao," Low. "" 04 rr`.o,lir O i4i `msT"u'i `) avrSloEKsr<o NMwiL 2«0 :• oHr, sKoaT. M. to sMLL sTeEL tICLLJiI I. a~f. I!HO;nST EELTEEL [No STUKMSTC«0 TK S'f7rWIELD. r. 2. EAC44STU WEFL Ingfi&M.. 0 '•,••< W mH w <i3 RDaW I.C, 0.4.44Sf ILD1 W )w.atILwaLD STU MOATK CYLOLJI. P.C. /SSe72 3' TALL u-W! . h 1 7µr7 i SW VA 10 °4 HLty. 3TCLL Tirr{q {BILK t w OESICN Ill f : 1{.0 PSF !L -'" PSF 30 T(ILD,StT10H{ M: 30 KL fl1.00 CN 7Y( OCaCN d TNL fUPPOaT{IO Sn1uCTua.L ay(MS a n°E EACH 3 oe s. ?it T«f KsniT S esin >/ TNf rKOrfeS Oral a TEST LOADS: +J8,0 PSP k -]7.8 PSF j 3' - 3' TALL . 70 CA ONLY. STEEL U." ssw suof exT "wat a ooOL Wrw uHP WLD 00001 IUMAW on KiOOM LwaTLs= ON , .....s. ."f L w A I-T-7-I v.ITJJIK f 1 q u-.a3 mUiIAJ( 040ai THIS CMAWW. 00 WH A VAM LaLZ K PART NO.: T-T/r oN { OrroY sSanan, oll u-w oN nf3rr wio vglnuL h RC110N C.. EAOI U- 4R .TT.C)(D TRACK. ON3 I.3KC W... St.(" W-4. 317 IM{MA SL Suit If00 r wM I . TNFNOSCAMLOCK.K. ., ,.. IDEAL c I HI°au z rq LOGTgK PI 0000mnsucOvoLc. TOLERANCES ... To. ML 1-1u- 1-20" ww,r wi. w.H,v e.H Wm_moa ilu Na I-SI} 2-3319 r..H.r. A - t.OS srnneK ... (SInC vltw) 1tl7 L y3LMLlIOLI •.w ..."r.v 4wwu LGGL L7 / .+HIWHH n•. H.. ..IH,.+raw< • • *•01S DESCRIPTION: AIOOEL 6RST W4 16-0 S 8-0: 23/-24.5 OESIGN LO/HD 000 t.043 IS a. oav, STEEL eorro" {M.cKa. fa+N «Y ^••• -'r .0000 - t.00T DRAWN BY: SLIM GATE:/ie/00 SCALE: NT;i pwG.l n.ptD wM (3) iI W/e' ShW "OKSCAM. / K•.. '..+W Hwv.... 4YNMYN Crfaltso" 1 i/ 1 1 044M4. - t1/2' CMECKEO BY: Nww DATE: s/(d/00 SHEET I OF I 51ZE D a NK/L rWC MSA11M. % % arojali on un'"s Slamolhwe t" W.Ha, DW6, NO.: I02130REV, NO. 3 3 ` .• t / Ji..Jji 1f /. M DFSIGNAnON: Th.mte-Tru In -Swing Door Wood 71CM&S System Axl ' 1 l OVERALL NOM NA/ 51F Single up to S•t , B'O w/wo side esOouble up to 6'e x WO w/-o s)dAlos t re.a F nONFIGI (RATIONS: A ox. x0, OX0. xX, 00(0 n: NFau nFSORIvnGN The head and side jambs are f1MVION int Pine meosunnq a min. 4-9/16' with a 'i/2' rabbeted atop. r I J/ le' TAPCON Y 11/ 2 OOW&L 1 s 2 PstWlg IS' WfONltt' ISFTil Six DtKx w ..•• . IEAO JA• S ti SY 3VO-DUCK f/ r ORYWUL 2xW= r I , 2 FIRIeN6 Is aFN IK ENV i7iie 3' . CHOR I I SNAP IF% s Kew aLQ VERTICX s,OE .Kure UK OIL . DFSjGN PRESSURE RATING: NAx 18 O.C. Single Positive 67.0 PSF Negative 67.0 PSF w e Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF N Double w/wo Sidelites Positive 47.0 PSF Negative e7.0 PSF L' CO 000cc = t OZona UgLWpLJ— 16' TAPCONTYPE ANCHOR3' WAX 1S' O.C. I/2' OR1lFALL O O l e 2 nRFA40 MASONRY LWEL Q. U' x BUCK •' .• • v n cairm oa n OVERI 3 + u m U 1 N •y ,• OR C V O 2 y( .2 • 00 W 4 V Ce • y , 3/'e• TAPCON S.. rat. 2) CONCRETE , C q e MAWNRY BLOCK READ JANS J ° a• I•• ., !•, 10 Ix sue-exx H 112' ORYWAU J Ix SUCK e Ts/PE ANCHOR yOI 2 In ELCO TAPCON OF' EOUAL SJS LB. SHEAR RAnNG)/te• UPCON ' O see no(. Z) O tn a' Cr O 3 jv iUycz Z 1 = tan 3 MAX 1 SHINSPACE—I!f NIN. EY?. vTArU1 soE JAAte • - r i0 IY sue-eut:K LTANfy, AW& INCNa eu.684, 3831 NOTF. 1. This system hog been evaluated for use in locations adhering to the Florida Building Code a 1 OATS 4/3/02 and where pressure u requirements asdeterminedbyASCE7slinimmDesignLoads for SuildiNs SCALE: N.T.s. and Other Structures do not exceed the design pressure rotings listed herein. OsrC By. W.LN. 2. For instollotions where the sub -buck is less than t-1/2' (FBC section 1707.4.4 Anchorage Methods and sub - sections 1707.4.4.1 and 1707.4.4.2) Toptontype concrete anchors must be used and the ORAW1Na NOo length must be such that a minimum 1-1/e' engag, rant of the Topton into the masonry wall is obtained. T-02201 94MT I or I Ldom DMIIf.7APON: Thermo—Tru Out—S-ing Door Wood Fro System 'rStGN PRESSURE RATING: wA_uY OVER! I NOMINAL SIZE., Single up to 3'4 s 8'0 r/We sklel'tes 3 MAx 18' O.C. iin9 le Positive 67.0 PSF Negative 67.0 Pii r7c Oeuhls up to 8'4 s WO r/ro sidetites a . Q Single with Sidelites Positive 60.0 PSF Negative 60.0 PSr {<<' N Double W/Wo Sidelitea Positive 47.0 PSF Negative 47.0 PSF O 10 it AAIF CONF1 /RATIONS X. Ox. X0. CXO. XX. MO NOM CEN6W DESCRIPTION: The head and We Jambs are rvKerjoint pine O TO measuring a min. 4-9/16' with a 1/2' robbeted atop. d YA$ONRY LYYTEL tij FlR 3/16' 7APCDN I x Z RetO O O W "per fYPEANCHORJ' LIA% tb' O.C. 00 8 16lSONRY U/iTt1 1 r 2 ibtRiNC U3 cc lORMAzaui _ rIPE ANCHOR TAPOON tx BUCt 16' r. aiNnTYPEANCHOR. v , . `r 3 .25' WAx. o > e 5YSPACEu ' wEXTERIOR ///l. 2. 23 yfIE8t08 v i a fSj$ H 3/16 iAPCON L y '..,.. TYPE ANCHOR z a m tdaT $ NEAO JAue W m h= t.73z •y •, iD tx sub —BOOK t y _ d v ic4, /bs2.-1/2' c y MN INS r1 fHEAD JAMB -.1 a tI + CONCRETE BLOCr .23" NAY. \ $ $ '9i • h TO UB— '. I + ,. • g ... ,.' SNIu SPACELu fEmIBiaN. ' J/ 16- TAPCON MERI48 2 TIPE ANCHOR O q1- t ' e s .; . • p E1C0 7APOSxI OR EQUAL J/I6' 7APCON hS Wig. YW'' Z (233 LB. SMEAR rA71NGi TYPE ANCHOR V7 p 25' YAX. SHIM SPACE N ••• N tr rim I x N 6 s 2-1/2' .tii . 1s' 1YI.Nz 7J P 'iwi. C—SWK 1 s Y iIRR1NG c O f. l•.; '. : - VER77CAL SLOE Jute IX BUCK 70 Ix SUB —BUCK 1 suaaNa oNauLTArrrs. iNc INTFR) OB 1 x 2 FIRRING ,SfOiEi 1. This system has peen ev 1—W for we in loct4ions adhering to the Florida Building Code b13.884.3b31 15 SINK DRfw41 and where pressure require mentsas determineo by ASCE 7 Minimum Design Loads for Buildings OATS: 4/3/02 ZX SUCK end Other Structures do not exceed the design pressure ratings listed herein. Ting; JAMBSCALE: H.T.S. TO ZX SCIB—BUCK 2. For installations where the sub —buck Is less then 1-1/2" (FBC section 1707.4.4 Anchorage Methods OwG. gr: w,L,N. and sub —sections 1707.4.4.1 end 1707.4.4.2 .. ) T. 1pcontype concrete anchors must be used and the K. tir: R.W. length must be such that a minimum 1-1/4' sngogement of the Topcon into the masonry roll is obtained. ORAWING NO.: 3. When vain c IX sub —buck a 6-9 16 jamb is required to allow for min. edge a acin for Ta on type anchors T-0220J 9 / J q 9 p 9 a Yp am 1 or 1 r•' 2 rt i T'tj.' • 4 a/OOEt. DESIGN9TION Therma—Tru In —Swing / Ott —Swing Door Wood Frames System Y"MUM OVERALL NOMINAL SIZEr Single up to 5'4 x 8'0 ./wo sidelites Double up to 8'4 x 8'0 v/wo sidelites USABLF CONFIGURATIONS: X. OX,. X0, OXO, A IWO ftFJJfaiAL DESCRIPTION.• The head and side jambs nre fingerjoint pine measuring a min. 4-91le' with a 1/2' rabbeted stop. DOUBLE 2X e t 4 HWER is 1/2- SWATWM o Id h. 71 IIEADfIt 4 T3' 2X STUD 2x .uac sTuo Pi'N ws ie V /{1 N(Ip dWe yyt i aRri L eN 2.4 6t0TBlOB W PFW WS i1gBlOS I c-saw SRE4TW4 v 76' tun Slob SPACE 0 VERTlrai Slat' 4w9 e I.13- Itl1l. T F]1B. t DFSIGN PRESSURE RATING: Single Positive 67.0 PSF Negative 67.0 PSF Single with Sidelites Positive 50.0 PSF Negative 60.0 PS.° Double w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF MUM SINGLF OR DOUSI F DOOR WITH SIDELRES am This system has been evaluated for use in locotions adhering to the Florida Building Code and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildi.t js and Other Structures do not exceed the design pressure ratings listed herein. 1 n O Co y0m 20v) nu) 0Ro a O ^ Naio 79 p O YC4 n 4 3 613.664.3831 CAT: 4/3/02 SCALE' KT.S. Ma. 6r: W*LN. 0M er: 0.w. DUVANa No_ r-oxxoT THERMA oTRU® FIBER CLA9SICY'8MOOTH STAR' INSWM"SMOLE AND OOLW-'W/d UrS1 aM3 & INSULATED RIERIXAI DOOR WITH WOOD FRAMES. GENERAL NOTES 1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR MLWI-OADE COUNTY. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERI SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1. 5. THIS PRODUCT DOES NOT MEET THE WATER REOUIREMENTS FOR MUAMI-Ol4DE COUNTY. 6. MI AMI-OAOE APPROVED IMPACT RESISTANT SHUTTERS arrc RFOUIRED FOR SIOELITES ONLY. 7. STOELITES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. Face sheets: Fiberglass avg. min. yield strength Fy(mi" 6,000 psi Smoath5tor - 0.070" minimum skin thickness FiberClossic - 0.110" minimum skin thickness Dare design: Polyurethane foam core. with 1.9 lbs. density by BASF. ld qp; The pPoond skin is constructed from o 0.070" thk. rng compound (SMCi. The inlena mWily s (lied with 1.9 lbs. density B4SF polyurethane foam. The panel face sheets. am ghred to the wood stiles jails. The• Lt4 latch le s rrforeed worth o wood lock bockmeasuring2.375 s 14.0 long at the strike and deodbolt location. The tingeatdeisFingerJdntedPineandthetopandbottomratamofawoodcompositemaberfal. In the double door oppGco(ion the inactive door is fittedwithoneWudedaluminumasfrago, (Wind Jambs C) of 606J-T6 allay. The from is comirucled from jointed pine. The header is lane o Inc side japmmbs with (3) 1690. 1/ crown x 2 long stapler at each side. The mufliorn are sinned together in o side6te application usfrg /8 s 2" long PFH Wood Screws (6) saw" per each mullion. The unitsuseaninswingSaddlethresholdmeasuring5.75" s 1.5M a&li . The sidelite panels ore sandwich glazed vs g o two vieceyatedry, glued on the e4erior with on i/8' thk celiubrglazingtope (Stiyy-H Tope)1 A caulked with skone. The kte frames are heldTogetherrd)r o /6 s 1 (/2 long plastic. - TABLE OF CONTENTS SHEET # DESCRIPTION 1 I TYPICAL ELEVATIONS & GENERAL NOTES 2 1 VERTICAL CROSS SECTIONS 3 HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSS SECTIONS & NOTES 5 AN HORING LOCATIONS & DETAIL5 6 ANCHORING LOCATIONS & GLAZING DETAILS 7 UNIT COMPONENTS 8 BILL OF MATERIALS & UNIT COMPONENTS 37.s MAX OVERALL WIDTH 36" MAX. PANEL WIDTH I I-7 v x t w x a o J J O O K e 4 O a 'o a b N N Oi y0I J SIN(:I F WSWING UMT 74.5" MAX. OVERALL FRAME WIDTH 36.625- MAX. PANEL WIDTH W ASTRAGAL I xU41 x W a JJ I 0 c DESIGN PRESSURE RATING UNIT TYPE WH RE WATER INFILTRATIONREOUIREAIENTISNOTNEEDED SINGLE 67.0 PSF - 67.0 PSF DOUBLE 55.0 PSF - 55.0 PSF WITH SIOELITES 55.0 PSF - 55.0 PSF 10MAX. OVERALL FRAMt WIlllH 36. E6.625" MAX. 15.5" MAX. PANELWIDTHFRAMEWIDTHW/ASTRAGAL y 13. 75" MAX. WIDTH 7. 1 Z5" MAX. O. L.O. WIDTH ALL MO 68. 5" MAX. OVERALL WIDTH ARE NEWED 36" MAX. 75.5" MAX. FROM INTERIOR PANEL WIDTH FRAME WIDTH 13. 75" MAX. IIN7. 125' WIDTH Tfno l MAX. O. L.O. WIDTH w o o _ MANCTU 1 7_ u T r L J O> 0 Go CL O to ao Z =O u') Lj LU OO3Q001U L, a b ZW WZ m Jz VV eWLDWNG 7NSUCTANTS. WC513.W. Je31 N.T. S. en TJH ar: RW S-Z157 L1 OF f in w 'O1.4 In 2 y y 20 78 o a 6 i w p .po w R p , INT i R a 7[ J K O O d O p .. N 1.68' IJIN. p:. o• o. CO PANEL THK. oOO. po O O. 1 5 Z Yz x N v 33 34 x W qdJ E CTFRIOR O V O Q in 0 d AdaoER54 xV RIOP IINTE1 FOAM GASKET k w ao SILICONE CAP BEAD 'o, 6 of op 0 1.68- MIN. 1 ': d PANEL THK. c o_.d SEE NOTE 5 SHT. 4 a e• . RAE, Rk iR: G a jLy e- j, . 77-am yy ou,Lomc ONSULTAMS. INC 813. 684.3831 P r: TJHr: RWNO.! 5- 21 7 a 8 SEE NOTE 2 SHT. 4 n INACTIVE fl z ASTRAGAL RETAINER a SOLT 8.0' LG. TOP, do BOTTOM (2) BOLTS AT TOP & (2) AT BOTTOM 1 HORIZONTAL CROSS SEC77ON 3 O ASTRAGAL EXTERIOR v 13 v INTERIO v.• 1.15' MIN. EMS. 25" MAX. SHIM 15MIN. C- SINK SEE NOTE 435SHT. 4 INT RI R FOAM CASKET & SILICONE CAP BEAD 1gp MllO 19367SE TE7v0 SiDELITE To= ACTIVE e. a e:• c SEE NOTE 6 SHT. 4 FOAM GASKET & F SILICONE CAP BEAD SEE NOTE 5 SHT. 4 34 It -. A 36 41 SEE NOTE O HFRIZQNTAL CROSS HINGE JAMB TO SIDEUTE o > I` o co 0 000 8 gLL oW00 r\ W oo d itc— 81 J.684.3631 L. 08 10 0 v. c 112' = TJH K. BY. RW o.: 5- 1151 m 3 or 6 4 im 1 73 1 25' MAX. SHIM SPACE 1HO 4 LATCH JAMB TO BUCK, NOTES: 1, SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS ASFOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5.5', 16.57. 27.57, 38.375. 49.375' & 60.375'. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125- IN FROM EACH CORNER. 2. SPACING FOR REM NO. 27 (18 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1 3, 57. 18.25 40.5 ; 59.25', 74.25. 76.25' h 78.15'. 3, THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH3) 16GA1 x 112' CROWN x 2' STAPLES AT BOTH SIDE. 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH2) 16GA. x 112' CROWN x 2,5' STAPLES AT BOTH SIDE. 5. THE SIDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEMN0. 43 (18 x 2' PFH. WO00 SCREW). THERE ARE (4) ATEACHVERTICALJAMB, FROM THE TOP DOWN AT 13.5", 31', 48.5' 66'. THERE ARE (2) AT THE HEADER AT 4- INFROMTHEOUTSIDECORNERSOFTHEFRAMETHEREARE 2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. 6 PACING FOR ITEM NO. 3THE MULLIONS TOGETHER IS SCREW) THE SAME AS TSECURING THE PERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7- O.C. 7. WHENATTACHINGTHEHINGETOTHEJAMSANDTHEBUCKUSEITEM NO. 12 (%10 x 2' SCREW). WHEN ATTACHING THE HINGE TO THE JAMB AND THE SIOELITE AT THE MULLION USE ITEM NO. 37 (110 x 1 314' SCREW). 1.1J MI^t. EMBED. ° 15' MIN. 13 C-SINK ' j Y i 5 = 7 e•. ao W 1 30 a 10 ' •'. 6 XRI R e ° INT RIOR 4 Y 10 6 26 9 1 J MAX• fo1 — a 4 HINGE JAMB TO BUCK. SHIM SPACE SILI 3 H RI N7 R N 4 ® STRIKE JAMB TO SIDEUTE SEE NOTE 7 SHT. 4 O>_ 0_ CN 4 (] OD LL O X Z I7" 1 OwO 3Q00 we a 513.684. 3031 er: TJH ev, RW we w0.: 5-2151 4 or f SEE NOTE 3 SHT. 4 SEC DETAIL 'F" SHT. 5 6 3,Ft 3" SEE DETAIL E". SHT. 5 TYP. SEE NOTE 4 SHT. 4 14 W r\ cliCIO R -000 1 ccO LnCl 0 e L 6' 6" I SEE NOTE 3 SHT. 4 z O w— O HFO f Q 3Q 0 goa: LTur n N jn a F n n i y 13 VI a N n aL to In Z CZ— S 0' EE OE7AIL E" 5 N vo N m o SHT. TYP. ZO SEE OETAIL C' 13 - C Typ. G' SHT. 5 0Imm3 14 TIP. - 3 m6" 6" 4 -T SEE N07E Oiob4SHT. 4 6"6" 1TRAL FLORA A Io 0--46FP 00UBL DOOR W/SIDEUTES SINGLE DOOR V MANUFACWRERNAMEI NO W Gl O MASTER! Z A e.357' BOLT DEEP ENOUGH FOR A 2" 13 BOL7 THROW 12 o«au wrts. e+c 813.68.383 10 0 13 4_ a*c 08/10 01 13 sxxc N.7. S. 10 w c. er: TJH 0 Cw. er: RW pR 1M11 MO.: 10 DETAIL "F' DETAIL 'H- 5-2151 ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL 'E" STRIKE PLATE TO FRAME DETAIL "G AT THE THRESHOLD sue* 5 a 8 AS SHOWN. o_ ja SEE DETAIL E' SHT. TYP. 5 CENTRAL FLU- ADA IgoteaA"'" x1,,NfJ.'lf`:t TURER SEE DETAIL i/ GC F- SHT. 5 Iutt': ST; '• - FILEii ;i tt6k 6" F^ 6" 3" 3` " i 6- 36" 6 3- 3. 6— I 3" I I l i I I 1 i 13 I I I 13 I_ TYP. SEE NOTE 3 SHT. 4 SEE DETAIL SEE NOTE 3 SHT. 4 SEE NOTE 6 SHT. 4 13 F" SHT. 5 - n o DETAIL Typ'SEE G- SHT. 5 SEE OETAIL SEE DETAIL TYR n J- E" SHT. 5 ii" SHT. 5 l 0 TYP . J- SEE DETAIL SEE NOTE "G' SHT. 5 K- 14TYP. M" K" TYR 14 4 SHT. 4 14 TYP. TYP. OOUB E DOOR 453" GLASS rBITEEXTERfO v 1/8" TEMPERED 25CLASS25" AIR O, 0 0 SPACE o .. O O O oY Z 1/8` TEMPERED Z Mn GLASS s36 U m Z 41 a SE NOTE 1 Y5 S7EEl IMERCEP7 SHT. 4 SPACER 5" TCM LITE INSULATED GLASS W/ FRAME GLAZING DETAIL 6 6 3- SEE NOTE 14 4 SHT. 4 3" 3 TYP. SINGLE DOOR W/SIDELITES 463" GLASS BITE 1/ 8" TEMPERED rSH GLASS. 25" AIR oSPACE 1/ 8- TEMPERED GLASS INTERIOR 3625" STEEL INTERCEPT SPACER 5' INSULATED GLASS WL RTS LITF FRAME CI AZ L 813. 634.3851 e 08 10 0 Cc N.T.S. c. er: Tim c. er: RW wic NO.: 5- 2151 En 6 OF 6 4.563' 1.063' !— r In T --T 2 2 u' 3 WOOD FRAME FINGER JOINTED PONDEROSA PINE 1.92' 1.734' I 11 f ' o aa I 1 .097' 4 x 4 STEEL DOOR HINGE 10In 1.531"--- 41 SIIIFIITF TOP k BOTTOM RAIL FINGER JOINTED PONOEROSA PINE PLASTIC LIP LITE FRAME EXTRUDED RM 2.141 " --{ F691 1 nan b L INSWING SIDELRE 15 BOTTOM RO07 0.09" EXTRUDED VINYL WALL O Ce tea. JJ% ,• FILE O N O a0 EE crBZO Mowo 1.531' 36 . 526' 3 j 0 anFi ITF BLANK SIDE STILE 2.713` CO FINGER JOINTED PONDEROSA PINE 7GM (THERM.A-TRU'S POLYPROPLENE) t000 a 34 PI AST7C LIP LITE FRAME EXTRUDED 7CM L o , 1.264" r- 1 U 2 O .1.531' 4 mFC. 70P RAIL 121FW000COMPOSITEFCLATCHSIDESTILECOMPOSTEFC. WOOD HINGE SIDE STILE 1 + 5.75' T N O c h 1- 1O { 1.531 FC BOTTOM RAIL SELF ADJUSTING SADDLE THRESHOLD 19WOODCOMPOSITEwALUMINUMMNYL .045` WALL ALUM• 080' THK. WALL VINYL TYP. 1 r Si BOTTOM RAIL 11 W000 COMPOSITE 7A 2.375' --j In ; n Q T 30 WOOD I OCK BLOCK FINGER JOINTED PONDEROSA PINE w evLDINCoNsuLT.w+s, e+c 913.684.3831 srxs N.T.S fNK. eC RW 5-2757 7 or 8 QFSCRIPTION 1 0 MIHMl1M iIBERC1AS51C 0" SK14 .110' VW. TFK FIBERGLASS 9V MU-TRU with h F trk6. 00 ps,' F19ERC1A55 TOP RAL o.53r x .94 njow-TAU M000 C _2051TENF 3FC. LOCH STU -1RU. MOOD COM'ME LWI x 1.2094 FGSRLEHERM1-TRU FtilpEld051 PK 1.531 x 12M5 gFC90A'OMRAR 1.53t x 125 T UJA-TRU HOOD YPbSTTE L R FOAM BASF, 1.91bs. OENS 7 SHORT REACH COMPRESSION IVEATNOMW -TRU 8 LONG REACH WEtTHE WW -9 4 x 4 HINGE .097 THK. ERMA-TRU 1 110 It 3 4 . PFH WOWSCREW to R" 11 SS IA71101I K 1331 x -% Poill-Mi in CMFM 1Y0lb 12 J 10 x G. PFH WOOD SCREW STEEL 13 8 x 2 1 LG. PFH WOW SCREW STEEL 14 31W rAPCoN ANCHOR ELCO 2.0 MIN. LG. STEEL I SIDELITE BOTTOM BOOT .090 EXTRUDED NNYL VINYL 16 2x INNER WOOD BUCK WOOD 17 MAK 1 4 SHIM MATERAL WOOD 18 19 KWIKSET TITAN 700 SERIES PASSAGE LOCK SAODVE DItE4101D ALUM. 000 x- mtAmK ( INOW-TRU. POMDOMAMWOOD 21 x - x 4AI18 TRU P9iE 3 24 S KWIKSET TITAN 700 SERIES OEAOBOLT ASTR4GAL WINDJMBERIf WR557 .052 WALL GLAZING, 2 INSULAMP TEMPERED GLA55 UM, 6063- T6 S 6 S5. Wa SU fitERM1-TRU POAVEROSI A i 1,183 x 1.531 WOOD 7 8 x 1 L.G. PANHEAOSHEET METAL SCREW STEEL 28 1N5KWDOORBOTTOMSWEEP29WOOD30 31 1 FC1W 11000 I= BLOCX Z375 x 1315 POF OtOS1 PM HOOD OOIFO6RE 1. 18J x 1-41 O M000 OOf iiE 32 1 B THK. ULAR GUZING TAPE ST1K-M TAPE 33 LfTE FRAME BTS. THERM-1RU BTS 34 TRII T 35 4.%3 x 115 9lAW 4W -TAU PONOEA054 PINE wmu 6 MIM S' 10f STILE -TAU1331 x .656 POh0ERO5A AWE WOOD 37 110 x 1 3 4 L.G. PFH WOODSCREW Si Iw Mil 1331 x .94D M-Alf/ STEEL MOOD CC4 SfTE 9 NOT USED 40 f U SIUCONE 41 8-10 x 1 1 2 PLASCREti1 FOR REM 34 42 SIM TOP A 91 U Ilk - 1511 x MF FU(V V'wowoo43 8 x 2 L.. PFH WOOD SCREW I 01 38 `n SS. TOP RAIL 592" N — Or L N 179" N R H OMPR I N W R IP FOAM CELL CORE W NYLTHJACKET 3' EM 79 rn COWPRFSSION WFATHERSTRIP BY THERMA- TRU FOAM CELL CORE W/ VINYL JACKET ORILL TRU FOR 357' OIA. ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS WINDJAMBER II WR68T STRIKE PLATE 31 _ 1.531' --1 r ATru cinr QTII F COMPOSITE 8.0 F ASTRAGA R AIwI MATERIAL: C/R\1t.& YELLOW CH c N LJ 1. 531" F-- i . 316' I N d N O O co ZOr) O U S,, juLU26y3a o 2 a S5. WOOD - HINGE HINGE SIDE STILE I41 1 I 1 11 ASTRAGAL HAS2) 8. 0" BOLTS 0 BOTTOM 2) 8.0- BOLTS 0 TOP 24 WINDJAMBER II WR687 ASTRAGAL ( ALUMINUM 052' MI TYP. 813.684.3831 N. T.S. er. TJH sr: RW a moo.: S-2151 A or I RAA 21-2002 09:52 MILESTONE WINDOWS 49'7 323 9729 P.02 Ebdd? Vudeis June 21, 2002 Alan Plante, Chief Plans Examiner Orange County Building Division Administration Building, 1st Floor 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 32802-2687 407) 836-5760 RE: Florida Extruders Fenestration MasterFile Update Mr. Plante, This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida Extruder Window, Door and Mullion installation drawings contained in the Orange County Fenestration Masterfile. Based upon the discussions at the Mid -Florida Horne Builders Association's meeting at their offices on June 19, 2002, this letter was the agreed upon procedure for manufacturers to clarify the issue of "1X Ruck" thickness nomenclature used on installation drawings. Builders/Installers when pulling permits for Florida Extruders windows will have to include this letter with the installation details. Florida Extruders requests the Orange County Building Division to file this letter against the Masterfile Numbers and Installation Drawings Identified on the attached listing. Based upon a review of the signed and sealed engineering produced by Lildon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion installation drawings, the thickness of the buck in non-structural applications (i.e., buck thickness less than 1 'b") does not influence the lateral resistance capacity of the concrete screw (i.e. Tapcon). Therefore, buck thicknesses less than 1 'h" are acceptable as non-structural attachments when the window, door or mullion is installed using a 3/16' concrete screw with a minimum embedment on 1 %'Y. Concrete Masonry Units should have a wall thickness of 1 1/4" and a precast sill's thickness will exceed 1 '/t'. The drawings dearly delineate the requirement that a minimum embedment depth of 1 'A" must be maintained by the installer. It is up to -the installer to use the appropriate length concrete screw so as to maintain the required minimum embedment on I '/a'. Therefore, for Florida Extruder installation drawings where a non- structural buck is used, nomenclature such as "iX buck by others" or similar statements shall be construed to mean that a buck thickness of less than 1 1/2" is acceptable. The definition of a non-structural buck is based on Section 1707.4-4.2 of the Florida Building Code. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323.3300 + Fax (407) 322-3337 JUN-Pi-2002 09:52 MILESTONE WINDOWS 407 323 9729 P.03 I'll 6(h J.[J[.l l lJyUiJV lrG1l 1[A.,: The attached table lists all Florida Extruder drawings in the Orange CountyFenestrationMasterfileaffectedbythisengineeringstatement. Any questionsshouldbeaddressedtotheundersigned. Thank you. Regards, Robert J. Amoruso, PE ral»oruso.oe@!fioridagxzruder com Florida PE License No. -19752 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 61615-23.001, F.A.C. A rubber stamp seal was also applied to facilitate reproduction for Orange County Building Division Masterfile scanning. Me: 2ooZ-L7it; R7+-009 R J. Q Vti 1 F1,4 GJ No.4 5 TA 254034wett Lane, Sanfor4, FL 32771-1600 . (407) 323-3300 • Fax (407) 322-3337 MIN Q 1 _-4- 74" O.C. 0 CU w .... .... .-. O m m co m cm 0 x N N iFT2Im FT2 in FT2 ---FT7 FT2 FT7 FT2 FT7 FT2 FT7 UST SPACING FT6A FT2 FOR Fr6A 1,16 a FT2 ti v FT2 F o FT] IFT a FT411 i FT3 HANGER LEGEND TYPE IDESCRIPTION i U$ -0 1 FAM M7WI — ROW 40'-0' IV aa« MV43kVW= QMS IN W Z o W IjLo M O 0 Lc) W. Universal Forest Products Re: 54601837 Centex Homes Orlando 2509 A,B,C Floor 70 Lake Monroe The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 54904023 FT1 54904023 FT2 54904023 FT3 54904023 FT4 54904023 FT5 54904023 FT6 54904023 FT7 54904023 FG7 54904023 FT8 54904023 FT9 54904023 FT10 54904023 FT11 54904023 FT12 54904023 FT6A Loading (psf) TCLL 40 TCDL 10 BCLL 0 BCDL 5 My license renewal date for the state of Florida is February 28, 2005 6/9/2004 John, . Presley License # 55 86 The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component(s) listed and attached. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2. Eastern Division 5631 South NC 62 Burlington, NC 27215 Tel: (336) 226 9356 I,ax': (336) 476-9146 Job Truss Truss Type Qly Ply'`° entex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT1 FLOOR 1 1 Job Reference ptional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:37 2004 Page 1 I Scala - 1:32. 3x6 TL20 FP= A 8 C 0 E F O H I J K L M N O P Q R 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Ell t A 3x6 TL20 FP= 0-10-8 20-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Weft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a n/a BCOL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 911b LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) AJ=53/20-10-8, S=27/20.10-8, AI=146/20-10-8, AH=147/20-10-8, AG=145/20-10-8, AE=144/20-10-8, AD=147/20-10.8, AC=147/20-10-8, AB=147/20-10-8, AA=147/20-10-8, Z=147/20-10-8, Y=147/20-10-8, X=147/20-10-8, W=147/20-10-8, V=145/20-10-8, U=152/20-10-8, T=118/20-10-8 Max Horz AJ=3(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AJ-AK=-48/0, AK-AL=-48/0, A-AL=-48/0, S-AM=-22/0, AM-AN=-22/0, R-AN=-22/0, A-B=-3/0, B-C=-3/0, C-D=-3/0, D-E=-3/0, E-F=-3/0, F-G=-3/0, G-H=-3/0, H-I=-3/0, I-J=-3/0, J-K=-3/0, K-L=-3/0, L-M=-3/0, M-N=-3/0, N-0=-3/0, O-P=-3/0, P-Q---3/0, Q-R=-3/0 BOT CHORD AI-AJ=010, AH-AI=0/0, AG-AH=0/0, AF-AG=0/0, AE-AF=0/3, AD-AE=0/3, AC-AD=0/3, AB-AC=0/3, AA-AB=0/3, Z-AA=0/3, Y-Z=0/3, X-Y=0/3, W-X=0/3, V-W=0/3, U-V=0/3, T-1-1=0/3, S-T=0/3 WEBS B-AI=-133/0, C-AH=-134/0, D-AG=-133/0, E-AE=-133/0, F-AD=-133/0, G-AC=-133/0, H-AB=-133/0, I-AA=-133/0, J-Z=-133/0, K-Y=-133/0, M-X=-133/0, N-W=-134/0, O-V=-132/0, P-U=-138/0, Q-T=-110/0 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI1TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT1 Job Truss Truss Type -Orlando/2509 A,B,C/jsk/2-24-4 54904023 F72 FLOOR g 1 Job Reference (optional) Universal -Forest Products,lnc., Burlington, NC 27215, Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:40 2004 Page 1 1-3-0 1-4-t3 0-1-8 Scale 1:35. 5x4 TL20= 5x4 TL20= 1.5x3 TL20= 1.50 TL20= 1.5x3 TL20= 5x4 TL20= 3x6 TL20 FP = 1.5x3 TL20 II 3x6 TL20= 1.5x3 TL20= A 817F T1 C D E F Q H T2 I J K 1 AAAMVUTSRQPaN 1.5x3 TL2011 5x4 TL20= 1.5x3 TL2011 3x10 M1118H FP= 1.50 TL2011 5x5 TL20= 3x6 TL20= 5x5 TL20= 1-6.0 L__ 4.0_0 , 6_6-0 9.0-0 10-7-8 , 11-10-8 , 14-4-8 16-10-8 19.4-8 20-10-8 20-10-8 Plate Offsets (X,YLfA:Edge,O 1-8:0-1_e.Edge], [W:0-1-8,Edge] TCLL 40.0ates LOADING (psf)FRepTCDL10.0mber BCLL 0.0 BCDL 5.0odeFBC2001/TPI2002 PACING 2-0-0 CSI Increase 1.00 TC 0.64 Increase 1.00 BC 0.98 Stress Incr YES WB 0.60 Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.38 O-R >648 360 Vert(TL) -0.59 Q-R >416 240 Horz(TL) 0.09 L n/a n/a PLATES GRIP M1118H 195/188 TL20 245/193 Weight: 107Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins, excep BOT CHORD 4 X 2 SYP No.1 D end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) L=1128/0-3-8, W=1128/0-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD W-X=-112010, X-Y=-1120/0, A-Y=-1120/0, L-Z=-112110, Z-AA=-1121/0, K-AA=-1121/0, A-B=-110410, B-C=-2876/0, C-D=-4030/0, D-E=-4030/0, E-F=-4742/0, F-G=-4742/0, G-H=-4646/0, H-I=-4045/0, I-J=-2872/0, J-K=-1105/0 BOT CHORD V-W=-O/O, U-V=0/2137, T-U=0/3583, S-T=0/4472, R-S=0/4742, Q-R=0/4742, P-0=-0/4490, O-P=0/3578, N-0=0/3578, M-N=0/2138, L-M=0/0 WEBS K-M=0/1502, A-V=0/1500, J-M=-1437/0, B-V=-1437/0, J-N=0/1021, B-U=0/1028, I-N=-982/0, C-U=-983/0, I-P=0/649, C-T=0/622, H-P=-620/0, E-T=-615/0, H-Q=-28/403, E-S=-92/672, G-Q=-468/221, F-S=-261/0, G-R=-221/130 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT2 Job Truss Truss Type Oly Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 549t14023 FT3 FLOOR 1 Job Reference o 6o 1UniversalForestProducts,lnc., Burlington, NC 27215, Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:40 2004 Page 1 I Scale = 1:20. A 8 C 0 E F G H I J K I T 12-10-0 12-10-0 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 L n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 57lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) V=53/12-10-0, L=24/12-10-0, U=146/12-10-0, T=147/12-10-0, S=147/12-10-0, R=147/12-10-0, 0=147/12-10-0, P=147/12-10-0, 0=145/12-10-0, N=152/12-10-0, M=116/12-10-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD V-W=-48/0, W-X=-48/0, A-X=-48/0, L-Y=-19/0, Y-Z=-19/0, K-Z=-19/0, A-B=-3/0, B-C=-3/0, C-D=-3/0, D-E=-3/0, E-F= 3/0, F-G=-3/0, G-H=-3/0, H-I=-3/0, I-J=-3/0, J-K=-3/0 BOT CHORD U-V=0/3, T-U=0/3, S-T=0/3, R-S=0/3, O-R=0/3, P-O-0/3, O-P=0/3, N-0=0/3, M-N=0/3, L-M=0/3 WEBS 8-U=-133/0, C-T=-134/0, D-S=-133/0, E-R=-133/0, F-0=-133/0, G-P=-134/0, H-0=-132/0, I-N=-138/0, J-M=-108/0 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/fPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT3 Job Truss Truss Type Oty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT4 FLOOR. Job Reference o tion_ al Universal -Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.20 30 2003 MiTek Industries, Inc. Tue 24 16:26:40 2004 Page 1 I Scale . 1:10. A 9 C D E F T1 3T T1 T 1W1 Li — JJI A g1- - 6-11.0 LOADING (psf) TCLL 40.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L /d PLATES GRIP Plates Increase 1.00 TC 0.07 Vert(LL) n/a n/a 999 TL20 245/193TCDL10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 G n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 32lb LUMBER BRACING — TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) L=59/6-11-0, G=70/6-11-0, K=139/6-11-0, J=150/6.11-0, 1=143/6-11-0, H=160/6-11-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD L-M=-51/0, M-N=-51/0, A-N=-51/0, G-O=-63/0, O-P=-63/0, F-P=-63/0, A-B=-8/0, B-C=-8/0, C-D=-8/0, D-E=-8/0, E-F=-8/0 BOT CHORD K-L=0/8, J-K=0/8, I-J=0/8, H-1=0/8, G-H=0/8 WEBS B-K=-129/0, C-J=-135/0, D-1=-130/0, E-H=-146/0 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner, LOAD CASE(S) Standard 41/1 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT4 Truss Truss Type Qty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4Job 54904023 FT5 FLOOR _ 1 Job Reference (optional) Universal -Forest Products,lnc., Burlington, NC 27215, Jeff :; : 5.200 s S40 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:41 2004 Page 1 9-11 81-3-0 ] 0 11-0 q-8 _I Scale 1:32. 5x4 TL20= 5x4 TL20= 1.5x3 TL20= 1.50 TL20 11 1.50 TL20= 1.50 TL20= 3x4 TL20= 3x6 TL20 FP = 1.5x3 TL20 11 3x4 TL20= 1.5x3 TL20 = D E F d H TP I J K W a y u T S R O P O N M 5x5 TL20= 3x4 TL20= 300 M1118H FP= 5x5 TL20= 3x4 TL20= 1-6-0 L_ 4-0-0 6-6-0 9-0-0 _10-2-0 12 8.0 15-2 0 17-8-0 9-2 0 i 19-2-0 Plate Offsets X Y : 1&-Ed a 0-1-8 ,._LK_0 1-8, Edge] - LOADING (psf) TCLL 40.0 SPACING 2-0-0 Plates Increase 1.00 CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.34 Vert(LL) -0.27 Q-R >827 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.43 Q-R >530 240 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 L n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 99lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) L=1034/0-8-0, V=1034/0-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD V-W=-1027/0, W-X=-1027/0, A-X=-1027/0, L-Y=-1027/0, Y-Z---1027/0, K-Z=-1027/0, A-B=-1003/0, B-C=-2578/0, C-D=-3550/0, D-E=3550/0, E-F=-3996/0, F-G=-3998/0, G-H=-3998/0, H-6-3550/0, I-J=-2578/0, J-K=-1003/0 BOT CHORD 1_14=0/0, T-U=0/1938, S-T=0/3192, R-S=0/3882, Q-R=0/3998, P-Q=0/3882, O-P=0/3192, N-0=0/3192, M-N=0/1938, L-M=0/0 WEBS K-M=0/1364, A-U=0/1364, J-M=-1300/0, 8-U=-1300/0, J-N=0/890, B-T=0/890, I-N=-854/0, C-T=-854/0, I-P=0/498, C-S=0/498, H-P=-461/0, E-S=-461/0, H-Q=-184/460, E-R=-184/460, F-R=-212/59, G-Q=-212/59 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT5 54904023 J FT6 Universal -Forest P,roducts,lnc., 1-81-3-0L.i------I d l FLOOR 5x4 TL20= 1.5x3 TL20= 3x4 TL20= 3x6 TL20 FP= A 8 Tt C D E 5.200 s Seo 30 1-0-0I ----I 1.5x3 TL2011 1.50 TL2011 F G H 0 E 0.1-8HScale v 1 5x4 TL20= 1.5x3 TL20= 3x4 TL20= 1.50 TL20= I J K L", u T s R O P O N 5x5 TL20= 3x4 TL20= 3x10 M1118H FP= 3x4 TL20= Y X M 5x5 TL20= 1.5x3 TL20 11 1-6-0 4-0-0 6-6-0 1 9-0-0 10-3-0 12-9-0 15_3-0 17-9-0 19-3-0 19-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.28 R >809 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.44 R >518 240 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 L n/a n/a BCDL 5.0 CodeFBC2001fTP12002 (Matrix) Weight: 100lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, SOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) L=1042/0-8-0, V=1035/0.3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD V-W=-1030/0, A-W=-1029/0, L-X=-1035/0, X-Y=-1035/0, K-Y=-1035/0, A-B=-1058/0, B-C=-2635/0, C-D=-3610/0, D-E=-3610/0, E-F=-4059/0, F-G=-4059/0, G-H=-4059/0, H-1=-3592/0, I-J=-2603/0, J-K=-1012/0 BOT CHORD U-V=0/53, T-U=0/1994, S-T=0/3250, R-S=0/3942, Q-R=0/4059, P-Q-_0/3932, O-P=0/3225, N-0=0/3225, M-N=0/1955, L-M=0/0 WEBS K-M=0/1375, A-U=0/1366, J-M=-1312/0, B-U=-1302/0, J-N=0/902, B-T=0/891, I-N=-865/0, C-T=-856/0, I-P=0/509, C-S=0/500, H-P=-473/0, E-S=-462/0, H-Q--178/480, E-R=-187/470, F-R=-218/59, G-Q=-222/55 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT6 54904023 FT7 Universal Forest Products,lnc 011 8 1-3-0 5x4 TL20- 1.5x3 TL20= I.5x3 TL20= A B qI S R I Fuss 1 ype FLOOR 1-3-8 I s 1 1626:42 2004 Page 1 0} 1.8 Scale = 1:27. 5x4 TL20 1.5x3 TL20 = 1.5x3 TL20= H 4L\ P O 1.5x3 TL2011 5x4 TL20= 6.7.8 6-6-0 1.50 TL20 11 C D E F N M L 1.5x3 TL2011 15-9-8 f U T K J 5x4 TL20= 1.5x3 TL2011 Plate Offsets (X,Y)_ LA dge,0--!-A,1H:0-1-8,EdgeUQ:0-1-8 Edqe LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.15 L-M >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.22 L-M >823 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.04 1 n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 82lb LUMBER ---- —BRACING —— — — TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 0=848/0-3-8, 1=848/0-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R=-844/0, R-S=-844/0, A-S_-844/0, I-T=-843/0, T-U=-843/0, H-U=-843/0, A-B=-807/0, B-C=-1981/0, C-D=-2675/0, D-E=-2675/0, E-F=-2579/0, F-G=-1996/0, G-H=-802/0 BOT CHORD P-Q=-O/O, O-P=0/1549, N-0--0/2406, M-N=0/2675, L-M=0/2675, K-L=0/2426, J-K=0/1544, I-J=0/0 WEBS H-J=0/1090, A-P=0/1097, G-J=-1032/0, B-P=-1032/0, G-K=0/629, 8-0=0/602, F-K=-598/0, C-0=-590/0, F-L=0/318, C-N=0/554, E-L=-343/104, D-N=-222/0, E-M=-166/78 NOTES (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT7 Job Truss Truss Type Qty Ply Centex Orlando/2509 A,B,C/jsk/2-24.4 54904023 FG7 FLAT 1 Job Reference o tional Universal Forest Products,lnc., Burlington, NC 27215, Jeff Ker 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:37 2004 Page 1 0-11r8_1_9-12 4.10-4 7-10-12 10-11_ i 13-11-12 _____ 15-8-0 15rt8 0-1-8 1-8-4 3-0-8 3-0-8 3-0-8 3-0.8 1-8.4 0-1-8 Scale a 1:27. 2x5 TL2011 5x10 TL20= 3x4 TL20= 3x4 TL20= 3x4 TL20= 5x10 TL20= 2x5 TL2011 A B C 0 E F G 131 L K J ---- - - 56 TL20= 5x10 TL20= 5x4 TL20= 5x4 TL20= 500 TL20= 5x5 TL20= 3-4-0 6.4-8 9.5-0 12-5-8 15-9-8 3-4-0 3-0-8 3-0-8 3-0-8 3-4.0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.35 J-K >525 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.55 J-K >335 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.07 H n/a BCDL 5.0 Code IBC2000/TPI2002 (Matrix) Weight: 86 lb LUMBER --- BRACING — --- ----- TOP CHORD 2 X 4 SYP No.1 TOP CHORD Structural wood sheathing directly applied or 1-4-1 oc purlins, excepBOTCHORD2X6SYPSSendverticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) M=2015/0-3.8, H=2015/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M=-161/0, A•B=-338/0, B-C=-4999/0, C-D=-7403/0, D-E=-7403/0, E-F=-4999/0, F-G=-338/0, G-H=-161/0 BOT CHORD L-M=0/2903, K-L=0/6453, J-K=0/7628, I-J=0/6453, H-1=0/2903 WEBS B-M=-2959/0, B-L=0/2477, C-L=-1718/0, C-K=0/1124, D-K=-266/0, D-J=-266/0, E-J=0/1124, E-I=-1718/0, F-1=0/2477, F-H=-2959/0 NOTES (5) 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: H-M=-160(F=-150), A-G=-100 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FG7 54904023 1.3-0 9-i'a--i 5x4 TL20= 1.50 TL20= 1.5x3 TL20= A A AA I russ Truss Type Oty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 FT8 FLOOR 1 Jab Reference (optional) Inc., Burlington, NC 2721 rr 5.200 s 96p 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:43 2004 Page 1 1t-14 i P-1" 030uSdale - 1:35. 1.5x3 TL-2011 3x6 TL20 FP = 3x4 TL20= 5x8 TL20= 1.5x3 TL2011 3x6 TL20= 8 C D E F O H I J K L i ill Ir ra r. 1111 4110 Y x 2x3 TL20 II 5x4 TL20= 7-10-8 w v U T 1.5x3 TL2011 1.50 TL2011 1 V s Fa O O N M 3x6 TL20 FP = 3x4 TL20.-- 3x4 TL20= 5x5 TL20= 1 7-8 6-6-0 _ , 7-9-0 9-1-4 L_10-4-4 12-10-4 _L_ 15-4-4 __, 16-8-12 , 18-1-4 ,19-2-8 20-8-8 1 20-8-8 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 CodeFBC2001/TPI2002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 CSI DEFIL in loc) 1/defl Ud PLATES GRIP TC 0.56 Vert(LL) -0.14 V >999 360 TL20 245/193 BC 0.81 Vert(TL) -0.22 V-W >888 240 WS 0.53 Horz(TL) 0.04 P n/a n/a Matrix) Weight: 111 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: P-Q,O-P,N-O. REACTIONS (lb/size) Z=824/0-8-0, M=-157/Mechanical, P=1577/0-3.8 Max UpliftM=-309(load case 2) Max GravZ=827(load case 7), M=109(load case 3), P=1577(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Z-AA=-822/0, AA-AB=-822/0, A-AB=-822/0, L-M=-83/379, A-B=-779/0, B-C=-1931/0, C-D=-2470/0, D-E=-2470/0, E-F=-2554/0, F-G=-2221/0, G-H=-1350/0, H-1=0/197, I-J=-6/538, J-K=-6/538, K-L=-6/538 BOT CHORD Y-Z=0/0, X-Y=0/1500, W-X=0/2338, V-W=0/2554, U-V=0/2554, T-U=0/2554, S-T=0/1912, R-S=0/758, Q-R=O/758, P-Q=-1197/0, O-P=-1197/0, N-0=•538/6, M-N=0/0 WEBS I-P=-1649/0, A-Y=0/1059, 1-0 -0/1334, B-Y=-1002/0, H-0=-1222/0, B-X=0/599, H-S=0/834, C-X=-567/0, G-S=-793/0, C-W=0/287, G-T=0/462, E-W=-320/133, F-T=-561/0, E-V=-194/107, F-U=-88/213, L-N=-703/8, 1-0=0/965, J-0=-340/0, K-N=-65/209 NOTES (7-8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint M. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 8) Right end may be attached to 2x6 So.Pine or larger BC of one or more ply girder truss with Simpson LUS46 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard r -- Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT8 Job Truss Truss Type Qty Ply Centex-Orlandol2509 A,B,C/jsk/2 24-4 54904023 FT9 FLOOR 1 t:. al_ Job Reference (option Universal Forest Products,lnc., Burlington, NC 27215, Jeff Ker, 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:44 2004 Page 1 Scale v 1:33. 3x6 TL20 FP = 3x3 TL20 11 A 8 C D E F G H I J K L M N G P O R 1 1 1 1Ell 1 1 1 1 1 1 S 1_- 1 1 1 A 3x6 TL20 FP = 3x3 TL20 11 20-6-8 20-6-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a n/a BCDL 5.0 CodeFBC20011TP12002 (Matrix) Weight: 91lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) AJ=53/20-6-8, S=6/20-6-8, AI=146/20-6-8, AH=148/20-6-8, AG=144/20-6.8, AE=145/20-6-8, AD=147/20-6-8, AC=147/20-6-8, AB=147/20-6-8, AA=147/20-6-8, Z=147/20.6-8, Y=147/20-6-8, X=147/20.6-8, W=147/20-6-8, V=145/20-6-8, U=153/20-6.8, T=108/20-6-8 Max Horz AJ=4(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AJ-AK=-48/0, AK-AL=-48/0, A-AL=-48/0, R-S=-1/0, A-B=-4/0, B-C= 4/0, C-D=-4/0, D-E=-4/0, E-F=-4/0, F-G=-4/0, G-H=-4/0, H-I=-4/0, I-J=-4/0, J-K=-4/0, K-L=-4/0, L-M=-4/0, M-N=-4/0, N-0=-4/0, O-P=-4/0, P-0=--4/0, O-R=-4/0 BOT CHORD AI-AJ=0/0, AH-AI=0/0, AG-AH=0/0, AF-AG=0/0, AE-AF=014, AD-AE=0/4, AC-AD=0/4, AB-AC=0/4, AA-AB=0/4, Z-AA=0/4, Y-Z=0/4, X-Y=0/4, W-X=0/4, V-W=0/4, U-V=0/4, T-U=0/4, S-T=0/4 WEBS B-AI=-132/0, C-AH=-134/0, D-AG=-133/0, E-AE=-133/0, F-AD=-133/0, G-AC=-133/0, H-AB=-133/0, I-AA=-133/0, J-Z=-133/0, K-Y=-133/0, M-X=-133/0, N-W=-134/0, O-V=-132/0, P-U=-138/0, 0-T=-103/0 NOTES (8-9) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 9) THA422: Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT9 BRA Job Truss Truss Type Qty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT10 FLOOR '- - 1 1 Job Reference (option - Universal Forest Products,lnc., Burlington, NC 27215, J # 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:38 2004 Page 1 4-H_81_3-0 + 1 0 1L8 Shale - 1:29. 3x4 TL20= 5x4 TL20= 3x4 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x6 TL20 FP= 5x4 TL20= A B C D E F G H I J V 1- R 1-4-r- xi T S R O P O N M L I 5x5 TL20= 3x4 TL20= 3x6 TL20 FP = 3x3 TL20= 3x3 TL20= 3x4 TL20= 56 TL20= 3x3 TL20= 7-10,8 1-6-0 4-0-0 6-6-0 1 7-9-0 , 9-0-0 ,__- 11-6-0 14-0-0 16-6.0 18-0=0 18-0-0 Plate OffsetsX fA:Edge,0-1-8], fJ:0-1-8,Edgel, fU:0-1-8,Edq] - -- ---- -- - LOADING (psf) TCLL 40.0 I SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.38 DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.22 O >979 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.34 N-O >620 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 K n/a n/a BCDL 5.0 CodeFBC20011rP12002 Matrix) Weight: 93lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) U=969/0-8-0, K=969/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD U-V=-963/0, V-W=-963/0, A-W=-963/0, K-X=-963/0, X-Y=-963/0, J-Y=-963/0, A-B=-934/0, B-C=-2377/0, C-D=-3214/0, O-E=-3508/0, E-F=-3508/0, F-G=-3219/0, G-H=-2376/0, H-1=-2376/0, I-J=-934/0 BOT CHORD T-U=0/0, S-T=0/1803, R-S=0/2923, Q-R=0/2923, P-Q=0/3508, O-P=0/3508, N-0=0/3482, M-N=0/2924, L-M=0/1803, K-L=0/0 WEBS J-L=0/1270, A-T=0/1269, I-L=-1208/0, B•T=-1209/0, I-M=0/797, B-S=0/798, G-M=-762/0, C-S=-759/0, G•N=0/410, C-Q=0/475, F•N=-367/0, D-Q=-549/0, F-0=-250/365, D-P=-113/161, E-0=-134/68 NOTES (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tootle Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT10 Job Truss Truss Type 54904023 FT11 FLOOR 11 Universal ForesR Producls,jnC., Burlington, NC 27215, Jeff 5.20 S 1 Job Reference W. 1 4-FI-B 1-3-0 _1 I O-g-gi 5x4 TL20 1.5x3 TL20= 1.5x3 TL20= 3x6 TL20 FP = 1.5x3 TL2011 A B C D E F G x w 0-1-8 0-9-10 0-9-10 i Scale = 1 1.5x3 TL20= 5x7 TL20= 1.5x3 TL20= H I J FFI-\ i r U T 20 TL2011 5x4 TL20= 7.10-8 S R O P O N 1.Sx3 TL2011 3x6 TL20 FP = 5x4 TL20= 1 z Y L K 1.5x3 TL2011 1.11-12 1 1-6-0 4-0-0 6-6-0 7-9-0 8-9-8 , _ 11-3-8 y 13-9-8 , 15.2-0 16.1-21 17-1-12I 17-1-12 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 CodeFBC2001/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 CSI DEFL in (loc) Well L/d PLATES GRIP TC 0.35 Vert(LL) -0.12 R-S >999 360 TL20 245/193 BC 0.72 Vert(TL) -0.19 R-S >944 240 WS 0.42 Horz(TL) 0.04 M n/a n/a Matrix) Weight: 93 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: M-N,L-M. REACTIONS (lb/size) V=812/0-8-0, M=1033/0-3-8 Max GravV=821(load case 2), M=1033(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD V-W=-815/0, W-X=-815/0, A-X=-815/0, K-Y=0/7, Y-Z=0/7, J-Z=0/7, A-B=-773/0, B-C=-1910/0, C-D=-2438/0, 0-E=-2438/0, E-F=-2515/0, F-G=-2515/0, G-H=-1897/0, H-1=-787/0, I-J=0/58 BOT CHORD U-V=-O/O, T-U=0/1487, S-T=0/2310, R-S=0/2515, Q-R=0/2515, P-Q=0/2295, O-P=0/1486, N-0=0/1486, M-N=-120/3, L-M=-123/0, K-L=0/0 WEBS I-M=-1004/0, A-U=0/1050, I-N=0/1047, B-U=-993/0, H-N=-974/0, B-T=0/589, H-P=0/588, C-T=-557/0, G-P=-570/0, C-S=-6/278, G-Q=-19/486, E-S=-285/130, E-R=-173/64, F-Q=-167/0, I-L=-0/107, J-L=-100/0 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) This truss is not designed to be used as a floor truss. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 2f, Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT11 Job Truss Truss T 54904023 I FT12 FLOOR Reference 5, aana Scale . 1:27 3x6 TL20 FP= B C D E F G H I J K L M N a M ---r i-V- T2 3x3 TL20_, 3x6 TL20 FP= I 1-6-0_1___ 4-0-0 _ 6.6-0 _ 7-9-0 _, 8-9-8 11-3-8 13-9-8 15-2-0 , 16-1-2 , 17-1-12 17-1.12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 P n/a n/a BCDL 5.0 CodeFBC2001/fP12002 (Matrix) Weight: 75lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excfBOTCHORD4X2SYPNo.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) P=46/17.1-12, AD=53/17-1-12, AC=147/17-1-12, AB=147/17-1-12, AA=147/17-1-12, Z=147/17-1-12, Y=144/17.1-12, W=146/17-1-12, V=147/17-1-1 U=147/17-1-12, T=147/17-1-12, S=146/17-1-12, R=151/17-1-12, Q=129/17.1-12 Max Horz AD=6(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AD-AE=-48/0, A-AE=-48/0, P-AF=-40/0, AF-AG=-40/0, O-AG=-40/0, A-B=-6/0, B-C=-6/0, C-D=-6/0, D-E=-6/0, E-F=-6/0, F-G=-6/0, G-H=-6/0, H-I=-6/0, I-J=-6/0, J-K=-6/0, K-L=-6/0, L-M=-6/0, M-N=-6/0, N-O=-6/0 BOT CHORD AC-AD=0/0, AB-AC=0/0, AA-AB=0/0, Z-AA=0/0, Y-Z=0/0, X-Y=0/0, W-X=0/6, V-W=0/6, U-V=0/6, T-U=0/6, S-T=0/6, R-S=0/6, Q-R=0/6, P-O-0/6 WEBS B-AC=-133/0, C-AB=-134/0, D-AA=-133/0, E-Z=-133/0, F-Y=-133/0, H-W=-133/0, I-V=-133/0, J-U=-133/0, K-T=-134/0, L-S=-133/0, M-R=-137/0, N-Q=-120/0 NOTES (8) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT12 Job Truss i Truss Type Qty Ply Centex•O5lando/2509 A,B,C/jsk/2-24 4 54904023 FT6A FLOG 1 1 Job Reference (optional) Universal Forest Produots,lnc., Burlington, NC 27215, Jeff Kerr — 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:2642 2004 Page fAB3x3TL20= C QQ 11 gg T1 _ — Scale - 1:7. F ii W1 W1 i o v8L1BL1 i 81 E'\ --- i— axe T -_ 3-6-0 --------------szait b9—--i 3-9-0 LOADING (psf) TCLL 40.0 SPACING 2-0-0 Plates Increase 1.00 CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.16 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.03 D-E >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 23lb LUMBER BRACING TOP CHORD 4 X 2 SYP Not TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E=186/0.3-8, D=186/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD E-F=-64/0, A-F=-64/0, D-G=-64/0, C-G=-64/0, A-B=-3/0, B-C=-3/0 BOT CHORD D-E=0/155 WEBS B-E=-184/0, B-D=-184/0 NOTES (4) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and bracing for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions andpermanentrequired requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT6A 4), Universal Forest Products Re: 54601836 Centex Homes Orlando 2509 Elev. C Roof 70 Lake Monroe The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 54600588 H1 54600588 EG8 54600588 H2 54600588 G E15 54600588 H3 54600588 G E18 54600588 H4 54600588 T16 54600588 H5 54600588 V01 54600588 H6 54600588 V02 54600588 Y7 54600588 V03 54600588 Y8 54600588 CA 54600588 H9 54600588 CJ3 54600588 H10 54600588 CJ5 54600588 H11 54600588 H12 54600588 H13 54600588 H14 54600588 HJ7 54600588 EJ7 54600588 EJ5 54600588 EG5 54600588 G17 54600588 EJ4 Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL Wind: ASCE 7-98 per FBC2001; 110 mph; h = 25 ft; TCDL = 6.0 psf; BCDL = 6.0 psf; occupancy category II; exposure B; enclosed My license renewal date for the state of Florida is February 28, 2005 6/9/2004 Joh . Presley License # 558 16 The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component(s) listed and attached. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSIITPI-2002 Sec. 2. 10 Eastern Division 5631 South NC 62 Burlington, NC 27215 Tel: (336) 226-9356 Vax: (336) 476 9146 Job r Truss Type Qty Ply Centex-Orlando/2509-Cfjsk/4-22-4 54600568 jHluss MONO HIP 1 1 Job Reference (optional) Universal Forest Products,Inc., Burlington, NC 27215, Jeff Kerr `" 0 S ep 30 2003 MiTek Industries, Inc. Thu Apr 22 13:04:37 2004 Page 1 12-10.10 18-7-9 24-4-7 IY 30-1-6 36.0-0 1-0-0 7-0-0 5-10.10 5-8.14 5-8-14 5.8.14 5.10-10 Scale - 1:63. 902 M1118H= 5.00 12 5x8 TL20= 2x5 TL20 11 5x7 TL20= 500 TL20= C D E F O H I T rl --Ta Q wi W1 Q I a 61— ylA 500TL20= O P O N M L K J 2x5 TL2011 5x10 MII1aH= 500 MII18H= 700 TL20= 3x5 TL20 11 502 TL20= 7-1-12 _ 12-10-10 18-7-924-4-7 30-1-6 36-0-0 7- 1.12 5.8.14 5-8.14 5-8.14 5.8-14 5-10-10 Plate Offsets X Y : B:0-2.7 Edgee (C:0.4-8,0-3-121,[J:0-2-8 0.0-81(K:0 LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.70 N-O >608 240 M1118H 195/188 TCDL10.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.40 N-O >307 180 TL20 245/193 BCLL0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.23 J n/a n/a BCDL 10.0 CodeFB02001/7PI2002 Matrix) Weight: 230lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. Ti2X4SYPNo.1 BOT CHORD Rigid ceiling directly applied or 4-7-0 oc bracing. BOTCHORD2X6SYPNo.1 *Except' WEBS 1 Row at midpt I-K B22X6SYP SS WEBS 2 X 4 SYP No.2 'Except' W 1 2X 4 SYP No.1, W 1 2 X 4 SYP No.1, W 1 2 X 4 SYP No.1 W 1 2X 4 SYP No.1, W 1 2 X 4 SYP No.1 REACTIONS (lb/ size) J=3136/Mechanical, B=3053/0.3-10 (input: 0-3-8) Max Horz B=157(load case 4) Max UpliftJ=- 1041(load case 2). B=-902(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/26, B-C=-70:i7/2282, C-D=-9389/3157, D-E=-10135/3375, E-F=-8830/2937, F-G=-8830/2937, G-H=-8830/2937, H-1=-5501/1828, 1-J=-2966/1062 BOT CHORD B-O=-2138/6455, P-O=-2129/6472, O-P=-2129/6472, N-O=-3154/9387, M-N=-3375/10135, L-M=-1828/5501, K-L=-1628/5501, J-K=-64/190 WEBS C-Q--O/326, D-O=-1230/638, E-N=-131/263, G-M=-740/471, H-K=-2378/1046, C-O=-1 l44/3368, D-N=-249/871, E•M=-1452/488, H-M=-1233/3702, I-K=- 1962/5908 NOTES (12- 13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOI.=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M112.0 platesunless otherwise indicated. 5) All plates are 5x6 TL20 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) WARNING: Required bearing sizo at joint(s) B greater than input bearing size, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1041 lb uplift at joint J and 902 lb uplift at joint B. 9) Girder carries hip end with 7-0.0 end setback 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b down and 270.31b up at 7-0-0 on top chord. The design/selectionofsuchspecialconnectiondevice(s) is the responsibility of others. 11) IntheLOADCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Truss shall be fabricated per ANSI/rPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 13) Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE( S) Standard 1) Regular: Lumber Increase= 1 .25, Plate Increase=1.25 Uniform Loads ( plf) Vert: B• J=-44(F=-24), A-C=-60, C-1=-131(F=-71) Concentrated Loads ( lb) Vert: C=- 385(F) Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H1 Job Truss Truss Type Oly Ply Centex-Orlando/2509-Clsk/4.22.4 54600588 H2 MONO HIP 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:36 2004 Page 1 0 Q 5-8.14 +_ 9-0-0 15-9.14 22-6-0 29-2-2 36-0-0 1-0-0 5-8-14 3-3.2 6-9-14 6.8-2 6.8-2 6-9.14 Scale . 1:63. W TL20= 5x8 TL20= 5x5 TL20= 5.00 12 D E F Q HT2T2 W2 W2 W2 / 2x3 TU!O; 317! Ao ( 30 TL20= O N M L K J I 3x10 M1118H= 3x8 TL20= 30 TL20= 26 TL2011 3x8 TL20= 5.8.14 9.1-12 15-9-14 22-6-0 29-2-2 36-0-0i 5-8-14 3.4-14 6-8-2 6-8.2 6-8-2 6-9-14 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.27 L-M >999 240 M1118H 195/188TCDL10.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.64 L-M >672 180 TL20 245/193BCLL0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.14 1 n/a n/aBCDL10.0 CodeFBC2001fTP12002 Matrix) Weight: 185lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-14 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-7 oc bracing. REACTIONS (lb/size) B=1498/0-3-8, 1=1427/Mechanical Max Horz B=200(load case 4) Max UpliftB=-334(load case 2), 1=-387(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3062/695, C-0=-2815/668, D-E=-3374/895, E-F=-3210/858, F-G=-3210/858, G-H=-2114/571, H-1=-1354/419 BOT CHORD B-O=-706/2766, N-O=-639/2580, M-N=•639/2580, L-M=-895/3374, K•L=-571/2114, J-K=-571/2114, I-J=-19/69WEBSD-O=-13/314, C-0=-238/197, E-M=-324/221, F-L=-391/221, G-J=-1037/404, D-M=-298/908, E-L=-188/70, G-L=-330/1260, H-J=-635/2352 NOTES (7-8) 1) Wind: ASCE 7.98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) All plates are M1120 plates unless otherwise indicated. 4) All plates are 3x6 TL20 unless otherwise indicated. 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 334 Ito uplift at joint B and 387 lb uplift at joint I. 7) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. 8) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 4, AZI Customer No: 1104;5 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H2 Job Truss Truss Type Qly Ply Centex-Orlando/2509-C(sk/4-22-4 54600598 H3 ROOF TRUSS 1 N' Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:37 2004 Page 1 11-0.0 25-0-0 --i 29.6-13 , 36-0-0 j1-0-0 6-5-3 4-6-13 14-0.0 4.6-13 6-5-3 Scale . 1:63. 5x6 TL20= 6x6 TL20= 0 E F 5.00 12 W2 W1 W2 3 Q Tkj 4 W ti d (/ 8.-1 to 3x7 TI20= M L K J I 3x7 TL20= 3x6 TL20= 3x10 M1118H= 3x8 TL20= 300 M1118H= 3x6 TL20= 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9-3.14 Plate Offsets X Y : 0:0-3-0 0.2-4 ,[F:0-3-0,0-2-4] LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.20 K >999 240 M1118H 195/188 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.55 K-M >784 180 TL20 245/193BCLL0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.16 H n/a n/a BCDL 10.0 CodeFBC2001/T'P12002 Matrix) Weight: 167lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1.15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-6 oo bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) H=1427/Mechanical, B=1498/0-3-8 Max Horz B=117(load case 4) Max UpliftH=-249(load case 3), B=-296(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-30,16/597, C-D=-2782/567, F-G=-2789/574, G-H=-3057/607, D-E=-2829/671, E-F=-2829/671 BOT CHORD B-M=-499/2749, L-tA=•418/2371, K-L=-418/2371, J-K=-410/2374, 1-J=-410/2374, H-1=-497/2761 WEBS C-M=-312/236, D-M=•53/434, F-I=-61/442, G-I=-319/243, E-K=-449/255, D-K=-149/677, F-K=-147/675 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOI_=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) All plates are 2x3 TL20 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 249 lb uplift at joint H and 296 lb uplift at joint B. 8) Truss shall be fabricated per ANSI/fPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. 9) H28R: Right and may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard r Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H3 Job Truss ZOFTRUSSssType 54600588 IH4 ' Oly I Ply 10-Q 6-5.3 13-0-0 23-0-0 29-6-13 36-0-0 1-0-0 6-5-3 6-6-13 10-0-0 6-6-13 6-5-3 5x6 TL20= 5x6 TL20= Scale . 1 Iy 0 3x7 TL20= M L 3x6 TL20= 3x6 TL20= 3x6 TL20= 3x6 TL20= 3x6 TL20= 3x7 TL20= 9-3-14 _ 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 j 8.8-2 9-3-14 Plate Offsets (X,Y1: D:0-3 0 0-2"41 [F 0-3.0,0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.18 K >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.75 Verl(TL) -0.50 K-M >855 180BCLL0.0 Rep Stross Incr YES WB 0.18 Horz(TL) 0.16 H n/a n/a BCDL 10.0 Cod@FBC2001/TPI2002 Matrix) Weight: 171lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) H=1427/Mechanical, B=1498/0-3-8 Max Horz 13=133(load case 4) Max UpliftH=-241(load case 5), B=-302(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/22, B-C=-3071/540, C-D=-2769/499, F-G=-2776/506, G-H=-3081/549, D-E=-2365/514, E-F=-2365/514 BOT CHORD B-M=-503/2777, L-1v1=-326/2174, K-L=-326/2174, J-K=-315/2176, I-J=-315/2176, H-1=-447/2788 WEBS C-M=-399/284, D-NI=-96/556, F-1=-104/564, G-1=-405/290, E-K=-281/156, D-K=-48/440, F-K=-47/438 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98: 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber DOI_ 1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 TL20 unless otherwise Indicated. 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 241 lb uplift at joint H and 302 Ib uplift at joint S. 7) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. 8) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H4 you I russ Truss Type Oty Ply Centex-Orlando/2509-C/sk/4-22-4 54600588 H5 ROOF TRUSS Vmeference optional) Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MITek Industries, Inc. Thu Apr 22 10:42:39 2004 Page 1 1 0 p 6-5-3 i 11-10-14 15-0.0 21.0-0 _ 24-1-2 _[ 29.6.13 36-0.0 1.0-0 6-5.3 5-5-10 3-1-2 6-0-0 3-1-2 5-5-10 6-5.3 Scale -1:63. 5.00 12 5.6TL20= 5x6 TL20= 5x8 TL20 E F 5x8 TL20-- 0 a 2x3 TL20 1 2x3 TL20// w HW2W23 4 W A o G% Ig 3x7 TL20= N M L K J 3x7 TL20= 34 TL20= Us TL20= 500 TL20= 3x8 TL20= 3x8 TL20= 9-3-14 1 18-0-0 26-8-2 36-0-0 9-3-14 8-8.2 8-8-2 9-3-14 Plate Offsets MY): D:0-4-0,0-3-0],_[E:0.3-0,0-2-41,[F:0-3-0 0-2-41[G:0-4-0 0-3-0] LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Hell Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.17 L >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.50 I-J >855 180BOLL0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 CodeFBC20011TPI2002 Matrix) Weight: 183lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-5 cc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-10 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=1498/0-3-8, 1=1427/Mechanical Max Horz B=150(load case 4) Max UpliftB=-324(load case 4), 1=-262(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/22, B-C= 30G3/553, C-D=-2770/469, D-E=-1963/396, F-G=-1983/396, G-H=-2778/479, H-1=-3073/566, E-F=-2021/387BOTCHORDB-N=-558/2768, M-IJ=-336/2265, L-M=-336/2265, K-L=-256/2268, J-K=-256/2268, 1-J=-446/2779WEBSC-N=-377/255, D-N=-68/501, G-J=-77/509, HJ=383/261, E-L=-61/505, F-L=-60/504, G-L=-597/249, D-L=-594/245 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber DOL0.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 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 324 lb uplift at joint B and 262 lb uplift at joint I. 6) Truss shall be fabricated ANSI/TPI requirements. Plates beperqualityshall of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicated4" interiorandwithinof joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. 7) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard Customer No: 1104;i Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H5 Job Truss Truss Type Oty Ply Centex-Orlando/2509-Cfjsk/4-22 4 54600586 H6 ROOF TRUSS 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 200 s ep 20 3 MiTek Industries, Inc. Thu Apr 22 10:42:39 2004 Page 1 6-5.3 11-10-14 17-0-0 19-0-0 24-1-2 29-6-13 36 0-0 1-0-0 6-5-3 5-5-10 5-1-2 2-0-0 5-1-2 5.5-10 6-5-3 Scale a 1:63. 5x6 TL20= 5 5.00 12 x6 TL20= E F 5x8 TL20 5x8 TL20-' D 0 2x3T120 / 1 2x3T1.20 i W2 W2 3 H its 4 W i - IA881L3 Ig 3x7 TL20= N M L K I 3x7 TL20= 3x6 TL20= 3x8 TL20= 5x12 TL20= 3x6 TL20= 3x6 TL20= 1 9-3-14 18-0-0 26-8-2 36-0-0 9-3.14 8.8-2 8-8-2 9-3-14 Plate Offsets (X,Y): D:0-4-0,Q-3-01,(E:0-3.0,0.2-41,(F:0-3-0 0-2-4] [G:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.17 L >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.50 W >851 180BCLL0.0 Rep Stress Incr YES WE 0.75 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 CodeFB,02001lrP12002 Matrix) Weight: 183lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2.4 oc purllns. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-11.13 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8=1498/0 l-8, 1=1427/Mechanical Max Horz B=167(load case 4) Max UpliftB=-343(load case 4), 1=-281(load case 5) FORCES (Ib) - Maximum CompresMon/Maximum Tension TOP CHORD A-B=0/22, B-C=-30!i7/598, C-D=-2773/518, D-E=-1947/368, F-G=-1947/366, G-H=-2780/528, H-1=-3067/611, E-F=-1812/371BOTCHORDB-N=-615/2762, M-IV=-404/2278, L-M=-404/2278, K-L=-267/2281, J-I<=-267/2281, IJ=-487/2773 WEBS C-N=-361/245, D-N=-62/490, G-J=-70/497, HJ=-367/251, E-L=-113/524, F-L=-112/523, G-L=-698/292, D-L=-694/288 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber 001-=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tootle 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 343 lb uplift at joint B and 281 lb uplift at joint I. 6) Truss shall be fabricated per ANSIIrPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. 7) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard D - Customer No: 1104;i Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H6 Job Truss Type cxy Ply Cenlex-Orlando/2509-C(sk/4-22-4 54600588 T7 ROOF TRUSS Job Reference (optional) _ Universal Forest Products,lnc., Burlington, NC 27215 .Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:42 2004 Page 1 11.10-14 18.0.0 t24-1.2 29-6-13 [ 36-0-0 1-0-0 6.5-3 5-5-10 6-1-2 6.1-2 5-5-10 6-5-3 Scale . 1:61. 5x6 TL20= 5.00 12 E 5x8 TL20 % / 5x8 TL20-- T p l F IV 2xfl TL20Q 2x3 TI20 i C / W W2 W2 3 G 4 yy i d L I, 3x7TL20= M L K J I 3x7TL20= 3x6 TL20= 3x6 TL20= 9-3-14 _TT 18-0-0 26-8-2 _ 36-0.0ri 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offsets X Y): [13:0-4-0,0-3-0,,[F:0.4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.17 K >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.51 H-1 >846 180 BCLL 0.0 Rep Stross Incr YES WB 0.80 Horz(TL) 0.16 H n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 174lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9.13 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 13=1498/0-3-8, H=1427/Mechanical Max Horz B=175(load case 4) Max UpliftB=-351(load case 4), H=-290(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3056/618, C-D=-2773/540, D-E=-1944/404, E-F=-1944/402, F-G=-2781/551, G-H=-3066/631 BOT CHORD B-M=-641/2760, L-10=-436/2281, K-L=-436/2281, J-K=-292/2284, [J=-292/2284, H-1=-505/2772 WEBS C-M=-352/238, D-tvl=-57/483, D-K=-726/307, E-K=-137/1052, F-K=-729/311, F-I=-65/491, G-1=-358/245 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.0psf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) All plates are 3x8 TL20 unless otherwise indicated. 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 351 lb uplift at joint B and 290 lb uplift at joint H. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. 7) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson Instructions for installation. LOAD CASE(S) Standard W — -- Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588T7 Jot) Iruss Truss Type Qty Ply Centex-Orlando/2509-Cffsk/4.22-4 W00588 T8 ROOF TRUSS t 1 , r Job Reference o tional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:43 2004 Page 1 6.5-3 11-10.14 I-___, 18-0-0 .24-1.2 29-6-13 36-0-0 1-0-0 6-5-3 5-5-10 6-1-2 6-1-2 5-5-10 6-5-3 1-0-0 Scale a 1:62. 5x6 TL20= 5.00 12 E 5x8 TL20 5- if 5x8 TL20` D F 2x3 TL20, 10 2x3 TL201/i CW W2 W2 3 a 4 W 13 H A3x7 TL20= N M L K J 3x7 TL20= 3x6 TL20= 3x6 TL20= 9- 3-14 18-0-0 26-8-2 36 0 0 9- 3-14 8-8.2 8-8-2 9-3-14 Plate Offsets X Y): D:0-4-0,0-3-0]_[F:0-4-0,0-3-0] LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 L >999 240 TL20 245/193 TCDL10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.49 H-J >870 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.16 H n/a n/a BCDL10.0 CodeFB02001/TP12002 Matrix) Weight: 176lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOTCHORD2X4SYPNo.2 BOT CHORD Rigid ceiling directly applied or 7-10-7 oc bracing. WEBS2X4SYPNo.3 REACTIONS ( lb/size) 8=1497/0 1-8, H=1497/0.3-8 Max Horz B=-167(load case 5) Max UpliftB=-351(load case 4), H=-351(load case 5) FORCES ( lb) - Maximum Compres;sion/Maximum Tension TOP CHORD A-B=0/22, B-C= 30:53/617, C-D=-2770/540, D-E=-1941/401, E-F=-1941/401, F-G=-2770/540, G-H=-3053/618, H-1=0/22 BOTCHORDB-N=-633/2758, M-N=-429/2278, L-M=-429/2278, K-L=-261/2278, J-K==261/2278, H-J=-466/2758 WEBSC-N=-352J238, D-N=-57/483, D-L=-726/307, E-L=-135/1050, F-L=-726/307, F-J=-57/483, G-J=-352/239 NOTES ( 6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-sei andgust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end verticalleftexposed; Lumber DOI-=1,60 plate grip DOL=1.33. 3) All plates are 3x8 TL20 unless otherwise indicated. 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 351 lb uplift at joint B and 351 lb uplift at joint H. 6) Truss shall be fabricated per ANSIlrPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicatedandwithin4" of interior Joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 1104E5 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 25019 ELEV C RF Date Req:05/21/2004 Draw No:54600588T8 Job Truss Truss Type Oly Ply Centex-Orlando/2509-Cfjsk/4-22-4 54600588 H9 ROOF TRUSS 1 k Job Reference (optional) Universal Forest Producls,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:40 2004 Page 1 11-10-14 17.0-0 19-0-0 24-1.2 29-6-13 36.0-0 7 0 i 1.0-0 6-5-3 5-5-10 5-1.2 2-0.0 5-1-2 5.5-10 6-5.3 1-0-0 Scale 1:63.1 54 TL20= 5.00 12 5x6 TL20= E F 5x8 TL20 !;- 5x8 TL20-- D O 2x3 T1-20,, i / 1 2x3 7L20! C j -- W W2 W2 3 H 4 W 0 W TL20= O N M L K 30 TL20= 3x6 TL20= 3x8 TL20= 5xl2 TL20= 3x8 TL20= 3x6 T120= 9-3-14 I 18-0-0 26.8-2 36-0-0 I 9-3-14 8-8-2 8.8-2 9-3-14 Plate Offsets X( ,Y): D:0-4-0,0-3-Ol,JE:O-3.0,0.2-41,[F:0-3-0 0-2-4),[G:0-4-0,0-3-01 LOADING (psi) SPACING 2.0-0 CSI DEFL in (loc) Well Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0,17 M >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.49 I-K >876 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 CodeF8--200lfTP12002 Matrix) Weight: 185lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 13=1497/0 -8, 1=1497/0-3-8 Max Horz B=159(load case 4) Max UpliftB=-343(load case 4), 1=-343(load case 5) FORCES (lb) - Maximum Compres:sion/Maximum Tension TOP CHORD A-B=0/22, B-C=-30:i4/598, C-D=-2770/518, D-E=-1944/366, F-G=-1944/366, G-H=-2770/518, H-1=-3054/598, 1-J=0/22, E-F=-1809/368 SOT CHORD 8-0=-607/2759, N-O=-396/2275, M-N=-396/2275, L-M=-237/2275, K-L=-237/2275; I-K=-449/2759 WEBS C-0=-361/245, D-C=-62/490, G-K=-62/490, H-K=-361/245, E-M=-112/523, F-M=-1121523, G-M=-694/288, D-M=-694/288 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber DOI-=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 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 343 lb uplift at joint B and 343 lb uplift at joint I. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet Is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 1104;5 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H9 Job Truss Truss Type Qty Ply Cenlex-Orlando/2509-Cfjsk/4-22-4 54600588 H10 ROOF T11111 1fY, Job Reference optlonal Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MTek Industries, Inc. Thu Apr 22 10:42:32 2004 Page 1 1 0 p 6-5-3 11.10.14 15-0-0 21-0-0 24-1.2 29-6-13 36.0-0 1.0-0 6-5-3 5.5-10 3-1-2 6.0.0 3-1-2 5.5.10 6.5-3 1-0-0 Scale - 1:611 5.00 12 5x6 TL20= 5x6 TL20= 5x8 TL20 % E F T 5x8 TL20-1 2x3 T120, 1 2x3 TL20-/i O ' W W2 W2 3 H 4 W B IAEn_ 81 J fdV_ tl 3x7 TL20= O N M L K 30 TL20= 3x6 TL20= 3x8 TL20= 5x10 TL20= 3x8 TL20= 3x6 TL20= 9-3 14 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9.3-14 Plate Offsets X Y) [D:0-4-0 0-3- , [E:0-3-0,0-2-4] [F:0-3-0 0-2-41 [G:0.4.0 0.3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.17 M >999 240 TL20 245/193TCOL10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.49 I-K >880 180BCLL0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 CodeFB32001/TP12002 Matrix) Weight: 184lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2.12 cc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-5 cc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8=1497/03.8, 1=1497/0-3-8 Max Horz B=-143(load case 5) Max UpliftB= 324(load case 4), 1=-324(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3060/553, C-D=-2768/468, D-E= 1980/394, F-G=-1980/394, G-H=-2768/469, H-1=-3060/553, I-J=0/22, E-F=-2018/385 BOT CHORD B-0=-550/2766, N-0=-328/2262, M-N=-328/2262, L-M=-238/2262, K-L=-238/2262, 1-K=-408/2766 WEBS C-0=-377/255, D-C=-68/501, G-K=-69/501, H-K=377/255, E-M=-60/504, F-M=-60/504, G-M=-594/245, D-M=-594/245 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.0psf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber 001.=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 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 324 lb uplift at joint B and 324 lb uplift at joint I. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing aides and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard 1 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H10 Job Truss Truss Type Qty Ply Centex-Orlando/2509-CIJsk/4-22-4 54600588 H11 ROOFTRUSS 1 1 r tornvrc« Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr i200 s'Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:33 2004 Page 1 13-0-0 23-0-0 _j _ 29-6-13 36-0-0 37-0-P1.0.0 6.5-3 6-6-13 10-0-0 6-6-13 6-5.3 1-0-0 Scale - 1:63.1 5x6 TL20= 5x8 TL20= 0 E F 12 5.00 F12 w z NO w a T4 4 W HdIA, ice' p.i' '- a 0 3x7 TL20= N M L K J 3x7 TL20= 3x6 TL20= Us TL20= Us TL20= 3x8 TL20= 3x6 TL20= 9.3-14 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9-3-1 4 Plate Offsets X Y : D:O.3-00 0-2-41 [F:0-3-0,0.2-4) LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) I/defl L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.18 L >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.50 L-N >858 180 BCLL 0.0 Rep Stross Incr YES WB 0.18 Horz(TL) 0.16 H n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 173lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2.15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-14 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 13=1497/03-8, H=1497/03-8 Max Horz B=-126(load case 5) Max UpliftB=-302(load case 4), H=-302(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-30 58/540, C-D=-2766/498, F-G=-2766/498, G-H=3068/540, H-1=0/22, 0-E=-2362/511, E-F=-2362/511 BOT CHORD B-N=-495/2775, M,N=-316/2171, L-M=-316/2171, K-L=-303/2171, J-K=303/2171, H J=-417/2775 WEBS C-N=-399/284, D-N=-96/556, F-J=-96/556, G-J=-399/284, E-L=-281/156, D-L=-47/439, F-L=-47/439 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber 00I_=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 TL20 unless otherwise indicated. 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 302 lb uplift at joint B and 302 lb uplift at joint H. 7) Truss shall be fabricated per ANSI/TPI quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H11 Job Truss Truss Type Oty Ply Centex-Orlando/2509--Clsk/4-22-4 54600588 H12 ROOF TRUSS 1 Job Reference o iional Universal Forest Products,lnc., Burlington, NO 27215, Jeff Kerr JIM;. " ' .200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:33 2004 Page 1 1I 0-?1___-6-5.3 11.0-0 25-0-0_ 29.6-13 36-0-0 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 1-0.0 Scale a 1:63.1 5x6 TL20= 5x6 TL20= D E F 5.00 12 j/-/ W2 NVI W2 3 J 4 W B1dIA o (/ Ib 3x7 TL20= N M L K ,1 3x7 TL20= 3x6 TL20= 3x8 TL20= 3x8 TL20= 3x8 TL20= 3x6 TL20= 9-3-14 18.0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8.2 9-3-14 Plate Offsets X Y : D:0-3-0,0-2-4j:_[F:0-3-0 0.2-411 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.42 Vert(LL) -0.20 L >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.54 L-N >787 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.16 H n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 169lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-11.7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8=1497/0-:I-8, H=1497/0-3-8 Max Horz B=-109(load case 5) Max UpliftB=-296(load case 2), H=-296(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/22, B-C=-30,14/597, C-D=-2779/566, F-G= 2779/566, G-H=-3044/597, H-1=0/22, D-E=-2825/668, E-F=-2825/668 BOT CHORD B-N=-489/2747, M-IV=-408/2368, L-M=-408/2368, K-L=394/2368, J-K=-394/2368, H-J=-466/2747 WEBS C-N=-313/236, D-N=-53/434, F-J=-54/434, GJ=-313/237, E-L=-449/255, D-L=-147/676, F-L=-148/676 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOI-=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 TL20 unless otherwise indicated. 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 296 lb uplift at joint 8 and 296 lb uplift at joint H. 7) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecific: building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard IVY Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H12 Job Truss Truss Type Oly Ply Centex-Orlando/2509-Cfjsk/4-22-4 54600586 H13 HIP IM 11 yp. 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:34 2004 Page 1 1 5-9-1 9-0-0 15-0.0 21-0-0 ___i 27-0-0 30 36-0-0 17-0p 1-0-0 5.9.1 3-2-15 6-0-0 6-0.0 6-0-0 3-2-15 5-9-1 1-0-0 Scale . 1:63.1 5x6 TL20= 3x6 TL20= 5x8 TL20= 5x6 TL20= 5.00 12 D E F t3 2x3 T1-20Q 2x3 TL20 i wi 2 w W1 IV 9 1 YIA 9 J Iy 3x7 TL20= O N M L K 3x7 TL20= 3x8 TL20= 300 MI118H= 3x6 TL20= 3x10 M1118H= 3x8 TL20= 9-1.12 18.0-0 26-10-4 36-0-0 9-1-12 8-10.4 B-10-4 9.1-12 Plate Offsets (X,Y): fD:0-3-0 0-2-4 F:0-4-0 0.3.0 G:0.3.0 0-2-4 LOADING (psi) SPACING 2.0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.25 M >999 240 M1118H 195/188TCOL10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.66 M-0 >647 180 TL20 245/193BCLL0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.19 1 n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 169lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 13=1497/0.3-8, 1=1497/0.3-8 Max Horz B=-93(load case 5) Max UpliftB=-323(load case 2), 1=-323(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3067/666, C-D=-2813/633, O-E=-2592/609, E-F= 3350/803, F-G=-2592/609, G-H=-2813/633, H-I=-3067/666, I-J=0/22BOTCHORD8-0=-556/2771, N-(D=-722/3284, M-N=-722/3284, L-M=-717/3284, K-L=-717/3284, 1-K=-535/2771 WEBS D-0=-95/788, G-K=-95/788, C-O=-255/203, H-K=-255/204, E-0=-909/294, E-M=0/162, F-M=0/162, F-K=-909/294 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber DOI_=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 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 323 lb uplift at joint B and 323 lb uplift at joint I. 7) Truss shall be fabricated per ANSIfrPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecific, building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 25019 ELEV C RF Date Req:05/21/2004 Draw No:54600588H13 Job Truss Truss Type Oty Ply Centex-Orlando/2509-C/sk/4.22.4 54600588 H14 HIP 1 r:., Referenceob o tional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:35 2004 Page 1 11.0_p 4-6-5 7-0-0 12-6-14 18.0-0 23-5-2 29-0.0 31-5.11 36-0-0-p 1-0-0 4-6-5 2-5-11 5.6-14 5-5.2 5-5-2 5-6-14 2-5-11 4-6-5 1-0-0 Scale 1:62. 700 M1118H= 5.00 12 2x5 TI2011 5x8 TL20= 700 M1118H= 20 TL20,1 0 E F G H I TS -- 20 TI-2011 C /% J 1 Wt W11 / W1 3 ! V8 I( dlA 1 L b 14 DQ 6 500 TL20= Q P 0 N M 500 TL20= 700 M1118H= 7-1-12 12.6-14_ 18-0-0 23-5-2 28-10-4 36-0-0 7-1-12 5-5-2 5-5-2 5-5-2 5-5-2 7.1-12 Plate Offsets X,Y):[B:0-2.7,Edge],[D:0.3-0,0-4-0],fl:0-3-0 0-4-01[K:0-2-7 Edge] [0:0-5-0,0-4-8] LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) Well Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.73 0 >590 240 M1118H 195/168 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -1.44 0 >297 180 TL20 245/193 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.26 K n/a n/a BCDL 10.0 CodeFB020011TP12002 Matrix) Weight: 221lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 1-9-8 oc purlins. T3 2 X 6 SYP No.2, T2 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-8 oc bracing. BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 'Exc:ept' W 1 2 X 4 SYP No.2, W 1 2 X 4 SYP No.2, W1 2 X 4 SYP No.2 W12X4SYP No.2 REACTIONS ( lb/size) K=3079/0•,:1-10 (input: 0.3-8), B=3079/0-3-10 (input: 0-3-8) Max Horz B=-77(load case 5) Max UpliftK=-914(load case 3), B=-914(load case 2) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/26, B-C=-7065/2273, C-D=-6987/2303, D-E=-9397/3173, E-F=-10284/3441, F-G=-10284/3441, G-H=-10284/3441, H-I=-9397/3173, I-J=-6987/2303, J-K=-7065/2273, K•L=0/26 BOT CHORD B-Q=•2045/6456, P-0-2058/6499, O-P=-3077/9394, N-O=-3071/9394, M-N=-2048/6499, K-M=-2026/6456 WEBS D-Q-0/291, I-M=0/291, C-O--38/191, D-P=-1148/3305, E-P=-1280/648, E-0=-311/1056, F-O=-687/436, H-0=-311/1056, H-N=-1280/648, I-N=-1148/3305, J- M=-38/191 NOTES ( 12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end verticalleftexposed; Lumber DOI.=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) All plates are 5x6 TL20 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) WARNING: Required bearing size at joint(s) K, B greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 914 lb uplift at joint K and 914 lb uplift at joint B. 9) Girder carries hip end with 7-0-0 end setback 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b down and 270.31b up at 29-0-0, and 385.01b down and 270.31b up at 7.0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. BuildingDesignershallverifyalldesigninformationonthissheetforconformancewithconditionsandrequirementsofthespecificbuilding and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-60, D•1=-131(F'=-71), I-L=-60, B-K=-44(F=-24) Concentrated Loads (lb) Vert: D=-385(F) 1=-385(F) 7 q ,viz Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/ Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H14 54600588 • J HJ7 - I ENDJACK TRUSS 27215, CAA i 1-6-8 5-8-6 1-6.8 5.8-6 3x4 TL20= 4-1-11 3.54 12 3x4 TL20 W2 1 `-, ---_ W1 Scale - 1: 3- Q F E 2x3 TL2011 2x3 TL20 LOADING (psf) SPACING 2.0-0 5-a-b 4-0-15 0.0-12 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.03 F-G >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) 0.03 A >762 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 E n/a n/a BCDL 10.0 CodeFB02001/TP12002 Matrix) Weight: 40lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=433/0-3-8, E=407/Mechanical, D=220/Mechanical Max Horz B=196(loacl case 2) Max UpliftB=-151(load case 2), E=-67(load case 2), D=-148(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/24, B-C=-851/119, C-D=-73/45 BOT CHORD B-G=-257/794, F-G=-257/794, E-F=0/0 WEBS C-G=0/169, C-F=-871/282 NOTES (5) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber 001=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint B, 67 lb uplift at joint E and 148 lb uplift at joint D. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 5) Truss shall be fabricated per ANSIlrPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design Information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-60 Trapezoidal Loads (plf) Vert: B=O(F=10, B=10)-to-E=-49(F=-15, 13=15), 8=-2(F=29, B=29)-to-D=-148(F=-44, 8=-44) Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588HJ7 Job I Truss I Truss Type 54600588 1 E17 ' I ROOF TRUSS 5, 3x4 TL20= 6-11-4 Scale - 1:1 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 SPACING 2-0.0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES CSI TC 0.59 BC 0.22 WB 0.00 DEFL in (loc) I/deft L/d Vert(LL) n/a - n/a 999 Vert(TL) 0.20 A >69 180 Horz(TL) -0.00 C n/a We PLATES GRIP TL20 245/193 BCDL 10.0 CodeFB02001/fP12002 Matrix) Weight: 23lb LUMBER TOP CHORD 2 X 4 BOT CHORD 2 X 4 SYP No.2 SYP No.2 BRACING TOP CHORD BOT CHORD Structural Rigid wood ceiling directly sheathing directly applied or 6-0.0 oc purlins. applied or 10-0.0 oc bracing. REACTIONS (lb/size) C=198/Mechanical, B=346/03-8, D=68/Mechanical Max Horz 8=160(load case 4) Max UpliflC=-139(load case 4), B=-112(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-84i62 BOT CHORD B-D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 1 tOmph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed; end vertical left exposed; Lumber 00I-=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint C and 112 lb uplift at joint B. 4) Truss shall be fabricated per ANS;I/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 1104;5 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EJ7 Job I Truss I Truss Type 54600588 1 EJ5 - I MONO TRUSS Job 30 2003 IV 1-0-0 1-0-0 5-0-0 5.0-0 2x3 3x4 TL20= 4-10-8 1-0- P 4-10-8 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 TL20 245/193TCDL10.0 Lumber Increase 1.25 Be 0.11 Vert(TL) 0.05 A >256 180BCLL0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/aBCDL10.0 CodeFBC2001/rP12002 Matrix) Weight: 19lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, e) SOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) B=265/0-3-8, D=180/0.1-8 Max Horz 8=96(load case 2) Max UpliftB=-107(load case 2), 0=-57(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/18, B-C=-49,35, C-D=-133/86 BOT CHORD B-D=0/0 NOTES (6) 1) Wind: ASCE 7-98; 11Omph (3-sei-ond gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber DOI_=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Bearing at joint(s) D considers parallel to grain value using ANSI/rPI 1.1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ito uplift at joint B and 57 lb uplift at joint D. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted, Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of thespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 1104.5 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EJ5 Job 54600588 I EG5 I MONO TRUSS Oty I Ply 5.200 s Sed 30 2003 MiTek Industries. Inc. Thu Apr 22 10:42:26 1.0-0 1-0-0 4.00 F12 T1 5-0-0 81 20 TL2011 w1 3x4 TL20= 4-10.8 4-10-8 20 TLrZ, 00 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) n/a n/a 999 TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.06 A >210 180 BCLL 0.0 Rep Stress Iner YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 19lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, execBOTCHORD2X4SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (lb/size) B=260/5-0-0, D=188/5-0.0 Max Harz B=96(load case 2) Max lJpliftB=-99(load case 2), D=-61(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/17, B-C=-48'35, C-D=-139/90 BOT CHORD B-0=0/0 NOTES (7) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; and vertical left exposed; Lumber DOI_=1.60 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint B and 61 lb uplift at joint D. 7) Truss shall be fabricated per AN:;I/fPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EG5 Job Truss Truss Type Oly Ply Centex-Orlando/2509-Ctjsk/4-22-4 54600588 G17 £fCOMMON 3MOMMOP!, Job Reference 009,nalUniversalForestProducts,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:29 2004 Page 1 7-0.12 9-8-0 12-3-4 19-4-0 2(_ 0.4_0_I 7-0.12 2-7-4 2-7-4 7-0-12 1-0-0 Scale a 1:32. 5x4 TL20= D 3x5 TL20-- 3x5 TL20 5.00 12 EC 3x4 TL20- %/ 1 3x4 7L20 j T 2 W W4 W4 y d 61 H 5x7 TL20= M L K J I 5x7 TL20= Us TL2011 3x6 TL2011 7-0-12 9.8-0 12-3-4 19-4-0 7.0-12 2-7-4 2-7-4 7-0-12 Plate Offsets (X Yi A:0-3.6 0-0-01, F:0-0-0 0-0.01,(G:0-3.6,0.0-01,(1:0-0-0 0-0-01 J:O-3-8 0-6-41 (L0-3-8 0-6-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.15 L >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.33 K-L >695 180 BCLL 0.0 Rep Stress Incr NO WS 0.85 Horz(TL) 0.07 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 381lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5.7-11 oc purlins. BOT CHORD 2 X 8 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A=7819/0-3-8, G=5556/0-3-8 Max Horz A=-113(load case 5) Max UpliftA=-2106(I03d case 4), G=-1523(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-15883/4258, B-C=-13343/3585, C-D=-10827/2919, D-E=-10823/2924, E-F=-13530/3629, F-G=-13257/3512, G-H=0/29 BOT CHORD A-M=•3973/14702, L-M=-3973/14702, K-L=-3269/12296, J-K=-3237/12462, IJ=-3176/12249, G-I=-3176/12249 WEBS C-L=- 904/3368, 0-K=-2128/7962, E-J=-976/3645, C-K=-3389/977, E-K=-3634/1041, B-M=-485/1945, B-L=-2763/804, F-I=-571/216, F-J=-120/384 NOTES (10) 1) Special hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3053.01b down and 844.01b up at 12-3-4 on bottom chord. The design/selection ofsuchspecialconnectiondevice(s) is the responsibility of others. 2) 3-ply truss to be connected together with 1Od Common(. 1 48"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 3 rows at 0.4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc, Except member J-E 2 X 4 - 2 rows at 0-6-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3053.01b down and 844.01110 up at 12-3-4 on bottom chord. The design/selection ofsuchspecialconnectiondevice(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided t distribute only loadsnotedas (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 6) All plates are 8x8 TL20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2106 lb uplift at joint A and 1523 lb uplift at joint G. 9) Special hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3053.01b dawn and 844.Olb up at 12-3-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 10) Truss shallbefabricatedperANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-J=- 740(F=-720), G-J=-20, A-D=-60, 0-H=-60 Concentrated Loads (lb) Vert: J=-3053( F) Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509ELEVCRFDateReq:05/21/2004 Draw No:54600588G17 Job Truss Truss Type Qty Ply Centex-Orlando/2509-C(sk/4-22-4 54600588 EJ4 MONO TRUSS 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2 03 MiTek Industries, Inc. Thu At 2x3 TL2011 1.0-0 4-0-0 r 3,a T620— 3.10-8 3-10-8 0 0-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.02 A >707 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC20011TP12002 Matrix) Weight: 15lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B=228/0-3-8, D=138/0-1-8 Max Horz B=80(load case 2) Max UpliftB=-101(load case 2), D=-42(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/18, B-C=-41 26, C-D=-101/64 BOT CHORD B-D=0/0 NOTES (6) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25f ; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber 001-=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Bearing at joint(s) D considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint B and 42 lb uplift at joint D. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EJ4 lob I I cuss I Truss Type I Qly I Ply I Centex-Orlando/2509-Clsk/4-22-4 54600588 . 1 EG8 I MONO TRUSS 30 2003 MiTek 1-0-0 8-0-0 1-0-0 8-0-0 3x4 TL20== LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 B-H >999 180 BCLL &0, Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 34lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) B=191/4.0-0, F=116/Mechanical, H=381/4-0-0 Max Horz B=142(load case 2) Max UpliftB=-62(load case 2), F=-41(load case 2), H=-123(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/17, B-C=-1 Oi3/44, C-D= 40/0, D-E=-20/20, E-F=-74/42 BOT CHORD B-H=0/0, G-H=0/0, F-G=0/0 WEBS D-G=-32/37, C-H=..?62/158 NOTES (7) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 8; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber DOI-=1.60 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. 3) All plates are 2x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable studs spaced at 2-0-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint B, 41 lb uplift at joint F and 123 lb uplift at joint H. 7) Truss shall be fabricated per ANSIfrPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints, Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions andrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer No: 1104115 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EG8 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Clsk/4-22-4 54600588 GE15' ROOF TRUSS Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 2210:42:29 2004 Page 1- 1 -0-0 , 5-1-14 9-8-0 14-2-2 19-4-0 j20-4-O.j 1-0-0 5-1-14 4-6.2 4-6-2 5-1.14 1-0-0 Scale - 1:34. 3x6 TL20= H G I 5.00 12 E El K D T T L T T M T TI El TrT T N a 2- G Id V 3x5 T1-20 = Z Y 3x5 TL20= 3x6 TL.20= 6.3-4 9.8.0 19-4-0 6-3-4 3-4-12 9-8-0 LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) 1/defl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.04 B-Z >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.08 B-Z >902 180BCLL0.0 Rep Stress Incr YES WS 0.05 Horz(TL) 0.00 N n/a n/a BCDL 10.0 CodeFB4:,2001/TP12002 Matrix) Weight: 100lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) N=212/13-0-12, 6=308/0-8-0, V=160/13-0-12, W=-190/13-0-12, X=572/13-0-12, T=83/13-0.12, S=106/13.0.12, R=126/13-0-12, Q=14/13-0-12, P=295/13-0-12 Max Horz X=100(load case 4) Max UpliftN=-74(load case 5), B=-123(load case 4), V=-14(load case 4), W=-190(load case 1), X= 204(load case 4), S=-47(load case 5), R=-44(load case 5). Q=-15(load case 5), P=-97(load case 5) Max GravN=212(loacl case 1), B=308(load case 1), V=160(load case 1), W=57(load case 4), X=572(load case 6), T=86(load case 7), S=107(load case 7), R=126(load case 1), Q=14(load case 7), P=295(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-119/36, C-D=-57/58, D-E=-37/70, E-F=-116/92, F-G=-67/106, G-H=-67/103, H-1=-66/105, I-J=-77/111, J-K=-76/93, K-L=-69/77, L-M=-94/66, M-N=-102/38, N-0=0/21 BOT CHORD B-Z=0/100, Y-Z=0/100, X-Y=0/100, W-X=0/0, V-W=0/0, U-V=0/0, T-U=0/103, S-T=0/103, R-S=0/103, Q-R=0/103, P-Q=0/103, N-P=0/103WEBSG-V=-72/5, F-W=0/39, E-X=-285/131, D-Y=-28/24, C-Z=-54/76, I-T=-59/1, J-S=-82/63, K-R=-90/62, L-Q=-23/24, M-P=-204/130 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp 8; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Truss designed for wind loads in fhe plane of the truss only. 4) All plates are 2x3 TL20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable studs spaced at 1-4-0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint N, 123 lb uplift at joint B, 14 lb uplift at joint V, 190 lb uplift atjointW, 204 lb uplift at joint X, 47 lb uplift at joint S, 44 lb uplift at joint R, 15 lb uplift at joint Q and 97 lb uplift at joint P. 8) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce bucklingofindividualmembersonlyanddoesnotreplaceerectionandpermanentbracingrequiredfortheoverallbuildingdesign. BuildingDesignershallverifyalldesigninformationonthissheetforconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes onlyandarenotpartoftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard CI Customer No: 1104.15 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588GE15 Job I Truss I Truss Type i my 54600588 I GE18 ' I ROOF TRUSS 1-0-0 , 3-6-0 1.0-0 3-6-0 5x4 TL20= 3-6-0 1-0-0 Soale - 1: U4 TL20= U4 TL20= 3-6-0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 F >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.01 E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 D n/a n/a BCDL 10.0 CodeFB02001/TPI2002 Matrix) Weight: 27lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8=333/0-8-0, 0=333/0-8-0 Max Horz B=-47(load case 5) Max UpliftB=-128(load case 4), D=-128(load case 5) FORCES (lb) - Maximum Compres:3ion/Maximum Tension TOP CHORD A-B=0/22, B-C=-313/28, C-D=-318/28, D-E=0/22 BOT CHORD B-F=0/244, D-F=O/244 WEBS C-F=0/75 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber 00I-=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint B and 128 lb uplift at joint D. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588GE18 Job Truss Truss Type Oly Ply Centex-Orlando/2509-Clsk/4-22-4 54600588 T16 ROOF TRUS 1 1 mswamJob Reference optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr Maq,(s Sep 30 2003 MiTek Industries, Inc. Thu Apr 2210:42:42 2004 Page 1 F- 1-0-0 j 6-5-6 9-8-0 12-10-10 19-4-0 2) 0-4-0 j 1- 0-0 6-5.6 3-2-10 3-2-10 6-5.6 1-0-0 Scale - 1:34. 5x4 TL20= 0 2x3 TL20>20201i 5.00 12 E Ni 2 6 // F 3x5 TL20= H 3x5 TL20= 5xa TL20= 9- 8-0 19-4-0 9- 8-0 9-8-0 Plate Offsets (X,Y): fH:0-4-0,0-3-01 LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.07 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.32 B-H >720 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.04 F n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 81lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins. BOTCHORD2X4SYPNo.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS2X4SYPNo.3 REACTIONS ( lb/size) F=830/0.3-3, B=830/0.3.8 Max Horz B=98(load case 4) Max UpliftF=-216(load case 5), B=-216(load case 4) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-13'79/276, C-D=-1072/189, D-E=-1072/169, E-F=-1379/276, F-G=0/22 BOTCHORD B-H=-250/1221, F-H=-152/1221 WEBS C-H=-374/231, 0-H=-86/690, E-H=-374/231 NOTES ( 5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOI_=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tootle Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 lb uplift at joint F and 216 Ito uplift at joint B. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 110415 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/ Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588T16 Job Truss Truss Type Qty fly Centex-Orlando/2509-Clsk/4.22-4 54600586 Vol ROOF TRUSS 1 Job Referen ional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 20038MiTek Industries, Inc. Thu Apr 22 10:42:44 2004 Page 1 1.10-2 2-4-10 1.10-2 0-6-8 i' Scale . 1:4. 5.00 F12 q / T2 N 16 b B1 YQ 2-4-10 I 2-4-10 Plate Offsets X B:0-2-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) I/defl L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.01 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(fL) 0.00 C n/a n/a BCDL 10.0 CodeFBC200lfTP12002 Matrix) Weight: 7lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4.10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A=41/2-4-10, C=47/2.4.10 Max Horz A=10(load case 4) Max UpliftA=-8(load case 4), C=-10(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-23/10, B-C=-2-7/16 BOT CHORD A-C=0/12 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOl =1.60 plate grip DOL=1.33. 3) All plates are 3x4 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable requires continuous bottorn chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ito uplift at joint A and 10 lb uplift at joint C. 7) Truss shall be fabricated per ANS.I/fPl quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design Information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard cCustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588V01 Job Truss Truss Type ay Ply Centex-Orlando/2509-Clsk/4-22-4 54600586 V02 ROOF TRUSS 1 ob Reference (optional) U4 TL20= Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 00'30'2003 MiTek Industries, Inc. Thu Apr 22 10:42:44 2004 Page 1 3-10-2 a 4-6-10 3-10-2 r 0-0 l Scale 1:8.1 J T2 5.00 I 12 N A B1 a x44d 4-4-102,. Tel 4-4-10 Plate Offsets (X,Y):4B:0-2.0 EdgelLOADING ( psf) SPACING 2-0-0 DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25CFO. Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.00 0 n/a n/a BCDL 10.0 CodeFB020O1/TPf2OO2 Weight: 14lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins, BOTCHORD2X4SYPNo.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) A=142/4-4-10, 0=142/4-4.10 Max Horz A=56(load case 4) Max UpliftA=-29(load case 4), D=-42(load case 4) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-122/15, B-C=-108/51, C-D=-89/52 BOTCHORD A-D=-31/80 NOTES ( 6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCUL=6.Opsf; BCDL=6.Opsf; Category Il; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; and vertical left exposed; Lumber DOI_=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint A and 42 lb uplift at joint D. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior Joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design Information as it may relatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard hl Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/ Job: 25019 ELEV C RF Date Req:05/21/2004 Draw No:54600588V02 Job Trus Truss Type 54600588 V03 s ROOF TRUSS Qly Ply 1 ICentex- Orlando/2509-Clsk/4-22-4 rsurmgron, NC 2/"L19, Derr roe. It A4W05 200 s Sep 30 2003 MiTek Industries, Inc. ld 6 5-10-2 6- 4-10 i 5.10.2 0-6-8 5x4 TL2.0= Scale - 2x3 TL2011 B C 3x4 TL20-S 3x4 TL20= 6-4-10 6-4-10 LOADING (psf) SPACING 2-0.0 CS] DEFL in loc) I/defl Ud PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.36 Vert(LL) n/a n/a 999 TL20 245/193TCDL10.0 Lumber €ncrease 1.25 BC 0.15 Vert(TL) n/a n/a 999BCLL0.0 Rep Stress Incr YES WS 0.03 Horz(TL) 0.00 D n/a n/aBCDL10.0 CodeFBC20011rP12002 Matrix) Weight: 24lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 cc purlins, excepBOTCHORD2X4SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) A=222/6-4.10, D=222/6-4-10 Max Horz A=95(load case 4) Max UpliftA=-44(load case 4), D=-71(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-79/18, B-C=-4/5, C-D=-12/8 BOT CHORD A-D=-19/28 WEBS B-D=-157/103 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98: 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint A and 71 lb uplift at joint D. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet Is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing cc -des and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 1104"i Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21 /2004 Draw No:54600588V03 Job I Truss I Truss Type Oly Ply 54600588 I VO4 . I ROOF TRUSS 5, a g 7-10-2 i8 4 10' 0.6-8 5x4 TL20= Scale . 1:1 C 0 3x4 TL20 3x4 T120= LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber increase 1.25 BC 0.08 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 E n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 35lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD2X4SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) A=88/8-4-10, E=148/8-4-10, F=368/8-4-10 Max Horz A=133(load case 4) Max UpliftE=-46(load case 4), F=-132(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-117/35, B-C=•70/14, C-D=-4/5, D-E=-12/8 BOT CHORD A-F=-8/13, E-F=-8/13 WEBS B-F=-271/190, C-E= 102/64 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) All plates are 2x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint E and 132 lb uplift at joint F. 7) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecific: building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard fD Customer No: 1104:5 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588VO4 russ type I Qty I Ply 54600588 1 1 CJ1 - 1 ROOF TRUSS NC 27215, Jeff Kerr 5.200 s Scale - 1:4. i 0-10-15 0-11-11 3x4 TL2V10.15 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 TL20 245/193TCDL10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 A >999 180BOLL0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/aBCDL10.0 COdeFBC2001fTPl2002 Matrix) Weight: 5lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=133/0-3-8, E=9/Mechanical, C=0/Mechanical Max Horz B=48(load case 4) Max UpliftB=-93(load case 4), C=-5(load case 3) Max Grav B=1 33(load case 1), E=9(load case 1), C=7(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/21, B-C=-26 2, C-D= 4/0 BOT CHORD B-E=0/0 NOTES (4) 1) Wind: ASCE 7-98; 110mph (3-sei;ond gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber DOI_=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint B and 5 lb uplift at joint C. 4) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 25019 ELEV C RF Date Req:05/21/2004 Draw No:54600588CJ1 Job Type I city j Ply 54600588 CJ3 ROOF TRUSS n >" ' `.,,..1 _ Q Job Reference Scale . 1:7. ax,NLM _ 2-10-15 2-11 { 11 2-10-15 0-0-12 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2.0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES CodeFBC2001/TP12002 CSI TC 0.08 BC 0.04 WB 0.00 Matrix) DEFL in (too) I/defl L/d Vert(LL) n/a n/a 999 Vert(TL) -0.00 B-D >999 180 Horz(TL) -0.00 C n/a n/a PLATES GRIP TL20 245/193 Weight: 11lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=69/Mechanical, B=194/0-3-8, D=28/Mechanical Max Horz 8=82(load case 4) Max UpliftC=-46(load case 4), B=-92(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-40/21 BOT CHORD B-D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; endverticalleftexposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint C and 92 lb uplift at joint B. 4) Truss shall be fabricated per ANfiI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it mayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588CJ3 Job I Truss 54600586 1 I CJ5 I ROOF TRUSS 4-1,1r11 ellli R LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.06 A >237 180 BCLL &0, Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 17lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=135/Mechanical, 8=268/0-3-8, D=48/Mechanical Max Harz B=121(load case 4) Max UpliftC=-94(load case 4), B=-100(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-60r42 BOT CHORD B-D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint C and 100 lb uplift at joint B. 4) Truss shall be fabricated per ANSlfrPl quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the trussdesigner. LOAD CASE(S) Standard Customer No: 1104.15 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588CJ5 t o !i M 10x6 lwcd 85 OWN A 10x6 lwcd 12, 90 1Ox10 ra 6. xl rog 6' 8 # T s " 6x1 rog 1fi7 i 3' bath duct • 10' to roof cop w/fan 8x4 lwc 4' 9, l l+il) M&m 8' l0' 12x12 rog I oA40 14x8 lwcd 215 mot MIL go" 5 8x4 lwcd 4' 8x4 lwcd 35 J 7' rh 14x6 lwcd 175 VAMEM so 3' bath duct to roof cap w/Fan dryer watt cap Iscote :1 BY BLDR MIN 2' FROM WALL PLANS REVIEWED CITY 01 SANIOR Must have a rdnirhum clearance of 4 Inches around the air hondter per the State Energy code. Att duct has an r=6 insutation value. Rating J s 0 ZL s\ Cv aC o2f A) hi js L v y Unm Z O N CU ttJ Lu O O M 0 U Q o X 311, O O Ln C/) CU W X LJ J O ('Y z L LJ Q ED cv U cc)> z O U) w oJ zj a z W Q m fL O I U? Q lY C) Cl o ONE BY WOOD BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE - L WOOD BUCK STUCCO BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD TYP.) WINvU'4 HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS CAULK BETWEEN B.W. WOOD BUCK a (BUCK WIDTH) MAS'Y. OPENING INSTALLATION ANCHOR BY OTHERS ONE BY WOOD 3/16' DIA.TAPCON BUCK BY OTHERS I-1/4' MIN. c EMBEDMENT INSTALLATION ANCHOR 3/16' DIA, TAPCON SHIM AS REQ'D. 1/4' MAX. SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS TYP.) (SEE NOTES) B.H. BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL SHIM AS REO'D. RIGID VINYL 1/4' MAX. GLAZING BEAD (SEE NOTES) TYP.) - GLASS _ TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE WOOD BUCK W.W. WINDOW WIDTH) SECTION B-E3 W.W. PRECAST S[LL v Q Q ABYOTHERSVA B C NOTES: SECTION A -A 1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR, MAX. ALLOWABLE SHIM STACK TO BE 1/4-. D 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063- 3) INSTALLATION ANCHOR MUST .BE OF SUFFICIENT LTH. TO ACHIEVE MIN, EMBEDMENT OF 1-1 /a" INTO MASONRY OR CONCRETE. 4) USE SIUCONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. J 5) USE SILICONIZEO ACRYLIC CAULK FOR PERIMETER SEAL AROUND W,H. EXTERIOR OF WINDOW FLANGE. F 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. FOR THE APPROPRIATE DESIGN PRESSURE REO'O. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY. 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN.. EMBEDMENT INTO WOOD BUCK. A 10) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 ELEVATIONSERIESSINGLEHUNGS. 11) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK USE In SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8- MIN. EMBEDMENT AT VIEWED FROM EXTERIOR ALL INSTALLATION FASTENER LOCATIONS, 1-1/4' MIN. EMBEDMENT STLI0 BYIiHERSPERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK !. MAS' Y.. OPENING BY OTHERS CONCRETE OP MASONRY OPENING BY OTHERS TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PsF TO 40PSF 41 PsF TO 70PSF 30PsF TO 40PSF 41 PSF TO 70PsF SIZESIZE12 18 1/8 x 25 6 B F.G F. G F. G F. G 13 18 1/8 X 37 3/8 8 8 6 F,G F.G 14 18 1/5 X 49 5/8 8 8 F.G F.G 145 18 1/8 x 55 1/4 6 8 F,G F.G 15 18 1/8 x 62 8 8 8 F,G F,G.HI 16 IS 1/8 x 71 8 8 F,G F,G.J,K 17 18 1/8 x 83 8 8 F.G F.G 1H2 25 1/2 x 25 8 8 F,G F.G 1H3 25 1/2 x 37 3/8 6 8 F,G F,G,HI 1H4 25 1/2 X 49 5/8 B 8 F.G F,G,H.1 IH45 25 1/2 X 55 1/4 8 8 F.G F•G`H'I 1H5 25 1/2 x 62 6 B F,G F,G,H,I 1H6 IH7 25 1/2 x 71 25 I/2 X 83 8 8 F,G.J,K F,G.J K 30 1/2 x 26 29 1/2 x 25 8 8 8 F.G F ,G 30 1/2 x 38 3/8 29 1/2 x 37 3/8 6 8 F G F,.G 30 1/2 x 50 5/8 29 1/2 X 49 5/8 8 8 F.G F.G,H,I 30 1/2 x 56 1/4 29 1/2 X 55 1/4 8 6 F.G F,G,HI 30 1/2 x 63 29 1/2 x 62 8 8 8 G F. F,G,H.1 30 1/2 x 72 29 1/2 x 71 6 F.G.J-K F,G,J,K 30 1 2 x 84 29 1/2 X 83 6 2236X25F,G 23 36 x 37 /8 6 6 F.G F.G.H I 24 3x 49 5/8 6 6 F G F,G.H,1 245 x 55 1/4 366 188 F,G.H.1 F,G,H,1 Z5 36 X 62 36 X 71 6 8 F,G.H.1 O.E.F,G•H.1 26 27 36 X 83 6 6 F,G,J,K F.,G.H•I,J.K 42 x 26 41 X 25 8 8 8 8 F, G F,G,H,1 42 x 38 3/8 41 x 37 3/8 8 8 F,G F•G HI 42 x 50 5/8 41 x 49 5/8 8 8 F,G.H,1 F,G,H,I 42 : 56 1/4 41 x 55 1/4 8 8 F,G,H,1 O,E.F,G,H.1 42 x 63 41 X 62 8 8 F,G.H,1 D,E,F,G,H.I 42 x 72 41 X 71 41 X 83 8 8 F.G.J.K F,G.HJ,J.K 42 x 84 48 x 26 47 X 25 B A,C F.G F G F,G,H,1 48 x 38 3/8 47 x 37 3/8 8 8 A. F.G F,G H,148 x 50 5/8 47 x 49 5/8 8 A. 0 F,G,H,1 F,G,H,I ae x 56 I/4 47 1/a 55 x8A C F.G H,1 D.E.F,G,H.I 48 x 63 a7 x 62 47 x 71 8 A.0 F,G,H 1 O.E.F.G,H,1 48. x 72 47 X 83 8 AC FGJK DEFGHIJK 48 x 84 32 52 1/8 X 25 6 A,C F,G F,G F,G.H,I G. 3352 1/8 X 37 3/8 8 A.0 F, .G F, G. H.I 34 52 1/8 X 49 5/8 8 6 A. 0 F,G.k,l D.E.F.G.H.I 345 52 1/8 X 55 1/4 8 A. 0 F,G,H,i D.E.F.G H.135 52 1/8 x 62 6 A, C F.G,H,1 O,E,F,G.H,{ 36 52 1/8 x 71 52 I / 8 x 83 6 A.0 F.G.J.K O.E.F.G.J.K.J.K 37 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. ATIONAL. INC FLORID EXTRUDERS I SANE RD, FLORIDA TITLE: INSTALLATION DETAIL SGL. HUNG FLANGE WINDOV S — SERIES 1000 1500 & 2000 DRAWN BY: B B APPROVED BY: DATE:10 / 09 / 0 I SCALE: N T S DWG.: FLEX 0016 PREPARBY: PRODUCT & APPUCAT14 EhGINZERING. INC-. 250 INTERNATIONAL PKY., SUITE 250. HEATHROW. FLORIO* '32746-SHONE. 407 805-0365 FAX 407 805-0366 ED I' MIN. EMBEDMENT 1/4' MAX. SHEATHING ----- WINDOW WIDTH SHIM SPACE CAULK BETWEEN BY OTHERS TWO BY WOOD WINDOW FIN b BY OTHERS TWO BY WOOD SHEATHING SHIM AS REQ'D. STUD BY OTHERS INSTALLATION ANCHOR r —_ SHIM AS ( SEE NOTES) ES) 8 WOOD SCREW ) J/// ( SEE NOTES) A' ••• STUCCO BY OTHERS L 1/4' MAX. SHIM SPACE GLAZING (TYP.) SEE NOTES) WINDOW HEIGHT GLAZING (TYP.) SEE NOTES) PERIMETER CAULK BY OTHERS INSTALLATION ANCHOR 8 WOOD SCREW STUCCO _ I BY OTHERS CAULK BETWEEN WINDOW FIN SHEATHING SHEATHING BY OTHERS SECTION A -A i FIN TYPE WINDOW FRAME HEADER FIN TYPE WINDOW FRAME S44ARBLE SILL STOOL BY OTHERS N • 1JLLS GLAZING SEE GNOTES) 24' O.C. MAX. (TYP.) WINDOW HEIGHT TWO BYWOOD BY OTHERS r REVDESCRIPTION DATE INI FLORIDAEXTRUDERS INTERNAJ& 2000y SANFOR I' MIN. TITLE: INSTALLATION DETAIL W/#8 SCREWS EMBEDMENT SINGLE HUNG FIN WINDOW - SERIES 1000,1DRAWN BY:BB APPROVED BY: Li- DATE:12/13/O1 SCALE: N. T. S.DWG.:FLEX0026 PREPARED BY PRODUCT APPLICATION ENGINEERING. INC. 250 INTERNATIdNa1 PKv Y., SUITE 250, HEATHROV FLORIDA 32746 PHONE 407 805-0365 FAX a07 805-036c WINDOW WIDTH P. EQUALLY SPACE ANCHORS ( TYP.) J L MAX. J TYP.) 6' MAX. (TYP.) ELEVATION VIEWED FROM EXTERIOR FIN TYPE WINDOW FRAME JAMB I' MIN. EMBEDMENT SHEATHING BY OTHERS CAULK BETWEEN WINDOW FIN SHEATHING PERIMETER INSTALLATION ANCHOR CAULK # 8 WOOD SCREW BY OTHERS STUCCO BY OTHERS SECTION B-B NOTES 1) SHIM AS REO'O. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1/4". 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF i" INTO WOOD BUCK. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD. SILL & JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME. 6) IF EXACT WINDOW SIZE 15 NOT LISTED IN ANCHOR CHART, USE ANCHOR OUANTITY LISTED WITH NEXT LARGER SIZE- 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUDERS 1500 AND 2000 SERIES SINGLE HUNG WINDOWS. El INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN HEAD & SILL EACH JAMBCALLWINDOW UP TO 70 PSF UP TOSIZESIZE 2024 23 1/2 x 27 1/2 2 2 22030231/2 x 35 1/2 2 2038 23 1/2 X 43 1/2 2 3 2040 23 1/2 x 47 1/2 2 3 2044 23 1/2 x 51 1/2 2 3 2050 23 1/2 x 59 1/2 2 3 2060 23 1/2 x 71 1/2 2 4 2070 23 1/2 x 83 1/2 2 4 2424 27 1/2 X 27 1/2 2 2430 27 1/2 x 35 1/2 2 2 2438 27 1/2 X 43 1/2 2 3 2440 27 1/2 x 47 1/2 2 3 2444 27 1/2 x 51 1/2 2 3 2450 27.1/2 X 59 1/2 2 3 2460 27 1/2 X 71 1/2 2 4 2470 27 1/2 x 83 1/2 2 4 2824 31 1/2 x 27 1/2 2 2830 31 1/2 x 35 1/2 2 2 2838 31 1/2 x 43 1/2 2 3 2840 31 1/2 x 47 1/2 2 3 2844 31 1/2 x 5) 1/2 2 3 2850 31 1/2 X 59 1/2 2 3 2860 31 1/2 x 71 1/2 2 4 2870 31 1/2 X 83 1/2 2 4 3024 35 1/2 x 27 1/2 2 3030 35 1/2 X 35 1/2 2 2 3038 35 1/2 X 43 1/2 2 3 3040 35 1/2 x 47 1/2 2 3 3044 35 1/2 x 51 1/2 2 3 3050 35 1/2 x 59 1/2 2 3 3060 35 1/2 x 71 1/2 2 4 3070 35 1/2 X 83 1/2 2 4 3424 39 1/2 x 27 1/2 3 3430 39 1/2 x 35 1/2 3 2 3438 39 1/2 x 43 1/2 3 3 3440 39 1/2 x 47 1/2 3 3 3444 39 1/2 x 51 1/2 3 3 3450 39 1/2 x 59 1/2 3 3 3460 39 1/2 x 71 1/2 3 4 3470 39 1/2 X 83 1/2 3 4 3824 43 1/2 x 27 1/2 3 2 3830 43 1/2 x 35 1/2 3 2 3838 43 1/2 x 43 1/2 3 3 3840 43 1/2 x 47 1/2 3 3 3844 43 1/2 x 51 1/2 3 3 3850 43 1/2 x 59 1/2 3 3 3860 43 1/2 x 71 1/2 3 4 3870 43 1/2 x 83 1/2 3 4 4024 47 1/2 X 27 1/2 3 2 4030 47 1/2 x 35 1/2 3 2 4038 47 1/2 x 43 1/2 3 3 4040 47 1/2 x 47 1/2 3 3 4044 47 1/2 x 51 1/2 3 3 4050 47 1/2 x 59 1/2 3 3 4060 47 1/2 X 71 1/2 3 4 4070 47 1/2 x 83 1/2 1 1 4 REV AE INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN CALL WINDOW HEAD & SILL EACH JAMB UP 'TO 70 PSF UP TO 70 PsFSIZESIZE 12 18 1/8 x 25 2 2 13 18 1/8 x 37 3/8 2 3 14 .• t8 1/8 x 49 5/8 2 2 3 3145 '•.11 15 t8 1/3 x 55 1/4 18 1/8 x 62 2 4 16 18 1/8 x 71 2 4 17 18 1/8 x 83 2 4 1H2 25 1/2 x 25 2 2 1H3 25 1/2 x 37 3/8 2 3 IH4 25 1/2 x 49 5/8 2 3 IH45 25 1/2 x 55 1/4 2 3 IH5 25 1/2 x 62 2 4 IH6 25 1/2 x 71 2 4 1H7 25 1/2 X 83 2 4 30 1/2 x 26 29 1/2 x 25 2 3301/2 x 38 3/8 29 1/2 x 37 3/8 2 3301/2 x 50 5/8 29 1/2 x 49 5/8 2 3301/2 x 56 1/4 29 1/2 X 55 1/4 2 30 1/2 x 63 29 1/2 x 62 2 4 30 1/2 x 72 29 1/2 X 71 2 4 30 1/2 . 84 29 1/2 x 83 2 4 22 36 X 25 2 32336x373/8 2 32436x495/8 2 324536x551/4 2 25 36 X 62 2 4 26 36 X 71 2 4 27 36 x 83 2 4 42 x 26 41 X 25 3 342x383/8 41 X 37 3/8 3 342x505/8 41 x 49 5/8 3 342x561/4 41 x 55 1/4 3 442x6341x623 42 x 72 41 x 71 3 4 42 x 84 41 X 83 3 4 48 x 26 47 X 25 3 3 48 . 38 3/8 47 x 37 3/8 3 348x505/8 47 x 49 5/8 3 348x561/4 47 x 55 1/4 3 448x6347X623 48 x 72 47 X 71 3 4 4P x 84 47 x 83 1 4 32 52 1/8 x 25 3 2 33 52 1/8 x 37 3/8 3 3 34 52 1/8 X 49 5/8 3 3 345 52 1/8 x 55 1/4 3 3 35 52 1/8 X 62 3 4 36 52 1/0 x 71 3 4 37 52 1/8 x 83 1 3 1 4 N DATE INI INTERNATIONAL, INC FLORIDA EXTRUDERS SANFORD, FLORIDA TITLE: INSTALLATION ANCHOR CHART SGL. HUNG FIN WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY:BB APPROVED BY: DATF,: 12118/0I SCALE: NTS DWG.: FLEX0026 SHT 2 OF 2 1CC% S:H. jAmB TY?.1 JY." ME ITYP.3 1.n.n S.P. JAMS C i YR) X E X .. .o UK Mill 1-- iv ", / — -__ 1' 1 • ., SAC, s !GN i r$ x 1/2 SELF TAPPI^IG SMS 0CH. 1^ rjJt av•J.F1. AP42 sTvF-N 6 X 1/s `,3 c. TAP? ^ iC SMS 1 SEALANT BETWEEN WINUCIV = LANGES MULLIGN tt8 X 1-1/2 SELF NG SuS SE- Q i QN A —A i ,3 t 1x4x1/ 8 Tlll' E K--i 1 TON X. 2 ; t ? / 8 TA= PO-NG SMS sEaLA.* aT a { X —,i t a tY! ; i _/` SE` I is a_ Imo. x 3/ 6 t1a V i JAMB < F YR) 8 X 1--1/2 SF CLAN- iETWEEN TAzP7I'.: Sj;S WINMU- 4FLANGES MULL ICN ti t_ t_/2 SLI _ _ T,APjpiNG SMS i x4xa/8 s i • 4' . MIN: ONE BY WOOD -'DUCK BY OTHERS g x 1/2 S=-. i APt I NG 'fc sEALe`+r.' BETWEEN S h t ki N LriifCi Y1— i". -71 A. JAMS .' Yp. i ua rc< ; --nca:v<_ y T YF.J — D_ IAIi B c X 1/2 SELF AP PIN ; SMS SEALANT ;3= T W EEN 3 MULLION L 8 X -1.!2 SELF APPING SNS I ,_,QN i E_`;ti iv; 8 X 1/2 SELF V!EWc = 0 " `i'I r_ROf=: TAPPIN_ SMS ---.---------- — SEALANT BETW_ r_-N sh' tli. LN1114 48 X .- i/ SEL, TAPPING sms F btu~ GO E-TA;; tlfY _ YHERS N.L t r.• A°_ ill Lt_Litii : •..+ilrV Ki=- ! r'i!'.0 f !APPLES TO_HEAD 3C Sh i_ .`H- ERA " X4 UJ... ti: ii c..Ll ils. `. JE L;lC?CT' ti _^J v_t.- VL v i--_-NSTALiATI0. l ANCHOR SCREId AIN C ii0R C%YR) fi Ilj _ S I L ! LLIFI t I t /d• MIN. Q Elm 3EDMEN i `— j" K'r LKS7 SQL: DL rT iLKJ AIDDITIL2.•'NA! 41IN •!-iORS. '+; '_N ?_QUiiIRED i O i ilo_o i_ 1o ; FLORIDA EXTRUDERS INTERNATIONAL, I SANFORD, FLORIDA TITLE:`c- t<. JCJ/ L 5530 r LAN( E- SHE= T 1 .F E 01"T HE R S I DE < SHEET c OF ?) r OR SSLR` CAPACITIES DRAWN BY: "' ,y F APPROVED BY: r. a f r rc-InLI mmrcCi lOt- rAPAriTil7C - SERIES 1000 l 5UU r LANUt. yr R I r.ml- ur-Jiull 1 i L.......`._ _• CAPACITY !CAPACITY ; CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY WINDOW j WINDOW CAPACITY 1 X2X 1 /8 CAPACITY 1 X2X 1 $ CAPAC{TY 1 X2X3/8 i CAPACITY 1 X2X3/8 CAPACITY t x2 7/t sxt /s it x2 /t sxt st x2 7/t fiX3/S1 X2 7/t sx3/e T4BANCHO i 1 X4X 1 /8 T4BANCHORSL 1 X4X 1 /8 TUBEMULL 1 X4X3/8iX4X3/$ MULTUBELT6ANCHO 2X4X3 8 TsANCHORSL CALL TIP -TO -TIP TUBE MULL -TUBE MULL `: TUBE MULL2ANCHORS TUBE MULL TUBE MULL 4 ANCHORS 1 2 ANCHORS TUBE MULL T26NCHosL4ANCHORS ORS SECT. A -A 5 6BANHo SECT. A -A 5 A -A 6 f SL 1 SECT. A -A 6 SECT. A -A 7 SIZE SIZE 2 ANCHORS 4 ANCHORS S T. A -A 1 i SECT. A-A(1) EC i SECT. A-A(2) SECT A-A(2) = SECT, A-A(3) SECT. A -At. SECT. A-A(4) SECT. A -A 4 SECT. 732.42 1 336.52 692.83 336.52 336.52 732.42 791.81 I 1187.72 791.81 1 1187.72 1187.72 12 19 1/8 X 26 336.52 209.72 429.55 732_42 209.72 456.46l- 209_72 N` 456_46 493.47 740.20 - 493.47 740.2Q 740.20 13 19 1 8 X 38 3 8 209.72 1317.66 152.75 193.92 1 152.75 271.83 359.41 539.12 359.41 - 539.12 539.12 50 5 g 131.23 - 13 i .23 4.13 152.75 127.29 177.46 127.29 135.81 139.09 135.81 194.9 7 319.55 460.17 319.55 479.33 479.33 145 19 1 /8 X 56 1 /4 94.13 59.21 89.21 97.48 97.48 y 1 19.85 i 36.64 282.Q2 T------- 423.03 282.02 423_03 423.03 -_ 15 19 1 /8 X 63 65.97 65.97 r--- 58.81 58 81 64.27 64.27 i 90.09 90.09 212.62 212.62 296.98 296 98 _365 75 16 19 1 8 X 72 43.49 43.49 26.96 36.45 i 36.45 39.83 39.83 T- 55.84 55.84_ 131.79 _ 131.79- i 84.08 184.08" 294.03 17 -- r 19 8 X 84 26.96 i 572.13 !-- 262.87 ' 541.20 262.87 572.13 i 262.87, 572.13 , 618.52 r----- 1927.78 i 618.52 1927.78 1927.78 1 H2 26 1 /Z X 26 6 1 /2 X 38 262.$7 3/& 157.93 j 239.21 157.93 323.48 157.93 343.74 1 157.93 343.74 371.61 557.41 371.61 557.41 i 557.41 1 H3 6 1 /2 X 50 a5/ 97 97.25 i 13.20 131.51 1113.20 1143.71 k 113.20 201.45 266.35 399.53 266.35 399.53 i 399.53 353.551H4 1 H4526 1 /2 X 56 25 i /4 69.43 69.43 193.89 93 89 1 100 17 1 102.59 1100.17 1143.8 235.70 339.42 1236.83 235.7 353.55 310.65 310.65 1 H5 26 1 2 X 63 48.44 _ t / t 48.44148 65.51 T-- - i 65.51 71.58 7 1.58 88`01 _ 100.34 207.10 - i 55.44 155.44 207.10 217.11 217.1 1 t 267.38 1 H6 26 1 /2 X 72 ; 31.79` 31.79 42.99 126.53 42.99 46.98 146.98 65.86 40.64 65.86 140.64 t 95.93 195.93 11 133.99 133.99 214.02 1H7 I 26 1/2 X 84 `• 19.62 119.62 26.53 28.99 28.99 22 37 X 26 216.75 j 471.75 j--- 216.75 471,75 216.75 i 1471.75 0 1216.75 1 i 471.75 1266.00 1510 1287.57 i 765 431.36 510 1287.57 765 431.36 j 765 1431.36 23e37 38 3 8X / 122.22 185.12 122,22 L 250.32 122.22 - 2 r108.3785.36 122.22 1 151.91 1200.86 301.29 200.86 301.29 - 30 . 24 7 X 50 5/8 i 73.34 j 73.34 - 1 85.3fi 70.28 99.17 i 70,28 185.36 74,98 76.79 74.98 107.65 - 76.43 254.07 i 176.43 _ j 264.64 ! 264.64_ 245 37 X 56 1 /4 51.97 51.97 I t 53.21 153.21 65.43 74.59 153.9fi 17 6 O 6 i 15 3.96 230.94 _ 230,94 25 37 X 63 36.01 136.01 _ 1 48.70 - 48.70 1131.74 34.69 i 34.69 48.62 48.62 1 114.76 114.76 131.61__ 160.30 1197.41 26 37 X 72 23.47 i 23.47,- 31.74 31.74 121 fib. 29.81 29.81 i 70,36 70.36 198.27 98.27 - 156.97 27 37 X 84 14.39 14.39-^- i 19.46 119.46 21.26 _ T __-- 32 53 1 /8 X 26 i 191.61 417.04 i- 191.61 YI 394.49 _-191.61 417.04_;,,191.61 J 7.Q4 450.85 676.28 450.85 1231.50 676.28 1347.25 1676.28 347,25 33! 1 /8 X 38 3/S 98.38 149.02 198.38 201.51 j 98.38 r 214.14 t r 2.4.1438 .., . 231.50 347.25 231.01 154.00 231.01-- 231.01 34 3 1 /8 X 50 5/& 56.23 56,2 3 65.45 a 76.04 65.45 - 183.09 58 10 fi5.45 56.73 11.6. 7 r 81.44 1 U4.00 133.48 192.22 i 33.48 i 20Q,23_ i 200.23 345 3 1 /8 X 56 1 /4; 39.32 39.32 53.17 53.17 156.73 i 39.78 48.91 155.7 131.60 i 1 15.0$ 1172 .63 1172.63 35 53 1 /8 X 63 26.92 26.92 36.40 36.40 123.45 139.78 i 25.62 125.62 35.92 1 35.92_ 84.77 184.77 97.2i i 118.41 i 145.82 36 53 1 8 X 72 17.34 17.34 23.45 - i 21.77 12 i 51.39 51.39 171.78 71.78 i 120.81 37 I 53 1 8 X 84 10.51 10.51 14.21 i 14.21 15.53 15.53 77 SERIES 1.000 1500 FLANGE VERTICAL NCINTERNATIONAL, I NC FLORIDA EXTRUDERS sANFORD, FLORIDA MULLION DESIGN PRESSURE CAPACITIES s r L«U;_ SHEET 2 OF 2 rLERT s.' , 4.1U j iv; i 0ri Fj-C, ! JUG: NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON DRAWN BY Fi~ APPROVED BY: FASTENERS REQUIRED AT EACH END. B) DESIGN PRESSURES GIVEN ARE FOR i 5 X t 1 _ r r -' isDATE:J i -_ _ . :_ SCALE: , DWG.: 1 ,i L ir 2 1000 S.H. JAMB (TYR) 1000 S.N. JAMB (TYP.) IX2X1/8 1000 S.H. TUBE MULLION JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS L SEALANT BETWEENWINDOWFRAME MULLION 8 X 1-1/2 SELF TAPPING--SMS SECTION A -A (1) 1 X 2 7/16 X 1/8 1 1 TUBE MULLION 1000 S.H. r-L- JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (3) I X 4 X 1/8 TUBE MULLION IX2X3/8 TUBE MULLION 8 X 1/2 SELF 1 1/8' MIN. TAPPING SMS EMBEDMENT 2 X 4 X 3/8 SEALANT BETWEEN TUBE MULLION WINDOW FRAME MULLION 48 X 1-1/2 SELF TAPPING SMS SECTION A -A (2) 1000 S.H. IAMB (TYP.) TUBE MULLION 1000 S.H. - JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS F SEALANT BETWEEN WIN OW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A_ (5) 8 X 1/2 SELF TAPPING SMS TWO BY WOOD DETAIL C BUCK BY OTHERS- MULLION 8 X 1/2 SELF TAPPING SMS SV ANT BETWEEN SEALANT BETWEEN # 8 X 1-1/2 SELF WINDOW FLANGES WINDOW FRAME TAPPING SMS & MULLION MULLION SECTION A -A (7) 8 X 1-1/2 SELF TAPPING SMS DETAIL C SECTION A -A (A 1 X 4 X 3/8 TUBE MULLION i -rK R A A i 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (6) SHEATHING INSTALLATION ANCHOR #8 WOOD SCREW (TYP.) EXTERNAL MULLION INSTALLATION CLIP APPLIES TO HEAD & SILL WHERE 1" X 4" 2" X 4" TUBE MULLIONS ARE USED APPLIES TO HEAD & SILL WHERE 1" X 2" 1" X 2 7/16" TUBE MULLIONS ARE USED INSTALLATION ANCh DETAIL B #8 WOOD SCREW TYP_) ILL CLIP I 1 1/8' MIN. EMBEDMENT SHEATHING AUXILIARY PLATE FOR ADDITIONAL ANCHORS, WHEN REQUIRED) 0 j G 8 SELF TAPPING - SMS (TYP.) r DETAIL B MULLION ELEVATION I Q VIEWED FROM EXTERIOR FLORIDA EXTRUDERS INTERNATIONAL, INC. SANFORD, FLORIDA T=:SER. 1000/1500 FIN SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: MSH APPROVED BY: DATE: 2/ 6 /02 SCALE: N T S - DWG.: 1 V MF I N SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES WINDOW TIP -TO -TIP SIZE 18 1 /8 X 25 18 1 /8 X 37 3/8 18 1 /8 X 49 5/ 18 1 /8 X 55 1 /481.45 18 1 /8 X 62 18 1 /8 X 71 18 1 /8 X 83 CAPACITY 1 X2X 1 /8 TUBE MULL 2 ANCHORS SECT. A-A(l) 201.83 125.78 91.61 65.16 42.96 26.63 CAPACITY 1 X2X 1 /8 TUBE MULL 4 ANCHORS SECT. A -A 1 403.67 251.57' 129.63 92.98 65.16 42.96 26.63 CAPACITY 1 X2X3/8 TUBE MULL 2 ANCHORS SECT. A -A 2 201.83 125.78 91.61 81.45 71.88 59.13 36.65 CAPACITY 1 X2X3/8 TUBE MULL 4 ANCHORS SECT. A -A 2 403.67 251.57 178.41 127.97 89.68 59.13 36.65 CAPACITY IX2 7/16X1 /8 TUBE MULL 2 ANCHORS SECT. A -A 3 201.83 125.78 91.61 81145 71.88 62.15 39.11 CAPACITY 1 X2 7/16X1/8 TUBE MULL 4 ANCHORS SECT. A -A 3 403.67 251.57 183.23 136.55 95.70 63.09 39.11 CAPACITY 1 X2 7/ 16X3/8 TUBE MULL 2 ANCHORS SECT. A -A 4 201.83 125.78 91.61 81.45 71.88 62.15 52.64 CAPACITY X2 7/16X3/8 TUBE MULL 4 ANCHORS SECT. A -A 4 403.67- 251.57 183.23 162.91 135.52 89.35 55.38 CAPACITY 1 X4X1 /8- TUBE MULL 4 ANCHORS SECT.s, A -A 5. 403.67 251:-- 57- •' : 183_23 162.91 143.77 124.30 105.29 315.32 189.44 135.79 120.16 105.68 90.87 CAPACITY 1 X4X.1 /8 TUBE MULL 6 ANCHORS SECT. A-A(5) 605.50 377.36. 274.84 244.36 215.66 186.46 128.92 472.98 284.17 203.68 180.24 158.37 136.31 CAPACITY 1 X4X3/8 TUBE MULL 4 ANCHORS SECT. A-A(6) 403.67 251.57 _ 183.23 162.91 143.77 124.30 105.29 315.32 189.44 135.79 120.16 105.58 90.87 CAPACITY 1 X4X3/8 TUBE MULL- 6 ANCHORS SECT. A -A 6 605.50 37-7 36 .,- . _ 274.84 - 244.36 215.66 186.46 157.94 472.98 284.17 - 203.68 180.24 t 158.37 136.31 CAPACITY 2X4X3/8 TUBE MULL 6,ANCHORS SECT. A-A(7) 605.50 377.36 274.84 244.36 215.66 186.46 157.94 472.98 284.17 203.68 180.24 15937 f 36:31 WINDOW CALL SIZE 12 13 14 145 15 16 17 1 H2 25 1 /2 X 25 25 1 /2 X 37 3/8 5 i /2 X 49 5/ 5 1 /2 X 55 1 / 25 1 /2 X 62 25 1 /2 X 71 157.66 94.72 67.89 60.08 47.85 31.40 315.32 189.44 96.07 68.58 47.85 31.40 157.66 94.72 67.89 60.08 52.79 43.22 315.32 189.44 132.22 94.39 65.86 43.22`' " 157.66 94.72 fi7:$9 60 08 ` 5239 45.43 315.32 189.44 135.79 100.72 70.28 46.12 157.66 94.72 67.89 60.08 52.79 45.43 315.32 189.44 135.79 120.16 99.52 65.32 1 H3 1 H4 1 H45 1 H5 1 H6 1 #i7 25 1 /2 X 83 19.38 19.38 26.67 26.67 28.46 28.46 38.32 40.31 7664 93,84 76.64 114.96 1496 22 36 X 25 130 260 130 260 130 260 130 260 260 390 260 390 390- 23 36 X 37 3/8 73.30 146.60 73.30 146.60 73.30 146.60 73.30 146.60 146.60 219.91 146.60 219.91 219.91 24 36 X 49 5/8 51.20 72.44 51.20 99.71 51.20 102.40 51.20 102.40 102.40 153.60 102.40 153.60 153.60 245 6 X 55 1 /4 44.97 51.33 44.97 70.65 44.97 75.39 44.97 89.94 89.94 134.91 89.94 134.91 134.91 25 36 X 62 35.57 35.57 39.24 48.96 39.24 52.24 39.24 73.98 78.49 117.73 78.49 117.73 117.73 26 36 X 71 23.19 23.19 31.91 31.91 33.54 34.05 - 33.54 48.22 67.09 100.64 67.09 100.64 100.64 27 36 X :83 14.21 14.21 19.56 19.56 20.88 20.88 29.56 29.5.6 56.21 68.83 56.21 84.32 84.32 279.84 229.84 344.77 229.84 344.77 344.7732521 /8 X 25 114.92 229.84 114.92 229.84 114.92 229.84 1 14.92' 33 52 1 /8 X 37 3/ 59.01 118.02 59.01 118.02 59.01 118.02 59.01 118.02 ` 1 %8.02 177.03 118.02 177.03 177.03 34 52 1 /8 X 49 5/1 39.25 55.54 39.25 76.45 39.25 78.51 39.25! 78.51 78.51 117.76 78.51 117.76 117.76 345 52 1 /8 X 55 1 / 34.02 38.84 34.02 53.45 34.02 57.04 34.02 68.05 68,05 102.07 68.05 102.07 102.07 35 52 1 /8 X 62 26.59 26.59 29.33 36.60 29.33 39.05 29.33 55.30 58.67 88.00 58.67 88.00 88.00 36 52 1 /8 X 71 17.13 17.13 23.57 23.57 24.78 25.15 24.78 35.62 49.56 74.34 149.56 74.34 74.34 37 52 1/8 X 83 10.38 10.38 14.29 14.29 15.25 t5.25:_,l 20.53 21.59 41.06 50.27 41.06 61.59 61.59 SERIES 1000 & 1500 FIN VERTICAL MULLION DESIGN PRESSURE CAPACITIES ; : - SHEET 2 OF 2 . NOTE: A) NUMBER OF ANCHORS NOTED FOR 8 SCREW .18 FE 2602 :,° • ` : _ FASTENERS REQUIRED AT EACH END. r B; DESIGN PRESSURES GIVEN ARE FOR 1.5 XInc INTERNATIONAL, INCFLORIDAEXTRUDERSSANFORD, FLORIDA DESIGN PRESSURE CAPACITIES FIN VERTICAL MULLIONS - SER. 1000 & 1500 DRAWN BY:.JBH APPROVED BY: ino ,,.,,,_ r, I T.,w,, _ i XrKec T nI flr 0 of 507 SHEATHING — BY OTHERS STUCCO _ OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS SHIM AS RE'O'D SEE NOTES) CAULK BETWEEN DOOR FLANGE L SHEATHING i14 . 1 L N t r V-.i.' 11' A.2 - r I II D74 FVrP SLIDING GLASS DOOR FRAME — SILL a d v y a C LIBERALLY APPLY CAULKING UNDER SILL INSTALLATION ANCHOR 48 SCREW TWO BY WOOD BY OTHERS 1/4' MAX. SHIM SPACE 1-1/8' MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT EMBEDMENT d a I-I/4' MIN. a p OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/16, DIA. TAPCON SECTION A -A mm— DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB TEMPERED GLASS TYR) PERIMETER CAULK BY OTHERS SECTION B-B 4' MAX. SHIM SPACE TWO BY WOOD od1-1/8 MIN. BY OTHERS EMBEDMENT SLIDING GLASS I HOOK STRIP SHIM AS REQ'D. SEE NOTES) INSTALLATION ANCHOR 8 SCREW STUCCO OR SIDING BY OTHER EXTERIOR ELEVATION 12002 2 PANEL DOOR SHOWN CAULK BETWEEN DOOR FLANGE 8 SHEATHING SHEATHING BY OTHERS TEMPERED C TYP.) S SLIDING GL... INTERLOCK INSTALLATION ANCHOR HOOK STRIP DETAIL WOOD RS ULK BETWEEN STRIP 8 EATHING 1-1/8, MIN. EMBEDMENT NOTES= 1) DOOR MATERIAL; ALUMINUM ALLOY 6063. 2) 08 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/9' INTO WOOD. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE, 3) INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD 6 JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE 3 CONFIGURATION TO FINISHED OPENING. PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN. 8) GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 9)"DOM UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. 10) JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. il) SHIM AS REQ'D. AT EA. SET OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK TO BE 1/4'. 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS. 13) WHERE 'X' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING. HOWEVER INSTALLATION SECTIONS 'A -A', 'B-B' & HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS. 15) FL13RIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. REVI DESCRIPTION DATE INI FLORIDAI NTIXTRUDER-S INC.SANFORD FL. TITLE: SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS DRAWN BY: BB APPROVED BY: ATE: 12/17/01 SCALE: NTS IDWG #FLEX0027 SHT I OF vocvnvcn a.- oon18TY i APPI..ICATION EMGENEERING, INC.. Z50 INTERMATIQNAL PKVY., SUITE M. HEATHRQW, FLORIDA. 32746. 407-805-0365 FAX 407-805-6366 8 SCREW INSTALLATION ANCHOR CHART NOMINAL DOOR QUANTITIES IN HEAD & SILL QUANTITIES IN EA. JA-1B QUANTITIES IN EA. HOOK STRIP DOOR UP 70 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF 70 61 PSF 70SIZEANDSIZE CONFIGURATION 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 4068 Xx, OX, XO 48 x 80 b 6 6 8 8 8 8 8 8 4 4 4 4 4 4 5068 XX, OX, X 60 X 80 6 6 6 8 8 8 4 4 4 6068 XX, X, XO 72 X 80 8 8 8 8 8 8 4 4 4 8068 XX, OX, XO 96 X 80 iD 10 10 8 8 8 4 4 4 10068 XX, OX X 120 X 80 12 12 12 10 10 10 5 5 5. 5080 XX, Ox, x 60 X 96 6 6 6 10 10 10 5 5 5 6080 XX, X, XO 72. X 96 8 8 8 10 10 10 5 5 5 8080 xX, Ox, xO 96 X 96 10 10 10 10 10 10 5 5 5 10080 XX OX XO 120 X 96 ' 2 12 12 12 12 12 6 6 6 50100 XX, Ox, XO 60 X 120 6 6 6 12 12 12 6 6 7 60100 xx, Ox, x 72 X 120 8 8 8 12 12 12 6 7 8 80100 XX Ox XO 96 X 120 0 10 10 8 8 8 4 4 4 9068 OX0 109 1/8 x 80 12 12 12 8 8 4 4 4 12068 OXO 145 1/8 X 80 14, 14 14 8 8 8 4 4 4 15068 OXO 181 1/8 X 80 16-: 16 16 8 10 10 5 5 5 9080 OXO 109 1/8 X 96 12 12 12 10 10 10 5 5 5 12080 OXO 145 1/8 X 96 14 14 14 10 10 10 5 5 5 15080 OXO 181 1/8 k. 96 16 16 16 10 12 12 5 7 8 90100 OX0 109 1/8 x 120 12 12 12 12 12 12 5 7 8 120100 OXO 145 1/8 X 120 14 14' 14 12 8 8 4 4 4 9068 XXX 106 5/8 X 80 12 ' 12 12 8 8 8 4 4 4 12068 XXX 142 5/8 X 80 14 14 14 8 4 4 15068 XXX 178 5/8 X 80 16 16 16 8 8 8 4 5 5 5 9080 XXx 106 5/8 X 96 12 12 12 10 10 10 10 5 5 5 12080 XXX 142 5/8 X 96 14 14 14 10 10 10 10 5 5• 5 15080 XXX 178 5/8 X 96 16 16 16 10 12 6 7 8 90100 XXX 106 5/8 ,X 120. 12 12 12 12 12 12 12 6 7 8 120100 XXX 142 5/8 X 120 4 14 14 12 8 8 4 4 4 10068 OXXO 119 5/8 X 80 12 12 12 8 4 4 12068 OXXO 143 5/B X 80 14 14 14 8 8 8 8 4 4 4 4 16068 XXO 191 5/8 X 80 18 18 18 8 8 10080 xXO 119 5/8 x 96 12 12 12 10 10 IT 10 1 10 5 5 5 12080 OXxO 143 5/8 X 96 14 14 14 10 5 5 5 16080 Oxxo 191 5/8 X 96 18 18 18 10 10 6 7 8 100100 OXXO 119 5/8 X 120 12 12 12 12 12 12 7 8 120100 XXO 143 5/8 X 120 14 14 14 12 12 12 6 6 7 8 160100 OxxO 191 5/8 X 120 18 18 19 12 12 12 4 10068 XXXX ll 1/4 x 80 12 12 12 8 8 4 4 4 4 12068 XXXX 141 1/4 X 80 14 14 14 8 8 8 4 4 4 16068 XXXX 189 1/4 X 80 16 16 16 8 8 8 4 5 5 5 10080 XXXX 117 1/4 X 96 12 12 12 10 10 10 5 5 5 12080 XXXX 141- 1/4 X 96 14 14 14 10 10 10 5 5 5 16080 XXX-X 189 1/4 X 96 16 16 16 10 10 10 5 7 8 400100 XXXX 117 1/4 X 120 12 12 12 12 12 12 5 7 8 120100 XXXX 141 1/4 X 120 14 14 14 12 12 12 5 7 160100 XXXX 189 1/4 X 120 1 16 1 16 19 1 12 12 12 ANCHOR NOTES:. 1) FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIElz 4Iij FLORIDA EXTRUDERS INT. IN. SANFORD, FL. TITLE` SLIDING GLASS DOOR HINSTALLATIONWIT#8 SCREWS E"GirE£R URN BB DAIE, 12121101 DISCIPLINE; CIVIL SCALE N.T.S. w "" FLF-XO027 FL. REG 47182 REV. 'LETTER: SHEET• ? f1f 2 PLAN: 2 VANGUARD/ FOX & JACOB GENERAL NOTES I. DO NOT SCALE THESE DRAWIN65: WRITTEN DIMENSIONS AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE BEGINNING WORK. 2. ON —SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE SUB —CONTRACTORS. EACH SUB —CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER QUESTIONS PERTAINING TO THE ORAWING5 AND/OR 5PECIFICATIONS. S. IT IS THE INTENT THAT THESE DRAWINGS BE IN CONFORMANCE WITH THE 2001 FLORIDA 5UILDIN6 CODE, AND ALL APPLICABLE LOCAL, CITY, COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAWS, REGULATIONS AND RESTRICTIVE COVENANTS GOVERNING THE SITE OF WORK. 4. ALL TRADES SHALL FURNI5H ALL LABOR, EQUIPMENT, MATERIALS, AND PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR REQUIRED BY ANY CODE W1TH JURISDICTION TO COMPLETE THEIR SCOPE OF WORK. 5. ALL 34"X22" AND 56"X24" PLANS ARE DRAWN TO SCALE 1/4" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/5" = 1'-0". ALL I'1XI1 PLANS ARE DRAWN TO THE SCALE 1/5" = I'—O", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/16" = 1'-0'. ENGINEERED BY VANGARD & FOX & kCOBS HOMES 8 Y If E N T E X DESIGN PARAMETER5 BASIC WIND SPEED = W M.P.W. (FASTEST MILE) 10 MP) -I. (3 SECOND GUST) WIND IMPORTANCE FACTOR = ID WIND EXPOSURE CATEGORY = B APPLICABLE INTERNAL PRESSURE COEFFICIENT t 0.18 INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS = +22 , 48 PSF ROOFS = 420, -20 PSF 30 PSF AT OVERHANGS) ORLANDO DIVISION KYRRICANE ENGINEERING 407) 774-9003 FAX: (407) 774-6477 P.O. BOX 161613 ALTAMOME SPfaNM FL 32716 THOMAS J. ANOUtSOM PE/ 47819 SHEET INDEX SHEET NO. SHEET NAME C Al A1.1 A2 A2.1 A3 A4 A5 A6 A6.1 A6.2 Si S2 S2.1 S3 COVER SHEET FOUNDATION PLAN, FOUNDAT'N DETAILS FOUNDATION DETAILS, CONT., TYPICAL WALL SECTIONS FLOOR PLANS FLOOR PLANS NOTES & DETAILS, INTERIOR ELEVATIONS EXTERIOR ELEVATIONS ELECTRICAUHVAC PLAN, INTER. ELEVATIONS, PLUMBING RISER DIAG., ELECTRICAL RISER DIAG. LINTEL DIAGRAM & TABLES FLOOR & ROOF TRUSS LAYOUTS STRAPPING SCHEDULE GABLE END TRUSS DETAILS GENERAL NOTES & DETAILS CHIMNEY, STAIR, & REPAIR DETAILS STRUCTURAL STAIR DETAIL OPT. CVD. PORCH DETAILS, OPT. STAIR RAIL DETAILS K W k cn O U O b)r4— sheet C at a 01ER 6 NILWA& /EIg OVER 6 IDL BARRIER ACTEDFIFIL OVER TREATED COMPACTED FILL au 1 1 / S REBAR COMT. 1 : GRADE ACE 3 5 BARS L z X THICKENED SLAB NON BEARING MONOLITHIC SLAB - CMU ®ENTRY - CONC. PATIOS C' TWO STORY Avenom NON LOAD BRG. WALL OVER 66 MLVAPOR BARER 11,5j5 REBAR CCHT. OVER TREATED O9PACim FILL 3 I/Y CONC W VAPOR BARRIER I RRIERTREATEDRECOMPACTEDDOVER ' ERFILL To' I IO' 3 0 5 REBAR Z DEPRESSED SLAB 6 THICKENED SLAB NON BEARING* GARAGE W REARING WALL TWO STORY GORIER SAR W/ STD. Hoar Ty 64R C: mCOMC. FILLED TOP CCUR5E IDA - 5 LBR LINTEL BEAM REINFORCING 8. 0 LINTEL FLLED V/ Q)# 5 car. i IVERTICAL REBAR SEE PLAN SINGLE COURSE LINTEL 3 = 1-o 3 1 CONE SLAB MhIBERYESN 6oSLABBOVER TREATED COMPACTED FILL PARES 3 5 FWRAR AA DEPRESSED SLAB BEARING® GARAGE TWO STORY Iji l `04AR BLOCK CH11lAIR1 BLOCK UNDER FRAME FOUNDATION DETAILS - MONOLITHIC SCALE: N.T.S. PRE- ENGINEERED WOOD TRU55E5, UPLIFT CONNECTOR. SEE ROOF TRUSS LAYOUT FOR QUANTITY AND SIZE. PRECAST LINTEL. 5EE LINTEL PLAN FOR DEPTH AND REBAR I6" XIb" CONCRETE BLOCK COLUMN W/ 2 # 5 REBAR- SEE FOUNDATION PLAN. APP FIN. GRADE 3 I/2" CONCRETE SLAB 24" X24"XI2" DEEP COLUMN FOOTER W/5 #55 EACH WAY BOTTOM OF FOOTER TO BE 12" MIN BELOW GRADE TYPICAL PORCH SECTION, C" ELEVATION P& MUCANE ENGINEERING 407) 774-9003 FAX- (407) 774-8477 P. O. BOX 161613 ALTMAONTE SPRIHM FL 32716 THOIMS J. ANOERSON PE/ 47319 MAXIMUM SPACING OF FILLED CELLS UMGROUTED CELLS THAT CAN RESIST A log TLPR LOAD DESIGN WALL PRESSURE T - 22 PSE MAXIMUM ALLOVABLE TENSD?N ON LQLOV CORE UNITS , IS 25 P.S.I. - A.CJ. 531 TABLE IOJ SECTION PROPERTIES 8' PARTIALLY GROUTED WALL - 95.43' (IASOWY STRUCTURES ACJ.) N = da4 /8, S = V-L-LX12/ 8XT a 95.43 , U = t FT. USE B'-O' MIDRIL SPACB46 - 9'-4' CEILING MAX (FS = I. USE 6'-0' NORM SPACING - to-O' TO 12'-8' CEILING W USE 6'-0' HURIL SPACING - 12'-Br TO IB' CEILING HAX ADD LWFEI- V/ (t) 85 CUNT. It 9'-4' HGT. (-/- 9') TMS STRL)CTl)RE FAS BEEN DESIGNED TO MEET OR EXCEED TIE IIO NPJt 3 SECU ND GUSTS VD® LOAD REQUIREMENTS O' iTE STANDARD KXLDD46 CI78E 200E ur T Tl2-- r--------------- I W- 3, A I I 6' D'X6 ' CGrt PA t I DELETEIJPaoDECK? I vARES I gPATIOFLRi PRF(, ST i Cal 7TAPr. n I EL I{ 5LA5 NOTEfl{ s V2' cow- SL AO MOM4 SHIlt 1 OVER6MB. VAPOR SA OR ON fGLEAN{ MLL C-OMPACTEDTE- 1t RESISTANTTREATEDFILLORACCHM1SE 0 FtEG1T7NT 2' SYSTEM (TYF I G? f 1 aA4TliIiiIt A I L — — — — —— I I 105d0' LOAD 813'iFFfiaY l i l Ac CwhSE Fi65N FLR f I vARES I t3 , GARAGEFLR ICI I I I f I i Ili _ I f I------- wo I - 3/ 4• IMCM AT GAIW.1ORe DO247Q4"r C r- M of 35 BARB EA MY ( TTP_ • 8817E F'ORONI cou VI Z J QQ QUWa F=OZ J-O o Ooo 2jZ O0ILL It DETAIL DENOTES PIPE PASSING THROUGH STEM WALL DETAIL DENOTES PIPE SLEEVE SHALL BE PA55NG THROUGH FOOTING GROUTED SOLI 2 SIZES LARGER THAN G AROUND PIPE PIPE PASSINTHROUGH SLEEVE SHALL BE SLEEVE ^ % 2 SIZES LARGER THAN j*\I PIPE PASSING 7HROlKsH THICKENED SLAB UNDER SEE FOUNDATION PLAN J ' FOR REBAR QUANTITY Y CONCRETE FOOTER W / 25" MIN. SRESAR WITHIN FOOTING (SEE FOUNDATION PLAN SPLICE OVERLAPFORSIZE) TYPICAL FOOTING DETAIL V2' DRYSIALL gOVER w i1d1 TIGJ— 311' CON- SLAB W FISER ESH OVER 6 T'nL VAPOR13A OVER TERMTE- TREATED, BELL CoHPACTED FILL FIBERGLASS SHl4GLE5 OVER W FELT OVER 1/16' OSB WOOD TRUS5E5 STRAPPED AS SHOWN ON TRUSS LAYOUT P.T. WOVER Dc6 CDR OVER 2X6 SUBFA9CIA uV COW. ALUM. VENTED SOFFIT DBL 25c6 HEADER MILES$ OTHEPoUSE NOTED ON PLAN WItCom UWT 2X WOOD STUDS • 16' OL. T/B' STUCCO ON MTL LATH OVER 00 FELT OVER 1/ I6' 2X BOTTOM PLATE ON 3/ 4' T 4G OSB. 2X4 COW. BANG BOARD FLOOR TR1S6 STRAPPED AS 41IOWN ON TRUSS LAYOUT LINTEL BLOCK ANCHORAGE TAPCON: BLOCK TO EXT. FRAME SHEAR STRENGTH CONNECTION (TYP. SPACING) TAPCON: 3/ 16" ® 12" 0 EXP. BOLT: 1/2" ® 48" 0. SHEAR STRENGTH ANCHOR ANCHOR LIGHTWEIGHT CEIIA, EMBEDMENT HOLLOW BLOCK 3/16" 1-1/2" 846 LBS. 1/4" 1- 1075 LBS. J-BOLT: 1/2" ® 48" O.C* TEST REPORT g 150-20068/ PROFESSIONAL SERVICE INDUSTRIES,INC. SEE MFG. SPECS. FOR BIT SIZES & TECHNICAL INFORMATION I EXPANSION BOLTS: RAWLS PRODUCT LOCATION EMBED DIA. MIN. EDGE ALLOWABLE ALLOWABLE DEPTH DISTANCE PULLOUT SHEAR RAWL-BOLT GROUTED MASONRY 2.5" 1/ 2" 1.5" 761 LBS. 1765 LBS. RAWL-BOLT CONCRETE 3" 1 2" 2.5" 1831 LBS. 2537 LBS. FOEfr3LAS6 SHNGLES OVER W FELT OVER 1/16' OSB OR V2' CDX WOOD TRUSGES STRAPPED AS SHOWN ON TRUSS LAYOUT R- 19 N5UL. P. T. iM OVER O[S COR OVER 2X6 WBFASCUA W CONT. ALI t VENTED SOFFIT UT DRYWALL DOL 2XS HEADER DOUBLE FOR W-6' MAX OPENNG, 2X- TOP PLATE DOL 2XIO I4EADER FOR 5'-9' MAX OPENING UNO. UUT 2X WOOD STUDS • 16' OC. W R,II l4511L lB' STUCCO ON NTT_ LATH OVER. IY FELT OVER W, OSB. OR W CDX 2X BOTTOM PLATE O4 3/4" T46 PLYWOOD rsz2X4 CONT. BAND BOARD FLOOR TRUSS STRAPPED AS SHOWN ON TRUSS LAYOUT WA • 5 BAR Vl' vowrWALL OVER Da rJ RING LINTEL SCREEN OVER R- 5 INS L. LINTEL BLOCK W • 5 BAR MASONRY FINISH OVER CHU BLOCK CMl BLOCK W/IS BAR • SHOWN LOCATIONS CN FCkMATION PLAN GRADE s . I• Z 35 BARS Z0" W WALL SECTION-® FILLED CELL - TWO STORY STEM WALL - SINGLE UNTEL WINDOW tm PRECAST OW (V • 5 3-V2' COHC. SLAB OEM 6 PT OR GREATER WY1IDER'ESH OVER PRECAST COW- SILL OVER 6 MIL VAPOR BARmEROVERTREATED, MAS. FN1814 OVETi CCMPACTEC, FILL CHI BLOCK" DOWELS SHOW LOCATIONS cm ON FOUNDATION PLAN C_ j C,RADE 3' 5 BARS 20- WALL SECTION -FRAME OVER CMU TWO STORY TYPICAL WALL SECTIONS MONOLITHIC R- 19 111ISIL.— I/2' DRYWALL - DOUBLE 2X TOP PLATE — 2X4 BOTTOM PLATE OVER 3/ 4' T 4 G PLYWOOD — SHBJGLES OVER W FELT OVER V16' OSB, OR V2' CDX WOOD TRUSSES 6TR,APPW AS SHOW ON TRUSS LAYOUT ba P.1. OVER DC6 CDR OVER2X6 SUBFASGA W COW. ALUM VENTED SOFFIT DEL. DO MEADER FOR V- 6' MAX. OPENING VOL 2X00 HEADER FOR 5'-V MAX OPENING UNO. WINDOW UST 2X - WOOD STUDS • 16101C. IV R-! lISUL. 18' STUCCO ON An- LATH OVER ISO FELT OVER lAib* DAM OR V2' COX V2' DRTVALL-j' ZX P. T. Bill "-,—VOL 2X -TOPPLATE PLATE W V2'XS' DEL. 2X0 HEADER AS. 32' O/C FOR 4'-6' MAX OF04W^ DOL 2XT0 3-V2' CONC. SLAB. 00FIVER' ESH OVER, OVER 6 M4: VAPOR Wff WARM OVER TREATED, C,OPACTEDFILLrxSlI- 991000G. W R-! WPAL C of aD — GRADE 20' 3 - 5 BARB WALL SECTION - FRAME TT. TWO STORY z0 O_ U F 00 W Q)w J J Z Q Z OHO U aZ o O LL i rn1 N J O C ! d host A1. 1 SCALE: N. T. S. r---------- -- - - -i 4rVM o. aL__l SH-25 SH-25 22/ -24) 22/ -24) EGRESS EGRESS t WI E I; T aA. i c4IrE* Tu BEDRi'1'3 BEDRM'2 IT TL4r Irnor - I 3'-9 1fFLn C4ElRRRX G41lETRR ''__-._.__ A l s 5 Vl r6 4'- d/ I, v 4Iv P. 6 T ( LYE '-,..•' - I le IxY'` AT R` BATHf RAT 7W 7kM Ne • scEarL f-R V) 4' 4' TOS-rWRRD ORAN s =__ 1 NOTE, AIR WANDLER TO HAVE MIN. OF 4' CLEARANCE OH ALL SIDES AND ENCLOSURE I \ v SHALL BE nrd 17' WDSPACEERTNAMAPPLI04CECLOSET 4 Y/ OPT. BED 84 MASTER BEDRM GAMEROOM r RAI c(4 cia% f R. C4RET Rq W- 3 V2' SH- 25 EGRESS 22/ -24) SH-25 SH- 25 EGRESS (•22/ -29) 4> 4•.).CC DBl-ZS c+22/ -24) WAY 2nd FLOOR PLAN r- a NOTE: ELEV.'A' SHOWN; SEE PARTIAL PLANS FOR ELEV'S'B' &'C') MISC. FLOOR PLAN NOTES: U EXTERIOR WALLS WERE VERIFIED SUFFICIENT FOR SHEAR LOADS 2) SEE FOUNDATION PLAN FOR FILLED CELL LOCATION. 3) ALL INTERIOR WALLS TO BE 3 1/2' UNLESS OTHERWISE NOTED. 4) ALL STRUCTURAL WOOD HEADERS TO BE DOUBLE 2' X Ir UNLESS NOTED OTHERWISE i 0q, A CALCULATIONS 'C' FIRST FLOOR I®67 SQ FT. SECOND FLOOR W41 SQ FT. TOTAL AC LIVM 75M SQ FT, ENTRY PORCM 105 R. GARAGE 471 SQ FT. TOTAL i DER ROOF 3041 SQ FT. STD. PATIO 40 SQ FT. TOTAL AREA 3081 SQ FTJ OPT. T7'XWPATIO 170 5a FT. TOTAL AREA 3161 SQ FTJ OPT. GONIG PA I t 40 4r 1 t 9'•' r SH- 23 1 6•B)6'0 PAT LETE Y) DE 1 SH- 25 SH-25 1m0 22/ -24 I 1 22/ -24) 22/ -2 ) 1 pf 6-0 X 6-8 SG KITCHEN ITFIAT dh wn YkTX D fllo a& vrITLRU! FAMILY RM O rRATG4 1 C NV ILR I 643vm _ pv& OPT. FIREPL. 1 cEARTH mks o SEE ELEV. %UT A71) LAUNDRY vT4Tl TVt 9 Y3 i yy,, eloli a41.1 r-r+a• cher+ DINING RM ACr i RAT a& CJA- ET I(1 S. I. 7.- 1. 3'•7 2- CAR GARAGE IT RATa4 coc R,e UkL LFLM 0 16' X 7' G.H.D_(+19/ -23>---_PANEL 211 2 > TIT. DBL- 25 211 - 28) Ist F FLAN 4 SCALE t'•0' 4 LIVING 16' X 7' aKlL rFLAT a43 8 (+19/ -23) WB C41TE1 R11 6 PANEL PIE+GM IIMIa ITi7 23 DBL- 25 21/ -28) rig. GIRDER TTdM YES' d 7)( 4 P.T. S' D. OEG. OD. SM. BENEfW ENTRY PORGI• I ` r{o ( r.r r r st FLOOR PLAN 'C' SCALE • v• r-0' r IIIIIiIiII -- lRRICAN ' ENGINEERING pool T,.-. mi Tw can n.-rTn A a MW3 a—M a ATV Ovals A . 1mve . wi wn wa c uToxOaLL gip£ E say` V Fs ` a Ia c Lo r5s N m lifi ft DJ vi5gn5: 6 b tlesigneC by-. N tlrawn by: drmv.9n checked by a.... date: 0/- 22-01 sheet: A2 of. BAN D BATN E POWER W E SCALE-'a'-N-& SCALE-14'=N-O' SCALE- 4,•.N-O' INTERIOR ELEVATIONS U 1i4-.r-O' 14'X14' TILE FIPEPL. ELEV. ff STAIR INFORMATION HEIGHT, 9'-4' LEHGHT- 11'-8' RISERS- 15 2 7 112' EACH TREADS, 14 E 10' EACH BEDRM. #4/ ii HALL/STAIR WELL GAME RM. fl CAM DOM 2x12 TREAD ENTRY PWDR. D RM. 7 X6 BAC.K 2x12 STWN6M JU 0 04 250q STAIR RUN DETAIL QOrTE1 SEA STAIR DETAIL IN STMrMRAI. SF T5 FOR ADDItiONAEOGNSTRIJGTION IHFflRMAT10N w p Z J Q ZPJWWa. 0 ( it 0 0 w 1 — U— z sf W C) 0 NN €€ dwl sd f7fr A em..erc. A2.1 l = - T,OI9eB - ss BATH #2 HALL STAIR Y1ELL PKE-ENGIDE$2ED FLOW STAIRS TRV55E5 - SEE FLOOr TRU53 PLAN DINING . SECTION A BED #2 KITCHEN PRE-EN&t EHQEV ROOF TRU5605 - SEE ROOF TRUSS m-AN RTIr. IHSU{.ATION R-W wow stucco permanulacturer9 recon,nw datbro. _ k*Wl Stud Ybil ! } _ } metal Rath onto a hq bead 3' SCORED FREEZE Floor busses , Buft""shall R DTL. . BAND TYP. NO-" wren' be conttoous mIth taped Iq'e cesd FOAM SILL DTL. sealed at rtidoms. stucco Ga" Bead n/ oVINYLSHUTTERSTYP. Haw W" -W u until loner shic'o Irotalbd then trk" at }ace. SGOR® SAM TYP. G1AL. Stucco per moMorturer's recommendations. FS HM: All Pork shall be Wtalled 0! Installed to meet manuPacturer's i 0 mrac -m endotions, hdustrg standards U 2 and appllccble codes. Z 3 9'-4 3/4" 2ND Fr. ST DETAIL-STUC40 FINISH: 2 5TORY SCORED F BAND TYP. ROOF TRUSS BRC 0 FF_ 3 MASTER PT2 6ARA6E 5EE FOIRDATION PLAN FOR FOOTIN65 AND SLAB SPECS. STAIR YELL 11 BED #4 TRI1yFig - 5EE FLOOR 7RU55 FOYER UN I W" TREAD W tr RISER STAIRS srRnr64" SEE FOIRCATION PLAN FOR SECTION S A SLAB 6P 1/4' = 1.-0. FIN. SECOND FLOOR FLR TRU55 13R6 FIN FIRST FLOOR ROOP TRUSS 5R6 FIN. SECOND FLOOR FLR TRUSS BRG IA-& f FIRST FLOOR IT PASSES TM Roa *0 AT LEAST r WAIR TAM i • OPT FP tftfft. ismannamobftfftttlmil.: Wit. ufftfttitifl--o. CRKMTffttlfMENNo. ftttfftlffffltft.= tftaifilttitff llllftN._ -.-•r . tt!lfttftlttttititttitttl._ _ .-_ iitf tiflttlti!ttlftfltfttl._ i......i...t....t..tf..f... lif!tltitlltltttttl.tlittlaittlJ._ 99Z SYL CCC 97Z_ZYY 7CCC 777 II G SCORED BAND SEE FOAM SILL DTL. TYP. ASV. TYP. ALL FRONT 4" SCORED BAND AROUND ELEV. WINDOVIS DOOR TYR FRONT ELEVATION 1/4" = 1'-0' U b Z Z OO QU W W J W C) wC3 F— J XZ) W m i I sff TEXTURED FIN15H TYP. ` OPT. 255H S sh TEXTURED FINISH TYF. s W v fffj LEFT ELEVATION RIGHT ELEVATION sj1/4" = 1'-0` 1/4- - 1.-0. lli N_ 1 I1 -- i r sAc e...sF moo TEXTURED FINISH , YP. eerpeaey d 6awn6yessdeslprt drdw b/.awYr. sheet REAR ELEVATIONJON 0 2 A3—C 1/4' - 1'-0' Of CELw FM FRMWCPY! x f CE6.6 FM F1®ARe)o u ti b 1 - 6M 1 ros6 OPT. I Au- 6 1 AF I T 1 CJ CF. ' CLOSET 4 DOOR yr/ OPT. BEDROCtl14 GAMEROOM R FLAT CM CA•EI FLA /5 eCEIwFMr6roJ NOTE: SEE ATTACHED I-IVAC FOR CORRECT FLAN: DO NOT USE HVAC LAYOUT ON THIS SHEET. LOAD TABLE MODEL 25M (4/15/04) TITT EaJlRlENT OFFAKER CONDUCTOR 7 I RANGE 40A bP a OA00 7 1 DRYER 30A VP I0 51p00 1 D194149ER VA UP Q 1.140 7 SFEGAL APPLLO CES 70A UP C 30M I I D15POSAL 20A UP O me I I LAMRT 70AW 12 600 I I WATER RFATER 70A UP IO SAW 6 6 2W9 50 FT X 3VA 6A UP M 157T I I GARAGE DDOOR OPENER ERA UP 14 UO f 1 FILR7 12 1440 SO- TOTAL ("TTS) rim I iL VOW WATTS AT R006 IDADO WATTS RDUI DER 406 1339 WATTS AC, 7e6."0 WATTS TOTAL UAW WATTS TOTAL LOAD A'Fb M3 A 5ERVICE ME Be A" 2504 ELECTRICAL RI5ER DIA6J r a30 UN- m x ffn c DODLNAIRS CETLw FM r.ro) 7nri FI PCTRICA1 SCALE • 114• . r-O' 7• Wit LaYlvr tatd Onr I. T—L. 1 7' Ks 210 9 ow%EX Flm El"I FM n..O 330 CLT rcc mom OETECTCR 9 WATER FRw !EC 91W OETE _VCRT NA L MQNT) 9 AnaM FILLY W_ 4 PADW TRE'lam 9 ti )ARYow aw- O AWTICH NOtt I( PWZ ECT RLO MSCM FOE 0 FICCN ovw TRACK LVARM lmrot J13*AT Spica NAA Lt(R 6. 4NAT SOT04 eCJR0.CE6w FOL o- FpFRORfID1 LKI+T DOMML hIotCEYEO6RCEl6w LKM NA-m rwmi 7}CE4w FM FRYIM I Yr Y.TA IVr ! Vr LAY LAV lw.1 r r ne Vr Y.TA LAVI Yr 3• r r i 4• rL2509 PLUM51N6 RISER 7 ) 0 MR CABLE TETER 2 RANGE N3 On BOA TLO ORTER W3 IIS PANEL S'VU APP.RQ 05 LGNTINS OR U44 US V BARE IRRI'AN ENGINEERING TO FPL TRlAlTi w . F•n ••+•. fY G W0,00 ROD vl- 17 ZZ r_—------- \. U Ti 1t A lz i to 7" CTM L----- Lj 1 U •: TjM a• f\ Teiro 6• r b I J LJ T• 1 I 1 r 1 1 IQ le r 100 Z J QM cElw FMFFWWVCPl, 1st ELECTRICAL A' I r . I/4• . r.OP AV L IvING W IT" as Cl/tETRx TTT. 4 - - - 1 ENTW FQPGN.. : 15t ELECTRICAL 'G' SCALE • VV . I'-®• AG XCECw FAR AWL WATER IE,ATER, DfSCCI.EGT CRASE FOR 70WSTA RS A/C LINE — i RECESSED LGIRT .. _ OPT. COAOLGlIT 0. you ABC WD OPT. COAOLGM J ¢ Q a- Q Q U) W U) U U Z_ U V D W W JWWa rg W Q g12 a Q 8€ E 2< Ms1s a O ia€ ScF N e rF t. SgiE evisions: ew. tra.n M. designedby: N sawnby: d- design a+eaed by: aww date: 01-22-01 sheet: A4 of: t'^—wr--t*—'94Td2509 LINTEL SCHED. LINTEL NO. LENGTH TYPE COMMENTS L 1 17'-4' 8F16-lB/lT ALLIED LINTEL A-13 L 2 7'-6' 8F16-1B/IT ALLIED LINTEL: A-5 L 3 7'-6' 8F16-iB/1T ALLIED LINTEL: A-5 L 4 4'-6' 8F16-OB/IT ALLIED LINTEL: A-3 L 5 7'-6' 8F16-1B/IT ALLIED LINTEL: A-5 L 6 4'-6' 8F16-0B/1T ALLIED LINTEL: A-3 L 7 4'-6' 8F16-OB/lT ALLIED LINTEL, A-3 L 8 4'-6' 8F12-0B/lT ALLIED LINTEL: A-3 ENTRY PORCH LINTELS; ELEV. C' ONLY L 9 5'-10' 8F8-0B/lT ALLIED LINTEL: A-4 L 10 13'-8' 8F8-OB/1T ALLIED LINTEL: A-9 L 11 7'-6' 8F8-0B/lT ALLIED LINTEL: A-5 L 12 4'-6' 8F8-OB/1T ALLIED LINTEL: A-3 NOTE LINTEL Ll MAY VARY DUE TO HEIGHT OF GARAGE FLOOR, MINIMUM DEPTH TO BE W. 8F16-1B/lT 8F12-1B/1T 8F8-1B/1T LINTEL-- SECTIONS 5 REBAR AT TOP MIN. (1) REQ'D 1-1/2' CLEAR a x r C.M.U. F = FILLED WITH GROUT / U = UNFILLED i y cli GROUT r QUANTITY OF 45 REBAR AT BOTTOM OF LINTEL CAVITYr D 05 REBAR AT BOTTOM g F 16 1 B / 1 TOFLINTELCAVITY BOTTOM REINFORCING LQUANTITY7-5/B'AC PROVIDED IN LINTEL NOMINAL WIDTH- OF 03 8' NOMINAL WIDTH ( VARIES) NOMINAL HEIGHT REBAR AT TOP TYPE DESIGNATION V Q 0 J w Z J 2509- 8tLINTEL DIAGRAM GAR. LT. SCALE: N.T.S. L9 L12 sNyarr•. L10 L11 2509- C LINTEL DIAGRAM GAR. RT. b a. c anwt SCALE: N.T.S. L oo ERNG A5 8" PRECAST & PRESTRESSED U-LINTELS NOTES: I I CAST-CRETE SAFE LOAD TABLES MATERIALS FOR GRAVITY, UPLIFT & LATERAL LOADS 1. ft precast lintels = 35!'3] Z. ft P•estrer d lapels = Fa000 p5u. 3. f-t g°u[ - 3000 p51 r4/ 11[3)nnmtrt 3/8' 4. CfocretP Mosarry units lC-W Pa ASTM w/ tnnERm ret area corrlprlessne = I9O0 i. 5 Rebsr provided n precast Intel per ASTM A615ps GFdaO. Feld Tutu per ASTM AbI5 6R4U or UMCI. 6. f}VLEnseg strand per ASTM A416 [3 rye210iof4refla'=tO1. 1. V32 "re per ASTM A510. 8 110 to pet ASTM CZICI tj3e M ar S. GENERAL NOTES 1. R-rnnde full ml tar fold old ted Joints. 2. Share fillet lMRels CIS required. 3Instatlatiali Of lintel Mist Car" Pith We "M M echrot QLI T StrI1Ct1trLlt - 4. L"itEls are trloruFMhfed with 5417 bug notdes.at tfie.efds to accommodateodate vertical cell renfat rig old 9 ig. B. All Intats meet Or t 2eed LT#10 vertical clef tun. Pcept tntels11'-4• arMi kncJer wtth a ._na'411 height of 8' meet or e>ceed LAW. 5. Batfnrtt fend adrJed reLv to to located at the bottomofthelintelcavity. 1. V32• dENIVOtEr- wire strrtp5 are Pa=_Ided to thebUttOM steel Far Inaha c-alairJvcKje. 8. Cast-"kw-p- concrete maybe provided n ccrlpaslte Intel n lieu Of Concrete mO501'" units. 9 SaFe load rdrgs biased an rational design anallsis per AG3l8odALTs% SAFE LOAD TABLE NOTES I. All values treed an mrnralm 4• beEX rg Exceptiot, Safe loads for unfilled lintels, must be reri-Pro tri 20% if bearing letyttn is less torn 6-1/2•. Safe toads for off recessed betels io<ai t71 8' rlonnrlDi belsng. 2. N.R. = NA Rated. 3. Safe ids ore total supernposed alfar able load on the section specified. 4. Safe foods biased on gad° 40 or grade 60 field, etir. 5. Addittaiol lateral load capacfty can be obtained by the desiger by providing addioriol reinforced rtc>_Salry above the precast lintel. 6. One M1 rebcr may be substituted for two 45 retxrs n 8' lintel5 oily. 1. The descjner may evoWDte c rre ntroted loads Frain the safe load tables t3l colt utotng the moxMlMtn reststng rriDm o t and shear at d-cw" from the face of support. 8. Far carp05tte Intel hexpis not sro"r, use safe imd From next tower 1`e411t. 9. AllsafeloadsinunitsofPoundsPerlinearfoot. 8" PRECAST W/ 2" RECESS DOOR U-LINTELS C GRAVITY L.BGTF( 8Fl6 ews 4 4'-4• ( 521) PRECAST 14@i 591 EW 2982 1 354 1 CM 59D4 6BB6 1821 302 4982 I 6412 1 7141 446 loam 4'-6• ( 54') PRECAST GM 2,62 3r0D MBl 531E r 4 17102 341Q 49M 1 6412 1 714-1 946ID81B s' 8. 16B•) PRECAST 1B5 e3z ll a IMGI2059I 29F6 3T6 358E 119- 262 4cn4 64v I am SB14 5'-l0'(? D"1 PRECAST85 TR WO 144R F124 24M 2Btt 3352 MIS AM G£Q L96. 54 L 64X6'$' (89) PRECAST 822 9a'1 16n " 246 3233 3B1Z 4EM 9a1 E71 2g 40a 684 errs 6'O1 Y-0• MO-) PRECAST MSBTt Zza 1M 2461 5 3439 Yea ll 2329 309 5492 6624 5132 9'-a" Of6') PRECAST 37 420 194 Q 13a2 bB6 535 92B 1491 2M 264E 399E 2B'6 8" PRECAST W/ 2" RECESS DOOR U-LINTELS T-4- " UPLIFT LATERAL LEFCTNTYP BitFG Etas 52') Pl$ AST G8 2419 3260 4a2 4961 58a 93z93z i5R 23313040084B6aM% 54') PRECAST1501 MW 3t21. 5431 4M 4s1, 859 853 rq24 1455Z , D 373a 383, 4643i6a') PRECAST rQrR5 2429 3 9M" 43a 5Di501 1132 rW29512" MM 4 10(`07 PRECAST 24M Ma 4RByG94228E 2891 94" 410E(807 PRECAST W2 Ga 2042 a8 301 364z a9D I. TIB 956 1468 RBl 251A 3035 3563 f90') PRECAST 63 69, 13a 180 ZM ZMB 3271 1113 941 6B6 a" 1312 r72 2225 I 269D 315, 016 7 R2EiAST533• 433 BDB MZ3 i4t3 r04 1995 96 614 me 521 l009 13A tTZB 2088 Rasp REDUCE VALUE BY 15% FOR GRALIL 41-1 "tLU IZLUA)', 8" PRECAST & PRESTRESSED U-LINTELS C~*•0- M GRAVITY LENCM TYPE am o>F618 nRz$ era1B 2'-IQ" i347 PRECA57 230 ME 448 6034 151M 9334 04M M93 366 44-8 6034 MM 9m4 Ia412 P93a 3`-6' ( 42'1 FAST 3M 7 23D 3E6 44-8 6®t 1526 9m4 041E 4'-0' ( 46) PRECAST Zia 2496 361 4438 540 634 13B 261E 448 Gag,152E 90d4 04Q M936 4'-6" f54') PRECAST fEq 1,81 fl0 551 I 34CB 4#49 496 5544 4021 6®i MM 9004 04'Q E8 5'-4' ( 64') PRECAST 1184 UK 18D9 23I 28M 386 3B62SE0SM-1Go 54064241450S'-10"( 10') PRECAST 9l2O9n 1414 IBB9 29041 213 34r Va. 246441445455443, S280 6121U-6' v") PRECAST 9T201 33l 2746 938 3" 4W52" MIS 339Eo. 734 6Bn0Y-6' tom') PREi=A57 61 6B 236, RR4 7 i ZBB6 3® . 6Ta. 1C 3 1 599E ifB R. ME 9'-4' (1121 PRECAST 5-g f. 2 0. 149 tZfl.. 14H2 f64 GB 012M254434EA418732110'4; YIZ6'3 BAST 456R48.5 aWES 9G 1122 e tMa 025 rA4 2m ZTn4 313a Z4fN ti'-4' ( 13b7 PRgAST 93 Er.i IB54 235E r193 O7593136E 445 195424413134044IZ'-OYI44') PRECAST47441254 689 21314 G'0 18158641254 rf9201ZBW999013'-4•(160')PR A57 ID2B 133 163 t22a wiB 145 Q6 149B 1lffi 1 2343 2920 14'-'(1687 PRECAST 339 3 646 9" r o N62 081 MO 455 l00 KM F M 1742153 2666 74'-B' 1t,67 PiZES NR. lax lax NE IR TR IR 1R ants 1f8 1310 2a45 2EI0 3I85 I3'65 i5'-4' ( 184•) PI E5TFEIE56E N.R. fax IR lit Mx 1R 1R R 4M 695 Q33 M5 Z30 2890 340 n'-a• Q08'X'RES NR IN w 1a t4x Mt 910 53 990 Mao MM 2200 2E00 R' 4" t2327P NR t1R MR. w MR tit laid w 240 400 60 09O 14013 IQD 2080 21'-4' ( 256'1 PRESTRE`E N.R.tR w w tR Nx tR n83 3o 60 940 1340 f-M 210 22'-0•( 264')PRESTRE NR 1R 1R tit NR Nx t IEO 37D 51D 810 129] 16F0 MW z4•-0•n8B-)PRESTiZEf E NR 1R nit rR1R 0 24CI 410 120 Jim FJ50 UPLIFT LATERAL TYPE LBGTN wa-4r 6 ff ixs a8 Bat} 2'-IOY34') PRECASTz,zn mti 401 ME2 1BM 9R`6 20212021 71Z7 Zl&i 3981 sm 64M 1G 8961 3'4;' ( 42") PRECAST 265 22BR 330 423t SZR 6204 L-5-1IZSZ 265 2253654Q5so% 60W I 033a 4'-0' ( 48'I PRECAST 188 1989 2B32 MW 4 SM" 938 936 18"614aZW3183447252644'-W ( W) PRECAST riiO t162 ffi7 3241 4tm 4i11 121 1Z1 IffD 1"Ora 2435 an 3H3 415M 5'-4' ( b47 PRECAST' 1484 210 2141 33,E 400 931M 505 505 1393 1431MIM26,0 3293 39m 5'-IOYO') PRECAST rZW R 23E 3084 366E 418 418 i2Q 851sn524193a1035836'-b• ( 18) PRECAST Mr 1 r13 22 Z69 3290 101 881 iW 1182 6E4 2FQ ZM 321E Z'.-6' 190•) PRECAST 97P 911 141E 2354 zv n : 324D 591 651 ME6, FM239211r13'i45 9'' (IR•) PRECAST Bar. -. 612 9Ba G 30 092.- 2144 454 6 3Q amas wiz IMO 2Ztj 2634 10'-6YQ6') PRECAST396 U6' 49818an126114% 7 493 16 6M 4a3+ et31 I FM 121394 2358 IV-4* ( 130') PRECAST 666• 431 6% B9'1 MD4 eMOR 56 90 556 6% SM9M129E15951963% 17-01144") PR1iAST W"* 4m 66 Od 118E i'¢ 340 494 63 486 BIB tali M4 I-M ZaS+ 13'-4•( 160') PRECAST Sea• 340 532 686 eat 99l 153 302 398 513 409 6t32 l004 66l 1631 1891 14'-0'( 16B•) PRECAST 458•E.' 635 EBS MM2% 300548629 G29922254TIS1254IMI14a1IBI6w'$'01671?RES243494 9M 124 e5l 990NR 243562852u56 FWIrA26-4't1B47351ZW 4- M 536T am 9a F%M 228 542 7M Ol? 6M 6% M4 464 6.0 TM1,'-4' QDB7PRE544964RB74M21EMR'-4•( Z3T)PRES 65 Z39 3B3 53 M 940 160 jFP1-I 21'-4•(256')PRES MW. µz 63e01 999 22'-0T2647PRE5T2 I31205 3a 45,3 6Qr 118 TRESSE Q4 REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR I NOTES: I ALLIED LINTEL TABLES MATERIALS Q INSTALLATION 1. retrr n precast Intel C-J%0per ASTM A615 2. reborinpouredbeamGR40ASTMA6153. Ft Fa' precast Intent =40Oi 4. PC fa' field concrete --BMOpst 5. concrete m a5ary units per ASTM C-90 lmrtcr per ASTM CZ70 tpe M a S 6. cokulotaisby: Ricru-d O. New11rn, PE., F ddfe4Ae" rnan eynE!ErVg ln-. 1. shoreallconpo51telintels4' OC. 8. all corpogIte beads cakuPath 195 9. 5ofe lOad' oMed on rcrr vl 8' tPonr 3 4' rllnmrmlrl). I0. all klads snow in pounds per bear foot If. for lerqUiesnottstedusenextCongalengthforsafe bad FIELD REBAR if 5 GR 40 m gQ, GM1L 0. J F COMCFETE FILL FIELD REBAR Q 5 GR 40 r 1-43/ B' AOTUAL ALLIED GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE "U" LINTELS LINTEL NO. LENGTH a"xs^ UNFMIEO 8^xe' FILLED a'xlz^ FILlEO 2D' FILLED8"x24^ Fit 8"x28^ FILLED 8^x32^ FILLED A-12110• 6549 6251 10125 00 12000 12000 12000 A-2 35' 3938 3958 5231 40 12000 12000 120M A-3 4V 2081 1914 3%1 14FUGUM E 1269 86019924 A-4 5' 10' 1128 1080 f'uf0 3E 39134631 5350 A-5 18" 90Z 105E 044 94 4029 419d 5522 A-E3 9' 4- 656 636 1112 94 2436 2902 334E A-1 105' 48R 483 841 IM 1522 1851 211 255E A-8 IN" 502 612 1125 15M 2002 1 2455 2931 33B9 A-9 12W 421 488 900 1224 1604 1968 23t50 2121 A-10 134" 393 419 114 1053 13BI 1692 2024 2341 A-11 1413' 342 3-6 F390 93B 1233 00 I808 21391 A-12 1418" 308 334 618 842 t108 1352 W4 18-M A-13 11' 4• 212 Z85 43E 611 am AB 18B 13M A-14 19- 4• 250 395 496 85o JEB 1408 r.% 1980 A-15 20v 225 365 4-B 184 It752 f370 1 5-0 1831 4 41 4• El 1161:Nil _ 1_ 11111 IIIII a a r 1=11111111M i to W w J CIO O O J J W Z J 4! 4.4 "T V I-(Gw ND (UHTT7S8 • w EFO ED TO BOND B 9B' WA TWREADED f 61 HNWM BIBEOM ROOF TRUSS LAYOUT 'C' N.T.S. SEAT11Yi 7X< M7. 61UD8 16. OG M! D-0ty uw7X4BOTTCHRATE y 7J( loom 3/4' PLYWOOD STUD WALL — BONND7X4FB.OANOD mili411-58AR Rii4. OiC. T FLOOR TTdIS6ANCHORPIER "am M-15H STRAPPED AS Smom ON U BLOCK IV MISS LAYOUT Df 7 !Fi l7't.tli'43L PM D@ Dc •! owR/iRRrYSFPDOrW A54 . ncdE So. t PLATE ac wcci (a• LA,%ER TWINRAFI6Nl TYF. VALLEY FRAMING STRAP TV a EVERY 3rd STUD COI+ECTNG FLOOR TMM TO lid FLOOR STUD F BLOCK TO 2N0. STORY STRAPPING FLOOR TRUSS LAYOUT 'A', 'B', 'C' N.T.S. 17-4-12 PLATE HT 8 PLATE 12 SEE PLAN nOloN ROOF WOOD TIdl99 E) Mjs • L LINTEL BLOCK 2(6 P.T. LEDGER tMNVOW tw E 4-16d•N.ALB s J COL. BEYOND 1 LEDGM IQ Fi S-1199 NOT SHOW SEE P06T 61RAPPNG ON IK AND Rd FLR PNBtiAM EaWALENT MAY BE SUBSTITUTED 0— FOR NAND NAIL DEva"TIONS* MAILBASED ON 1T"TIONAL DESIGN SPECIFICATIONS FOR WOoD CQ(61RYCTION FROM TABLE 6Ec - %ALS *0 &MEO - LATERAL LOAD DESIGN VALIES• HAL SWEAR VALUE (Vb J ad Im3' IDd as- d W 9' NOTE: SEE TRUSS MFG.'S ENGINEERING AND LAYOUTS FOR TRUSS -TO -TRUSS CONNECTORS ROOF TRUSS ANC IOfFAGE: Now, I) USE N TYPE C' (OR MERC"r.419L-E TIE) FOR Tft" TO FRAMEMALLORBEAMCONNECTIONUNLESSNOTMOTWERIXSE (UNOJ 7) USE N TYPE 'A• (OR INTERCMANGABLE TIE) FOR TFWS6 TO BLOCK WALL OPH ECTWN NNOJ 3) USE Ef "*-H (OR NTERd04GEABLE TIEFOR ALL JOIST DANGER 4)SE =li 2ii z 3 V4' PASELODE CAN NAL TOFAST@I JACK TO HIP G1IVR Rb) S) GABLE 1REQUIRE M M 'A' OR (V TYPE'G' STRAP AT 6) ALL 6TD6 BELM GIRDER Tf IMM SMALL BE EnVER, CONNECTED d 6E1PSON 6P4 STRAPS TOP AM BOTTOM N ADOMON TO OTHER 6TRAPPN6 CH FL*W 6911LARLY, 4X4 POSTS, REMPIE (2)-6P410 ON EACH EEO. 4X6 POSTS REaME (3)-6P41 ON EAOI( ETD, T) BOTTOM W(ALF OF MIS* TTMM STRAPS SHALL BE EmwER NEATLYWRAPPED %Cept DOUBLE TOP PLATE OR NEATLY FASTENED TO VERTICAL 67W OR POET DE'E/ONG ON ALIGN" ENT OF GIRDER AND STUDS OR P06T BELAM. 16' Nl V 2 cn J V3 Q maw G cn LL (1) oU w Ow(!)- Z 0w 0 J J 3mLQ0 Lu E os toN nilluic ilc OF dPt TIRd bW' •< drawn OY Amr dwipn drdasf b c aww do. 01.4241 ENGINEERING A&C w) 77"m not (4" TR-asn PA WK M413 0000M V=45. n. ama AnIftS 1 MOOOoa FV Q" STAFF I N6 5CH UL 5 I P5®N PRODUCT GORE DESCRIPTION GOMPLfANGE LISTING FASTENERS DESIGN LOAD5 (LB5.) UPLIFT MAX. PFL/5YP 5PF A METAIS GONGRETE STRAP SBGGI 9603 I ( 14-10dxIV,(2 I 10-16d 11500 1495 B H5 HURRIGANE CLIP NER 3133,422,432 4-Sd, 4-8d 1465 455 265 G MTS16 TWIST TIE NER 413 14-10d 3116 1000 860 D LSTA30 STRAP TIE NER 413, 443 22-10d 6l0 1610 E HUS26 SINGLE FACE MOUNT HANGS NER 393 14-fro d d 6- 16d 10000 1550 1110 F HU626-2 DOUBLE FACE MOUNT HANG 113IER 393 4-i6d E 4-16d 5033 1080 115 ML MBNA3.56/125 MAWNRU HANGER 8" SBGGI 9603 I0-10d, (2) ATR 3/4? x 8" 5955 1885 1355 MH 115HA3.56/925 MASONRY HANGER 9.25 SBGGI 9603 14-10d, (2) ATR 34"? x 8" 6050 3145 2260 MG MBHA3.56/11.25 MASONRY HANGER 12" SRCGI 9603 14-10, (2) ATR 3/4"? x 8" 6050 3145 2260 0 HDSA HOLDOWN TO 3" WOOD NER 393,469 3) 1/8"7 A.B. 28661 6465 4650 Q 5P4 TOP PLAT ANCHORS 4X NER 432,443,499 6-10d x 1.5" 2911 135 530 R 5P6 TOP PLATE ANCHOR 6X NER 432,443,499 6-Iod x 1.5" 2911 135 530 X HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d t 3/4"? or LBP 5/8"? 25333 8665 6485 AA BG4 POST ANCHOR E GAP 4x4 NER 421 3-16d 4 3-16d 3100 13M 100 BB 5C6 POST ANCHOR 3 GAP 6x6 NER 421 6-16d d 6-16d 4100 1050 150 CC BG46 POST ANCHOR E GAP 4x6 NER 421 6-16d d 3-16d 3100 980 100 CxG WT520 HEAVY TW15T TIE NER 413 24-10d x 1.5" 4430 1450 1245 I) HD2A HOLDOWN TO 3" WOOD NER 393,469 2) 5/8"7 12150 2115 2000 MM PETA20 HEAVY CONCRETE STRAP NER 393,469 IA21S 14-10dx1.5" (2121S 14-10d 1135 1495 LL HHETA20 CONCRETE 5TRAP NER 393469 UpIq 11-10dxl.5" (22plS 15-16d 12130 1660 00 MTT285 HOLDDOWN NER 393432 24-16d AND 5/5" OR 3/4" DIA AB 14455 4455 JUN 0 2 0) a 04 0 i S; late by--d br. dnmv design d.OK Ot-22-011 shoot A6.1 ot rl L' BRACING REQIWfvll S STUD SPACAJG NO L" BRACE I) 2x4 L' BRACE 2) 2x4 L" BRACE 2) 2x6 L" BRACE I6" 0'-0" - 4'-5" 4'-5" - 8'-0" 81-01, - 11'-511 11'-0" - 15'-6" 24" 0'-0" - 4'-0" 4'-0" - 6'40" 6'-10" - 8'-10" 8'-10" - 12'-6" NOTE: "L" BRACE MUST EXTEND AT LEAST W9 OF WEB LENGHT ROOF SHEATHING OVER TRUSSES SEE NAILING: ZONES) BACiQIAIL W/ (2) Ibd NAILS WOOD TRUSSES a 24" O.C. — 2x4 LEDGER TO MATCH BOTTOM U 2x4 BLOCKING s 48" O:C. C$40 a,D SLOPE OF SCISSOR TRUSS ATTACH TO WE135 WITH CLUSTERS 'L" BRACE OF (2) 10d NAILS --- - eATTACHED" NAILSCAL GABLE TRUSS WEB GABLE TRUSS SECTION SIMPS N -A35 s 3'-0' or. OR DOUBLE "L" BRACE DETAIL 2x4 SPRUCE OR BETTER' LATERAL BRACES 9 4'-0"\f: STRAP TIDE "D" O.G. ATTAGH (2) 16d TOENAILS 48" Off.) 10d NAILS 2x4 LEDGER TO MATCH BOTTOMs4" O.G. GHORD SLOPE OF SCISSOR TRUSS 2x4 BLOCKING s 48" O.G. NAILS s 4" O.G. ATTACHWEBTO S WITH CLUSTERS "L" BRACE7710dOF (2) 10d NAILS ATTACHED W/ IOd NAILS 2x4 DRYWALL NAILER s 4" O.G. TYPICAL DOUBLE 2x4 TOP PLATE BAY-2 L" BRACE TO EXTEND AT LEAST W OF WEB LENGTH (SEE TABLE) 2x4 PANEL BLOCKING • 48" OC FOR THE (Z) ROWS OF TRUSSES FROM EA. END TYPICAL ATTACHED W/ (2) Ibd TOENAILS GYPSUM WALL BO sl-#,SON AT 3'-0' OL. 2x4 DRYWALL NAILER' DOUME Zx4— SECTION - TOP PLATE 4 TYPICAL GABLE ATTACHMENT TO WOOD FRAMING END WALL NOTE: THIS INSTALLATION IS IN ADDITION TO BRACING REQUIREMENTS OF TRUSS MANUFACTURER BAY - T/16" 095 OR 1/2" COX 2x4 DIAL. BRACE • 48" O.G. W/ (4) 10d NAILS i EA END FIRST TWO BAYS I GABLE TRUSS E—STRAP TYPE "D' 4V OO.) 10d NAILS s4"OZC 10d NAILS s 4" O.C. OVERLAP SHEATHRJG W/ 12' MIN. SPLICE 2x4 STUDS s VV O O. W/ 2x4 BLOCKMCs s MID SPAN WOOD FRAMIW--s WALL) GABLE TRUSS WEB SECTION SINGLE "L" BRACE DETAIL lI - VC-1 - GABLE END BRACING DETAIL WIND SPEED 100 MPH, MEAN WALL HEIGHT UP TO 30'-0" ENGIRCANENEERNG IA of Mau Amm" sAlat 0. mm wow a. re9nwr re/ " m i n zcr) d Q w z J W W W Jto J Q Q 0 W a F- LL W J V Q 0 0) O tp N JUN ke wll E(r. dm.0silpl arc 01-224f sheet 04 fik6.2 Of: T 4 0 M-c" *-_ e SADDLE C,RIGKET MATCH ROOF SLOPE Rcb.--" COW. 2x4 MAL TO EACH TRUSS F t r9 CR' `. RA^F TRUSS oSB OR in, CDX FRAMINY GSEC710NTHRUCHIMNESADDLE CRICKET INTERIOR CHIMNEY — CHIMNEY TYP. DETAIL INTERIOR CHIMNEY DETAILS 4 In- 1 2XI2 TREAD I I NOTE: I V)' WACM CLEAR OF ALL FMSN MATERIALS. HARDWOOD HAJ- mRAJ 36• oC. 2X6 BRACNG I" NOSING MAX. a BRACKET. IXC, RISER BACKING 2X STUD TWr RIM OF TWO RISERS AND OBE TREAD, ExCLUSNE of TT$ PROJECTION OF N06040. SHALL BE NO LESS THAN 24• NOR EXCEED 25" 24. O.C. 2. 4 BLOCKM - EA SIDE (TYP.) GABLE I* 24" OIC. CMu a6B 3FEAT1 WG 2x4 OONTMOU6 I6• O/C @ EA 610E (TYPJ FLOOR PLAN a 2- 2Y W, oca Q top OR VI• CD 2- 2x4 TOPPLATEjiIS' O C, ff, 2x4 BLOCKfY 0 2X4 DIAG--, BRACE 2X4 P.T. BOT. PLA J- BOLTS as euaua Ea60E (TYPJ 6TRM BFURRICAtE CLIP TOTOP BOT. PLATE CMU tuALL VIA,• ORY W' 4 WALL SECTION 4!! FRONT ELEVATION SIDE ECHM WY DETAIL ECD EXTERIOR CHIMNEY DETAILS ELEVATION CONVECTION NTs. 3/ 4" FLOOR SWEA NOTE; SEE FLOOR FIL AN1/8" TO 1/2' GAP TYP. FOR 2xi2 STAIR STRWIER DETAIL. STAIR TREAD V2• DRYWALL IX12 FIR WJW 60ArW J' 2za TREAD1-11 2x12 STAIR STRINGER { 2X STUD WALL I DETAIL: oA 2X4 StRNGER RUN 5T A I R tDRT4Y.L MO sw LEDGER HANDRAIL I 7• BOARD WALLAMIK 2x4 NAILER TO WALL DETAIL- STAIR TREAD WALL 010" TREAD DEPTI-F 2XI2 WO? IX/4, L dt FIf- WLFT OF MTSI6 RL %Vd HALS MM 9 Cr- 3/16" FROM TF&W STRAPS TO PP11LT. TAPCOIiS TO CM nWFAIGTIRER fsrllsm EACH STRAP) EACH STRAP) 0- 1.311 1 4 132- 460 2 1 4 O W III ly W X w w dt WQ' ATHE M18.ED FILLED CELLS CAN BE REPAIRED Br EPDXT GROIITNG (U s REBAR (SEE EPDXY PI PERf1E. Att2 6F'EClIICAiiCN6' CONCFE6IVE LIG' MD !PL OR E4]kVALENf '1 NTO BOND BEAM AND NTO TOE Foal F MALL FILLED CELLS aloes ON PLAF16 BUT NOT FILLED N TIE FEW PROVIDE W MN. EMED. *V 3/4•1 HOLE WO BOTH TOE BOND BEAM AHD T1E FOOTNG IFAH ORFOIXaOR91AFTER D K-\ 6\ -TOP GF BOND BEAM r- AA YIO ODSTdT6S . __ IBTIu?w U' ( TTP. WON3 MW WPROVIDE %20 Ga GALV BOFl7 BEAM WJ TABLE AW89611H nacxi \\I\\ Jf T SIT CH SPLICES ID 25- (I) 9 CONE. NSTALL ALL TAPCOHS WRu LNTEL BEAM W/ (1) 9 COW 69willpal- INA NOTE TAPCON6 SWOMD BE MTALLEP y :. ....:.. N 67RICT AGCORDA 4M W M 11E rIMSFAGTUFER'6taECAlrll": M S MISSED "A" STRAP oETAiI. CM FILLED CELL ,I J a' CM WALL- V 9 VERTICAL 1 C I6" WOO TRUSSE: 2. o" O.G 2X12 STRINGER FASTENED e BOTTOM F WEDGED 4 TOENAILED INTO 2-2XIO s TOP TY I/, - AL SINGLE 5TAIR AND LANDING DETAIL KKICA E ENGINEERING 24• OR OR F. o2) 41413 FM (o)) MIL 3 PA. aa1 " /IYWME >Pors. 0. J721f 5 AT48• 124• FOR T SIZE AQ110.S AM40FIISg11 p" 47" O'C. O PROVIDE ( 1) " 5 At 48• OL. VERT. AIV (2) s. u s CONT. BELOW EAHOSTLOCATICHFILL ALL 2) SR'IPEEiON T622 (243OLb. max UPLIFT) or CELL. WFTT( P91 OT'ET( OECD Jt, AT 46• GIRDER (2) HUGHES RT221f2 (2WOLb. max UPLIFT) or 44AT yN FND. MOCKS INFD, v O.C. FORuiEEP9 F l2) SB-ICO ADS-2 (34.12Lb. max I1PLfrT). SLOPNG BRACE EXTERIOR 9IDE a• Ch>I1 v O r 2x4 POST SEE OF WALLDOUBLETPLANFOR (WANTITY ICHCURINGOF CONPA.CTICNOFTHIsAREA 9 " 48' OC. PLATE NTO FOOfNG MD TOP OF FOOIER (4) '.'1 G-`+}`!''.' - - . ... .._ BEAN W/ 6• MRl Q1BED. CONT. AS 2"-O' 3• CLR COV. _ !. IOIIN ALL FtEB.N2 (1YPJ RET NiNG WAIL AT PATIO ! + HoM EPDXY GR71N 9MC%D OE N6T/LLID N - R_ HOM BRACE SM OP WALL" j {co TRICT A000FROANCEamTMPIAMPACTRER'. ADEO ONLY DIRIW. CCMACflON 1J IECC-AO"- FOR PATIO SLAB. LEAVE ORACE6 DETAK for (IJIsCt SUB.'STITUTION N PLACE FOR T DAYS AFTER for !UH a GIRDER 00MIECTION M C MISSED FlLLEO CELL OETAII PATIO.LAD 16 POUED 05/4• . r-o Q J J Ill Q 1— Q W w o Qwy _( r Z Q a U cl) rn 0 Lf) N J 0 ISM w .. a Q 1 d-W dSrd ll- drrbetq. anv w dYc 01-XM VL i Of 7 i I HANDRAIL TO HAVE A CIRCULAR GROSS SECTION DIAMETER BETWEEN 1 1/2" TO 2", OR TO PROVIDE CR055 SECTION WITH EQUIVALENT O 6RASPAOILITY PERFORMANCE REFER TO FLOOR PLAN FOR STAIR QSECTIONSPECIFICTOTH15MODELlu T_ 2XI2 STRINGERS AT SIDES d CENTER OF STAIRS A/ 2X4 SPACER AT 7) 51DEWALL5. ATTACH SPACER TO _ EACH STUD WITH (2)I0d NAILS. Z umr p fl F Xx RI' 2XI2 THE J lu to SUM OF (2) RISERS PLUS (1) TREAD MUST EQUAL 24" TO 25" 5/4" SUB -FLOOR FLOOR TRU55 2X8 STAIR LEDGER CONNECTED TO FLOOR TPU55 WITH IOd NAILS ob" O.G. ATTACH EACH 2XI2 STRINGER TO LEDGER WITH (2)IFid NAILS THRU LEDGER INTO STRINGER AND (2)I0d NAILS TOE -NAILED ON EACH SIDE i— - rTREAI l ATT H RISER TO EACH O X 5TRIN ER W/(5)Bd NAILS ACH TREAD TO EACH STRINGER W/ (5)IOd NAILS STAIR RUN M= 9" EXGLUSI E OF NOSING i1'FIGAL 5TAIR CONSTRUCTION r)EiAIL N.T.5. JON dwsf edbY- drsw.Ey. dmwdesign d edaed OYaww dalc Ot-?2fi1 Stmt S2.1 s 3 1/2" CONC SLAB WA-15ER"ES14 OVER 6 MIL. VAPOR BARRIER OVER TREATED W' POST COMPACTED FILL PER PLAN SEE FLOOR PLAN) GRADE 7 • 5 REBARS SLAB ATOTHICKENEDBEARINGPORCHPOST SHPGLES OVER 15• FELT OVER 1A6. 065. WOOP TRUSSES STRAPPED AS WOUN ON TRUSS LAYOUT Da P.L OVER DCS CDR OVER 2X6 R$!. SAWN PINE3/5UrtSUBFASCIA GRAADE W/ CONVI/ SOFFITVENTEDSOOFFIT RTR.P AN DBL 2X5 HEADERFSEEORSFOR4'-6' MAX_ OFENNG, DBL. 2Xlm HEADER FOR 5' 3" 3 1/1• CONC SLAB MAX OPEWNG UN.O. 0*11BERMESH ON WOOD FOST CLEAN, COMPACTED PER FLOOR PLAN FILL W) MONOLITHIC aIRAPPED W/STUCCO FTC. IU/ 2 • 5 BARS 9 SEER PLAN FOR POST SIZE GRADE SCP SECTION 0 COVERED PORCH TYPICAL STUCCO FNI547 (ALTERNAT R/S CEDAR FNiSF CONC. SLAB 2-OD STRAP TIESONEEACHSIDE) WOOD POST PER FLOOR PLAN FLAW FOR POST 51ZE EPP ELEVATION ®REAR PORCH POST_ MONOLITHIC DETAILS SIMILAR) WOOD BALUSTER W/ DEC. WOOD RAIL ABOVE THAT MEETS GRASPABILITY CODE NEUELL POST — TRIM — C. FIR CAF iXR C. FIR SKIRTEOARD r IMPERIASTAIRCONSTR. BEYOND WALL NEILELL PC RAIL H ROOF TRU55 2X4 BLOCKRV. • 24-01U. TYP. LATERAL SIFFORT TOP OF FRAME WALL 2) Qd NAILS TO ROOF TRUSSES) TYPJ 2) 12d NAILS Mr.) V2' DRYWALL 2 - 2X TOP PLATE W/ %r 32' O/C V2' DRYWALL R-U BATT NSULATIOI 1/8" STU=O OVER METAL LATH OVER "FELT OVER OAB. r. TOP OF FRAME WALL 2x STUDS 16, O/C TE W/ NB BRACING AT NON —LOAD BRG. EXTERIOR WALL DETAIL 2X6 HANDRAIL OVE TTWATMETE GRAWA51LITY CODE 2JC1 BALUSTER U(12 G. FIR SKIRTBOARD HANDRAIL OVER) J U ff O 0- 0 ff OL I rl trl a DEC. WOOD RAIL rr _ n / ELI TE r / DCI2 G. FIR S-RtBOARD STAIR CONSTR } PAST WALL 1 u u U I In-, P S T A I R R A I L S D<f2 Cl. FIR S T A I R R A I L S GUARDRAIL ELEVATION Q A A L RRICANE l i/2•q'l l' ENGINEERING n.-sosT fm Nop TN -MT! n 6= ti1613 Amoon alas It 32TM DETAIL ® HANDRAIL VMM 6 M10EM5= Pf'T°" U _(J) o o- U cn as 00 c!1 u) J J F— W W 00 0) C) to N J W Q 1-7o, ll tIT-T-;-Ir3-wTv-wJ UTY OF SAN • 70 CITY OF SANFORD PERMIT APPLICATION Permit # :_ %`1 !Z/ j _ Date: 16 — t / " 0 7 Job Address: ve Description of Work: Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing s/ Fire Sprinkler/Alarm Pool Electrical: New Service — # ofAMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets Addition/Alteration Change of Service Temporary Pole Replacement New (Duct Layout & Energy Cale. Required) of Water & Sewer Lines # of Gas Lines Occupancy Type: Residential --_L/ Commercial Industrial __—_ Construction Type: # of Stories: # of Dwelling Units: Plumbing Repair — Residential or Commercial Total Square Footage: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: 0_!Lk_ Aol,_t..s Phone: Contractor Name &Address: 1` tZ T t s { / jZ 711 1 State License Number: 1 ! 7 sPhone & Fax: 69'A FYTZ , .L 979. "' j 7 7:0 Contact Person: ( Phone:/ 4iFJ;7p" Bonding Company: 1 Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards ofall laws regulating construction in this jurisdiction. i understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A 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 re;mfCF*daLienLaw,11 Signature of Owner/Agent Date tract r/Agent / Date Print Owner/Agent's Name t Contractor/Age t'{J Signature of Notary -State of Florida Date of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or produced 1D APPLICATION APPROVED BY: Bldg: Special Conditions: Initial & Date) Zoning: Fi,0YENCE C A.. N DE GRAVE Con ept Y CtStlt1811 ICh VVif to Me or tD IRE!November12,2006 P, Bonded Thru Budget Notary services Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) ri$cF r L• i or. x.Jarm 1 t`jr_7: i,7jP-1.7r L z.'•1fCf ?(,4 Ii 1. T' 4:e >^ 11sMr b-b '"?ev CEr.CeixtPcPCIS) 1 Oa (x,77.,'?',?, ., rx of Yd -; Ckrs t r treexnb f. iLl' +R`Cr`e_'sl ACt;t7 ic fi, C't%1'P 6i21 f y ( 1e: PSDf+Fli+':a JCS3tnamemi"e. l f.lri:'75e1:'r, l<43 nc)1117 kG 'f 3cE,b or: Cln35iF Sf E E rn€: t• Q1r qt(rF"3e: rtts D$Yeilki£ 1)gJ3dm ORd CaS,I d.'vaJC cnfh<-.I rb-r-;;'}: Pp -reel VAtd&a§ pr(g e,e of ovyaer5hip a L-gx.F Lfenrlp Rives) CfnirEctor Name A Addrezz: phone & F€ A: tIr'-'rft l Bonding Corlpanv: Address viorFeage Lender: Address: _ Archiiect/ Engineer: P1-10 pr: aF< q ices aNumber. ,..•jy- RUM, Phone. Address -_ Fr,. - - Applicatlon is hereby mad: to obtain E, Pe —,Mt tode the Work and t inSLOlation sintrca6ed. ! ce-ttf, ha+ no r•orle or ins ally ion has eomnlcnc.ed priri Ic, he issuance ofapI„ it and Thai all Work will b to cr ent tomersc,)da;ds Oi eil 18NI mphiting corrstnocbolin this jurisdieraon. i undentantt, loaf e scpa. tc permit musebesecuredforEiECTFZCALiWO.rZ;, PLU-j,/jp_UaC SI(3pgl : €!.1.5, URt b tC !, BQILEF HEATLRS, TftidF<y, and AIR CONDiTIONERS, etc. OWNER AFl JDAV I T :tee5 'that ell of t]rc for,accurate ant t4a. all r/ofk r il! k done in cor wade: 'MR-1 ajlappliuPic. i>tv:. „'yo rnr consiTuecior 27tToning, b 6.l t iiuvG TO OH7;TEp °IOUF FjjLU F 70 PFCOR !1 N0 lCh Or CJAillrlEi`i Fj'-1T t . ,+ TWICE FOP. VVIPROVEINIEWT'z; TO YOUR PROPF_?f r LF t l , -ULi D r'Iit li r',. ti-.'; OUr'1riDTOOETAMrP,01CFMC,C i tj T fip1 FOURL NDERr)p /,p F''!TORTIE;' BEFOp F-UCORDfigG YOUP. NOTICE OF CCivtiviE1)4CEI14E1dT / NOTICE' Li addition to Fhe requirements Of "s permit Shen -my be additional sesbictims applicabl c [ivs doe tJ' i crap be d in th< pu tic r o xis of this county, and there rrra.y beadditional pe-wLs required from other governmental entieies such es Bier II gem ent rsticu, s € enr.irs, r; fc.dr.,• j egtnci . Acceptance of permit is verification that i will notify the OHrirer of the properly of the require nL o` onoa vieyr'Leev, F 113 Jrgnature of ONVIFIFr/Age.ni FnntUwner/ Agent's Namc Signature of Notary -Stare of Flonda Owner/Agent is _ per onall, not•.,, I N2 or Produced ID PPLI( -\1ION API'ROVFD 13Y [tick Imtra) & Dare) Daie Date 7 4 Z004 1 arumr Con for/Agent Dale ER T G. D.LLO RUSSO Pnnl ontracirn 7genr'§ lV me Srg»alure of of Honda Date Conlnctor/A c: i i'e;sona!o Known to IJ;z or Producrc .:f Zoning L. 1 D Initial &Dare) f paijl l vndinons.