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151 Bristol Forest Trl - BR04-002782 - SFR
PERMIT ADDRESS cl, CONTRACTOR ADDRESSDRESS PHONE NUMBER SUBDIVISION I PERMIT# DATE Centex Homes 385 Douglas Ave., Ste 2000 PERMIT DESCRIPTION Altamonte Springs, FL 32714 407-661-2176 PERMIT VALUATION CGC 049689 SQUARE FOOTAGE PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE cn cn 0 CITY OF SANFORD PERMIT APPLICATION Permit # : ` % 0 - a Job Address: 4 Date: Description of work: ACONSTRUCT CONCRETE BLOCK SING FAMILY DWELLING Historic District: Zoning: Value of Work: S m 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 & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Waver Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential 7 Commercial Industrial Total Square Footage: 02 7 Construction Type: # of Stories: # of Dwelling Units: _ Flood Zone: (FEMA form required for other than X) Parcel#: _22-19-30-502-0000- O W 0 (Attach Proof of Ownership& Legal Description) Owners Name & Address: CENTEX HOMES 385 DOUGLAS AVE., STE . #2000 , ALTAMONTE SPGS . FL 32714 Phone: 407— 661— 217 6 Contractor Name & Address: PATRICK J . KNIGHT/CENTEX HOMES ( SAME AS ABOVE) _ I awriii i A& StAtr i-irrnan N,.mh— CG C049689 Phone & Fax: Bonding Company: NA Address: Mortgage Lender: NA Address: TIM E I _ --- - -- _ _ .: _•>± 407-467-2643 Architect/Engineer: HUKK1CANt tNG1NttK1NG Pltbfte -tlU/-//4-yUU.3 Address: t 3 216 Fix 407-774-8477 Application is hereby made to obtain a permit to do the work and installatiotls ks,i tl,tr! A [ ern( fy th„a n work or ins'__ tion has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regul ng conSfftt n in thtsduns tion. [understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILER TERS, 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 will notif ner of the property of the requirements of Fl nda Lien Law, FS 7 t3. JUN 10 2004 Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg, 7 70' Zoning: initial & Date) Special Conditions: PAT KLGHT Print Contractor/gent's Name r C--),. , /JUN 10 2004 Signature of Ndtary-State of Florida Date Contractor/Agent is XX X Personally Known to Me or Produced ID Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) t 1Ov pG CoryiniO DD0299442 c =°' Expires 3/29/2008 Bonded Ihru (800)432.4254 Florida Notary Assn.. Inc t . 9 City of Sanford Budding Division r Submittal Requirements for Residential Building Permit I 1. Two (2) recent boundary and.building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 1 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 -bearing interior and exterior watts, show all components of wall sections. e. Framing plan for floor joists where conventionally framed. Plan is to indicate span, size and species of materials to be used_ f. Engineered truss plan with details of bracing, engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size. methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: Garages/Carports sq. ft. 2. Porches/Entries sq. ft. 3. Patio(s) _ sq. ft. 4. Conditioned Structure sq. ft. j. Total Gross Area _ sq. fi. 3. 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 his representative. 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. 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 Engineering Department. 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor and property -owner. If electrical, mechanical, or plumbing.permits have not been issued. inspections will not be scheduled or made and subcontractors will be subject to penalt- under city ordinances. Date ` SUN 3 0 2004 Owner/Agent Signature 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 p COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this JUN 3 0 2004 by Patrick J. Knight, Division President of Centex Homes - Orlando). He is personally known to me and did not take an oath. NOTARY `PUBLIC r. M42 E aires / 3 29/2008 Lortd-d thru (800)432.4254: I ................ 106da Notary A&:: nc Seminole County Property- Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL w iun gwiT . •- rll li+.0 i f Back [`-. a 9(.f+irfjp i071ir r t t jtit . tit t'9E `\i, p 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market 000- S3-SANFORD WATERFRONT22-19-30-502-0T ParcelId: ax District: Number of Buildings: 0 0670 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX HOMES Exemptions: Depreciated EXFT Value: $0 Address: 385 DOUGLAS AVE STE 2000 Land Value (Market): $26,000 City, State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value Ag: $0 Property Address: 151 BRISTOL FOREST TRL SANFORD 32771 Just/Market Value: $26,000 Subdivision Name: PRESERVE AT LAKE MONROE Assessed Value (SOH): $26,000 Dor: 00-VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $26,000 2003 VALUE SUMMARY SALES2003 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 67 PRESERVE AT LAKE MONROE PB 62 PGS 12 - 15 LOT 0 0 1,000 26,000.00 $26,000 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If yourecently purchased a homesteaded property your next ear's property tax will be based on JusNMarket value. http:// www.scpafl.orglplslweblre_web.seminole_county_title?PARCEL=2219305020000O... 6/30/2004 SH-25 SFI-25 22/ -24) 22/ -24) EGRESS EGRESS s1tse j d ; ci:rR 5EDfR i#3 BEi lnmaa ff"Asad fA3fi1{ R CA(:i7Rft Pi;—____ ifi Ytcss r opt .. A? H $2 r rpa sw wss NOW, AfR NA*X.ER TO 144VE i K OF 4• CLEARANCE GN ALL BmES AhD ENGi.(7SI7RE LPACE SK4LL ME HK Q' 74W C" MJ' T 4 W12 m UNDER APPLIANCE': 04 MASTER BEDRM o VRA as r f Rc FMnle W- 3112' SN- 25. EGRESS 022/ -24) SR-25 S! fi-25 EGRESS (+22/ -293 a+ sarcoL DBL-25 (+22/ -243 2nd FLOOR PLAN LMOTE: EtEV W StN3vVlM; SEE PAR"A1L PLAIMS FOR ELEV S V s a. srnrA ID. I I " * I T" 0 sN-2s SH-25 e ?1 022/ -24> (+22/ -2• f Zv -23) 1 t NO©K fi14AFLtA VIM" f vmnx FAMILY RM r a e IllsVWFW w rkrfas. uAMni< ft, f' - 8- T-24f{ u1 2-CAR GARAGE t1 ' t rnAsaa6 Cl ++ LYIICRR Q' fm STOP LW'L. eRC+. Usti - LK4W2 FM c4fimNR _ 16' X 7' E MAU+19/`-23?' PANEL PIEL.kt 1LItIt3 rN s w. i DBL- 25 21/ - 28) iR PLAN NOTES; UW- LS UM DIED FM S eW LOADS VAT04 PLAN FM ELL LOCATiCJN. FX* WALLS TOBE3V!' XNEF t SE NOW,tt -- CURRALWOMX w f1 1% WEAMRS 15is - { CUBLErminm VVOAD Alit SEAT a arssrfolcr DBL-25 p-aCR ; IPlb2 L c M- 25 tro w X"AW (+21/ -23) 02V - 28> tG Ti4i Lk FL'iea".ofm c xn IIBf - 25 6ARAGE 42194Ft PLAN TOM *Vi9WKF SM. FAIPr sa _ TOFAL AFEA 2999fi DPVWXW PAW arcQai SH 25 22/ - 24} SH- 25 22/ - 243 IM2 9Q . Wl9EtFt iiBL- 25 C+ 2V -26>` 1pl EGRESS: ' QQRAL+4 G 25E SQFt PARTIAL p- 427 sa FL Of I GF 30M sa Ft. 16t FLOOR PLC 25lA1Vl%-24? p4FL 8t riot' 3110-1 PA 00M AVA 3161 as nj C) Ji 7' OH.D. t caet+uear®s a/ TX4 PTV V. PEG. BD PI'i. BF?EIiN an4nsebxl spa bXdlnw 41iv1 drll. sux,r . a. n« m-aa R Ir A2 ENGINEERINGam erro" " a /smeo..ri aw 4 This Instrument Prepared By:' I+igRYgM 140R5E1 CLEW OF CIRCUIT COWRY NAME: Debra A. Riggs -Centex Homes SMIN E Cup 385Douglas Avenue, Suite 2000 E KtdK S , i 419 CLERK i i1 M+4I05473 Altamonte Springs, FL 32714 MRIIE:D 071valaw WASI 6 pW Permit No. IiURDINS REEF ILL REl1Om By 5 O1 Kelley NOTICE OF COMMENCEMENT SEMINOLE STATE OF FLORIDA COUNTY OF ORANGE THE UN15ERSIGNED 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 - O , PRESERVE AT LAKE 14ONROE Recorded in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY,' FLORIDA. 2. General Description of Improvement: SINGLE FAMILY DIWELLING 3. Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property: FEE SIMPLE `INTEREST arif-`ILI) COPY Name of Fee Simple Titleholder: N/A PAIt",NNE, ORS 4. Contractor: CENTEX HOMES' n L r ' a S Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 W" Phone. 6661-2150 Fax: (407) 661-4089 5. Surety: N/A Amount of Bond: N/A 6. Lender: N/A 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be sewed as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone:'( 407) 661-2150 Fax: (407) 661-4089 S. In addition to himself, Owner designates the following person to receive a copy of the , ienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date of Noticeof Commencement (the expiration is date is I year from the date of recording unless a different date is specified) Debra A. Riggs OMCE MANAGERPGR CENTEX HOM M31$ DOUGLAS AVENUE SU III 2000. ALTAMONTB SPWNOS, FLORIDA 32714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEPORE M8 THIS BY DEBRA, A RIGGS„ OFPICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION NP/4 1729 HOLDING CORPORATION. A NEVADA CORPORATIOM DEBRA A RIGGS IS PERS014ALLY KNOWN TO ME AND DID NOT TAKE AN OATH. NOTAR PUBLIC rNrHlnrityRrrrrrrrrrirrrl. rrNrMrMirrul JACKIE cA1NE8 Can, r,A1 b00RbFi0Q Exph" 1/2/11011A V Gentled Oft rrlr uNu FlEitide 1ArML Ilq trrrrilflrrW/rirrrllMp NiIrN;N City of Sanfore Certificate of Occupancy This is to certify that the building located at 151 Bristol Forest Trl for which permit number 04-2782 was issued and has been completed according to the plans and specifications filed in the permit, to wit a New Single Family Residence complieswith all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Stag Approval Date Conditions (if blank, no conditions apply) Building: F. Ortiz 03/07/05 Engineering: D. Richards 03/09/05 Public Works J. Crurnnton 03/07/05 Utilities. R. Blake; 03/08/05 Fire Department: Zoning: ; Centex Homes LawYV) 03/11/05 Property Owner Building Official Date t a+ CERTIFCATE OF OCCUPANCY - REQUEST FOR FINAL INSPECTION.`` Single Family Residence"" * * O DATE: 03/04/0 PERMIT 04 ADDRESS: 151 Bristol Forest Trail CONTRACTOR: Centex PHONE : Greg, 407 4b6-8067 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. F]Public 'Worlds O Fire Zoning O Utilities Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION Single Family Residence**'" 0 DATE: PERMIT #: ADDRESS: 03/04/05 04-2872 151 Bristol Forest Trail CONTRACTOR: Centex PHONE #: Gree 407-466-8067 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. ElEngineering 17 Fire li Works / w G-> cZonin g 7 Utilities ElLicensing CONDITIONS.- ( TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTIN; F Single Family Residence****°' i 1 1 1 w _ j j 1 I DATE: 03/04/OS J 1 1 PERMIT #: 04-2872 f ADDRESS: 151 Bristol Forest Trail o40wp Q. CONTRACTOR: Centex n- c. c V PHONE #: Greg 407-466-8067 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 Public Works t111Cles Fire Zoning 7.Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC10Q1 CITY OF SANFORD Address Misc. Information Inquiry 3/09/05 16:15:22 Location ID . . . . . . . 248015 Parcel Number . . . . . . 22.19.30.502-0000-0670 Alternate location ID . . Location address . . . . . 151 Primary related party . . Type options, press Enter. 5View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 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 67 ************** SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2782 PD 8-12-04 SEE REC#7099 3/4"WA METER SET FEE $190.00 PD 8-12-04 REC#7099 REPLACE BROKEN METER *** 3/4"WA METER SET FEE $190.00 PD 2-22-05 REC#7501 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200E t,) ELEVATION CERTIFICAT Important: Read the instructions on pages 1- . 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 151 BRISTOL FOREST TRAIL CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 67, PRESERVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, 0 necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type)- e - ##' - ##.#N' or ##.#####) NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COMMUNITY NAME & COMMUNITY NUMBER 82. COUNTY NAME 183. STATE CITY OF SANFORD 120294 SEMINOLE B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX 86. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding) 12117CO035 E 4I17195 4I17A95 X NIA 610. 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 89: ® 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 of the building is complete. C2. Building Diagram Number I (Select the building diagram most similar to the building forwhich this certificate is being completed - see pages 6 and 7. Ifno diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, ARIAO Complete Items C3.-a4 below a000rding 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, oonvert 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 NGV929 Conversion/Comments NONE Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes ®No o a) Top of bottom floor (including basement or enclosure) 15. 0 ft.(m) o b) Top of next higher floor 24.7 ft.(m) v c) Bottom of lowest horizontal structural member (V zones only) NIA . a o o d) Attached garage (top of slab) fL(m) 14. 5 ft.(m) E a o e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area) 14.4 ft.(m) o 0 Lowest adjacent (finished) grade (LAG) 13.7 ft(m) m CM o g) Highest adjacent (finished) grade (HAG) 14. 2 ft.(m) o h) No. of permanent 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) 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. 1 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 ft 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 2123105 (407) 426 7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the BUILDING STREET ADDRESS (Including Apt, Unit, S 151 BRISTOL FOREST TRAIL CITY SANFORD information from Section A. and/or Bldg. No.) OR P.O. ROUTE AND STATE FL ZIP CODE 32T71 SECTION D • SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (C Copy both sides ofthis Elevation Certificate for (1) community official, (2) insurance agent/oompany, 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 For Insurance Company Use: I ,. -% Check here if attachments 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. If the Elevation Certificate is intended for use as supporting information fora LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(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 or photograph.) E2. The top of the bottom floor (including basement or enclosure) ofthe 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 (see page 7), the next higher floor orelevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is ^ ft.(m) _in.(crm) above or below (check one) the highest adjacent grade. (Use natural grade, ifavailable). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance With the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E forZoneA (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, G and E are correct to the best ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZJP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law orordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and Gof this Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information in Section C was taken firm other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local la.r to certify elevation infonnation. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Sedon E for a building located in Zone A (without a FEMA-issued orcommunity4ssued BFE) or Zone AO. G3. [] The following information (Items G4-G9) is provided for community floodplain management purposes. G8. Elevation of as -built lowest floor (including basement) ofthe building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS M ft.(m) Datum: Datum: Check here if aftachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT 4F SURVEY DESCRIPTION: (AS FURNISHED) LOT 67, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA FOR THE BENEFIT 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), CSX RAILROAD R/W OLD MAIN LINE TRACK UNPLATTED PER THIS PLAT) s° N54'23'11 "W 50.00' s1 U!I N AI O z LOT 67 m j 6.250 SOFT. t 0 1ZIof zo ICI inc J._:.,,.+,,, 40.1': r;.'•;:.: m .. • m GRAPHIC SCALE 0 15 30 z ::..CONCRE POOL AND DECK.' u'. LOT 68so' LOT 66ao.o zNo14 n TWO STORY Q on CONCRETE BLOCK o cy) h WOOD FRAME p n RESIDENCE a FINISH FLOOR j) ELEVATION-14.97 a C 0.7' 0.7' 20.7' 12.3. 7' o 15.0' COVERED N N 5.0' TRY CONCRETE: Ni DRIVE WAY ; i Iv 61 I 3 .0 W,' I 0 i n I N i I 0 oOh----__-' L 1 77 110' UTILITY8IEASEMfNT I I WALK IS 0.2' LINE iS5 1 1 E 50.60' 0.4' LINE z IGNI(AVAlaa' PI PI_75.52- m CENTOF431.07- S 54'23l lE E-RGHTOF-WAY z BRISTOL FOREST TRAIL ceO I 50' RIGHT-OF-WAY 0"I W 0 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 02- 22-05 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, I HAVE EXAMINED THC F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND Ti IE SUBJECT PROPERTYAPPEARSTOLIEINZONEX. AREA OUTSIDE 100 YEAR FLOOD PLAIN. T11C SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION, PLEASE CONTACT THE LOCAL F,E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARC BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. ITHE NORTHWESTERLY LINE OF LOT 67 ' FIELD DATE:) 10-4- 04 SCALE: 1 = 30 FEET APPROVED BY: SJ JOB NO, ASM39681 DRAWN BY: REVISED: FINAL 02-22- 05 VI4 FOUNDATION II-13-04 CK8 MODEL CHANGE 10/27/ 04 K PLOT PLAN 6/25/ 04 SDo LOT FIT 12-12- 02 CKB LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE 13I 24 EXISTING ELEVATION CONCRETELR LICENSED BUSINESS LS LICENSED SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FNO FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAO CS CONCRETE SLAB C CHORD LENGTH ELEV ELEVATION PI< PARKER KALON R RADIUS AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER L8p6393 1030 N. ORLANDO AVENUE, SUITE 8 WINTER PARK, FLORIOA 32789- ( 407) 426-7979 QFND NAIL AND DISC LB 068 (02-22-05) 0 FND 1/2- IRON ROD AND CAP LB #6393 (02-22-05) CNA CORNER NOT ACCESSIBLE A 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 CHU OVERHEAD UTILITY LINE 10 IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE REV REVISED HEREBY CERTIFY, THAT THIS BOUNDARY, UBJECT TO THE SURVEYOR' S NOTES ONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH Y THE FLORIDA BOARD OF PROFESSIONAL URVEYORS AND MAPPERS IN CHAPTER 1G17-6. FLORIDA ADMINISTRATIVE CODE URSUANI TO CHAPTER 472. 027. FLORIDA TA TU TES. FOR THE FIRM PSM # 4997 DATE I i I V1! 1()NS PERMIT ADDRESS 0 CONTRACTOR cr_NTr_x iioMEs PA rRIC K i KN ir,11I 407-467-2643 (MOBILE) P1-1 It 40i-661-2176 1:Ax 11 401-6-6 -4089 DESCPRITION OF RI -VISION: ADD COVERED PORCH IN FRONT (PORCH WAS SHOWN ON ORIGINAL BUILDING PLANS) too cu FIRE 3LDG — PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 67, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CAI CHI ATICINS (l OF ONI Y) LOT 67 CONTAINS 6250 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 1487 SQUARE FEET t TOTAL CONCRETE 727 (WITHIN LOT ONLY) SO. FT. t TOTAL S_OD_4036 SO. FT. PERCENT OF CONCRETE & STRUCTURE TO LOT 35% t BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNED: 15' PREPARED FOR: CENTEX HOMES COIIARF FnOTACF hiP Tn rIIPR) LOT 67 UP TO CURB CONTAINS 6800 SQUARE FEET t THIS STRUCTURE CONTAINS 1487 SQUARE FEET t CONCRETE 1060 SQ. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOO 4253 SO. FT. t CSX RAILROAD R/W OLD MAIN LINE TRACK UNPLATTED PER THIS PLAT) 50.00' N54'23'11 "IN l DRAINAGE 67 A I U I U O I Q 30' CRAP FIIC SCALE I rni i N in 0 15 30 Z I Z cl c Fr I _- nl a N 1 nl Iml m LOT 68 --so' A40.0' S0 ~ LOT 66 40.00' z CA cn ry PROPOSED 7 LCG- A . i- 25:' n09-- C - E y IIIIIIIA FINISHED FLOOR Q ELEVATION=14.10 II Q 01c 6. 3' 20.7' SA' 130• CLCOVERED E50• 0—NTRY.-, LV10'UTILITY SEAEMENT O wF- z rl a S54` 23'11 " L, w 50.00' 0 75.52_ 355. 55' PI S 54'23' 11E — ----_— CEN TERUHE iIFJ —---431.67'—-- PICHT-OF--WAYPL I a " BRISTOL FOREST TRAIL 50' RIGHT-OF- WAY cl-Ty OF sAmFOR 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 TIME CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SIIOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY 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 CQNTACT THE LOCAL BEARINGS SHOWN HEREON ARE BASED ON THE NORTHWESTERLY LINE OF LOT 67 BEING N35'36' 49" E PER PLAT. FIELD DATE:) REVISED: SCALE: 1 = 30 FEET APPROVED BY: SJ LEGEND DIILDlrll, SErBACK LINE MLW MILIIIAUM LOT WIDIll CENrF_PIINE PUB PCC POIIJT OIJ BOLIIJDAPY PQITIr OF COMPOt111D I-URVA[URE RIGHT OF WAY LINE POC POINT ON CURVE PROPOSED ELE VA tu?ra OROFFICIAL RECORD pD PLANI ED DEVFLOPMENT PROPOSCO OPAINAC•E FLOW 6DENOTES DELTA AHIAC L DENOTES ARC LFIJG111 CONCRETE C.B. OF OFFS CHORD BEAPuJq LB LICErISEO BIISIIiESS PC DENOTES POINT OF CURVArURE Li LICF_I' I::ED SURVE',OR PI DCNOTES POINr (IF IN B PSCCTIIN FRM PERMANEPITPRC DENOTES PruNT IV RCVERSC CLIRVATIIPE PCP REFERENCE MONUMENT PEPM ArICH r CCW rROL PUIpI T PF T'iP DENOTESPOINTOF TANGENCY i11'ICAI. P) PER PLATA/C AIR CONDITIONER ne) hIFA51_IP<ED I BWCOI:I;RETE BLOCI< WALL. FLID F(WNDRPRADIUS1:01111 C/W CIiNCRFTEWAU; CSCOPICRCTE SLAB 5/W SIDEWALKCCHORDI_ENC TII CP COIICRETEPAD50. FT. cOIJARE FEFr PB R PEATBOOT°: RADIIIS rTQ NATURAL GRADE P(T_ PAGE.; 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 ArLORIDA LICENSED SURVEYOR AND MAPPER. ASM39681 IMODFL CHANGE 10/27/ 04 KLE JOB N0. PLOTPLAN6/ 25/04 SOO DRAWN BY: LOT FIT 12-12-02 CKB AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBg6393 1030 N. ORLANDO AVE.. SUITE B WINTER PARK, FLORIDA 32789 (407) 426- 7979 FOR THE FIRM 997 DATE COUNTY OF MTNOLE mpSrr rrU qr0rI7mFuT nr uurnnn nrArrwrur u//mnrn lou-944^e mHT) nTwn nrRmTT wx nro..' m / " v~ /rrrv `n/«.nv w/o`m;n" I /wIr /5' TnAFFTc 7nwF, A|m7snTrTTn:. oA r``" A{} 503 LK mo"n»e x.xo,'n u^mIII m, r'/ rrm`T AnnnFsS LANn // sF rATFPnRY, oo1 - qinnIp FAmilv np+Arhpn *n..=p TYPE USE: ResidpntiAl WORK DFSrRTPTTON: qinnle FAmilv um/mp, np+Arhpd FEE BENEFTT RAT[::' FFF |/NTT RATF PFR # & TYPF TOTA! n x YPE DIST SCHEDULE DESC. UNIT OF UNITS ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 7V5.oO ROADS COLLECTORS NORTH O dwl unit $ '142.00 l $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54'V0 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DUE $ 2,285'0O STATEMENT RECEIVED BY: ^s SIGNATURE: PLEASE PRINT NAME) ' DATE: NOTE TO RECEIVING SIGNATORY/APP| TrANT: FA7||}RF Tn wDT7Fv nuwFn :wD ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **T* DISTRIBUTION: 1-COUNTY 3-CITY 2- APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICi{ ARE Di E AND PAYABLE PRIOR TO TSS|/ANrF OF A B||T\DT@R 10F:11|T. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT. OR OWNER, TO APPEAL THF C LC|LATInNS nF THF RnAD' | T R RY YSTFM Nn/O;i EDUCATIONAL ( SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRTTTEN RFQ|/FnT N7Tn7w 45 rmrwnm nAYs nF TuP nrcr/:/wn SIGNATURE DATE AnOVE. BUT NOT |ATFR THAN PRTTFTcATF nF OCC/|vAycY n; OCC|/ PANcY' TxF cFO|'F T Fnn PFurru //T mFFT TuF o n/nn m/yr nr rxr COUNTY LAND DEVE|OPMENT CnDF' CnPTFs nF THF RiUFR nnVFRNTNR AnPFA|S MAY BF P?[KFn ||P' nQ lQFpHFsTFn Fnnm TWIT P/Aw 7mP|FMFwTuTTnu nrrrcF, 1101 EAST FIRST RTRFFT' swrnRD' F| npTnA 3?771, /4o7) AA5-74/4' PAY!, FNT n*mxn nF MfI DF Tn, rrry fMwFnnD T| DTwG DFP cTMFNT Oo wn:Tu p:K :Fm/F P Y ryT umnn n nv rurrx nn mnury nnnro own owm,n ^cncmuurr T! r TATF FwT w|m F wn [rTY i|T|nlwn FrT nF TnF wnrrrr pF nTT w/|FA T T*F rGr TH| 9! STATFmFwT m Vm in nw|v Ti.,i I.dTT* TRq\AN[F nF uwm, rumT/ v n//nnrun l Jo'b a1 rj rTrecg.; Z niDvzL1 sF < tivr, ; f 4'1GCC, l.eC2i l .l 1'Y.i e'r1.Z"ItiT,;B!_ ?'t:dlY7]I2 - i ` 72.a 7'7t7'1.'Ffr il ai `klE163!"3c.11; Nes/ St e: ,,iC — "s? of APad rF117t}QFhi E } Ek$itJSt Cht ;Mge OR & dAM, eF k' vtr ilatieat l ResidcA ial Mora-Resi. afta;€f,i 5' N 1dex (Dwl Villml?ltigf lNew C0tatMJVvci%& t of Fi%tures -t Of WWCT &— Sewcz Lints Of Ci Lines PlVMbl[nW 0-v Reddentlnl: # of Wales Clossrss pimblng Repair — RCZit3eatW OF Coa a rtee-eral Occupancy 'l' ` glee: Residential Corn ; epcial bride t ini Nuare Fpc4sige: Coh0 ruction Tyne, t of 5torn f< of D"Velflitig JrltnQsl one: FLT4A form rwet'tred f(rr o,t11<.i Gttr:rr 3 t 77 Pill reel Owners Name Atiach Fresh' Of Ovyne rtship k F t9kF I srip¢iett) Address: Y` / t / hone: Contractor Name & Address: ita Liseaase Phone & Fax: Bonding Company Address mortgage Lender: Address. Archiiect/Engineer MERiZ. t W RUS Phone: Address Apphcanon is hereby nade to obtain a per;rut to do the work tJnd installations as indicated. I cerlily that no work or inseallation has cortinrencecl prior tc, tl;eissuanceofapet;nie and sites all work rarill be p- rorrn-d to rtectstandards Of all laws st b lafingConstruedonin this jo;isdietion. I undenPartd that a senara permit mustbesecuredforELECTRICALa'JORI:, PLUMENG, SIGNS, VJFLLS, POOU; FUPjNlACE.R, BollER—S, PEATERS, TfiNKS, and Alfa CONDITIONERS, etc. OVnl ER' S AFFtDAY : I certil, that all of the fo,"Cgoiag i, for—yTe on is acrurate a_nd th. t all Rork ill be done,iFF construction, andtoning- WARN-UNG TOOW t ER `YOUR FAiLOTREE TO puCORD,, A NOTICE ICF OFC KHM iCE1TWICE FORIMPROVEMEidT- TO YOUR pROPEI2Ti . LF YOU Tl`i } NtrT TO 01?TF.iiv Fl iA"l^ICI1 1G OrlutJ A TTGRNEYBEFOREE4ZECOFJIEdG 'OUR OTICE OF CGiAM ENCEM ENT NOTICE' Ln addition to the requirements of this per"F»., there may be additional rest fictions appli It to d-us prert N this county, and there may be additional permits required ion other gove;mmental entities such rvaie tnrsn e n Acceptance of permit is verification that I \611 notify the ovmer of the properly of the requir ments of FI da SignatureofOwner/Agent Date Signal CT ctor/ AgtSERG. D. Pnnt Own er/Agent's Name P t ontractor , eent's Na Signawre of Notary State of Flonda _ y Date Signature of Kos -v-State of Owner/Agent is _ Personall.\ Kno,,n to Me or Produced ID price -9 alI apphezl N I, w: J t P jJ ling fM ' 1 1 1L'f Il t i'() l F, l i. ', F1HG I ( 1 OUR L&NDER (AJAE) t-nay be ` and it the puohr. record; o£ cLs, to agenr eS, ni (r dr.tal agencies. 713 ` ate 1 • M4 4 RUSSQ Er 1 4 2Qn4 la Date Contactor/At,- : s r Personah_, Known to Me or Produce 'D ITLK A1lCiN AI'I'ROVFD 1.3Y Bldg Zoning L; fp Irma) $pate) (Ininal & Niel - ^- (Inival cti Date) ,,.(lttztta#6&,.flat: ojl r. indttions CITY OF SANFORD PERMIT APPLICATION Permit # : — C``—' Date: 1 I {' & 1 Job Address: c), C \ i` Lot 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 tom' Commercial Industrial Total Square Footage: Construction Type: # of Stories: _ _ # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel # Attach Proof of Ownership & Legal Description) Owners Name & Address: CentexHomes 385 Dou>las Avenue, Suite 2000 Attamonte 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:_ Architect/Engineer: Address: Phon Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities 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 requ Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID FS 71 Agent Date Charles W. Cannon Pr' ontractor/Agent's Name Signature of Notary- tate of Florida Date Contractor/Agent i Person.t Mar ProducedI i siu G 4 APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Co Cif CITY OF SANFORD PERMIT APPLICATION Permit # : 1011 — 1 -1 Y,' Job Address: / 5/ Description of Work: Date: l 4" f 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 _S Plumbing Repair — Residential or Commercial Occupancy Type: Residential t"/' Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel #: 3 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Phone: Contractor Name & Address: State License Number _. Phone & Fax ,t_ f7 }XY ` ? > l i '; ... r r . / Contact Person: Phone: r"` f 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 theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separatepermitmustbesecuredforELECTRICALWORK, 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 PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. 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 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 requ7Cel fFlorida Lien Law, .3. Signature of Owner/Agent Date fContractor/Agent Date 30 - n Gt'1PrintOwner/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: Special Conditions: Initial & Date) Date Signature ofNotary -State of Florida Date Contractor/Agent is — Personally Known to Me or Produced ID Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) 0 4 r PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 67, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) I LOT 67 CONTAINS 6250 SQUARE FEET x (LOT ONLY) THIS STRUCTURE CONTAINS 1505 SQUARE FEET t TOTAL CONCRETE 504 (WITHIN LOT ONLY) SO. FT. t TOTAI. SOD 4241 SQ. FT. x PERCENT OF CONCRETE & STRUCTURE TO LOT 327 t 4* l LOT 68 Tn Y Q 0 BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES 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 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 THE NORTHWESTERLY LINE OF LOT 67 BEING N35'36'49" E PER PLAT. FIELD DATE: ) REVISED: SCALE: I' = 30 FEET APPROVED BY: SJ cnnnoc cnnrnrr No m romAl LOT 67 UP TO CURB CONTAINS 6800 SQUARE FEET t THIS STRUCTURE CONTAINS 1505 SQUARE FEET t CONCRETE 837 SO. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 4458 SQ. FT. x CSX RAILROAD R/W OLD MAIN LINE TRACK UNPLATTED PER THIS PLAT) SO.QO' N54'23 11 "W LOT 6 III DRAINAGE TYPE A I N 1 NI o to I A ZhnmI 12InI zq Im Iz c Ic C 1 yIr h II Y Z Z 40.00' PROPOSED 2509 -C o FINISHED FLOOR o 6 $ ELEVATION=14.10 6a 0' IIII IIIIY I1I I 10' UTILITY EASEMENT Z 50c.. lNI Opp Iml S 54'23'11" E COVERED ENTRY 31 20.7' S n z Ul N W p O)0 C LO FTl LOT 66 355.55' CENTERLINE OF) 431.07'— RIGHT-OF-WAY 13RISTOL FOREST TRAIL 50' RIGHT-OF-WAY X- I"30 GRAPHIC SCALE 0 15 30 LEGEND BUILDING SETBACK LINE MLW POD MINIMUM LOT WIDTH POINT ON BOUNDARY CENTERLINE PC.0 POINT OF COMPOUND CURVATURE RIGHT OF WAY LINE POC POINT ON CURVE X PROPOSED ELEVATION OR OFFICIAL RECORD PD PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW n DENOTES DELTA ANGLE L DENOTES ARCOCONCRETEC.O. DENOTES CHORDD BEARING LB LAND SURVEYING BUSINESS PC DENOTES POINt OF CURVATURE LS LAND SURVEYOR PI ONDENOTESPOINTOFINTERSECTION PRM PERMANENT REFERENCE MONUMENT PRC PT DCNOTES POINT OF RCVERSE DENOTES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL P) PER PLAT A/C AIR CONDITIONER M) MEASURED CBW CONCRETE BLOCK WALL FNO FOUND RP RADIUS POINTC/W CONCRETE WALK CS CONCRETE SLABS/W SIDEWALK C CHORD LENGTHCPCONCRETEPADS0. FT. SQUARE FEETPB R PLAT BOOK RADIUS NG NATURAL GRADE PGS PAGES R/W RIGHT-OF-WAY AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBQ6393 1030 N. ORLANDO AVE., 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 WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. JOB NO. ASM39681 PLOT PLAN 6/25/04 SOO DRAWN BY: LOT FIT 12-12-02 CKB FOR THE FIRM DATE FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2509 LMR 0&'`r Builder: CENTEX-FOX & JACOB: Address: 15-1 BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central I . 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 (ft2) 2509 ft2 c. N/A T Glass area & type a. Clear - single pane 25&0 ft2 _ 13. 1Ieating systems b. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 42.0 kBtuft c. Tintlother SHGC - single pane 0.0 112 _ HSPF: 8.50 _ d. Tint/other SHGC - double pane 0.0 W b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 399,0W c. N/A 14. 1lot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.1, 802.0 W _ EF: 0.86 _ b. Frame, Wood, Adjacent R=11.0, 310.0 ft2 _ b. N/A c. Frame, Wood, Exterior R=11.0, 1176.0 ft2 d. N/A c. Conservation credits e. N/A HR-Meat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=30.0, 1741-0 ft2 _ 15. 1IVAC 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. Ret: Unc, AH: Interior Sup, R=6.0, 1.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 31902 PASSTotalbasepoints: 35706 1 hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY2DATE: I I:W!215 2 10 1 hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT:--&& DATE: JUN 2 5 _20II4 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. 01-111E srgT o 1 v BUILDING OFFICIAL,;, ,,. REV IIEW E DATE: __ " a alr^nR EnergyGauge® (Version: FLRCSB v3.2) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I18XConditionedXBSPMPoints 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 32A 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 30.0 1741.0 2.13 X 1.00 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 11449.6 INFILTRATION Area X BSPM Points Area X SPM = Points 2509.0 14.31 35903.8 2509.0 14.31 35903.8 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 600A-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 EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeO/FIaRES'2001 FLRCS6 v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I18XConditionedXBWPM = 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 16.0 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 1&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 1114.2 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 2509.0 0.28 702.5 2509.0 -0.28 702.5 EnergyGaugeO DCA Form 60OA-2001 EnergyGaugeO/FIaRES'2001 FLRCSB 0.2 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 EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE I 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 Cooling Points Heating + Hot Water = Total Points Points Points 20833 4617 10256 35706 1 16851 4556 10495 31902 PASS cHE S IVrgrF°fin a o t, A e EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 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 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, 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 606A.ABC.12.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons 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 Se arale readilyaccessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-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 i a. Central Unit Cap: 42.0 kBtu/hr 3. Number of units, if multi -family l _ SEER: 12.00 _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (W) 2509 tl' c. N/A 7. Glass area & type a. Clear - single pane 258.0 fl' _ 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 V a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ c. N/A b. Raised Wood, Adjacent R-11.0, 399,0ft' c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons i a. Concrete, Int Insul, Exterior R=4.1, 802.0 W _ EF: 0.86 _ b. Frame, Wood, Adjacent R=1 1.0, 310.0 W _ b. N/A c. Frame, Wood, Exterior R=11.0, 1176.0 ft' 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 W _ 15. HVAC credits b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, I f . Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 1.0 ft - 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 Code For Building Construction through the above energy saving features which will be installed (or exceeded) 0 THE Sr4 in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: _ i Date: JUN 2 5 2,194 Q Address of New llome:151 BRISTOL FOREST TR. City/FLZip: LAKE MOUROE/32747 1 oDWE NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStar""designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwwfsec. ucfedu for information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department ofCommunity Affairs at 850/487-1824_ 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) 831-2665 Weatw. Orlando -AP, FL, US Winter Design Conditions Outside db 38 °F Inside db 70 °F Design TD 32 °F Heating Summary Buldincq heat loss 363W Bluh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat bad 36350 Btuh Infiltration Method Simplified Avera 0Replacesquality Heating Cooling Area ft 220050792Volume (fP) 20072 Air charKlessftiour 0.70 0.40 Equiv. A (dm) 234 134 Heating Equipment Summary Make W4TROL Trade Efficiency Heating input Heating output Hchualliea rise Ating fan Heating air flow factor 0 Bh1h @ 47-F 1400 f 0. 039 dm/Btuh Summer Design Conditions Outside db 93 'F Inside db 75 °F Design TD 18 °F Daily range M Relative humldrty 50 % Moisture difference 43 gdlb Sensible Cooling Equipment Load Sizing Structure 29386 Bbli Ventilation 1485 Btuh DUsesi g. re swing 3'F datan RatelsWrig multiplier 0.98 Total sens. equip. bad 30253 Btuh Latent Cooling Equipment Load Sizing Internal gains 1380 Btuh Ventilation 2212 Btuh Infiltration 3946 Bti.th Total latent equip. bad 7538 Btuh Total equipment bad 37791 Btuh Req. toil rapaaly at 0.70% SHR 3.6 ton Cooling Equipment Summary Make JANTROL Trade Efficiency 120 EER Sera* Cooling 29050 Btuh Latent coding 12450 Btuh Total cooling 41500 Bluh Actual Cooling fan 1400 cfm Coding air flow factor 0.048 cfrnlBhtl Load sensible heat ratio 80 % Boldlitalic values have been manually overridden Pmt ut cat'Jiedby ACCA to meet all recIukerrlerlts of ManualJ 7th Ed. wr1ghtsoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 4ME:1FitesW\Foz & Jacobs 200212509\2509.rsr Page 1 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. Winter infiltration AVF 0.70 ach x 20072 ft3 x 0.0167 = 234 cfm 2 Winter infiltration load 1.1 x 234 cfm x 32 °F Wrier TD = 8243 Btuh 3. Wnter infiltration FIT 8243 Bh-h / 296 ftz Total window = 27.8 BtuM2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer nfiltration AVF 0.40 ach x 20072 ft3 x 0.0167 = 134 cfm 2 Summer nfilhation bad 1.1 x 134 cfm x 18 °F SumrrierTD = 2650 BUfi 3. Summer Hkufion HTM 2650 Btuh / 296 ftz Total window = 9.0 Btuh/ff and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moistdiff. x 134 cfm = 3946 Btuh Procedure D - Equipment Sizing Loads 1. Sensnle stung bad Sensible ventiaton bad 1.1 x 75 cfm vent x 18 °F Surr rler TD = 1485 Bhfi Sensible bad for structure (Line 19) 29386 Btuh Sum of venWation and structure bads 30871 Btuh Rating and temperature swag multiplier x 0.98 Equonent sing load - sensible 30253 Btuh 2 Latent sizing bad Latent ventilation load 0.68 x 75 cfm vent x 43 grAb moist.diff. = 2212 Btuh Internal bads = 230 Btuh x 6 people + 1380 Btuh Infiltrafion bad from Procedure C 3946 Btuh Equipment soM bad - latent 7538 Btuh Construction Quality is: a No. of Fireplaces is: 0 8oldlitaltc values have been manually overridden Printout oerhfied by ACCA to rneet all reW rerrlents of Manual J 7th Ed. wrightSCoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 A%CA E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R FAMILY 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 NOOK/KITCHEN 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.BTH/WIC BDRM2 a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 OA 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 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 54.4 16.0 0.0 t vvnghtsoft Right -Suite Residenlial^ 5.5.06 RSR26014 2002-Apr-03 16:42:13 ACC , E:1Fileslf\Fox & Jacobs 20021250912509.rsr Page1 RIGjiTd WGRKSHEET Enfire ouse DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: f407) 831-2665 M/ YU_J.AhEd 1 Namedroan Erie Hale FAMIY PDR NOCKWC HEN 2 Lffoof eposedva 323A ft 54.0 ft 4D ft 34.0 ft 3 Roorndrmtsnrs 17.0 x 15A fl 4.0 x &0 A 24.0 x 11.0 ft 4 CekW Co-&Qson 8.0 freaWood d 8.0 ft hea/md 8.0 ft haelbod 0 fl hm" TYPECIF CST HTM Area Load" Area Lott fH h) Area load W) Arm Load" DGr061J4E Na Htg Clg ft Hlg Csg H6g Clg O Hs3 CkJ Hsi csg 5 Grass a 14B 4. 21 Epoaed b 13C 3. 1 160 0 eelsand c 12C 2 1 portions d Of OX e 0. 0. 0 f0. 0. 0 6 V*xkmsard a 1C 37. 21 aw 1183 10 glass doors b 8C 37. 1478 40 1418 Heafrig C 9O 311 0 0 d0. 0 e 0. 0 f0. 0 7 V*Xbvsard Norlh Of 0 0 0 glass doors NEWW 0. 0 0 C-619 ENV54. 2a 12294 32 1741 50 SESW O. 0 0 C 0 SO At 30.4 973 0 Horz Of 0 0 8 CAherdoors a 11A 111 12 3E 717 484 18 340 229 0 b 1tA 18 12 0 0 C C 0 c 0. 0. 0 0 0 0 9 Net a 14B 4f 21 802 3636 1651 1106 494 222 1023 451 b 13C 3 1. 310 977 363 1 22 447 166 101 0 wasad C 12C 2.. 1.1 1176 3397 2296 0 0 0 partitions d Of 0. 0 0 0 0 e 0. 0.1 C 0 0 0 0 0 f 0. 01 C a 0 0 0 0 10 Ceifugs a 16G 1. 1. 1741 1838 2413 0C 0 254 b 0. 0. 0 C 0 0 C O. O. O 0 0 d 0. 0. 0 0 0 0 e 0. 0. 0 0 0 0 f 0. 0. 0 0 0 0 11 Fk )rs a 22A 25. 0. 1 4199 0 54 4 104 34 881 Note: room b 19G 1. 01 3w 453 0 0 0 c 0. 0. 0 0 0 is ddispL d 0. 0. 0 0 forslab a 0. 0.(0 0 floors) f 0. 0. 0 0 0 12 kl irwi n a 27. 9.0 299 8243 2ii30 1302 4480 50 1 13 Sr hW bss*#8_+11+12 33D16 58ffl 21X 5423 Les end real hea6xg 0••• Lass karder 10° 14 Healing rhon 3305 0/1 587 10/1» 101/ 540 15 Tod loss =13+14 3m 6455,»» 16 Int gaits: People @ 300 6- 1800 4 1200 00 180) 1 1 17 Sublot RSLi gai 7+a+12@+16 X714 4278 5191 Less 8derrel cooling 0 Less transfer 0 Co "redi5lno," 0 18 Dud gain 1 2671 10/1 42i 10'/ 10 % 51 19 Total RSHgait=(17+18)-PLF 1A0 i 1.00 4706 1DO 4 100 571 11 Airrerpxecl ((in) m 1400 224 RT toth certified byACCA to meet al regLdwnenls of Manual J 7th Ed. wr gi >ttsof t Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 C `A EAFiles\f1Fox & Jacobs 20021250912509.rsrPage1 RIG iTd WORKSHEET Entrre ouse DEL AIR HEATING,AIR CONDI7'IONING,R Job: 2509 8.28.01 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 MPNLY+L J: m txt 1 Nw adKm LIN DPLLN)FOY MSM BR MHD Wu1C 2 LeTghdeposedval 6.0 It 64.04 400 4 30A ft 3 Rocmdrns mm 16.0 x 6.0 ft 19.0 x 220 ft 21.0 x 19.0 It 13.0 x 16.0 It 4 Ce*vs ConB.Option 0 1 heatLnol 0 ft heaftol 8.0 ft hedbool 8.0 ft beaVaad TYPE OF CST HTM Area Load (B h) Area Load (Bih) Area Load W) Area Load (BW E K)SUPE NO. H!9 Clg ft') Hig CIg OF) Htg C19 OF) Htg I GB f[2) Hkj C1g 5 Gross a 14B 41 21 4E 0 f used b 13C 3 1 1 0 vsband c 12C 2 1 240 part ones d Of 0. 0 e 01 0. 0 f 01 0. 0 6 V*xbnsard a 1C 37. 64 23ffi 1 11 0 glass doors b aC 37. 0 0 Fb*U c 9C 38.j 0 d0. 0 e 0. 0 0 f0. 0 7 V*xbAsad North 01 0 0 0 0 glass doors NEMW Of 0 0"" 0 cooig EW 54. 0 32 1741 1"" 1741 0 SEGN of 0 0 1 0 Saki 30. 0 32 973 0 Horz 0. 0 0""0 0 8 OUrrdoors a 11A 18. 12 0 311 255 0 b 11A 18. 12 0 0 0 C 0. 0. 0 0 9 Net a 14B 4. 2.1 221 99 21 1346 6M 0 eiqased b 13C 3 1 0 1 428 159 0 awebd C 12C 2 1. 0 28E 240 691 padtions d 0. 0. 0 0 0 0 e Of 0. 0 0 C 0 f Of 0-1 0 0 0 10 Ceilings a 16G 1., 1_4 C 0 0 309 421 553 208 b 0. Of 0 0 0 0 C 0. 0 0 0 d 0. 0. 0. 0 0 0 e 0. 0. 0 0 0 f 0. 0. 0 0 0 0 11 Floors a 22A 25. 0. 156 0 64 1699 0 0 Note; ram b 19G 1., 0. 0 a 0 399 0 c 0. 0. 0 0 0 0 isdsp l d 0.( Of 0 0 0 0 for slab a 0. 0. 0 0 0 flops) f 0. 0. 0 0 0 12 Infiltration a 271 9.0 C 0 84 2339 75232 a 2B6 0 13 SrbttFai bss=6+a.+11+12 3N 8515 9" Less aftnalhe€rrg a"'• Less transfer 10° 10 10° 14 redsCbuhon 10/ 91 15 Tad loss =13+14 414 9w 4196 1002 16 Int. gains: POD* @ 300 C0 1 300 1 0 1 1 600 0 0 17 Subtot RSH gam? 2+a116 m 4781 Less aderralmo" 0 0 Less trader 0 Cooing ralistAxbo n 0 0 18 Dud gain im, 70 10'/ 478 1Q/ 109' 19 Tad RSH gwF- 17+18)'PLF 1.00 799 100 110% 1A0 im 20 Airregrind (tin) 1 37 361 251 1 1 R revtA aWied by ACCA to meet al mqui aver s of Maf A J 7th Ed. wrr,gl,rtsaft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 2 QI jiTd WORKSHEETIkntreOuse DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (4071 831-2665 nnarJLY LIt R) t A 1 Namedro m BDRW BDRWG BTW BDFfA4GRAEFM 2 Larghdeposedy" 15.0 ft 28.0 ft 6.0 ft 42-0 It 3 Roamd1merms 15.0x 17.0ft 13.0x 15.0ft 16.0x 6.0ft 18.0x 18Aft 4 Ceiigs CondkOpfion 8.0 heeNmal 0 ft hea" 0 ft hoAbod 84 It healbool TYPE OF CST HIM Area lned (Beh) Area lned (Be 1>) Area Load ( ) Lid 1 1 D O6LIRE NQ HigClg ftl ft CIg OF) Hig I Clg fF) Hig Clg OF) Hig I CIg 5 Gross a 148 41 21 b13C 3 1 0 netand c 12C Zf 1. 120 22e 4E"" 336 Pahiors d 01 0. 0 e Of 0. 0 f 0. 0. 0 6 V4trd nsanf a 1C 37. 1 591 16 891 48 177 glass dons b 8C 37. 0 Healing c 9C 38. 0 d0. 0 0 f0. 0 7 V*dN4 and North 0. 0 C 0 glass doors NEM 0. 0 0 0 C-" EW 54. 1E t310 16 8m 48 2Fi11 SE/bW 01 0 0 Sash 30. 0 0 Horz 01 0 q 0 8 Olherdoom a 11A 18 12 0 0 0 b 11A 18. 12 0 0 0 0 c 0. 0. 0 0 9 Nd a 14B 4. 21 0 0 0 wand C 12C 2 1. 10i 30f1 202 m 50C 404 1 288 partbors d 0. 0_ d 0 0 0 e 0. 0. 0 0 0 f 0. 0. 0 0 0 0 0 10 Ceifings a 16G 1.1 1. 256 289 353 195 Z6 270 101 1 314 b 0. 0. 0 0 0 0 C 0. 0. 0 0 0 0 0 d Of 0. 0 0 0 0 0 e 0. O.C1 0 0 0 0 0 f 0. 0.q 0 0 0 0 11 Floors a 22A 25. 0. 0 0 0 0 Noh: mom b 19G 1. 0. 0 0 0 c 0. 0. 0 0 0 0 s. d 0. 0. 0 0 for slab a 0. 0. 0 01 0 floors) f 0. 0. 0 0 12 Infiltration a 27.1 9.0 Iq 446 143 161 446 143 C C 48 133/ 13 SrbW loss*+8..+11+12 1606 1842"" Less ademal lee" 0"" Lesstarsfrx radshixbon 14 Drrdlos^ 101 161 toy,184 10/ 21"" 10 % 428 15 Total loss =13+14 1766 2C85 254 4711 16 Int. yaps People @ 300 C- 0 0""0 0"" 0 1200 C 0 0"" 0 17 SriktRSHgrF7+8..+12+16 15M 16 22E.». Less adernalcookV 0 Less transfer 0 Cooing recistftxrfion 0 1$ Dud gain 10' 157 1fP/ 189 10/z 10°/ Af 19 Total RSH gai-F117+18)'PLF 10(1 1733 1.00 1857 1m 2491 1.00 20 Airregrired (dm) 82 88 RkAoLk oe tW by ACC_A to meet al requirements of Manual J 7th Ed. wrtgF tsoTt Right -Suite Residential^' 5.5.06 RSR26014 2002-Apr-03 16:42A3 E:1FileslflFox 8 Jacobs 20021250912509.rsr Page 3 0 r 4 3 2 t 1. 7 (s 1»soaa.rz s,sta ro0 a Wmt oom REVISIONSsrrFisi11 er(a1 KlN1 .r1AO.t •/roe-L-LOC nor r Ao REV. N0. ZONE: DATE: ECN NO. APPVO: DESCRIPTION AND WILT)WK ADr4»( {ALCPW CtN,%,) onNr.1L ssa CLAU CA 82 1 11/00 - 4wW OTY (1) WAS (2) FOR TRACK BOLT 14it Sui"aaN iS MMV`A'Lt 20 G Not. CND S11Lts ATTACNtD TO DOOR No,u DoTOrKi s,SrA(it112mK1 sm" 'wfw PAVOOD Tow-L-10C trsrtr iW, aOTtOW opertR). D A4r FWA7 J Lt D ' C nCP 'C• 1• rL-A—." AAAAwVASNowtAA F , »RrMtt. LISTEDrWwAiDwA' N jnOP1,01I WI PSM) KpC, 17NHt M,CNtT• IWO POW1ofAlwaLam A) TA.Cx aAAhtLt1 PCA WC, LIN TW sA.GtT REPORT#9606C RN sw C C. to G u_a»_ aS 0° ° • • 7 I- Uw pwpL , 2-1 w2-Wtf i' ON sOtT011 KC, IOn, Il."/s• s w k7.a VAI j S A 011 . W"" X= LOIN POSMON nr nry 1/ 7 .• qc tArP.10 2CI q. •P PAont rAA1K '.11» uv. + a » + DDOAs V ro 71- 0- WGA CONSW 0/ ((1) it,p»t ((sNo-w rll,_ w+lMp AtONIm, LW sGLLM W.t K CDMaUtRDw OOOAa Ortll 7'-0• NKw WOW OP (q StCDONt Pan Lmm)• Coavo ON ounat IYWACt (WT MDT A[OtMZD) ro IAOADt A rWSN WpxOlNw STW Wu1DwO ar DOOR I man (TO SWT) S{IKAtt NpY1MTK AWLS DO Not TAANWN 1o+O. 224 TOlON PK U d l0 G /.1LO1Lr. AQL 00 fist I• ,NICK }SS o. Ass DA p Ctl.,t,1II L6dl0 GQ-LV. rim NNT71. sot WOLDLO WSiDt 1/8 ACN7tJC fm LOW A uTt -_ r G a.W. sttCl iMCK ARAwu ewacen 3Asto.m TD AwoD AAWe 2a a Ww. SRtL Iw//o PAN »t1D SCALP W N ONE 2/1h1-a a' tA6 SCACr CO.7to wM S-. 0 t.w. (10 lCetY'S ra UT[) s.. N ritAt (e_.0 M,GAl7. DALVAWZwO. UNt0-ONPAWP, L.C.) 011 N CINi[M (1D00 ti W.L CONCTCTq G "prA OVND PVtMNAN A aANto- ON OLYtlTtll /MTDRNt P4A A01iCA) O"SOLSNw Wins lkle sw.0.M3i0Ls 0/ S1Lil WN. e2G. Gw. STt4 To OK SNWWCN 0 Yf1K a' sliwear f• Oo NwwWKA,4vjwDTAMNOTASANa) To wrKLOFVJS. 1K YGW.V. srttL 71MCx hSiDltD ro}1wSt"4WSi0[aDooN(oR Mr II6WACLiwM4kA1L45Nt27RG16t Tf W4Q i• .)aNtR 1KTAYDWMliN6 s1WALl. NOMiONTNAADONorTAkwmLoa "NN 9A1/ A. QK WWCMsCAtrs PSA Oo NA1DL*Ulm Kato I oo" CND 4 1D .tL SUL AOLLVL NM / y t STY.t ..n..... s. _ fYAKwLP L 146 . P.C. SP/j tp yr WT L{, Pro =.m,, e/ •••.. Ar enbwnrwbl bey mom PCAAOLYM .L• laam" sntS 1) 06 WwO/ Wwat TALLur ""A• 2'" u = w OES)ON LOADS: +24.0 PSF 8: -14.1 PSf Or1v, S,ttL TIPPa+6 satcNa, M Cx ON n s tM OtiwN a tNt wPPw,wa STAucruAAt 6t1KM. CL • am..tae•S,e ant a0 Kp w TK t t.h, scot pvrrat TNt ALOrONfwaA7 a iNt PNorLasxsuL or TEST LOADS: 3a.0 PSP k -57.0 PSF tYL . 20 G OALv, sR0. u- N tN0 U" 00LT NWrOLt Of DOCA. MYONOOOD KLb" ANO WTSD W °o.. aWwr +Atro N .ut O L I w A s- 1-2-, P.Tit11N Dr nro u-iw sort LODK awns nu DAAMIIO. r NOW A AA°07 rca (oao•t1 PART NO.: - a• ON sorm sfGlCw, u-w oN "m WTO vo„rx A NOTKz Y.4" Slow oN-rN. !IJ srAW k S•il. 1K0 r KDTK)N t4u- A"A t° L` oNt IDEAL MTN i • i• S07 tAPPw6 SGCAtLocia+ tw.eurtr yv..wP.r • Cedmwe OH 15202 c LoeAT+aL t a, Dot N gcAA. Lv TOLERANCES — Tr. Na 1-lIs- 61 Of ooa.»„°'""`»',.,,,,,"",,,W,.•"`.,,,""", .0 . t.03afil > Goat Fn ND. 1-S(Y t-7Dt1 aeNe» ._. r_inr ww, ' #•01S DESCRIPTION: MODEL 6RST Ws 16-0 A a-0: 24/-24.1 DESIGN L04 r..w w...w. err •-w N .000 . #.003 u a+ txv. srta apnoW MMCNCT. j / DRAWN - w 0000 . :.OpT 8Y: BMM GATE: 4/Ta/00 SCALE: NTS Owa. a #i] AFTAD»W .AM w n.. tn• sntA NtrAL seAns. /i/!''! f/ r..... w.»... j pl O. gn. 1/r r. IAM"N CHECKED BDATE: 4/1a/0o SHEET1Of 1 S(ZE I-) UAW" CaRvao. Thke Angl. . - uAW. SIwP. OIN.M.. GVO / PrO1K1(u ONAcNsww AAt w war=. DWG. NO.: 102138 REV. NO. 1 CD 4 3 c6 O a xQ2m_QEI&mDQm Thermo-Tru in -Swing Door Wood comes System MAX ie• O.C. . QF9lGN PRESSURE RATING: 3 Single Positive. SZO PSF Negative 67.0 PSF A&MIAL2,1RAIl NQLRNAI 517F• Single uP to 5'4 x 8'0 w/w0 fid01:10S . Double up to 8'4 x 8'0 w/wO -;date- .e Single with Sid; delit Positive 47. 0 PSF Negative 47. 0 PSF ram f CONna"RATIONS• X. OX, XC, OXO, XX, OXXD 'y Oau01e w/wo Sidslite! Positive 47.0 PSF Negative 47,0 PSf nFNFe< DFS[R1PTiON; The head and fide jambs are rrn96rioint Pine rnocwring a min, 4-9/16' with a 'i/2' mbbeted stop. 4 3/16' TAPCON MAX 1e' O.C. 1/2' DRYWALLTYPEANCHORY 3/16• TAPCON t r 2 rwxR+c yy 1. DRYWALL TPE ANCJXIR 7... N •; 1 '. 3 1 V \ + 1 a 2 .' \ MASONRY Loo . IJMASONR FVUVAG t.! - y 4 1/2' lxrwAtt 2X hcx r 2 FlRIeNf a INTERIOR1 Or 5 PFH eS x ti 1ha 3/16• TAPCON EXTERIOR. TYPE ANCHOR r eNCC trSl I. IY w YERhC4L SIDE J"70 yx sm-amInH•rn otuIx 6uCX I?.. y, N •S •!, ! ) itQ 1 ff O ., •,~ •' 3/16' TAPCON Y dt .. ( S.. not. 2) A CONCRETE MASONRYBLOCKNti10 -"we EDOti,.. • ro 1x sue-ItuGK 5GY7 N S , • ' IX BUCK e 3/16' TAPCONNtEWR TYPE ANCHOR edweeew y ' 4 ELCO TAPCOH OP EOLIAL 235 L9, SHEAR RATING) 3/I6' rAPCOH e' . sv J. J' 11AX. ••j _1/4• MIN. SHIMSPACEWNW - AL SIDE J ma w To Is SUB -BUCK tee. dIQIE 1. This system has been evaluated for use in J00060ns r:dhering to the Florida Building Cods a ord when preswn reguinments as determined by ASCE 7 Minimum Design Load$ for Buildings and Other Structures do not exceed the design Pressure ratings listed herein. 2. For installations where the sub -buck is less than 1-1/2' (FBC section 1707.4.4 Anchorogs Methods and sub -sections 7707.4.4.1 and 1707.4.4.2) Topeon type concrete anchors must be used and the length must be such that o minimum 1-1/4' engogs vent of the Topcon into the masonry wail is obtained. eu. 6e4.3eJ1 GTE: 4/3/02 SCALE. N.T.S. D' 4C,. 6Y: W.L.N. Clet. BY: A.W. ORAWINC H0: . T- 02201 tNar 1 a 1 u01)EL DESiGNAT10N, Thermo—Tru Out—Swlnq Door WOW I'mmes Syslerrf •ar+1GN PRFSSURF ATING: OVERALL NOMINAL SIZE• Single up to 5'4 a WO w/.o sktN'tn wk 18' O.C, iingls Positive 67.0 PSF Negative 60.0 PiF r W Doubleup to 6'4 s 6'0 r/w aklelites • • 4 , •.. .• Single with SideiBes Positive 60.0 PSF Ntgotive 6.0 PSF N ioubie w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF 00 jk,RlE GONFIfsr ATIONc- X. OX. X0, OXO• Xx, OXX0 V1_ I rw' • OT EcRIPON• The hood and aids jombs ore AK-rjoint Pho ;gj Z O M measuringamin. 4-9/15' with a 1/2' rabbeted stop. . • r . C " ti Y'l MASONRYLkltEt _ 3TAPCON ANCHOR 3• IlA% 16" O.C. _ 1 a 1 17RRafC O MASONdTY LINTEL _ rt• 1 D.i MYJ13 m 1 s T F1RRtNC 'n y : t•.: • Lu to z r = L_ TYPE ANCHOR 3j 16- TAPCON N n MEANCHOR •t •• b A. MA%. I P z i SO+. .. ". SWMSPACE { ¢ • v u 111— ---11 f8 I N •EXTM 3/16• NAPCON J 2.ZS n L . y, s• TYPE ANCHOR u 31 Z D auS ; HEAD JAMB w c b= 1.75' i`2 • •., . TD tx Sub—Bt1C t Y . _ y e f NN , 6 i 2.-1/2' CONCRETE 1 a. r z 3'.q i0 7X SSUB B o MASONRY BLOCK .25' MAx. fit'•;?'",'' SHIM SPACE m i. zs• MN•. 3/ 16" TAPCON EXMRlO TYPEANCHOR • t O f; A4°: • -a+.'• 1 ELCO TAPCON OR EQUAL 3/16. 7APCON '•,t to v t_ Ems' MIN. t TYPE ANCHOR N p T ;• EMB. Y. ' (275 19. SMEAR FATUNC) t . 25' MAX, a •.y s i N 3 Slat) SPACE I Z IVP f, / 6 : 2-1/I_ .. C—S1NK f sL ON- FIRRING U ~ t PFN WS .:—T. DRYWALL O r • • • .+ gER11CAl SIDE JAMB IX BUCK SUB — BUCK L oNwuAM1s, ulc JNMIOB 1 a 2 FIRRING 11QlE: 1. This system has been evaluated for use in tocotions adhering to the Florida Building Code 616.664.]d1f 15' MIN. and when pressure requirements as determinso by ASCE 7 Minimum Design Loads for Buildings C—SINK DR7YYrll DAM 4/3/02 2X BUCK and Other Structures do not .weed the design pressure ratings fated herein. trr , SCALE: N.T.S. VERMALSLOEJAMBTO 2x SUB —DUCK 2. For installations whore the sub —tuck Is less tht:n 1-1/2• (FBC section 1707,4.4 Anchorage Methods CAC. BY: w.LN• and sub —sections 1707.4.4.1 and 1707.4.4.2) Topton type concrete anchors must be used and the CNK. tiT: R.w. length must be such that o minimum 1-1/4• engagement of the Topcon into the masonry wolf is obtained. DttAwWC NO.: 3. When using a IX sub —buck a 6-9/16' jamb is required to oilow for min. edge spacing for Topcon type anchors. T-02203 1eQY i or f LAODEL DEMGNAT109' Thermo-Tru In -Swing / Ott -Swing Door wood Frames System I7FSIGN NtrtssuKt K:nnr•": LMIMUM OVERALL NOMINAL SI Single up to 5'4 x 8"0 :/wo sidelites Single Positive 67.0 PSF Negative 67.0 PSF Double up to 8'4 x 8'0 v/wo sidWilos Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF k,ARLF CONFICURAnONS-, X. Ox. XO• OXO• XX, Oxxfi Doublt w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF fENER4i DESGR1PTlONr The hood and side jombs are Fingerjoint pine measuring a min. 4-9/W with o 1/2' robbeted stop. a„ty' DOUBLE 2X ao• ao• HEADER TIT 1%2• oftwAu. sflrATw/4a •. 6 ! Q I i L KAM f ,ti SINGLE DOOR 2X STUD to ao• yt - e•o• >.o- J.o• ao• t - 2X .IACIE STUD fit. e2-1n'J f/ 2' MfwALl 4N L rm. T c 1 ti c.•` 2. 4 S y glpg C DOUBLE DOOR aa• 3. 0' J p 1 1 EYMUMII1 ! I I I I I V 13• YW. C- SW 23• APAX SWu SPACE vvt= C SIDE .sure FAIL J SIN 1 F OR DOUR F DOOR wITH SIDELM e T This system has been evaluated for use in locations odhering to the Florida Building Code and where pressure requirement as determined by ASCE 7 Minimum Design Loads for Buildi.l)s and Other Structures do not exceed the design pressure ratings listed herein. 1 i O t= F WNto 1` W p OOU) U p U IX 2 0Ln 3 Z 813. 884.3831 CATE 4/3/02 SLICE; KT.S DWG Of: w.LK CMK Or, ILw. s 1 0/ THERMA oTRUS FIBER Ct.ABSIO'SMOOTH STAR' MWWO 6dt SWOLE AND DOUBLE WI& GOUT SIDEJ.ITES. INSULATED F1BEROLAS3 DOOR WITH WOOD FRAMESMM..Mmmmmmm I-- GENERAL NOTES 1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDAAABUILDINGCODE1994EDITIONFORMMI-DADE COUNTY. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SWILL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BLASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1. 5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR MIAMI-DADE COUNTY. 6. MhMI-DARE APPROVED IMPACT RESISTANT SHUTTERS awc REQUIRED FOR SfDFLITES ONLY. 7. SIDEUTES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. Face shoots: Fibergloss avg. min. yield strength Fy(min.)-6,000 psiSmoothStor - 0.070"' minimum skin thickness FiberClossic - 0.110minimum skin thickness Core desien: Polyurethone foam core, withl. 9 tbs. density by BASF. atruclion' The po el skin is consWcted from o 0.070' Ihk. vrfff*kling compound (SMC). The iMerar cavity is fitted with 1.9 Ibs. density845Epolyurethaneloom. The pones face sheets ore glued 10 the woodstiesandjails. N t1 latch stile s reinforced with o wood lock black measurry2.375 x 14.0 ing of the smite and deodboh location The hinge stileisFingerJointedPineandthetopandbottommilace010woodwmpasilemotedolInfhedoubledoorapplicationtheinactivedoorisftledwith on extruded aluminum astrogof (Wind Jaarber 1) of 606346 atloy. ion, The Imme is constructed from fi jointed pine. The hooder is joined ointo the side Jambs with (3) 169a. 1/ crown x 2' king staplesofeachside. The mullions ore mcusd together in o sidefile application using / 8 x 2' long PFH Wood Screws (6) screws per each mullion. The units use on Inswing Saddle threshold measuring 5.75' x 1.-W* the cdeWe panels ore sandwich glazed u9 o two piece qq arc ay glued on the exterior with on 1/8 thk. cellular i[ rl we (utylxTlp) & lagk Plowith s& screw M The We formes are held TABLE OF CONTENTS SHEET / DESCRIPTION 1 TYPICAL ELEVATIONS do GENERAL NOTES 2 VERTICAL CROSS SECTIONS 3 HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSS SECTION5 !x NOTES 5 ANCHORING LOCATIONS & DETAILS 6 ANCHORING LOCATIONS Y GLAZING DETAILS 7 UN17 COMPONENTS 8 BILL OF MATERIALS & UNIT COMPONENTS 37.5 MAY, OVERALL WIDTH 35" MAX. PANEL WIDTH FEE W = x WW = a o J cc o B00 Oall:o a o O X o b N 0L 0 SINGLE WSWING UNff 74.5' MAX. OVERALL FRAME WIDTH --- 36.625' MAX. PANEL WIDTH W ASTRAGAL x co raxbi M 9007- Co X 3 I- DESIGN PRESSURE RATING UNIT TYPE H AT IN"LTRA ION WHERE REUIREMENT IS NOT NEEDED SINGLE 67. 0 PSF - 67.0 PSF DOUBLE 55. 0 PSF - 55.0 PSF IN k L WITH SIDELIT S 55.0 PSF - 55.0 PSF 105.5" MAX. OVLHALL txAMt wnt/in 36.625' MAX. PANEL WIDTH --{ W/ASTRAGAL l D IRI ICI ` r1l0 [11LF11 15.5' MAX. FRAME WIDTH 13.75' MAX. WIDTH 7. 125' MAX. D.L. O. WIDTH ALL MODELS 68.5' MAX. OVERALL WIDTH ARE VIEWED 36" MAX. 15.5' MAX. FROM INTERIOR PANEL WIDTH FRAME WIDTH t3.75' MAX. WIDTH 7. 125" MAX. D.L. O. WIDTH w O o _ Inc" 6 .e® i ee oA rins V'O<11Y ef' MALNUF C/ TU . N t MASTER 17111!_ 7 t\ a co 0 co gon wLO OWQQcowCO a 813.654. 5551 N. T. S. en: TJH ar: RW W. No.: 5-2151 I or 2 N 0r. 1vERncAj caoss 2 DOOR PANEL O. Z n xN Z Y xU 34 S W J o x o d EXTERIOR o N 0 :off' 42 o. oO '' D ° 43D`. o o SEE NOTE D'Do 5 SHT. 4 xU 41 SEE NOTE 1 SHT. 4 Z 5' MIN. a CLASS THK. INTERIOR gJ 25 0 FOAM GASKET Sc N Go SILICONE CAP BEAD Of ' o. D 0 6 n 1.68' MINO'. i O PANEL THK. 42 40 Op 6 W i0 cc O4nQ00 i8g0' o v1 LLJOWO O O co a SEE NOTE 14 5 SHT. 4 n W 29 N BUI4DM UITANTS k a, a 813.684.3B31 a w. Au:112• TJH o RW o S- 2151 2SIDELITEPANJ^V " " v I o sum orMAST 8 SEE NOTE 2 SHT. 4 i-' INACTIVE ZY J e z ASTRAGAL RETAINER 31 a BOLT 8.0" LG. 1OP k BOTTOM (2) SOUS INT RI R AT TOP do (2) AT BOTTOM I"\ HOR17ONTAL CROSS SECTION k,LJ O ASTRAGAL 1.15' MIN. EMS. j-.25- MAX. SHIM FOAM GASKET do SILICONE CAP BEAD r ^ i SEE NOTE i 3 SHT. 4 3 3 O SIOELITE TO BUCK ACTIVE e. SEE NOTE 6 SHT. 4 EXTERIOR 1 \\ INTERIOR z 4 26 6 e a FOAM GASKET & SILICONE CAP BEAD SEE NOTE 5 SHT. 4 F 34 i1 / 6 O Iq z S E NOTE9 SHT. 4 SEE NOTE Q • •NSTHATL' CROSS SECDO v 0 HINGE JAMB TO SIDELITE MANUFACTURER' N M.ry,8 o> N Wco V) 3wU-) o `'' oFEo:o 3"(00 NZ a 813.884-V31 t 08 10 0' 112' c. er TJH c er RW unrc o 5-2157 cs 3 or 8 1.15 MIN. EMBED. 5 MIN. I I1, MK 25' MAX SHIM SPACE 1 4 LATCH JAMB TO BUCK. NOTES: 1. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTCAL FROM THE TOP DOWN ON SIDES; 5.5 , 16.5', 27.57, 38.375', 49.375' do 60.375'. HORIZONTALTHEREARE (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 5'. 18.25 40,57, 59.25" 74.25'. 76.25" h 76.25'. 3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH 3) 16414x 112' CROWN x 2' STAPLES AT BOTH SIDE. 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH 2) 160A x 112' CROWN x 2.5" STAPLES AT BOTH SIDE. S. THE SIDELITE 1S DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (10 x 2' PFH. WOOD SCREW). THERE ARE (4) AT EACHVERTICALJAMB. FROM THE TOP DOWN AT 13.5 7. 311, 48.5' 66 THERE ARE (2) AT THE HEADER AT 4" IN FROMTHEOUTSIDECORNERSOF7)4E FRAME THERE ARE 2) AT THE SILL 4' IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR REM NO. 43 (18 x 2' SCREW) SECURING THEMULLIONSTOGETHERISTHESAMEASTHEPERIMETERANCHORING SCREWS. 6" DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 73.7' O.C. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE ITEM NO. 12 (110 x 2' SCREW). WHEN ATTACHING THEHINGETOTHEJAMBANDTHESIDEUTEATTHEMULLION USE ITEM NO. 37 (110 x 7 3/4' SCREW). l. Ia mfM EMBED. ° 15" MIN. 73 C— SINK ' 8 3 7 7 W to i 10 EXTERIOR INT RIOR 4 10 6 26 9 2 I rwnc S CTION .25" MAX. 4 HINGE JAMB TO BUCK. SHIM SPACE SEE NOTE 6 SHT. 4 FOAM GASKET do SILICONE CAP BEAD SEE NOTE 5 SHT. 4 Y i v! z inn J 0410iSEE NOTE 1 = a SHT. 4 3 H RI 0NT R s SECTION 4 0 STRIKE JAMB TO SIDELITE rti SEE NOTE 7 SHT. 4 o q. 2Y 6> N O co R oa 5: O OLn SoC 1!) I Oj0 cocoa V) w 00UZ0 Oz toZNDxv) 513. 654.3831 rrc. By. TJH a. W.. RW dlnwle w.: S- 2151 s. m 4 OF f SEE NOTE 3 SHT. 4 SEE DETAIL 'F' SHT. 5 36 f.3• 3' SEE DETAIL SHT. TYP IIT SEE NOTEE 44 1 n w 13 i o TYP. ck 13 - SEE DETAIL "C" 'C"• G" SHT. 5 _ 1 3 • 3" 3' h 3. 6• 6• 6• F is 3' 6" 6" 6 if tL DOOR WISIDELI MANUFACTImMNag a A 0.357' BOLT DEEP ENOUGH FOR A 2' 13 BOLT THROW 12 C 13 0 0 13 10 10 QIiD DETAIL 'F' DETX 'H' ATTACH ASTRAGAL THROW BOLT ASTRAGAL. THROW BOLTS DETAIL "E" STRIKE PLATE TO FRAME DETAIL "G" AT THE THRESHOLD 6' 6' SEE NOTE 3 SHT. 4 1 N Oi N Ln NIjpJ i a SHT. 5 TYP. F - T \_ SEE NOTEio4SHT. 4 W P o co 000fj) Ox 8 On LLi 1n 0w0 o o r. ui a 813.684.3831 N.T.S. of, TJh ev: RW NO w.: 5-2151 5 or 1 h N N SEE DETAIL E' SHT TYR l„tJL:.IlVT1Ll AL + "."IJ-. .Jl u'A p,,NUj'FA`C It ER NANSO SEE DETAIL %I t ( r- F- SHT. 5 _. _ - -- • L•L AST1 1* FMB # l 6" 3" 66. 3" 6' I— 6" 3' -• 34w 3 ~ 3• 6" -- I 3" I 1 1 I 13 I_ I I I I I I I I I SEE NOTE - 13 - Typ 3 SHT. 4 SEE NOTE TYP. SEE DETAIL 3 SHT, 4 SEE NOTE 1 _ 6 SHT. 4 - F' SHT. 5 - o 13 "' TYP SEE DETAIL - - C' SHT. 5 - ci- SEE DETAIL SEE DETAIL TyP, n - E' SHT. 5 5 IN, SHT. 5 'i Typ. SEE DETAIL .K. J SEE NOTE "G" SHT. 5 Kw14 L TYP _ *Mt — SEE 14 14 - 4 SHT. 4 - TYP. 14 TYP. •M• TYR TYP. 3" 3 1 6' 6" 3- SEE NOTE 3" 6' 6' 14 4 SHT. 4 6' 3" 3" TYP DOUBT£ DOOR SINGLE DOOR W/SIDELITES 453' GLASS r BRE ^ I F•- .463" C1.4S5 BITE EXTE61D 25 1/8- TEMPERED GLASS O: 25' AIR SPACE0. QQ. ir1 1/8" TEMPERED GLASS U' 36 OTE 7 25" STEEL INTERCEPT SHT. 4 SPACER 5' INSULATED GLASS W/ TCM LITEFRAME G AVNG DETAIL J _ 1/8" TEMPERED GLASS Q rSSEENOTE Q.25' AIR E. SPACE O° 1/8' TEMPERED GLASSINTERIOR36 z25" STEEL INTERCEPT SPACER 5' INSULATED GLASS W/ RTc r ITF FRAME GLAZING DETAIL Ln Nco 2 1 O o0 gN0 M o uj 3< iEto 0- aZ iqrn 25S J t> z,Z-y O2v b N pµ_DINc ONSWANTS. MC 813.684.W31 08 10 01 Nit N.T.S. a W. TJH K. eT: RW wn/o NO.: S-2151 m 6 or 8 ll)t l y P yULl IT 1Ll' ,' uw .., . - -. _ 4.563' T— A h- Nn ci 2 21 u1 3 WOOD FRAME FINGER JOINTED PONDEROSA PINE 2B ILL 4 x 4 STEEL DOOR HINCE 10 Ulf 1.077"--j SID IITF Top dr BOTTOM RAIL FINGER JOINTED PONDEROSA PINE r- 33 PLASTIC I IP IRE FRAM EXTRUDED BTS 1F.691 " 2.14 t_ --{ i I L- 1 T a n VJ L INSWING SIDELITE 15 BOTTOM B007 0.09' EXTRUDED VINYL WALL Co o l" T—-1.531'i OFC. TOP RAIL WOOD COMPOSITE 7.077" --J 1.531 eruct rrc Of eNK SIDF STILE 36 FINGER JOINTED PONDEROSA PINE t.264' m TOn » N n 1 CD N O4--- 1.531 FC,—LATCH SIDF STILE COMPOSITE 526' 2.713" TCM "ERMA—TRU'S POLYPROPLEN£) O PIAS71C LIP LITE FRAME EXTRUDED TCM r-1.255' —1 N 1T 1.531' FC, WOOD HINGE SIDE STILE 5.75' N a NO N O FG BOTTOM RAIL » SELF ADJUS77NG Se DLE THRESHOLD 19WOODCOMPOSITEAI_UMIN M/VfNYL .045' WALL ALUM, 080' THK. WALL VINYL TYP. arn BOTTOM RAIL^ i t WOOD COMPOSITE u? 12 1-- 2.375' --j 1 1/ e xI. - 1 ONSULTNAS. T- 013.684.3D31 uac 08/10 0' e sort N.7.5N oao. m: TJH DrRW Tat. er RW 30 S-Zt57 WOOD LOCK BLOCK FINGER JOINTED PONDEROSA PINE sir a 8 I 1 iffiERCLASSC ODOR SKIN A 10' MIN. 71fC rso?040 BynOW-TRU with ykk sUvr,0 Fmk OW Psi FIBERGLASS i0P RAR 1. 1 x .94 DIERMAA41?11 MD00 COMPOSITE ttvDO iF 3 Ft LM SAF -TRtI, MOOD C011°= 1.131x 1.2091tY00D tXYtPO511f 4 FG 111l1GE SW -TRU P%VfM PK 1.531 x 1.2095 FC, OM M R41L 1.531 x I?3 DfRW IN XW COMPWff M500 wL1PO5ITE 6 L R BASF 1-gibs. FOAM 7 SHORT REACH COMPRESSION WEATP RSIRIP -IRU FOAM 8 LONG REACH COMPRESSION 1MElhfRSflip -TRU FOAM 4 x 4 HINGE .097 THK. RMA-TRU STEEL 10 110 x 3 4 . PFH WOOD SCREW flinge to Prone 11 S aDflOfl R4L Iml r 91 MIdM-a mw cwmmMt><Y1 12 110 x 2 I.Q. PFH WOOD SCREW STEEL 1 8 x 1 PFH 0 SCREW ST EL 14 3 16 TAPCON ANCHOR ELCO 2.0 MW. LG. STEEL 15 SIDELITE BOTTOM BOOT 090- DCIRUO D VINYL VIN11 16 2x INNER WOOD BUCK WOOD 7 MAX. 1 4 SHIM MATERIAL WOOD 18 19 KWIKSET TITAN 700 SERIES PASSAGE LOCK ALUM. 000 x . 2 - PINE) WOOD 21 W x N 23 lKwiKSET TITAN 700 SERIES T 4 25 AST& AGAL WINDAVBER It WR68T 052 WALL 1 GLAZING, 1 2 INSULA D TEMPERED GLASS UM. 6063-T6 GLASS SS wa wx, PO4Df RMA I MI l&r x 1.531 WOOD 7 08 x 1 LG. P—A—WHEADSHEET METAL SCREW STEEL BANG DOOR BOTTOM SNEEP NYL 2 WOOD MOOD IOC1t ow 2375 x 1.515 POtDEROSA W OD 31 11000 1.1 x 1 SSt w" COlrl'0.51TElie THK. CELL uwm TAPE K-ll TAPE)- 33 PLASVC LIP LITE FRAME JUTS. RW-rRU BTS 34 456J 12S BUNK Nt18 W POND Pawf M WOOD SDm ME Sal -mO 1.531x .656 PQ EAOSt PM WOOD 7 110 x 1 3 4 LG. PFH WOOD SCREW SS TIP RAf Iml x .94 llfirflV-lAU STEEL 39 40 NOT US D SI CON CAULK SILICONE 41 8-10 x 1 1 2 PLASCREW FOR ITEM 34 5T L 42 MIX TOP A BO1T011 Rol -DAL 1w1 x AWFPDIAOSI WOOD 43 fil x 2 LG, PFH WOOD SCREW STEEL r o, 38 SS. TOP RAIL °? WOOD COMPOSITE t. 316` 592" 579` 1.531' F fY N I- 1.316' 0 co I o o osI co i I— QZOt) wC14 0 15 0 000 NZ 85.179` spuawFCC10N WEATHERSTRIP co x BY THERMA-TRU W N R CH OMPR I N W TH R IP FOAM CELL CORE W/VINYL JACKET SS. WOOD HINGE SIDE SIDE FOAM CELL CORE WIVINYL JACKET 3" C iDRILL TRU FOR 357" DIA. ASTRAGAL DRILL TRU FOR A IS RETAINER BOLTS PFH WOOD SCREW 2PLCS WINDJAMBER II WR68T STRIKE PLATE 10 31 _ 1.531 " I;- LATCH SIDE -TILECOMPOSITE Q —T ASTRAGAL HAS 2) 8. 0' BOLTS O BOTTOM 2) 8. 0- BOLTS O TOP WINDJAMBER 11 WR68T 24 ASTRAGAL ( ALUMINUM 052" WALL TYP.) MATERIAL: CIR 11 J l t . ` : > > _ •' Jai do YELLOW CH OMA E IK 813. 684. 3833 N. T. S. m: TJH er: RW NO N0: S-215t r 8 of E JUN-21-2002 09*52 MILESTONE WINDOWS 407 323 9729 P•02 S FbIY(b crders Irrt na o.llrx: 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 Home 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 Buck" 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 lb") 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 1R". Concrete Masonry Units should have a wall thickness of 1 YV and a precast sill's thickness will exceed 1 %'. The drawings dearly delineate the requirement that a minimum embedment depth of 1 1k" 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 '/.'. Therefore, for Florida Extruder installation drawings where a non- structural buck is used, nomenclature such as "1X buck by others" or similar statements shall be construed to mean that a buck thickness of less than i I/z" 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-21-2002 09:52 MILESTONE WINDOWS 407 323 9729 P_03 AW)Nd(h Eill I.OUS % The attached table lists all Florida Extruder drawings in the Orange CountyFenestrationMasterfileaffectedbythisengineeringstatement. Any questionsshouldbeaddressedtotheundersigned. Thank you. Regards, Robert J. Amoruso, PE raMc)i! so.ee@floridaextrude!M com Florida PE License No. 49752 Florida Extruders International, Inc. Certificate of Authorization No. 9235 Cc: Earl Moore/FEI File PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 62G15-23.002, F..v_C. A rubber stamp seal was also applied to fadlitate reproduction for Orange County Building Division Masterfile scanning. ne: 2W2-VM ruw-009 111111111111t/! J I>'l l; ro F 4No. 5 s 2540 34wett Lane, SanPoM, F! 3271'1-1 61l0 • (407) 323-3304 • Fax (407) 322-3337 2 Z 710ma f omas MILS • ld NC41 m a aC, P N y C O CL. W JQ d Z I 0 o 2 iao DRAWN BY: CU 0 O Ln ro w ,m sly AT lei o6wo nME to wwaw meun w 1 flElEi J u n - 2 5 - 2004 2 : 0 U M 4-0-0 J, 2-8-0 I, 1,1-4-0 44-0-0 36-0-0 o•4868—P, 3/3— i I Ili® I 11 11 o f f CENTEX HOMES ORLAN00 N.07l ,S,. UNNERSAL FOREST PRODUCTS L' o SHOFFNER,LLC. 2509 ELEV C ROOF s xi QUALITY PRODUCTS FOR QUALIFY BUILDERS "`' "" "°"'°°" RQNMtM(ro1M11) N M Ilfgf hAIE RF1tSWN: GATE; BI: gy r70N AI OrONOPl00p1 NEIASIDN: CN1E BY: - ® !U 'IWMOION, NC 27I15 FPNONf (f00) t76-0.1.7! 11f) Is :; Universal Forest Products` Re: 54602264 Centex Homes Orlando 2509 A,B,C Floor 67 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 6/24/2004 Jo M. Presley License # 558 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. Eastern Division 5631 Soulh NC 62 Burlington, NC 27215 'I'el: (336) 226 -9356 rax: (336) 476 9146 Job I Truss Truss Type Oly Ply Centex-Orlando/2509 A,B,G/jsk/2.24-4 54904023 fT1 FLOOR 1 1 Job Reference (optional__- 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 F Scale a 1 3x6 TL20 FP = K L M N 09 P a R A • a1 iltiiGilici. •'_i•rii•icliiiai iliiiiiliii_lij iia oir'i1•iiile:i:ti ile %•• 3x6 TL20 FP - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well 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 BCDL 5.0 CodeFBC2001/TP12002 (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, 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=53/20-10-8, 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) ORCES (lb) - Maximum Compression/Maximum Tension rOP 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 30T CHORD AI-AJ=0/0, 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-U=0/3, S-T=0/3 VESS 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 IOTES (7) All plates are 1.5x3 TL20 unless otherwise indicated. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced at 1-4-0 oc. 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. I 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 andrequirementsofthespecificbuildingandgoverningcodesandordinances. 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. AD CASE(S) Standard ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 tractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT1 Truss Truss Type t@x Orlando/2509 A,B,C/jsk/2-24-4 4023r54 f-T2 FLOORe 9 1___ Job Reference o tionall) versal Forest Products,lnc., Burlington, NC 27215, )6tf Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:40 2004 Page 1 1-3-0 Scale . 1:35. 5x4 TL20- 5x4 TL20= 1.5x3 TL20:= 1.5x3 TL20== 1.5x3 TL20= 5x4 TL20= 3x6 TL20 FP = 1.50 TL20 II 3x6 TL20= 1.5x3 TL20= A 8 C D E F F L Y / G H I J K I — — AA Ax —_ —_.. - RP v U T S R O P O N M L 1.50 TL2011 5x4 TL20= 1.5x3 TL2011 300 M1118H FP = 1.5x3 TL2011 5x5 TL20 3x6 TL20= 5x5 TL20= f1-6.0 4-0.0 6-6-0 9-0-0i__.._.. -- —-- 10-7-8 11-10.8 14-4-8 _, 16-10-8 19-4-8 20-1_ 08 20-10-8 Plate„Offsets XA A:Edge,O 1„-8]JK 0-1-8Edge], [W:0-1-8Edge] LOADING (psf) TCLL 40.0 SPACING 2-0.0 CSI Plates Increase 1.00 TC 0.64 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.38 Q-R >648 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.59 Q-R >416 240 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 L n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 107lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins, 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=-1120/0, X-Y=-1120/0, A-Y=-1120/0, L-Z---1121/0, Z-AA=-1121/0, K-AA=-1121/0, A-B=-1104/0. 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 30T CHORD V-W=-O/O, U-V=0/2137, T-U=0/3583, S-T=0/4472, R-S=0/4742, O-R=0/4742, P-Q=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, S-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-0---28/403, E-S=-92/672, G-Q=-468/221, F-S=-261/0, G-R=-221/130 VOTES (6) 1) Unbalanced floor live loads have been considered for this design. All plates are M1120 plates unless otherwise indicated. 1) All plates are 3x3 TL20 unless otherwise indicated. I) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. i) 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. i) 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. OAD CASE(S) Standard ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 ontractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT2 Job Truss Truss Type Oty I Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT3 V FLOOR: Job Reference (optional)__-_ _ Universal Forest Products,lnc., Burlington, NC 27215, a 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 D E F Q H I J K L T I I 12-10-0 12-10-0 GRIP1LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES 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 L n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 57Ito 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) 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, Q=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 30T CHORD U-V=0/3, T-U=0/3, S-T=0/3, R-S=0/3, Q-R=0/3, P-O-0/3, O-P=0/3, N-0=0/3, M-N=0/3, L-M=0/3 NEBS B-U=-133/0, C-T=-134/0, D-S=-133/0, E-R=-133/0, F-Q=-133/0, G-P=-134/0, H-0=-132/0, 1-N=-13tl/0,,1-M=-IUO/V DOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. This truss requires plate inspection per file Tootle Count Method when this truss is chosen for quality assurance inspection. 1) Gable requires continuous bottom chord bearing. L) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced at 1-4-0 oc. 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. 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 andpermanentbracingrequiredfortheoverallbuildingdesign. 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 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. OAD CASE(S) Standard ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 ontractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT3 Job Tws Truss Type Oly Ply Centex-Orlando%2509 A,B,C/jsk/2-24-4 54904023 FT4 FLOORa Job Reference optionalJ Universal Forest Products,lnc., Burlingnon, NC 27215, Jeff Kerr 5.20 6030 2003 MiTek Industries, Inc. Tue Feb 24 16:26:40 2004 Page 1 1 scale a 1:10. A B C D E F T1----- TT, 1TT1 T 1 30 6- 11.0 LOADING ( psf) TCLL 40.0 SPACING 2-0-0 Plates Increase 1.00 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.07 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 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 Weight: 32lb BCDL5.0 CodeFBC2001/TP12002 Matrix) 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) 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 ORCES ( lb) - Maximum Compression/Maximum Tension rOP 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-13=-8/0, B-C=-8/0, C-D=-8/0, D-E=-8/0, E-F=-8/0 30T CHORD K-L=0/8, J-K=0/8, I-J=0/8, H-1=0/8, G-H=0/8 NEBS 8-K=-129/0, C-J=-135/0, 0-1=-130/0, E-H=•146/0 40TES ( 7) All plates are 1.5x3 TL20 unless otherwise indicated. ThistrussrequiresplateinspectionpertheToothCountMethod when this truss is chosen for quality assurance inspection. 1) Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced at 1-4-0 oc. Recommend2x6strongbacks, 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. t,n,.1n ..A cantareri nt inints unless otherwise noted. Provide braclnp 1 FUSS 511411 UW 1aV11liaa. 1.1— y.yv............... 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 requirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design informationasitmayrelatetoaspecificbuilding. 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. OAD CASE(S) Standard ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 ontractor/ Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT4 Job I Truss 54904023 FT5 Universal Forest Products,Inc., Burlingtol 1-813-0 5x4 TL20-:-- 1.5x3 T120= 1.5x3 TL20=-= 3x4 TL20- A B X w - Truss Type Oty FLOOR \P" u 5, Jeff aK@Cr5.200 s p- 111 01 1. 50 TL2011 3x6 TL20 FP = 1.50 TL20 11 r n F F G H I1 Job Reference o tional __ 003 WTek Industries, Inc. Tue Feb 24 16:26:41 2004 Page 0- 1-8 FIScalea 1:2 5x4 TL20= 1. 5x3 TL20= 3x4 TL20= 1.5x3 TL20= I J K Z Y 5x5 TL20= 3x4 TL20= 3x10 M1118H FP= 5x5 TL20= 3x4 TL20= 9- 0-0. 19. 2-0 LOADING ( psf) SPACING 2-0-0 CSI DEFL in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 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 BCOL 5.0 CodeFBC2001/TP12002 Matrix) Weight 99 lb _ LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, TOPCHORD4X2SYPNo.2 BOT CHORD 4 X 2 SYP No.2 BOT CHORD end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS4X2SYPNo.3 3EACTIONS ( lb/size) L=1034/0-8-0, V=1034/0-8-0 ORCES ( lb) - Maximum Compression/Maximum Tension rOP 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=-3998/0, F- G=-3998/0, G-H=-3998/0, H-1=-3550/0, I-J=-2578/0, J-K=-1003/0 30T CHORD U-V=0/0, T-U=0/1938, S-T=0/3192, R-S=0/3882, Q-R=0/3998, P-0=0/3882, O-P=0/3192, N-0=0/3192, M-N=0/1938, L-M=0/0 VEBS K-M=0/1364, A-U=0/1364, J-M=-1300/0, B-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 IOTES ( 6) Unbalanced floor live loads have been considered for this design. All plates are M1120 plates unless otherwise indicated. All plates are 3x3 TL20 unless otherwise indicated. ThistrussrequiresplateinspectionpertheToothCountMethod when this truss is chosen for quality assurance inspection. Recommend2x6strongbacks, 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. TrussshallbefabricatedperANSI/TPI 1-95 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 conformancewith conditions and requirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design informationasitmayrelatetoaspecificbuilding. 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. DAD CASE(S) Standard ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 ontractor/ Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT5 54904023 FT6 FLOOR r * IT 1 r Universal Forest Products Iw;., Burlington, NC 272 , OR Kdrr 5.200 s Sep 30 2C Inc. Tue Feb 24 16:26:42 V1-81-3-0 1 0-0-0 I 5x4 TL20- 1.5x3 TL2011 1.50 TL20= 3x4 TL20= Us TL20 FP= 1.50 TL2011 A B C 0 E F O H I 0-1-8HScale - 1:3 5x4 TL20= 1.5x3 TL20= 3x4 TL20= 1.50 TL20= J K u T S R O P O N M 5x5 TL20= 3x4 TL20- 300 MII18H FP- 5x5 TL20= 1.50 TL20 11 3x4 TL20= 9-1-8 1-6-0 .. -_____ 4-0-0__16-6-0-....__._L_ 9-0-0 1_-, 10-3-0 12.9-0 1_ 15_3-017-9 0 19-30 19- 3-0 LOADING ( psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.00 TC 0.37 TCDL 10.0 Lumber Increase 1.00 BC 0.89 BCLL 0.0 Rep Stress Incr YES WS 0.55 BCDL 5.0 CodeFBC2001/fP12002 Matrix) LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 REACTIONS ( lb/size) L=1042/0-8-0, V=1035/0-3-8 DEFL in loc) I/defl Ud PLATES GRIP Vert( LL) 0.26 R 809 360 M1118H 195/188 Vert( TL) 0.44 R 518 240 TL20 245/193 Horz( TL) 0.08 L n/a n/a Weight: 100 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. 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. 1) 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. 5) CAUTION, Do not erect truss backwards. Truss shall be fabricated per ANSVTPI 1-95 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 requirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design informationasitmayrelatetoaspecificbuilding. 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. OAD CASE(S) Standard ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 ontractor/ Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT6 54904023 n 0-1-8 1-3-0 5x4 TL20- 1.5x3 TL20:-- 1.5x3 TL20= R Truss truss 1 FT7 FLOOR Inc., Burlington, NC 27215, Je 1-3-8 1.5x3 TL20 11 5.200 s 24 16:26:42 2604 Pege 11 0-)11 -8 Scale a 1:27. 5x4 TL20= 1.5x3 TL20= 1.5x3 TL20= u U T 1.50 TL20 11 5x4 TL20= 1.5x3 TL20 11 5x4 TL20= 1.50 TL20 11 6-7-8 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/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP N0.2 WEBS 4 X 2 SYP No.3 15-9-8 15-9-8 CSI DEFL in loc) I/defl Ud PLATES GRIP TC 0.42 Vert(LL) 0.15 L-M 999 360 TL20 245/193 BC 0.84 Vert(TL) 0.22 L-M 823 240 WS 0.44 Horz(TL) 0.04 1 n/a n/a Matrix) Weight: 82 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. REACTIONS (lb/size) 0=848/0-3-8, 1=848/0-8-0 z0RCES (lb) - Maximum Compression/Maximum TensionFOPCHORDO-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 30T 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 NEBS H-J=0/1090, A-P=0/1097, G-J=-1032/0, B-P=-1032/0, G-K=0/629, B-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 IOTES (5) Unbalanced floor live loads have been considered for this design. All plates are 3x3 TL20 unless otherwise indicated. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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. 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 andpermanentbracingrequiredfortheoverallbuildingdesign. 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 or certification of the truss designer. 3AD CASE(S) Standard r T ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 antractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT7 Job 54904023 Truss F07 Truss Type FLAT a a Oty Ply 1 Centex -Orlando/2509 A,9 C/jsk/2-24 4 Job Reference (optional) Universal Forest Products, Ino., Burlington, NC 27215, Jeff Kerr'.; 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:37 2004 Page 1 0 1 8 1-9-12 4-10-4 7-10.12 10-11-4 13-11-12 15-8_0 15 -8 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 . 127. 2x5 TL2011 500 TL20-== 3x4 TL20= 3x4 TL20— 3x4 TL20= 5x10 TL20= 2x5 TL2011 A 8 C D E F G L K J I 5x5 T1-20— 500 TL20= 5x4 TL20= 5x4 TL20= 500 TL20= 5x5 TL20= 3-4-0 6-4-8 9-5-0 12-5-8 15-918 3-4-0 3-0-8 3-0-8 3-0-8 3-4-0 LOADING (psf) TCLL 40.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.94 DEFL in (loc) Vert(LL) -0.35 J-K I/defl PLATES GRIP 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 IBC2000ITP12002 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, BOT CHORD 2 X 6 SYP SS end verticals. 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, IJ=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, EJ=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/fPI 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 or certification of the truss designer. OAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: H-M=-160(F=-150), A-G=-100 ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 ontractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FG7 54904023 IFTa FLOOR city I Ply S:. 1Job Reference optional) 5.200 s a 30 2003 MiTek Industries. Inc. Tue 1-3-0 9-ia=8-- 5x4 TL20= 1.5x3 TL20= 1.5z3 TL20= A B 1-1-4i-----i 3x6 TL20 FP- C D E F AA--.... - ....__._ A 2 Y 2x3 TL20 11 5x4 TL20= 3x4 TL20 G H X W V U T S R O 1.5x3 TL2011 3z6 TL20 FP= 1.5x3 TL2011 3x4 TL20= 5x5 TL20= 01 0-4 03,f0ale . 1:35. Sd O N M 1.5x3 7L20 II 5x8 TL20= 1.5x3 TL20 I I 3x6 TL20 I J K L I 3x4 T120= j 1-6.0 , _,_____4-0-0 ____j ..._......__...6.6-0 7-9-0 1__9-1-4--L10-4=4 L 12-10-4 i.-----15-4-4 16-8-12 L 18-174..,_1-9-2-8 20-=-8 I 20-8-8 LOADING TCLL TCDL BCLL BCDL LUMBER TOP CHO BOT CHO WEBS REACTIONS (lb/size) Z=824/0-8-0, M=-157/Mechanical, P=1577/0-3-8 Max UpliftM=-309(load case 2) Max Grav2=827(load case 7), M=109(load case 3), P=1571(load case 1) FORCES TOP CHO( lb) -Maximum Compression/MCompression/MaximumTension RD Z-AA=-822/0, AA-A8=-822/0, A-A8=•822/0, L-M=-83/379, A-6=-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, BOT CHO538/6, H- 1=0/197, I-J=-6/538, J-K=-6/538, K-L=-6/538 RD 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=01758, O-R=0/758, P-0=-1197/0, 0-P=-1197/0, N-0=- M- N=0/0 WEBS 20/133, I-P=-1649/0, A•Y=0/1059, I-Q=0/1334, 8-Y=-1002/0, H-Q-__-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=-3 F- T=-561/0, E-V=-194/107, F-U=-88/213, L-N=-703/8, I-0=0/965, J-0=340/0, K-N=-65/209 NOTES 1) Unbalan 2) All plate 3) This trus 4) Provide 5) Recomm restraine i) CAUTIO 7- 8) ced floor live loads have been considered for this design. s are 3x3 TL20 unless otherwise indicated. s requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint M. end 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 d by other means. N, Do not erect truss backwards. 7) Truss sflall be fabricated per ANSIlf Pl1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where in permane requirem informati certificati i) Right en OAD CAS dicated 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 nt bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and ents of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design on 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 on of the truss designer. d may be attached to 2x6 So.Pirle or larger BC of one or more ply girder truss with Simpson LUS46 or eq. Follow Simpson instructions for installation. E( S) Standard11 ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 ontractor/ Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT8 Job Truss Truss Type Qty Ply Centex-Orlando/2509 A,BVJsk/2-24-4 54904023 FT9 FLOOR c \i Job Reference foptional1- Universal Forest Products,lnb., Burlington, NC 27215, Jeff Kerry, "' 5.200 s Sep 30 2 03 MiTek Industries, Inc. Tue Feb 24 16:26:44 2004 Page 1 Us TL20 FP= 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 OTHERS 4 X 2 SYP No.3 Scale a 1:33 e : g : 71 30 TL2011 20-6-8 20-6-8 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193 BC 0.01 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 S n/a n/a Matrix) Weight: 91 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. 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-Q=-4/0, Q-R=-4/0 BOT CHORD AI-AJ=0/0, AH-AI=0/0, AG-AH=0/0, AF-AG=0/0, AE-AF=0/4, AD-AE=0/4, AC-AD=0/4, AS-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-A1=-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, Q-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 specificbuildingandgoverningcodesandordinances. 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. 3) 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. OAD CASE(S) Standard ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 ontractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT9 Job Truss Truss Type Oty Ply Centex-Orando/2509 A,B,Clsk%2-24-4 54904023 FT10 FLOOR Job Reference (opt onal Universal Forest Products,lnc., BurlingTon, NC 27215, Jgff+.. 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:38 2004 Page i4 8 1-1-3-0 1-0.0 0 1-8 ate e 1:29. 3x4 TL20- 5x4 TL20= 3x4 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x6 TL20 FP= 5x4 TL20= A 8 C -_T1 D E F O H I J w /' v x T s R O P O N M L 5x5 TL20= 3x4 TL20-= 3x6 TL20 FP = 3x3 TL20= 30 TL20= 3x4 TL20= 5x5 TL20= 3x3 TL20 7- 10-8 1-6- 0 ..___._..__-._ 4-0-0 _i......__......_..-.__- 6-6-0 7-9-.0 ._ 9-0-0 11-6-0--_L_-- 14-0-0 1 16-6-0 1 18-0-0 18-0- 0 Plate Offsets -( X,Y)-L_Edge0.1-8 L0_1__B_Edge]JL:0-1-8,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40. 0 Plates Increase 1.00 TC 0.38 Ved(LL) -0.22 O >979 360 TL20 245/193 TCDL 10. 0 Lumber Increase 1.00 BC 0.81 Vett(TL) -0.34 N-O >620 240 BCLL 0. 0 Rep Stress Incr YES WS 0.51 Horz(TL) 0.07 K n/a n/a BCDL 5. 0 CodeFBC2001/fP12002 (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, 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) 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, D-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-0=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-O=- 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 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 ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 ontractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT10 Job Truss Truss Type r,; , - y Ply Centex-Orlando/2509A,B0/jsk/2-24-4 54904023 FT11 FLOOR A 11 1 Job Reference (optional) Universal Forest Products,lnc,, Burlington, NG 27215, Jeff KdPF, 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:38 2004 Page 1 0-1-8 Q1-8 1-3-0I [- 0-9-8 0-9.10 0 9-10 Scale - 1:29. 5x4 TL20:- 1.5x3 TL20- 1.5x3 TL20= 1.5x3 TL20= 3x6 TL20 FP = 1.50 TL2011 5x7 TL20= 1.5x3 TL20= A B Tl X C 0 E F O H I J Z 1 y v- U T S R O P O N L K 2x3 TL2011 5x4 TL20= 1.5x3 TL20 II 3x6 TL20 FP = 5x4 TL20= 1.5x3 TL-20 11 7-10-9 1 11-12 1-6-0 L 4-0-0 _6-6-0 7-9-0 8-9-8 113.8 _-^ 13-9-8 -L- 15_2-0 16.1-2. 17-1-12 17-1.12 Plate Offsets (X,Y): A:Edge0-1 _81_ LOADING (psf) TCLL 40.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.35 DEFL in (foe) I/defl Ud PLATES GRIP Vert(LL) -0.12 R-S >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0A9 R-S >944 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.04 M n/a n/a BCDL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 93lb L 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, Except: r;.n-n nr. hrarinm M-N I -M REACTIONS (lb/size) V=812/0-8-0, M=1033/0-3-8 Max Grav V=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, D-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 ANSVTPI 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 andrequirementsofthespecificbuildingandgoverningcodesandordinances. 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 foradministrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 ontractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT11 4 Job TTruss Truss Type City Ply Centex-Orlando/2509A,B,C/jsk/2-24-4 54904023 I FT12 FLOOR Job Reference o tional Universal Forest Products,lnc., Burlington, NC 27215, Jeff K 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:39 2004 Page 1 Scale a 127. 3x6 TL20 FP A 8 C D E F Q H I J T L M N O AE 1 1 11 1 Ell E 1 Ell 1 11 1 1 Y 3x3 TL20 =_ 3x6 TL20 FP= 1.6-0 4-0-0 6-6-0 7. 9_0 8-9-8 11-3-8 13-9-8 15-2-0 17-1-12i--___- 16-1-2 17.1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 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 CodeFBC2001lTPI2002 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, 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) 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=147/17-1-12 U=147/17-1-12, T=147/17-1-12, S=146/17-1-12, R=151/17-1-12, 0--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 n o_nic o n_nie Dvi I-,nvnu r D-„=wv, r rrr D-vi v, -=viv, rc=vi v, n-=vw, rr-n=w , .-..-, -.- .. , .. .. 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-0=-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 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 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 ontractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT12 Jot) Truss Truss Type - ay Ilrply 54904023 FT6A FI nnR I s F E A 3x3 TL20 = C Pt - -- 1-7-8 — p-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 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/TPI2002 Matrix) Weight: 23lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD SOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 BOT CHORD 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 Scale = Structural wood sheathing directly applied or 3.9-0 oc purlins, end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 ANSIlTPI 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 3 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: 54602265 Centex Homes Orlando 2509 Elev. C Roof 67 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 CJ1 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 6/24/2004 J n M. Presley License # 5 6 The seal on this drawing i icates 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. 10 Eastern Division 5631 South NC 62 Burlington, NC 27215 'I'cl: (336) 226 9356 I-ax. (336) 476-9146 ry Truss Truss Type 3 MONO HIPH1 rActPrnrlurts.lnc.. Burlinnton, NC 27215, JefF Kerr 5.200 4-4-7244.7 _ 30-1 6 - 10-10 I 5-8-14 5 10.10 1-0-0 7-0-0 5-10-10 5-8-14 5-8-14 Scale - 1 902 M1118H= 5.00 r 2 5x8 TL20= 2x5 TL2011 5x7 TL20= 500 TL20- 500 TL20= U e U " ... -- 2x5 TL2011 5x10 MI118H= 500 M1118H= 700 TL20= 3x5 T12011 5x12 TL20= 7.1.1212-10-10 18-7.9 24-4-7 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, Edge], [C:0-4-8 &qjgP:0-2-8 0-0-8], LOADING ( psf)TCodeFBC2001/TP12002 SPACING 2-0-0 CF DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0Plates Increase 1.25 T.98 Vert(LL) 0.70 N-O >608 240 Mill 195/188 TCDL 10.0Lumber Increase 1.25 B.92 Vert(TL) -1.40 N-0 >307 180 TL20 245/193 BCLL 0.0Rep Stress Incr NO WB 0.86J Horz(TL) 0.23 J n/a n/a BCDL 10.0 (Matrix) Weight:2301b LUMBER TOP CHORD 2 X 6 SYP No.2 'Except" T1 2 X 4 SYP No.1 BOT CHORD 2 X 6 SYP No.1 'Except' B22X6SYPSS NEBS 2 X 4 SYP No.2 "Except" W1 2 X 4 SYP No.1, W1 2X4SYP No.1, W12X4 SYP No.1 W 1 2 X 4 SYP No.1, W 1 2 X 4 SYP No.1 IEACTIONS (lb/ size) J=3136/Mechanical, B=3053/0-3-10 (input: 0-3-8) Max Horz 8=157(load case 4) Max UpliffJ=- 1041(load case 2), B=-902(load case 2) BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-0 oc bracing. WEBS 1 Row at midpt I-K ORCES (lb) - Maximum Compression/Maximum Tension OP CHORD A-B=0/26, B-C=-7057/2282, C-D=-9389/3157, D-E=-10135/3375, E-F=-8830/2937, F-G=-8830/2937, G-H=-8830/2937, H-I=-5501/1828, I-J=-2966/1082 OT CHORD B-Q=-2138/6455, P-Q=•2129/6472, O-P=-2129/6472, N-O=-3154/9387, M-N=-3375/10135, L-M=-1828/5501, K-L=-1828/5501, J-K=-64/190 EBS C- Q=0/326, 0-0=-1230/638, E-N=-13l/263, G-M=-740/471, H-K=-2378/1046, C-0=-1144/3368, D-N=-249/871, E-M=-1452/488, H-M=-1233/3702, I-K=- 1962/5908 3TES (12- 13) Unbalanced roof live loads have been considered for this design. 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 ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. Provide adequate drainage to prevent water ponding. All plates are M1120 plates unless otherwise indicated. All plates are 5x6 TL20 unless otherwise indicated. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. NARNING: Required bearing size at joint(s) B greater than input bearing size. 3rovide 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. 3irder carries hip end with 7-0-0 end setback 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/selection of such special connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Truss shall be fabricated per ANSIlTPI 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 iesign information as it may relate to a specific building. Any references to job names and locations are for administrative wrposes only and are not part of the review or certification of the truss designer. light end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson nstructions for installation. D CASE( S) Standard agular: Lumber Increase=1.25, Plate Increase=1.25 liform Loads ( plf) Vert: 8- J=-44(F=-24), A-C=-60, C-1=-131(F=-71) mcentrated Loads ( lb) Vert: C=- 385(F) tomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 itractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H1 Job Truss Truss Type Oty Ply Centex-Orlando/2509-Clsk/4-22-4 54600588 MONO HIP 1 1L 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 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. 5x7 TL20= 5x8 TL20= 5x5 TL20= 5.00 [12 D E F G H 2x3 TL20 1 T2 C W2 W2 itr 3 8 A 3x7 TL20= O N M L K J I 300 M1118H= 3x8 TL20= 3x7 TL20= 2x5 TL2011 3x8 TL20= 5-8-14 9_1-12 15-9.14 22-6-0 I 29-2-2 36-0-0 5-8-14 3-4.14 6-8-2 6-8-2 6-8.2 6-9-14 Plate Offsets MY): D:0-5-4,0-22-121,[F;0-4.0 0-3.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.27 L-M >999 240 M1118H 195/188 TCDL 10.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.64 L-M >672 180 TL20 245/193 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.14 1 n/a n/a BCDL 10.0 Cod@FBC2001/TP12002 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-D=-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-0=-639/2580, M-N=-639/2580, L-M=-895/3374, K-L=-571/2114, J-K=-571/2114, IJ= 19/69 WEBS 0-0=-13/314, C-0=-238/197, E-M=•324/221, F-L=-391/221, GJ=-1037/404, 0-M=-298/908, E-L=-188/70, G-L=-330/1260, HJ=-635/2352 NOTES (7-8) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25tt; 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) 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 lb uplift at joint B and 387 lb uplift at joint I. 7) Truss shall be fabricated per ANSVTPI 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) 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 1 O Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H2 Job Truss Truss Type Qty 54600588 fi3 ROOF TRUSS t Ply 1 Centex-Orlando/2509-Clsk/4-22-4 A Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5,200 s Sep( optional) 30 2003 MiTek Industries, Inc. Thu Apr 2210:42:37 2004 Page 1 1-0- 6-5.3 11 0-0 25-0-0 29-6-13 36.0-0I -_-I -_T-1- 1.0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 Scale . 1:63. 5x6 TL20= 5x6 TL20= D E F 5.00(12 T C ' wz 1 wz,fj A 8 ;— =--- H A .= d ; — --- to 3x7 TL20= M L K J I 3x7 TL20= 3x6 TL20= 300 M1118H= 3x8 TL20= 300 Mill 8H= 3x6 TL20= 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offsets (X,Y): D:0.3-00-2.4 (F:0-3-0,0-2-4) — -- LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d 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 2451193 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.16 H n/a n/a BCOL 10.0 CodeFBC2001/TP12002 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 oc bracing. WEBS2X4SYPNo.3 REACTIONS ( lb/size) H=1427/Mechanical, 8=1498/0-3-8 Max Horz 6=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=-3046/597, 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-M=-418/2371, K-L=-418/2371, J-K=-410/2374, I-J=-410/2374, H-1=-497/2761 WEBS C-M=-312/236, D-M=-53/434, F-1=-61/442, G-1=-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; 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. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M 1120 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/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. 9) 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 ICustomer 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 Truss Type Oly Ply Centex-Orlando/2509-Cfjsk/4-22-4 54600588 H4 ROOF TRUSS 1 1 Job Reference (optional) Universal Forest Products, Inc., Burlington, NC 27215, Jeff Kerrolo0"30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:38 2004 Pagel 1- 0- 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 Scale . 1;63. 5x6 Tt20= 5x6 TL20= D E F T 5. 00 12 C W\ \W2 / \ 3 O El H A Id 3x7 TL20= M L K J I 3x7 TL20= 3x6 TL20= 3x8 TL20= 3x8 TL20= 3x8 TL20= 34 TL20= 93- 14 1 18-0-0 1 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 4 [F:0-3-0,0-2-41 V --- LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.53 Vert(LL) -0.18 K >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.50 K-M >855 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.16 H n/a n/a BCDL 10.0 CodeFBC2001/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. BOTCHORD2X4SYPNo.2 BOT CHORD Rigid ceiling directly applied or 8-10.1 oc bracing. WEBS2X4SYPNo.3 REACTIONS ( lb/size) H=1427/Mechanical, B=1498/0-3-8 Max Horz B=I33(load case 4) Max UpliftH=-241(load case 5), B=-302(load case 4) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=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-M=-326/2174, K-L=-326/2174, J-K=-315/2176, I-J=-315/2176, H-I= 447/2788 WEBS C-M=-399/284, D-M=-96/556, F-1=-104/564, G-I=-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 ; end vertical left exposed; Lumber DOL=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 lb uplift at joint B. 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 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) 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 A ", bustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/ Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H4 Job Truss Type Oty Ply Centex-Orlando/2509-Cfjsk/4-22-4 54600588 FH5 ROOF TRUSS Jobe eference (optional) Universal Forest Products,lnc., 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 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 Scale - 1:63. 5.00 F12 5x6 TL20= 5x6 TL20= 5x8 TL 20 E In F 5x8 TL20 D O 2x3 TL20,\ ` ji 1 2x3 TL20,i C W W2 W2 3 H 4 W A 0 3x7 TL20= N M L K J 3x7 TL20= 3x6 TL20= 3x8 TL20= 500 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 0-3-0 E:0-3-0 0-2-4 F:0-3-0 0.2-4 G:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.17 L >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.50 I-J >855 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 183lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc 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 HorzB=150(load case 4) Max UpliftB=-324(load case 4), 1=-262(load case 5) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3063/553, C-D=-2770/469, D-E=-1983/396, F-G=-1983/396, G-H=-2778/479, H-1=-3073/566, E-F=-2021/387 BOT CHORD B-N=-558/2768, M-N=-336/2265, L-M=-336/2265, K-L=-256/2268, J-K=-256/2268, IJ=-446/2779 WEBS C-N=-377/255, D-N=-68/501, G-J=-77/509, H-J=-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; 11Omph (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) 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 1. 6) 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 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. 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: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/ Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H5 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Cfjsk/4-22-4 54600588 H6 ROOF TRUSS 1 1 Job Reference (optional) Universal Fqrest Products,lnc., Burlington, NC 27215, Jeff Kerr ( 9 S6p 30 2005 MiTek Industries, Inc. Thu Apr 22 10:42:39 2004 Page 1 I1 0 Q 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 - 1:63. 5x6 TL20= 5 5.00 12 x6 TL20= E F 5x8 TL20 . W TL20 20 TL20 2x3 TL20 i W W2 W2 // H 1 4 Z'5 w I a 3x7 TL20= N M L K J 3x7 TL20= 3x6 TL20= 3x8 TL20= 502 TL20= 3x8 TL20= 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): D:0-4-0 0-3-0 E:0-3.0,0-2-41,[F:0-3-0,0-2-41,[G:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.17 L >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.50 I-J >851 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 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 purlins. 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) B=1498/0-3-8, 1=1427/Mechanical Max Horz B=167(load case 4) Max UpliftB=-343(load case 4), 1=-281(load case 5) FORCES (lb) - Maximum Compression/Maximurn Tension TOP CHORD A-B=0/22, B-C=-3057/598, C-D=-2773/518, D-E=-1947/368, F-G=-1947/366, G-H=-2780/528, H-1=3067/611, E-F=-1812/371 BOT CHORD B-N=-615/2762, M-N=-404/2278, L-M=-404/2278, K-L=-267/2281, J-K=-267/2281, IJ=-487/2773 WEBS C-N=-361/245, D-N=-62/490, G-J=-70/497, H-J=-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; 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 DOL=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 281 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 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. 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 4 , Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H6 Job Truss Type cny ply Centex-Orlando/2509-Clsk/4-22-4 54600588ROOF TRUSS 1T7 Job Reference o tionalUniversalPg—est Products,lnc., Burlington, NG 27215, Jeff Kerr 77. 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:42 2004 Page 1 11-0-P 6-5-3 11-10-144 18-0-0 24.1-2 ^ 29-6-13 W 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 T120- D F 2x3 TL200 / i 2x3 TL20<% C/•' W2 Wj2 3 O n 1 3x7TL20= M L K J I 3x7TL20= 3x6 TL20= 3x6 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 (X,Y): D:0-4-0,0-3-0j IF:04-0,0-3-0] LOADING (psf) TCLL 20.0 SPACING 2-0.0 Plates Increase 1.25 CSI TC 0.43 DEFL in (loc) I/defl L/d Vert(LL) -0.17 K >999 240 PLATES GRIP TL20 245/193 TCDL 10D Lumber Increase 1.25 BC 0.75 Vert(TL) -0.51 H-1 >846 180 BCLL 0.0 Rep Stress Incr YES WS 0.80 Horz(TL) 0.16 H n/a n/a BCDL 10.0 CodeFBC20011rP12002 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) B=1498/0-3-8, H=1427/Mechanical Max Horz B=I75(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-M=-436/2281, K-L=-436/2281, J-K=-292/2284, I-J=-292/2284, H-1=-505/2772 WEBS C-M=-352/238, D-M=-57/483, D-K=-726/307, E-K=-137/1052, F-K=-729/311, F-1=-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; 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 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 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. 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 I lCustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588T7 Job truss Truss Type ay Ply Centex-Orlando/2509-Clsk/4-22-4 54600588 T8 ROOF TRUSS 1 WlVu Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:43 2004 Page 1 6-5.3 11-10-14 _ 18 0-0T_ 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 . 1:62. 5x6 TL20= 5. 00 j 12 E 5x8 TL20 5x8 TL20-- 2x3 Tt20Q —" 2x3 TL20,,- Q/ C .=; W W2 W2 A -, dI ;="7l-- I 193x7 TL20= N M L K J 3x7 TL20= 3x6 TL20= 3x6 TL20= 9- 3-14 _ — 18-0-0 26-8-2 36-0- 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/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 L >999 240 TL20 245/193 TCDL 10.0 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 BCDL 10.0 CodeFBC2001/TPI2002 (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. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS ( lb/size) B=1497/0-3-8, 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 Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3053/617, C-D=-2770/540, D-E=-1941/401, E-F=-1941/401, F-G=-2770/540, G-H=-3053/618, H-1=0/22 BOT CHORD B-N=-633/2758, M-N=-429/2278, L-M=-429/2278, K-L=-261/2278, J-K=-261/2278, H-J=-466/2758 WEBS C-N=-352/238, 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-second gust); h=25f ; 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. 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. 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 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. OAD 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:54600588T8 Job Truss Truss Type Oty Ply Centex-Orlando/2509-Clsk/4-22-4 54600588 H9 ROOF TRUSS 1 Job Reference (optional) UniversalTorest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sbp 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:40 2004 Page 1 4-O-p _ 6-5-3 11-10-14 17-0-0 19-0-0 24 1-2 29-6.13 36-0-0 37-0-p 1-0-00 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 5x6 TL20= Us TL20= 5.00 12 E F Tq 5x8 TL20-;:- 5x8 TL20-- 0 a 2x3 TL20J 1 / 2x3 T1-20'i w \ yW2/ 3 H a W B IA Id 3x7 TL20= a N M L K 3z7 TL20= 3x6 TL20= 3x8 TL20= 5x12 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 0-3-0 E:0-3-0 0-2-4 F:0-3-0 0-2-4 G:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/clef! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 M >999 240 TL20 2451193 TCDL 10.0 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 CodeFBC2001/TP12002 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) B=1497/0-3-8, 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 Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3054/598, 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 BOT CHORD B-O=-607/2759, N-0=-396/2275, M-N=-396/2275, L-M=-237/2275, K-L=-237/2275, I-K=-449/2759 WEBS C-0=361/245, D-0=-62/490, G-K=-62/490, H-K=-361/245, E-M=-112/523, F-M=-112/523, 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; 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. 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 1. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered atjoints 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_' Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H9 Job russ Truss Type Oly Ply Centex-Orlando/2509-Cfjsk/4-22-4 54600588 JH10 ROOF Ti 1 i ..,,,,... Job Reference (optional) Universal Forrest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MITek Industries, Inc. Thu Apr 22 10:42:32 2004 Page 1 11-p-Q 6-5-3 11-10-14 15-0-0 21-0-0 , 24-1-2 29-6-13 36-0-0 _:7-0-pT 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 . 1:63.1 5.00 12 5x6 TL20= 5x6 TL20= 5x8 TI20 := E F 5z8 TL20-- r4—i --- T2 ; - D 2x3TL20O /% 2z3 TI20 i C l% W W2 W2 f H l4 A B B1 JITT d 3x7 TL20= 0 N M L K 3x7 TL20= 3x6 TL20= 3x8 TL20= 500 TL20= 3x8 TL20= 3x6 TL20= j 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:0-4-0,0.3-01,[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/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.17 M >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.49 I-K >880 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 CodeFBC2001/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 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-5 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=1497/0-3-8, 1=1497/0-3-8 Max HorzB=-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, 0-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, I-K=-408/2766 WEBS C-O--377/255, 0-0=-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.Opsf; Category 11; Exp B; enclosed; MWFRS gable and zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=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 8 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 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:54600588H10 Job Truss Truss Type Qty Ply Centex-Odando/2509-Clsk/4-22-4 54600588 H11 ROOF TRUSS 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, N' ; C 27215, Jeff Kerr §'Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:33 2004 Page 1 1, O- 6-5-3 13-0-0 1 23-0.0 29-6.13 36-0-0 $7-0-p 1-0-0 6-5-36-5-3 6-6-13 10-0-0 6-6-13 6-5-3 1-0-0 Scale - 1:63.1 5x6 TL20= 5x6 TL20= D E F 5.00 12 i W/ \ 2 W/ 3 C1 T4 H IElloA Al Iv 0 3x7 TL20= N M L K J 30 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:0-3-0,0.2-4[,IF: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 0.39 Vert(LL) -0.18 L >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.50 L-N >858 180 BCLL 0.0 Rep Stress 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) B=1497/0-3-8, H=1497/0-3-8 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=-3068/540, C-D=-2766/498, F-G=-2766/498, G-H=3068/540, H-1=0/22, D-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, HJ=-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; 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 DOL=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 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:54600588H11 Job Truss Type Qly Ply Centex-Orlando/2509-Cfjsk/4-22-4FH1254600588ROOFTRUSS1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr -` 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:33 2004 Page 1 11-0-0 -- - 25-0-0 --- 29-6-13 36-0.0 17_0_0 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 1-0-0 Scale - 1:63.1 5x6 TL20= Us TL20= D E F 5.00112 C W2 W2 -'/ 3 4 8 F 6 3x7 TL20= N M L K J 3x7 TL20= 3x6 TL20= 3x8 TL20= 3x8 TL20= 3x8 TL20= 3x6 TL20= I 9-3-14 _ 18-0-0 26-8-2 36-0-0 93-14 8-8-2 8-8-2 9-3-14 ate Offsets (X,Y): D:0-3-0,0-2.4]dF:0-3-0,0-2-4] CSI TC 0.42 DEFL in (loc) I/deft L/d Vert(LL) -0.20 L >999 240 PLATES GRIP TL20 245/193 ADING (psf) LL 20.0rBCLL SPACING 2-0-0 Plates Increase 1.25 DL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.54 L-N >787 180 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.16 H n/a n/a BCOL 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 3-2-6 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) B=1497/0-3.8, 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-B=0/22, B-C=-3044/597, 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-N=-408/2368, L-M=-408/2368, K-L=-394/2368, J-K=-394/2368, HJ=-466/2747 WEBS C-N=-313/236, D-N=-53/434, F-J=-54/434, G-J=-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; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.0psf; 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) 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 B 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 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 Y'10 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 Oty Ply Centex-Orlando/2509-C[Jsk/4-22-4 54600588 H13 HIP 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 2210:42:34 2004 Page 1 1 5-9-1 9-0-0 15-0-0 21-0-0 27-0-0 30-2.15 36-0-0 a7-0-10 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 G 2x3 TL20 T9 TQ 2x3 TL20 C H W1 2 W W1 T-1 / / w e ytA I J - 1401' 3x7 TL20= 0 N M L K 3x7 TL20= 3x8 TL20= 3x10 M1118H= 3x6 TL20= 3x10 M1118H= 3x8 TL20= 9-1.12 , 18-0-0 26-10-4 36-0-0 9-1.12 8-10-4 8-10-4 9-1-12 Plate Offsets X D:0.3-0,0-2-4j,[F:0-4-0,03-01,[G:0-3-0,0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.25 M >999 240 M1118H 195/188 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.66 M-0 >647 180 TL20 245/193 BCLL 0.0 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) B=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-8=0/22, B-C=-3067/666, C-D=-2813/633, D-E=-2592/609, E-F=-3350/803, F-G=-2592/609, G-H=-2813/633, H-1=-3067/666, I-J=0/22 BOT CHORD B-0=-556/2771, N-0=-722/3284, M-N=-722/3284, L-M=-717/3284, K-L=-717/3284, I-K=-535/2771 WEBS D-0=-95/788, G-K=-95/788, C-0=-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; 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. 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 1. 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 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 A Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H13 JobTrussTruss TrussTypeOlyPlyCentex-Orlando/25o9-Clsk/4.22-4 54600588 H14 HIP 1 1 gob Reference (optional) UniversalForestProducts,lnc., Burlington, NC 27215, Jeff Kerr 5 200 s Sep 30 2003 MTek Industries, Inc. Thu Apr 22 10:42:35 2004 Page 1 1 0 7-0-0 12-6-14 18-0-0 23-5-2 29-0-0 31-5-11_ 36-0.0 $17=0 p1-0.0 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 MI118H= 2x5 TL20 11 5x8 TL20= 700 M1118H= 5. 00 [ 12 2x3TL20E F O H I T T3 2x3 TL20 w1 w1 kWjw1 10 g w 8 KA L dI 5x10TL20= QP O N M 5x10 TL20= 700 M1118H= 7-1- 12 12- 6-14 18-0-0 23.5-2 28-10-4 F—... - --- I36-0-0I 7-1-12 5- 5-2 5-5-2 5-5-2 5-5-2 7-1-12 Plate Offsets (X,Y): B10-2-7, Edga D:0-3-0 0-4-01, [I:0-3-0,0-4-pJ [K:0-2-7 Ede 0:0-5-0,0-4-81 LOADING (psf) SPACING 2- 0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.79 Vert( LL) 0.73 O >590 240 M1118H 195/188 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 CodeFBC2001/ TP12002 W 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 6SYPNo.2, T2 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-8 oc bracing. BOT CHORD 2 X6SYPSSWEBS2X4 SYP No.3 'Except' W 1 2 X 4SYP No.2, W 1 2 X 4 SYP No.2, W 1 2 X 4SYP No.2 W12X4SYP No.2 REACTIONS ( lb/size) K=3079/ 0-3-10 (input: 0-3-8), 8=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-1=-9397/3173, IJ=-6987/2303, J-K=-7065/2273, K- L=0/26 BOT CHORD B-Q=-2045/ 6456, P-Q--2058/6499, O-P=-3077/9394, N-0=-3071/9394, M-N=-2048/6499, K-M=-2026/6456 WEBS D-0=0/291, I-M=0/291, C-0--38/191, D-P=-1148/3305, E-P=-1280/648, E-0=-311/1056, F-0=-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; TCOL=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. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M 1120 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 385.0Ib 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/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 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 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: 0=- 385(F) 1=- 385(F) 1 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 5-8-6 3x4 TL20= 4-1-11 Scale - 1:11 3.54112 3x4 TL20 W21 —\ w1 a F E 2x3 TL20 If 2x3 TL20 5-8-b i 9-9-4 9-1 .1 5-8-6 4-0-15 0-0.12 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.03 F-G >999 240 TL20 245/193 TCDL 10.0 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 CodeFBC2001/fP12002 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) 6=433/0-3-8, E=407/Mechanical, D=220/Mechanical Max Horz B=196(load 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; 1 lumph (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 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 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 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 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-B=-60 Trapezoidal Loads (plf) Vert: B=0(F=10, B=10)-to-E=-49(F=-15, B=-15), B=-2(F=29, B=29)-to-D=-148(F=-44, B=-44) Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588HJ7 russ I ITruss Type 54600588 1 EJ7 1 ROOF TRUSS 5, Jeff 22 10:42:28 2004 Page 3x4 TL20= 7-0-0 Scale . 1: LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.20 A >69 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 23lb 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. REACTIONS (lb/size) C=198/Mechanical, B=346/0.3-8, D=68/Mechanical Max Horz B=160(load case 4) Max UpliftC=-139(load case 4), B=-112(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-84/62 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 139 lb uplift at joint C and 112 lb uplift at joint B. 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 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:54600588EJ7 Job Truss Truss Type Centex-Orlando/2509-Clsk/4-22-4 , 54600588 EJ5 MONO TRUSS 6 1 Job Reference o tional Universal Fdrest Products,lnc., Burlington, NC 27215, Jeff Kerr ,; 5.200 s Sep 30 2003 MTek Industries, Inc. Thu Apr 22 10:42:27 2004 Page 1 1-0-0 5-0-0 2x3 TL2011 1-0-0 5-0.0 C Scal 1:9. 4.00 12 W1 T1 9 B1 2x3 TL20 11 3x4 TL20= 4-10-8 4-10-8 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.05 A >256 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC2001/TP12002 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, excepBOTCHORD2X4SYPNo.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=- I 07(load case 2), D=-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; 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) 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 107 lb uplift at joint B and 57 lb uplift at joint D. 6) 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 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 jCustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EJ5 Truss I I Truss Type lay I Ply 54600588 1 EG5 I MONO TRUSS 1-0-0 1-0-0 4.00 (1z 5-0-0 2x3 W1 T1 B1 I_ 3x4 TI.20— 4-10-8 2x31 4-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.06 A >210 180 BCLL 0.0 Rep Stress Incr 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, 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=260/5-0-0, D=188/5-0-0 Max Horz B=96(load case 2) Max UpliftB=-99(load case 2), 0=-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-D=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 ; end vertical left exposed; Lumber DOL=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 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 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 LC 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 J F—Uss Truss Type Qly Ply Centex-Orlando/2509-Clsk/4-22-4 54600588 G17 COMMON _{ > t' 3 Job Reference (optional) Universal Forest Prod'ucts,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MTek Industries, Inc. Thu Apr 2210:42:29 2004 Page 1 7-0-12_„— 9-8-0 12-3-4 19-4-0 20-4-0, 7-0-12 2-7-4 2-7.4 7-0-12 1.0-0 Scale . 1:32. 5x4 TL20= D 3x5 T1-20 % 3x5 TL20` 5.00I12 .%". " EC\ 3x4 TL20 - t 3x4 TL20- B _%T1 - 2 yy / F2w 81 H [ J5x7TL20= M L K I 5x7 TL20= 3x6 TL20 11 3x6 TL20 11 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,Y)_[A_0-3-6,0-0.0],[F:0-0-0,0-0-0],[G:0.3-6,0-0-0] 1:0-0-00-0-0 J:0-3-8 0-6-4 L:0-3-8 0-6-4 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d 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 WE 0.85 Horz(TL) 0.07 G n/a n/a BCDL 10.0 CodeFBC2001/fP12002 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= -I 13(load case 5) Max UpliftA=-2106(load 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, 1-J=-3176/12249, G-I=-3176/12249 WEBS C-L=-904/3368, D-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, FJ=-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 of such special connection device(s) is the responsibility of others. 2) 3-ply truss to be connected together with 1 Od 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 oc, 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.Olb down 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. 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 loads noted as (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.Olb down and 844.01b up at 12-3-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 10) 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 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 (pit) Vert: A-J=-740(F=-720), G- J=-20, A- D=-60, D-H=-60 Concentrated Loads (lb) Vert: J=-3053(F) X, f 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:54600588G17 russ I Truss Type 54600588 J EJ4 I MONO TRUSS 27215, 30 2003 MiTek Industries. Inc. 1-u-u , 4-0-0 1-0-0 4-0-0 2x3 TL2011 M sx4-TL20— — 3-10-8 fit-0-1 3-10-8 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 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 CodeFBC2001/TPI2002 fMatrixl I I Wiainht- 15 Ih LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8=228/0-3-8, D=138/0-1-8 Max Horz 8=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); 11=251t; TCDL=6.Opsf; BCDL=6.Ops(; 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) 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 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:54600588EJ4 Truss Type IC4y IPly 54600588 1 EG8 I MONO TRUSS Inc., Reference 1.0-0 1-0-0 a 3x4 TL20= 8-0-0 8-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 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 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (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, excepBOTCHORD2X4SYPNo.2 and 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-8=0/17, B-C=-106/44, C-D=-40/0, D-E=-20/20, E-F=-74/42 BOT CHORD B-H=O/O, G-H=0/O, F-G=0/0 WEBS D-G=-32/37, C-H=-262/158 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 ; end vertical left exposed; Lumber DOL=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 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: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EG8 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Cfjsk/4-22-4 54600588 GE15 ROOF TRUSS pp Job Reference (optional)__ Universal Forest Products, Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 2210!4229 2004 Page 1 5-1 _14 9-8-0 _F 14-2-2 _ 19.4-0 2 0-4-0 1-0-0 5.1-14 4-6-2 4-6-2 5-1-14 1-0.0 Scale m 1:34. 34 TL20= H a I F J 5.00 12 E K D T T L C T1 0' T T M i T T E1 T T T Ti N n 3x5 TL20= Z Y 3z5 TL20= 34 TL20= j-_ 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) I/deft L/d PLATES GRIP TCLL 20.0 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 >902 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 N n/a n/a BCDL 10.0 CodeFBC2001/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, B=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 ease 5), R=-44(load case 5), Q=-15(load case 5), P=-97(load case 5) Max GravN=212(load 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=-119136, C-D=-57/58, D-E=-37/70, E-F=-116/92, F-G=-67/106, G-H=-67/103, H-I=-66/105, IJ=-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-0=0/103, N-P=0/103 WEBS G-V=-72/5, F-W=0/39, E-X=-265/131, 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; 110mph (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) Truss designed for wind loads in the 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 at joint W, 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 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:54600588GE15 54600566 I GE 18 I ROOF TRUSS Job f — -1-0-0 t — 3-6-0-- } 7-0-0 8-0-0 1-0-0 3-6-0 3-6-0 1-0-0 Scale . 1:1 50 TL20= 3x4 TL20= 3x4 TL20= 3.6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 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 CodeFBC2001/TP12002 (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) B=333/0-8-0, D=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 Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-318/28, C-D=-318/28, D-E=0/22 BOT CHORD B-F=0/244, D-F=0/244 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 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) 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/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:54600588GE18 Job Truss Type Qty Ply Cenfex-Orlando/2509-Clsk/4.22-4 54600588 T16 TRU 1 1 , TROOF Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr ''' " " , _s Sep 30 2003 MTek Industries, Inc. Thu Apr 22 10:42:42 2004 Page 1 6-5-6 9-8-0 12-10-10 19-4-0 2F 0AA 1-0-0 6-5.6 3.2-10 3-2-10 6-5-6 1-0-0 Scale - 1:34. 5x4 TL20= D 2x3 TL200 5.00 (12 - / 2x3 TL20,i C i T1- 3x5 TL20= H 3x5 TL20= 5x8 TL20= 9.8-0 19-4-0F 9-8-0 9-8-0 Plate Offsets X Y)_[H:0-4-0,0.3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 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 WS 0.22 Horz(TL) 0.04 F n/a n/a BCDL 10.0 CodeFBC20011rP12002 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. 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) F=830/0-3.8, B=830/0-3-8 Max Horz B=98(load case 4) Max UpliftF=-216(load case 5), 8=-216(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/22, B-C=-1379/276, C-D=-1072/189, D-E=-1072/189, E-F=-1379/276, F-G=0/22 BOT CHORD B-H=-250/1221, F-H=-152/1221 WEBS C-H=-374/231, D-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; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 lb uplift at joint F and 216 lb 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 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 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:54600588T16 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Clsk/4-22-4 54600588 Vol ROOF TRUSS .. 1 JPOPob Referen (optional) Universal Forest Products, Inc-, 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 Scale . 1:4. 5.00 12 - A T2 d 0 2-4-10 2-4-10 Plate Offsets MY): : 8:0-2-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.01 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 WS 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 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. SOT 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=-37/16 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=25f ; 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 bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint A and 10 lb uplift at joint C. 7) 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 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:54600588V01 54600588 IV02 russ Iype ROOF TRUSS 3x4 T120= 3.10-2 10 3-10.2 0-62 Tr2o I 4-4-10 Scale - 1:8. Plate Offsets (X,Y): B:0-2--0,Edge] LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 14lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BOT CHORD REACTIONS (lb/size) A=142/4-4-10, D=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 BOT CHORD A-D=-31/80 Structural wood sheathing directly applied or 4-4-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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.Ops(; 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 29 lb uplift at joint A and 42 lb uplift at joint D. 5) 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 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. OAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/glob: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588V02 Truss 54600588 I V03 I ROOF TRUSS 27215. Jeff Oty qa d 5-10-2 6-4-10 5-10-2 0.6-8 5x4 TL20= Scale . 2x3 TL2011 3x4 TL20 3x4 TL20= 6-4-10 N NN LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.03 Horz(TL) 0.00 D n/a n/a BCDL 10.0 CodeFBC20011TPI2002 Matrix) Weight: 24lb 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. 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 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) 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/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 slid 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:54600588V03 54600588 I VO4 I ROOF TRUSS 5, Oty I Ply a b 7-10.2 0-6-8 5x4 TL20= Scale m 1:1 C 0 3x4 TL20 % 3x4 TL20= 8-4-10 8-4-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) 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 CodeFBC2001fTP12002 (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, excepSOTCHORD2X4SYPNo.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 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 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/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 4? Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588VO4 russ I Truss Type I Qly I Ply 54600588 l CJ1 I ROOF TRUSS Inc., Scale - 1! F-- 0-10-15 011-11 3x4 TL206:10-15 0-0-12 LOADING ( psf) SPACING 2-0-0 CSI DEFL in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 A >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001/fP12002 Matrix) Weight; 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOTCHORD2X4SYPNo.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS ( lb/size) B=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 6=133(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-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; 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 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 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:54600588CJ1 russ 54600588 1 CJ3 1 ROOF TRUSS Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Scale - 1:7 a TI_ 2-10-15 2-}11411 2-10-15 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC20011TP12002 (Matrix) Weight: II lb 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, 8=194/0-3-8, 0=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-8=0/22, B-C=-40/21 BOT CHORD B-D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 110rnph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; 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 46 lb uplift at joint C and 92 lb uplift at joint B. 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 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:54600588CJ3 Job Truss 1. Truss Type I Oty Ply 54600588 ICJ5 IROOF TRUSS 6 I!M 4.10-15 4_1i1{11 4-10-15 0-0.12 LOADING (psf) SPACING 2-0 0 CI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20D Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.06 A >237 180 BCLL 0.0 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, B=268/0-3-8, D=48/Mechanical Max Horz 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=-60/42 BOT CHORD B-0=0/0 NOTES (4) 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) 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 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 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:54600588CJ5 3' bath duce to roof cop w/fan 3' bath duct to roof cap w/fan cme4wi dryer wait scnte 1/8'=1'0' • N fSt FlfM P1 AN 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL t f r W f Rating PLANS REVIEWED Must have a minlmum clearance of 4 inches around the air handler oer the State Enerav code. att duct has an r=6 insutation value. e•11Waw .ia aw 0. s KI l•-%RF% m U Q CU W x W j Cv o ry L LJ 0 z W U CD z o r m w o Z o z ui QQo=F m cL i <n Q(K 0 0 US ONE BY WOOD_ BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE WOOD BUCK CAULK BETWEEN B.W- CONCRETE OR WOOD BUCK 6 (BUCK WIDTH) MASONRY OPENING MAS'Y. OPENING INSTALLATION ANCHOR BY OTHERS BY OTHERS ONE BY WOOD 3/16• DIAL TAPCON BUCK BY OTHERS 1-1/4' MIN. SHIM AS REO'D. EMBEDMENT RIGID VINYL (SEE NOTES) GLAZING BEAD INSTALLATION ANCHOR (TYP.) 3/I6' DIA. TAPCON STUCCO -J JBYOTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD W H. (TYP.) WI DOW HEIGHT) CAULK BETWEEN WINDOW FLANGE $ PRECAST SILL W/ VULKEM II6 ADHESIVE CAULK, OR APRV'D. EOL. PERIMETER CAULK BY OTHERS SHIM AS REQ'D. 1/4' MAX. SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS TYP.) (SEE NOTES) B.H. BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL PRECAST SILL a BY OTHERS NOTES: SECTION A -A 1) SHIM AS REO'O. 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 1-1/4- INTO MASONRY OR CONCRETE. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH J 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 OUANT(TY 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 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. EXTRUDERS 1000 S S OWN THIS GLASS cTYPJ(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE 8 WOOD BUCK W.W. WINDOW WIDTH) SECTION B-B 1-1/4" MIN. EMBEDMENT C> STUCO BY C THERS n i o PERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK & MAS'Y. OPENING BY OTHERS CONCRETE OP MASONRY OPENING BY OTHERS e E K G 44 10) FLORfv- - il_a SINGLE HUNG IS H PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 ELEVATI ONSERIESSINGLE' RUNGS. 1 1) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE $ w SCREWS of VIEWED FROM EXTERIORSUFFICIENTLENGTHTOACHIEVE1-3/8- MIN. EMBEDMENT AT ALL INSTALLATION FASTENER LOCATIONS_ TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF TO 40PSF 41 PsF TO 70PSF 30PSF TO 40PSF 41 PSF TO 70PSFSIZESIZE 12 18 1/8 x 25 B B F,G F,G F,G F,G 13 18 1/8 X 37 3/8 8 8 F,G F.G 14 18 1/8 X 49 5/8 B 8 8 F,G F,G 145 18 1/8 x 55 1/4 8 F,G F.G 15 I8 1/8 x 62 71 6 8 6 8 F,G F,G,H1 16 18 1/8 x 8 B 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 SH3 25 1/2 x 37 3/8 B 8 F.G F,G.H•1 IH4 25 1/2 X 49 5/8 B B F,G F,G.H.f 1H45 25 1/2 X 55 1/4 8 B F.G F,G,H1 I H5 25 1/2 X 62 B B F.G F.G,H,f 1H6 IH7 25 1/2 X 71 25 1/2 X 83 B 8 F,G.J,K F,G,JK 30 1/2 x 26 29 1/2 X 25 B B B F,G F.G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 8 B F G F,G.H.I 30 1/2 x 50 5/8 29 1/2 X 49 5/8 B B F G F,G H,1 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 6 8 F,. G F,G,H. 1 30 1/2 x 72 29 1/2 X 71 8 F.G. H.1J.K F.G,J,K 30 1/2 x84 29 1/2X83 8 22 36 X 25 8 B B g F,G F.G 23 x 7 3 83s3 / 8 8 F G F.G.H.I 24 36 x 49 5/8 B 8 F,G F.G.H1 245 25 36 x 55 1/4 36 x 62 8 8 F,G.H.I F,G.H 1 26 36 X 71 B a F.G H,1 O.E.F,G.H,1 27 36 X 83 B 8 F,G,J.K F•G.H.I,J•K 42 x 26 41 X 25 8 8 6 8 F,G F,G H 1 42 x 38 3/8 41 x 37 3/8 8 8 F,G F,G,H.1 42 x 50 5/8 41 X 49 5/8 B B F.G,H,f F,G.HJ 42 56 1/4 41 X 55 1/4 8 8 F,G,H1 0,E.F.G.H.1 42 x 63 41 x 62 41 X 71 8 6 F,G,H I D.E,F,G,H,1 42 x 72 41 x 83 B 8 F.G.J.K F,G,H.f,J.K 42 x 84 as x 26 47 X 25 8 A,C F,G F. F,G.H,t a3 x 38 3/8 47 x 37 3/8 8 B A.0 A.0 F,G,H 1 48 x 50 5/5 47 X 49 5/8 B A.0 F.G,H 1 F,G,H,I 48 x 56 1/4 47 x 55 1/4 B A.0 F,G.H•1 O,E.F,G.H.1 48 x 63 47 X 62 47 x 71 g A.0 F,G.H.I D.E.F.G.H.1 48 x 72 47 X 83 FGJK DEFGHtJK 48 x 84 32 52 1/8 X 25 B A.0 F.G F,G F,G F,G.H,I 33 52 1/8 x 37 3/8 8 B A.0 A,C F,G.H•1 F.G.H•1 34 52 1/8 X 49 5/8 52 1/8 X 55 1/4 8 A,C F.G.H.1 D.E.F.G.H.1 345 35 52 1/8 X 62 8 A.0 F,G,H.I F.GH,I D.E.F.GH.I O.E.F.GH,t 36 52 1/8 X 71 52 1/8 x 83 g 8 A.0 A.0 F.GA.K O.E.F,G.J.K,J,K 37 37 SIZE NOT AVAILABLE IN f 000 OR 1500 SERIES. NC FLORIDA EXTRUDERS INTERNATIONAL, I SANFORD, FLORIDA rNSTALLATION DETAIL UNG FLANGE WINDOWS — SERIES 1000 1500 & 2000 DRABY: BB APPROVED BY: DATE: 10/09/01 SCALE: NTS DWG.: FLEXOO 16 oorPewcn nv. PRnfNN'T" A• APPLICATION ENCINZERING, INC., 250 INTERNATIONAL PKY.. SUITE 250. HEATHROW. FLORIDA 32746—HONE 407 805-0365 FAX 407 805-0366 0 CAULK BETWEEN WINDOW FIN a SHEATHING INSTALLATION ANCHOR 8 WOOD SCREW STUCCO BY OTHERS WINDOW HEIGHT I' MIN. EMBEDMENT SHEATHING TWO BY WOODBYOTHERSBYOTHERS SHIM AS ES) SEE NOTES) GLAZING (TYP.) SEE NOTES) PERIMETER CAULK BY OTHERS INSTALLATION ANCHOR 8 WOOD SCREW STUCCO' zSL,,L".' BY OTHERS CAULK BETWEEN WINDOW .FIN a SHEATHING BY OTHERS SECTION A -A WINDOW WIDTH 1/4' MAX. SHIM SPACE SHIM AS R£a'D. TWO BY WOOD SEE NOTES) STUD BY OTHERS iTI nLa 1/4' MAX. GLAZING (TYP.) SHIM SPACE (SEE NOTES) GLAZING (TYP.) SEE NOTES) n FIN TYPE WINDOW FRAME HEADER FIN TYPE WINDOW FRAME SItI SILL STOOL BY OTHERS TWO BY WOOD BY OTHERS 1'MIN. EMBEDMENT WINDOW WIDTH A B 24' O.C. MAX, (TYP.) WINDOW HEIGHT vv - SPACE TYP-) L MAX. — TYPJ 6' MAX. (TYP.) ELEVATION VIEWED FROM EXTERIOR FIN TYPE WINDOW FRAME JAMB V MIN. EMBEDMENT SHEATHING BY OTHERS CAULK BETWEEN WINDOW FIN 8 SHEATHING PERIMETER INSTALLATION ANCHOR CAULK 8 WOOD SCREW BY OTHERS STUCCO BY OTHERS SECTION B-B NOTES: 1) SHIM AS REO'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 1" 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 QUANTITY 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. REV) DESCRIPTION DATE jINIINTERNATIONAL, INC FLORIDA EXTRUDERS I SANFORD, FLORIDAI 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 i OF 2 ru — r, Hama oTlaF 1016411NF 407 8115-0365 FAX 407 805-0366 PRLPARLU 6T P"KUUULI6 ArtLILAUUI'e Cnulnee cuw, +•... ^^ INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN HEAD & SILL EACH JAMBCALLWINDOW UP TO 70 PSF UP TO 70PSF'--"=-- SIZE SIZE 2024 23 1/2 X 27 1/2 2 2 22030231/2 x 35 1/2 2 32038231/2 X 43 1/2 2 32040231/2 X 47 1/2 2 32044231/2 X 51 1/2 2 32050231/2 x 59 1/2 2 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 51 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 t 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 14 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 313181/8 x 37 3/8 2 14 ., 18 1/8 x 49 5/8 2 3 31-45 '•.(j 18 1/8 X 55 1/4 2 15 18 1/8 x 62 2 4 16 t8 1/8 x 71 2 4 17 18 1/8 x 83 2 4 2 21H2251/2 x 15 31H3251/2 x 37 3/8 2 31H4251/2 X 49 5/8 2 31H45251/2 X 55 1/4 2 1H5 25 1/2 x 62 2 4 1H6 25 1/2 X 71 2 4 SH7 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 3/5 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 4301/2 x 63 29 1/2 x 62 2 4301/2 x 72 29 1/2 X 71 2 4 30 1/2 x 84 29 1/2 x 83 2 22 36X25 32336x373/8 2 3 24 36 x 49 5/8 2 324536X551/4 2 42536X622 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 442x7241x713 442x8441x833 48 x 26 47 x 25 3 3 48 x 38 3/8 47 x 37 3/8 3 348x505/8 47 x 49 5/8 3 3 48 x 56 1/4 47 x 55 1/4 3 448x6347x623 448x7247X713 48 x 84 47 x 83 1 4 232521/8 x 25 3 333521/8 x 37 3/8 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 1/8 x 71 3 4 37 52 1/8 X 83 3 1 4 REV pES R N DATE INI FLORIDA EXTRUDERS INTERNATIONAL, INC SANFORD, FLORIDA TITLE: INSTALLATION ANCHOR CHART SGL. HUNG FIN WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY: BB APPROVED BY: DATIP- I a/ 1 R/ni S('AI.F.- NTS DWG.: Fi_Ex0026 SHT 2 OF 2 01ME 1c. 31^1 SIH. JAME " TYPI) I x e x 1 /8 C 0 a TUBE KUL: 0 X I / 2 SELF TArj7 IN- G SM. S S'-:- AL ANT BE T r;. ANiG ES V TACIPING SIMS 7 6 X 1 8 L'EMU L!_ 10. N x 2 x 3/9 T ; 1 E4Z- M Ll! . ! i 418 x Tft. pa sm, I LNGSEAI A-%'T PT',Wc. w. X 2 7 116, x 3 S Ydi _LT MB JA(TYP.) IAMB (T-F.) 1/2 SELF 48 x ITAPP IN C SM S' S E:.A L ANI T13CE T WE E NWINDOW FLANGES MULLION 48 X 1- 1/:- S-, F s M APF ING S', EQ I QN A. — A r-N xx4 X / a UPT MULL L TON JAMB "T yp.) 2 X 1- 1/2 SELFT;APPi!Nr_ SMSL SEALANT KETwEEN v/T?'DC! V FLANGES s. MULLION X SELF APPT N. IS SMS r" 7 ON A —A 1 I i p sc-i AP Fl 1 Nhu S MS' SEALA' FLANCL..3 MULL, TON t!9 X 1- 1/2 S'ELF A A i's x Up S_ r_L_r SEALANT. UETW, _ N WINDOW ;"_ANGEv a x '..- i/;2 SELc- TAPPING SMS. A I AIL C 40 VC-! C- 7A0' 7T-.!,-: S.MS 'ITYR I EL; E_ V A T iQNMEWEDFRO,-.! EXTFI"OR ONE BY WOU—- -Dr-- T DAIL BU;;; K EYOTHER'S CONC-REETE OR MAS0!k'%; RY f4' MIN: `, l . Q m R E NT ia7.- Ty.pliCk CONCRUE HEAD t- PPi !ES _0 HEAD tiller WHERE X 4" uISE x l"11""S ARE USE"N U A __ Mnr.ulij Q!E;.A! L 4c- X I —TINSTA! i ATTO"' ANCHOR DT TAFF ING S!.'"S TAP- 0NSCREldANICHOR 'TYF.) SEALANT BETWEEN IW F! A.NCi;' S WINDC r - - 04ULLION FF 8 Ari *o' s 5 S T 1 L CLIP f4TN, El 13c- li C T HE A;_!-'f_;ALPY Pi_,Tc_ f D t M;:i FIN INTERNATIONAL, INC FLORIDA EXTRUDERS ISANFORD, FLORIDA T EE00. u 0* u L 4, N 3ES' H C) F TITLE: - T f F L IN SFI Hr_R c' DE ( SHEET20-- 2) FOR S E n=S T F; r- CRF S'Sli RE CAPAIr T" DRAWN BY: M3, APPROVED BY: i " Apr - / 1 / r. lqrAT7W- In w a - 4 r irnTlnll nc t/'A{ DDCC'(ZIIRF rAPA('ITIFS SERIES 1000 1Ou tLAIlUt Yi:NIMIHL l/LJfV,1 , ,..+-+,•• - CAPACITY CAPACITY CAPACITY CAPACITY s CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY WINDOW CAPACITY WINDOW 1 X2X 1 /8 CAPACITY 1 X2X 1 /8 CAPACITY 1 X2X3/8 i CAPACITY 1 X2X3/8 l x2 7/1 sxt/8;i x2 7/1 bxi/8 i x2 7/1 sx3/8 t x2 7/1 bx3/81 1 X4X1 /8 T4BANCHORSL T4BANCHORSL 1 X4X 1 /8 T5 ANCHO 1 X4X3/8 1 X4X3/8 TUBE 2K4X3/8 TUBE sU CALL TIP -TO -TIP ;TUBE MULL TUBE MULL :TUBE MULL2ANCHORS TUBE MULL TUBE MULL 4 ANCHORS 1 2 ANCHORS TUBE MULL T2BANCHoSL4ANCHORS A-A(5) ANCHORS SECT. A-A(5j 4BANCHORSMULL SECT. A -A 6 ANCHO SMULL SECT. A -A 6) CHo SECT. A -A 7 SIZE SIZE 2 ANCHORS SECT. ANCHORS 1 i 4 ANCHORS SECT. A SECT. A -A 2 SECT A-A(2) SECT. A-A{3I SECT. A-A(,3 SECT. A-A(4) SECT A-A(4) SECT. 732.42 i 336.52 1 692.83 336.52 336.52 i 732.42 791.81 1187.72 i 791.81 1 1 187.72 11187.72 12 I 19 1 /8 X 26 336.52 209.72 429.55 732 42 209.72 456.46 209.72 456 46 493.47 740.20 493.47 740.20 740.20 I13SX383/8-'209.72 1317.6fi 152.75 177.4fi 152.75 193.92 1 152.75 271.83 359.41 539.12 359.41-,- 1 539.12 539.12 14 131.23 131.23i191 /8 X 50 5/8 1 _ 1 __- 127.29 127.29 135.81 139.09 i 135.81 194.97 1319.55 F460.17 319.55 479.33 479.3 145_ 119 1 /8 X 56 1 /4 94.13 94^13 89.21 89.21 t 97.48 119.85 136.64 282.02 423.03_- 282.02 -_, 423_03 - 423.03 15 19 1 /8 X 63 65.97 65.97 ------ 58.81 58.81 97.48 64.27 64.27 i 90.09 90.09 . 212.62 -,' 212.62 296.98 296.98 365.75 rt 16 ------ 19 1 /8 X 72 ! 43.49 43.49 i 26.96 36.4_5 36.45 39.83 39.83 55.84 55.84- 131.79 131.79 -I 184.08 184.08 294.03 _- 17 19 1/8 X 84 26.96 572.13 --- 262.87-- 541.20 262.87 572.13 262.87_ 572.13 618.52 927.78 618.52 927.78 927.78 1 H2 1 2 X 26 _= 262.8726 / _ 6 1 2 X 38 3/8 157.93 239.21 157.93 323.48 157,93 343.74 1157.93 1343.74 371 .61 S57.41 371.61 557.41 i 557.41 i H3 6 1 /2 X 50 5 8 97.25 197.25 i 1 13.20 131.51 i•: 113.20 143.71 1 1 13.20 1201.45 j 266.35 _ 399.53 266.35 399.53 i 399.53 353.551H4 . - - 1 H45 V6 1 /2 X 56 1 /4 69.43 i69.43 -_ 93.89 93.89 100.17 1102.59 100.17 i 143:8i 235.70 339.42 236.83 235.7D 207.10 1353.55 310.65 i 310.65 1 H5 T- t 26 1 /2 X 63 48.44 48.44 _ i 65.51 - 42.99 65.51 42.99 171.58 46.98 7_-_188_01 46.98 65.86 1.00.34 65.86 207.10 155.44 155.44 _ 217.1 1 1217.1 1 1267.38 1 H6 26 1 /2 X 72 _ 31. 7g 1 31.79 1 26_53 26.53 i- 28.99 1 28.99 40.64 i 40.64 195.93 195.93 133.99- 133.99 J 214.02 1 H7 26 1 /2 X 84 19.62 19.62 216.75 i 471.75 1216.75 471.75 510 7fi5 S10 7fi5 j 765 X 26 r 216.752237 , 1 471.75 216.75 471.75 - 26 i 122.22 266.00 1287.57 431.36 i 287.57 431.36 1431.3fi 237 3$ 3 8 ±_ 122.22X / 185.12 122.22 185.36 250.32 122.22 - r-- 185.36 006 _ 018.37 85.36 151.91 200.86 301.29 200.86 301.29 t301.29 24 ri- 07 X 50 5/8 ° 73.34 73.34 -- 1 1- 70.28 99.17 70.28 74.98 Y----- 176.79 174.98 107.65 1 176.43 t 254.07 176.43 264.64 264.64 245 37 X 56 1 /4 51.97 51.97 i 53.21 1 53.2i 65.43 74.59 153.96 176.06 s 153.96 - 230.94 230.94 _ 25 37 X 63 _ ! 36.01 36.01- _ 48.70 - 48.70 34.69 34.69 1 -- 48.62 48.62 1 1 14.76 114.76 i 131.61 160.30 197.41 26 1 37 X 72 23.47 i 23.47 31.74 31.74 21 26; 1.29.81 29.81_ a 70.36 70.36 98.27 198.27 _ 156.97 27 37 X 84 ' 14.39 14.39 19.46 19.45 j 21.26 676.28 32 53 1 /$ X 26 ? 191.61 1417.04 191.61 1394.49 rt-- 191.61 417.04-` 4;17.Q4tr, 191.6 =T; _____,T 450.85t 676.28 1 _ 347.25 1450.85 1 231.50 676.28 347.25 i 347.25 33 3 1 /8 X 38 3/S 98.38 149.02 198.38 201.51 j 98.38 214.14 183.09 38 ... , 2.4.14 11fid7- 231.50 194. 5/& 23i.01 34 53 1 8 X 50 56.23 56.23 _- 65.45 76.04 45 t58.10 6545 156.73 :' r 81.44 133.48 i 192.22 i 133.48 1 200.23` 200.23 345 3 1 /8 X 56 1 /4 39.32 39.32 53.17 53.17 I 56.73 39.78 148.91 55.111— lt5'08 611160 1 1 .08 - 172.63 172.63 35 53_ 1 /8 X 63 26.92_ 26.92 136.40 136.40 39.78 125.62 135.92 i 35.92-_ 4.77 18 4 97.1118.41 145,82 36 53 1 S X 72 17.34 17.34 23.45 j 23.45 25.62 i 21.77 121.77 i51.39 f 5 31971.78 71.78 1120.81 37 53 1 /8 X 84 10.51 --' 10.51 14.21 i 14.21 15.53 15.53 SERIES 1000 & 1500 FLANGE VERTICALNTERNATIONAL, z FLORIDANCFFRDAEXTRUDERS INC sAxFORD, FLORIDA MULLION DESIGN PRESSURE CAPACITIES T Ir S r_hiv"L SHEET 2 OF 2 VFRTi` S_:__ 4i NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON END. DRAIN HY: • APPROVED BY: FASTENERS REQUIRED AT B) DESIGN PRESSURES GIVEN EACH ARE FOR 1,5 X CC0 1 P - DA'TE:J I / • , 0 r SCALE: Dl G.: :1, t 1tFL 2 1000 S.H. JAMB CTYPJ 1000 S.H. JAMB (TYP.) 1000 S.H. JAMB (TYP.) 1 x 2 X 1/8 1000 S.H. TUBE MULLION .IAMB CTYP.) 8 X 1/2 SELF TAPPING SMS L SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING .SMS SECTION A -A (1) I X 2 7/16 X 1/8 TUBE MULLION 1000 S.H. 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) IX4X1/8 TUBE MULLION 1000 S.H. JAMB CTYPJ 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A_ (5) 1 X2X3/8 TUBE MULLION 8 X 1/2 SELF TAPPING SMS 2 X 4 X 3/8 SEALANT BETWEEN TUBE MULLION WINDOW FRAME MULLION 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 DETAIL C SHEATHING INSTALLATION ANCHOR #8 WOOD SCREW (TYP.) EXTERNAL MULLION INSTALLATION CLIP APPLIES TO HEAD & SILL WHERE i " 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 ANCHOR DETAIL 6 #8 WOOD SCREW TYP ) SHEATHING ILL CLIP L 1 1/8' MIN. EMBEDMENT t AUXILIARY PLATE FOR ADDITIONAL ANCHORS, WHEN REQUIRED) 8 SELF TAPPING 7 SMS (TYP.) - DETAIL B MULLION 8 x 1/2 SELF ELEVATION Q TAPPING SMS VIEWED FROM EXTERIOR FLORIDA EXTRUDERS INTERNATIONAL, IDASANFORD, FLORIDA TrnZ: SER. 1000/ 1 S00 FIN SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEALANT BETWEEN IMULLIONFIFRAME SEE OTHER SIDE (SHEET 2 OF 2) FOR211002DESIGNPRESSURECAPACITIES 8 X 1-1/2 SELF TAPPING SMS DRAWN BY: MSH APPROVED BY: SECTION A —A (6) _ DATE:2/6/02 scALE: NTS DWG.: 1VMF IN SEALANT 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 (4) IX4X3/8 TUBE MULLIONyol• Loi SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES WINDOW TIP -TO -TIP SIZE CAPACITY 1 X2X 1 /8 TUBE MULL 2 ANCHORS SECT. A-A(l) CAPACITY 1 X2X1 /8 TUBE MULL 4 ANCHORS SECT. A -A 1 CAPACITY 1 X2X3/8 TUBE MULL 2 ANCHORS SECT. A -A 2 CAPACITY 1 X2X3/8 TUBE MULL 4 ANCHORS SECT. A -A 2 CAPACITYC 7/16X1/8 TUBE MULL 2 ANCHORS SECT. AA-A(3) 3 CAPACITY 1X2 7/16X1/81X2 TUBE MULL 4 ANCHORS SECT. A -A 3 CAPACITY 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 X4X1 /8 - TUBE MULL 4 ANCHORS SECT.:S A.- 5. CAPACITY 1 X4X 1 /8 TUBE MULL 6 ANCHORS SECT. A-A(5) CAPACITY 1 X4X3/8 TUBE MULL 4 ANCHORS SECT. A- 6) CAPACITY 1 X4X3/8 TUBE MULL" 6 ANCHORS SECT. A -A 6 CAPACITY 2X4X3/8 TUBE MULL 6,ANCHORS SECT. A-A(7) WINDOW CALL SIZE 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 55.38 315.32 189.44 135.79 120.16 99.52 65.32 40.31 403,67 251<.57 183.23 162.91 143.77 124.30 105.29 315.32 189.44 135.79 120.16 105.58 90.87 78 64 = 505.50 377:3.6 274.84 244.36 215.66 186.46 128.92 472.98 284.17 203.68 180.24 158.37 136.31 93.84 403.67 251.57 = _ 183.23 - 162.91 143.77 124.30 105.29 605.50 377.3,6 - . 274.84 - 244.36 215.66 186.46 157.94 472.98 284.17 203.68 180.24. 158.37 136.31 - 114.96 605.50 37.7.36 274.84 244.36 215.66 186.46 157.94 472.98 284.17 203.68 180.24 16937 136.631 1 14 96 403.67 251.57 183.23 136.55 95.70 63.09 39.111 315.32 189.44 13539 100.72 70.28 46. t 2 28.46 12 18 1/8 X 25 18 1/8 X 37 3/ 18 1/8 X 49 5/8 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 5 1 /2 X 37 3/E 5 1 /2 X 49 5/8 5 1 /2 X 55 1 / 25 1 /2 X 62 25 1 /2 X 71 25 1 /2 X 83 201.83 125.78 91.61 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' 129.63 92.98 65.16 42.96 26.63 315.32 189.44 96.07 68.58 47.85 31.40 19.38 201.83 125.78 91.61 81.45 71.88 59.13 36.65 157.66 94.72 67.89 60.08 52.79 43.22 26.67 403.67 251.57 178.41 191.61 127.97 89.68 59.13 36.65 315.32 189.44 132.22 94.39 65.86 43.22 ` " 26.67 201.83 125.78 81.45 71.88 62.15 39.11 157.66 94.72 6789 6008 52.79 45.43 28.46 13 14 145 15 16 17 315.32 189.44 135.79 120.16 105.58 90.87 76.64 1 H2 1 H3 1 H4 1 H45 1115 1116 1117 130 260 260 390 260 390 3901302602236X25130260130260 23 24 36 X 37 3/8 6 X 49 5/8 73.30 51.20 146.60 72.44 73.30 51.20 146.60 99.71 73.30 51.20 146.60 102.40 73.30 51.20 146.60 102.40 146.60 102.40 219.91 153.60 146.60 102.40 219.91 153.60 219.91 153.60 245 36 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 28.56'' - 29.5.E 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 2Z9.84 229.84 344.77 229.84 344.77 344.77 33 52 1/8 X 37 3/8 59.01 118.02 59.01 118.02 59.01 118.02 59.01 118.02 1 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 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 -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 49.56 74.34 74.34150.27 37 52 1 /8 X 83 10.38 10.38 14.29 14.29 15.25 i5.25-_ :_ 20.53 21.59 41.06 41.06 61.59 61.59 SERIES 1000 & 1500 FIN VERTICAL ` - FLORIDA EXTRUDERS INTERNATIONAL, INC. SANFORD, FLORIDA MULLION DESIGN PRESSURE CAPACITIES -- SHEET 2 O F 2 }-' Tri..E: DES I GN PRESSURE CAPAC I T I ES F I N NOTE: A) NUMBER OF ANCHORS NOTED FOR8 SCREW a FE VERTICAL MULLIONS - SER. 1000 & 1 S00 FASTENERS REQUIRED AT EACH END. _ _` DRAWN BY: JB H APPROVED BY: Rl IiFS1f;N PRFCCIIRI=cz f;tVFN ORF FOR 1.5 X .. ...._...!'1- illr it'l'"f ......,. rs.n i .s../ufTAB f F n SHEATHING — BY OTHERS STUCCO _ OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS SHIM AS RE'0'D SEE NOTES) CAULK BETWEEN DOOR FLANGE 8 SHEATHING Est- TT "1>•:.i 1 .-1" ...: ' L1f 4: •:i .. .. SLIDING GLASS DOOR FRAME SILL R2 INSTALLATION ANCHOR 88 SCREW TWO BY WOOD BY OTHERS FI/4' MAX. SHIM SPACE 1-1/6' MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT EMBEDMENT d n 1-1/4' MIN. n p LIBERALLY APPLY —/ CAULKING UNDER SILL OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/16' DIA. TAPCON SECTION A -A DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB TEMPERED GLASS TYP.) PERIMETER CAULK BY OTHERS SECTION B-B 4' MAX. SHIM SPACE 1/8 MIN_ EMBEDMENT / TWO BY WOOD BY OTHERS SLIDING GLASS I HOOK STRIP SHIM AS REO'D. SEE NOTES) INSTALLATION ANCHOR 8 SCREW CAULK BETWEEN DOOR FLANGE a SHEATHING SHEATHING BY OTHERS TEMPERED C STUCCO (TYP.) OR SIDING BY OTHERS EXTERIOR ELEVATION 2 PANEL DOOR SHOWN SLIDING GL.. INTERLOCK INSTALLATION ANCHOR HOOK STRIP DETAIL WOOD IRS ULK BETWEEN STRIP & lEATHING 1-l/8' MIN EMBEDMENT NOTE I) 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 & 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 REO'D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE 6 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) 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 TO BE 1/4'. 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS. 13) WHERE 'X' REPRESENTS MOVING PANEL AND 10' 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' s 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. REV DESCRIPTION DATE INI EXT1FLaRID (-1 INT R NC. RS SANFORD FL. TITLE. SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS LDRAWN BY: BB APPROVED BY: ATE: 12/17/01 SCALE: TITS JDWG #fLEX0027 SHT I OF orgy o.- oonn,rr a noa )CATION ENGENEERING. INC- Z50 INTERNATIONAL PKVY., SUITE 250, HEATHROW. FLORIDA, 32746. 407-805-0365 FAX 407-80"366 F-- #8 SCREW INSTALLATION ANCHOR CHART I NOMINAL DOOR SIZE AND CONFIGURATION 4068 XX, Ox, XO 5068 XX, OX, XO 6068 XX, X, XO 8068 Xx, Ox, XO 10068 XX, OX, XO 5080 XX, OX, x0 6080 Xx, Ox, XO 8080 xX, x, xO 10080 XX, x, _XO 50100 XX, X, xO 60100 XX, OX, XO 80100 xx, Ox, xO 9068 OXO 12068 OXO 15068 OXO 9080 OXO 12080 X0 15080 OXO 90100 OXO 120100 OXO 9068 xxx 12068 XXX 15068 XXX 9080 XXX 12080 XXX 15080 XXX 90100 XXX 120100 XXX 10068 OXXO 12068 OXXO 16068 OXXO 10080 XXO 12080 OXXO 16080 OXXO 100100 OXXO 120100 OXXO 160100 OXXO 10068 xxxx 12068 XXXX I 16068 XXXX 10080 XXXX 12080 XXXX 16080 XXX-X l00100 XXXX 120100 XXXX 160100 xxxx DOOR SIZE 48 X 80 60 X 80 72 x 80 96 X 80 120 X 80 60 X 96 72 X 96 96 X 96 120 X 96 60 X 120 72 X 120 96 X 120 109 1/8 X 80 145 1/8 X 80 181 1/8 X 80 109 1/8 X 96 145 1/8 X .96 181 1/8 x- 96 109 1/8 X 120 145 1 /8- X 120 106 5/8 X 80 142 5/8 X 80 178 5/8 X 80 106 5/8 X 96 142 5/8 X 96 178 5/8 X 96 106 5/8 ,X 120. 142 5/8 X 120 119 5/8 X $0 143 5/8 X 80 191 5/8 X 80 11 /8 X 96 143 5/8 X 96 191 5/8 X 96 119 5/8 X 120 143 5/8 X 120 191 5/8 X 120 11 1/4 X 80 141 1/4 X 80 189 1/4 X 80 117 1/4 X 96 141 1/4 X 96 189 1/4 X 96 117 1/4 X 120 141 1/4 X 120 189 1/4 X 120 QUANTITIES IN HEAD & SILL UP TO 1 46 PSF TO 1 61 PSF TO 45 PSF 1 60 PSF 1 70 PSF 6 6 6 6 6 6 s s a 10 10 10 12 12 12 6 6 6 8 8 8 10 10 10 12 12 12 6 6 6 8 8 8 10 10 0 12- 12 12 14 14 14 16 . 16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14 ' 14 12 ' 12 12 14 14 14 I6 16 16 12 12 12 14 14 14 16 16 16 12 12 12 4 14 14 12 12 12 14 14 14 18 18 18 12 12 12 14 14 14 18 18 i8 12 12 12 14 14 14. 18 18 19 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 19 QUANTITIES IN EA. JAMB UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 8 8 8 8 8 8 8 8 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 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 ANCHOR NOTES: vj 12 FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIES. 4. j FLORIDA EXTRUDERS INT. IN. SANFORD, 'FL. TITLE. SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS E»GlNEER: DRrs BB a+TE• 12/21/01 n(sclft'K= CIVIL scALEt N.T.S. °"c' "e FLEX0027 FL. REG. to 47182 — REv.'LETTER: SHEET, P nF 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 RE5PONSIBILIT"I OF THE SUB -CONTRACTORS. EACH 5U5-CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER CUESTIONS PERTAINING TO THE DRAWINGS AND/OR SPECIFICATIONS. 5. IT IS THE INTENT THAT THESE DRAWINGS BE IN CONFORMANCE WITH THE 2001 FLORIDA BUILDING 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 FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR SCOPE 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 I/8" = 1'-0". ALL I'TXII PLANS ARE DRAWN TO THE SCALE I/b" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/16" = 1'-0". ENGINEERED BY VANGARD & Fox & kCosS HoMES B Y ¢ E N T E X DESIGN PARAMETERS BASIC WIND SPEED - W MPA. (FASTEST MILE) 110 MP.Fd. (3 SECOND GUST) WIND IMPORTANCE FACTOR = 10 WIND EXPOSURE CATEGORY B APPLICABLE INTERNAL PRESSURE COEFFICIENT t 0.16 INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS = +22 , -t8 PSF ROOFS = +20 , -20 PSF 30 PSF AT OVEWANGS) ORLANDO DIVISION WIRRICANE ENGINEERING 407) 774-9003 FAX: (+07) T74-8477 P.O. 80X 161613 ALTAYOHM SPR940S. FL 32716 TH01K5 J. AWERSON PE/ +7819 SHEET INDEX SHEET NO. SHEET NAME C — COVER SHEET Al — FOUNDATION PLAN, FOUNDAT'N DETAILS A1.1 — FOUNDATION DETAILS, CONT., TYPICAL WALL SECTIONS A2 — FLOOR PLANS A2.1 — FLOOR PLANS NOTES & DETAILS, INTERIOR ELEVATIONS A3 EXTERIOR ELEVATIONS A4 ELECTRICAUHVAC PLAN, INTER. ELEVATIONS, PLUMBING RISER DIAG., ELECTRICAL RISER DIAG. A5 LINTEL DIAGRAM & TABLES A6 FLOOR & ROOF TRUSS LAYOUTS A6.1 STRAPPING SCHEDULE A6.2 GABLE END TRUSS DETAILS S1 GENERAL NOTES & DETAILS S2 CHIMNEY, STAIR, & REPAIR DETAILS S2.1 STRUCTURAL STAIR DETAIL S3 OPT. CVD. PORCH DETAILS, OPT. STAIR RAIL DETAILS (\ 0 N W Wn,w c O J er,.wbre.ae. ara.ayc... c M1t w K .111 A OVER CMu h 1 GRADE 1 3 J. 5 BARS .I" MONOLITHIC SLAB — CMU TWO STORY NON LOAD 9RG4CONT._ WALL 10 5IMILBARRIEROVERBLEATEDCOMPACTEDFLL Z DEPRESSED SLAB NON BEARING® GARAGE calalfR BAa 6V STD. HO K 11 5 BAR CONC. FLt C) TOP COURSE 61r1 - S UB LINTEL BEAM REINFORCING OVi11MIL VAPOR BARREN o147L TREATED COMPACTED ML 1 15 REBAR COMB. II: GRAM vl THICKENED SLAB NON BEARING ENTRY _ C )NC_ PATIOS DONC. SLAB W/F ORIIESN - 6 YL VAPOR BARRIER OVER TREATED COMPACTED FILL 3 , 5 REBAR 3 THICKENED SLAB W EAR G ALL TWO STORY Ox8 LINTEL FILLED VIE ONIS CONT. IIN 1 VERTICAL WBAR SEE PLAN SINGLE COURSE LINTEL 3N--D 3, OWWL- SUB_N 1E101E916MLVAPORewacrc OWN IRE -Alm COPACTED FILL VANES 3 / s amAR T. IT 10, AA DEPRESSED SLAB BEARI O GARAGE TWO STORY s HOR6z BAR CHAR BLOCK CHAIR BLOCK UNDER FRAME FOUNDATION DETAILS — MONOLITHIC SCALE N-TS. PRE-ENGINEERED WOOD TRU55E5. UPLIFT CONNECTOR. SEE ROOF TRU55 LAYOUT FOR allANTITY AND SIZE. PRECAST LINTEL. 5EE LINTEL PLAN FOR DEPTH AND REBAR Ib"XW CONCRETE BLOCK COLUMN W/ 2 #5 REBAR. 5EE FOUNDATION PLAN. APP FIN. GRADE 3 1/2" CONCRETE SLAB 24"X24"XI2R DEEP COLUMNFOOTERW/5 #5'S EACH WAY BOTTOM OF FOOTER TO BE 12" MIN BELOW GRADE TYPICAL PORCH SECTION C" ELEVATION w1mict4NE ENGINEERING 407) 774-9003 FAX: (407) 774-8477 P.O. BOX 161613 ALTAMONTE SPRINGS, FL 37714 T"OMAS J. ANOERSON PEE 47519 MAXIMUM SPACING OF FILLED CELLS UNGROUTED CELLS T14AT CAW RESIST A 100 MPx LOAD DESIGN WALL PRESSURE T - 22 PSF MAXIMUM ALLOVABLE TENSION ON HOLLOW CORE UNITS IS 25 PSI. - Ar-1. 531 TABLE IDA SECTFUR PROPERTIES B' PARTIALLY GROUTED WALL - 93.43' 04ASCHARY STRUCTURES AC.0 H = NINI /B. S - VNLNLXI2/ BXT m 95.43 , 1 = 10.4 FT. USE 9'-0' NORIL SPACING - 9'-4' EEILDRG VAX. 6S = USE 6'-r HO2IZ SPACING - 19'-6' TO 12'-W CEILING MAX USE W-W KMZ SPACING - 12'-B' TO Is' CEILING MAX ADD UNTIL V/ (1) /5 CUNT. 0 W-4' HGT. <-/- B') TIQS srR11CTERE NUS DUN DESIGED TO MEET OR 0WI ED T,LE tte NPx 3 SE OMD GIST: VEND LARD REoIAREfENTS CIE T1E STANDARD NUI_BONG COX 296E I I I B • p ajTy/ PA110FiR 1 = varc Sr 1 t 1 nor.1 0 1 Im-1 I 5 V2' GONG. SLAB N4/F1Ba IOYM6HLVAPOR "00 ON azx% YELL CioW W-- ED ,{yRESISTAI4TTREATEDPILLOAGdWSE- REC.14AT 2' SY5784 (TYP 1 C 0 Gil IaAATIjl Il T" WWr LOAD BRIE FTCa. Oj -0' F#D6iN FLR I I " 4414 C=A24r# fLR — 1 I , I I I ID I — 3W ACM AT WR4G : DOOR L 3 ATI AT 1c1 NO Z = Q Uaw L: Z Z J 0O ozo 2_ zLLO IL W a sheet Al oF. sfj ANCHORAGE TAPCON: DETAIL DENOTES PIPE STPAEMTHROUGH SLEEVE SHALL BE PIING HRODUG%TESWPIPECsROUTED SOLI 2 SIZES LARGER THAN PIPE PASSNVCs THROUGH SLEEVE SHALL BE L Sd' ER AROUNDICI /\ 2 SIZES LARGER THAN PIPE PASSING THROUGH I THICKENED SLAB UNDER SEE FOUNDATION PLAN FOR REBAR QUANTITY 5 REBAR WITHM FOOTJt s I GCNc1RETE FOOTER Ub 25" MIN. SPLICE OVERLAP (SEE FOUNDATION PLAN FOR SIZE) TYPICAL FOOTING DETAIL SMW. L.ES OVER B' FELT OVER 1/16' 058 W000 TRUSSES STRAPPED AS SHOWN ON MISS LAYOUT FIBERGLASS P. T. DO OVER D0 CDR OVER 2X6 SUBFASCIA W/CONT. ALUM VENTED 60WIT P- LAUNLES5DBL2X9HEADER OTHERWISENOTED ON PLAN WIDOW UNIT 2x WOOD STUDS . 16. or_ IM' STUCCO ON MTL LATH OVER 6•FELT OVER VI6• 2X BOTTOM PLATE ON 3/4' TAG OSB. 2X4 CCHT. BlJD BOATID FLOOR TRJ66 STRAPPED AS SHOWN ON TRU65 LAYOUT DRYWAL4ELINTEL LINTELBLOCK BARDOWA5gOVERN911ATto" OVE3%, SCREENCOWL. SLAB T@TO OVER TERMITE- - I_ MASONRY FINISH TREATED, W3..L OVER CM BLOCK COMPACTED FILL Cm BLOCK Wi15 BAR • 6HoUN LOCATIONS OR FOUNDATION PLAN t GRADE y t- 3 • 5 BARS 20' WALL SECTION-0 FILLED CELL -TWO STORY rrvr STEM WALL - SINGLE LINTEL BLOCK TO EXT. FRAME CONNECTION ( TYP. SPACING) TAPCON: 3/16" ® 12" c EXP. BOLT: 1/2" 0 48" O. SHEAR STRENGTH X SHEAR STRENGTH ANCHOR ANCHOR LIGHTWEIGHT Cb[ A. EMBEDMENT HOLLOW BLOCK 3/ 16" 1-1/2" 846 LBS. 1/ 4" 1_ 1075 LBS. J— BOLT: 1/2" ® 48" O.C K TEST REPORT 150-20068/ PROFESSIONAL S RMCE INDUSTRIES, iNC.SEE MFG. SPECS. FOR BIT SIZES & TECHNICAL INFORMATION 1 I 1 1 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" i 2" 2.5" 1831 LBS. 2537 LBS. FIBEIWAA65 SHIY-LESOVER. 6' FELT OVER I * OEB OR Vl• cox WOOD TRUSSES SED AS SHOWN OS LAYOUT R. 5. DB CDR X6 SUlBFASCIA F71. D_aOVERALUM SOFFITV2' DRYWALL 2X8HEADER 4'- 0' MAX OPENING. nDOUBLE2X- TOP PLATE 2XIO HEADER FOR MAX OPENNC UNO. UNIT 2X WOOD STUDS . t6• OC. W/ R-5 INSUL. TJ5. 510CC'O ON HTL LATH OVER 5' FELT OVER V*' OAB. OR V2' CDX IX BOTTOM PLATE ON 1/4• TK• PLYWOOD 2X4 CONT. BAND BOARD FLOOR TRIM STRAPPEDN A5SHOWNOTRU55LAYOUT1/2" DRYWALL OVER DO FUNUZIC. OVER R- 5 INSUL. LINTEL BLOCK WA • 5 BAR WINDOW WIT PRECAST WITH (U • 5 3-VC CONC, SLAB WHEN 6 FT OR GREATER WoFIBERIESM OVER PRECAST GOIUG. SILL OVER 6Mk- VAPOR BARRIER DYER TREATED, T1AS FRi1B11 pY)E7¢ COMPACTEDFILLCfatBLOCKCNSDOWEL9SHOWN LOCATIONSoNFawaTTOW F'LNi zGRADE 1 Z 3 •5 BARS 20• WALL SECTION - FRAME OVER CMU nv TWO STORY TYPICAL WALL SECTIONS — MONOLITHIC SCALE: N. T.S. R-5 INS L.— I/2' DRYWALL - DOUBLE 2X TOP PLATE — 2X4 BOTTOM PLATE OVER 3/4• T 4 G PLYWOOD — V!' DRYWALL--' 2X P. T. BMPLATE W/ V2•XS' A.B. 32. O/C 3-IR' CONC. SLAB WNICE" ESH OVER OVER: 6 PUL VAPOR BAFIFLIR OVER TREATED, CCT'PACTED F91 — FIBERGLASS SHINGLES OVER6•FELT OVER 1/I6. 0.8B. ORVR' CDX STRAPPED AS SHOWN ON TRUE® LAYOUT DO P. T. OVERDag COR OVER 2X6 SIIBFASCIA UL CONT. ALUM VENTED SOFFIT DBL 2" FEADER FOR 41- 6' MAX OPQUYs OBL 7XIO LEADER FOR 5'-S• TUX OPENING UNO. 011,000 UNIT 2X - WOOD WY R- W IM L. 1w STUCCO ON MTL LATH OVER W FELT OVER 1/16' OAOB, OR V2' CDX STRAPPED AS SHOWN OBL 2X - TOP PLATE DBL, 2) 0 HEADER FOR 4•- 6• MAX OPEfWrA DBL. Dw FEADER FOR 5'-9• WINDOW vAT ST DSSOO* K'OL. W/ R- A INSTIL F 2m 3 • 5 BARS WALL SECTION - FRAME rrt. TWO STORY IU4 1 U)Z ZO O_ U J 0 WF=—'( 1) W J 0 03:0 2 U d Z 0 LL a€ 1 ljs gilllC) N J W I rc e.• F dedW-d Ir a d ly al.d", 9v d"Ilc O/.72.01 sheet A1. 1 Nsrr 2YA e0. C4L SH-25 SH-25 22/ _24) 22/ -24) EGRESS EGRESS MRrw rt T ranaa a CAVURA BEDW '3 r a.v as BEDW #2 w"aa Wtw rk7-1 S 5 11 wc s cFLvam'aM E rarLJ. - lOMw i Ki T BATH V2 ran aM s wet V)- oUT Yell 4-TTODFOR Y q NOM AIR HANDLER TO HAVE K OF 4• CLEARANCE ON 7RA NHere Do ALL ODES AND EMCLObURE SPACE SMALL BE MR Q • WDAN APAN FLICE ERTH05ET4 DOOR w BED ROOM 14 G s are MASTER BEDW cae T e CAWV wRV!' SH- 25 EGRESS 22/ - 24) SH-25 SH-25 EGRESS (+22/ -29) W.COL DBL-25 (+22/ -24) 21/ -28) Znd FLOOR PLAN NOTE: ELEV.' A' SHOWN: SEE PARTIAL PLANS FOR ELEV.-S'B' &'C) j WINDOW SEAT 1 oac DBl-25 n'on DBL-25 BBL-25 21/ -23) SH-25 SH-25 EGRESS n._ _ e 1 r-d AL irl 3 I --- CGliG. P --- OPi. 140- C 7-9• i btv P I SH-23 1 wJ 1)(-& 22 SH- 25 SH-25 RR 22/ -24I/ -24> 1(+22/ -2) r a, r Me 1 1 KITCHEN NOOK PM ,Maio VWtan FAMILY RS'1 ranGra r Merr. i savrr. -- a 21" r LAiWRY 11 9"" vmRx 9W I anart r are" CHASE FOR DINM RM AG LNE s il. ti 44 ri CAFWUFRXr1 _ a N 2- CAR GARAGE cu ' N Jsaeaa COE RR Ca (U O• MA 5TOP M, Owl wXL BFL Uai1 r i r 1 i 1 r LIVING Iv ` ranaa 16' GtIBET We i i X7' dH.D.<+19/`-23>'`-_ PANEL rwcw r Lmm IVty211 2 > to 1 DBL- 25 21/ -28) MISC, FLOOR PLAN NOTES: U EXTERIOR WALLS WERE VERIFIED SUFFIUENT FOR % EAR LOADS 2) SEE FOUNDATION PLAN FOR FILLED CELL LOCATIM 3) ALL MTERIOR WALLS TO BE 3 V WLESS OTWJW5E NOTED, 4) ALL STRUCTURAL WOOD 1 EADERS TO BE DOUBLE 2' X 10' UNLE55 NOTED OTI- EMSE t MEA GALOM AT045 'A' LIVING r i i 16' X 7' aAD- ranaa 3 i,; i (+19/ -23) ro6 auerETare 6PANELFFECAMrLlwe.ow 23 DBL-25 021/ -28) GOER TIOM r1w d 7X4 F.T. WP_ DEC, MD. EK BEJEM4 FLOOR V& 2 FLOOR Fi rO1AL X Lwm SQ FT. Na FT. 4715a FT. TOTAL Lb 9(t STD. P 40 SQ OM AFREA 2" SR J OPVIMXW PAT10 lTOT 1 - n ENTRY_PORC44 arl rr062Sa FT. R W41 Sa FT. r r TOTAL AiG 2W5 961 Ft BM - PD sa Ist FLOOR fi .A 'C' LE Erro ` 3591-.1P. Fe V-0' AFE SM 11rYJ AV ML— MROMQ V 40Tar3081 SO. FTJ PATIO MAL AMA 3161 S(i. FTJ 000000 45 Aa4 ' brd Awabl d— Ar dMe.••Qbp. r•ew arec m- no+ sheet rnRICatfE ENGINEERING w1 n" rae Erse (an n+arn ra a wfaa aweorc sasa a M. Maw: Mrseeae 9 an• p,2 d. KITCHEN A SCAE- +s'.r-v bLw ww wepr wary 6 i KITCHEN B KITCWM C scae- %,.r-e sc&E- b••r-r BATH D BATH E POWDER W E SCALE- yr-r scare- W-r-r sc&E- h•=r o• INTERIOR ELEVATIONS V4--1--0- w a Z J Q ZP Jww 0 LL w-Z0 0 wJF- LL Z r f STAIR INFORMATION a .r f j j/jj/jj/j/jjjj//// it 1' HALUS AIR WELL GAME RK I 1 U..I jV . 7rrr Stud Pba Floor blwew I+aor&q 4 tirtaa obmew permon&aca+r.rb recormarglab". toad 3• ewldt,4 I"Ncp shill SCORED LOUYER DTL. be ca '".w Fdfl, 2. and FOAM SILL DTL. trw1ow. Stucco Gaetg Bead n/ 3N7 /lcrge i nVINYL SHUTTERS TYP. eepe s O IlolctIrAtd&'g &rap up w* a foyer ebxco &*tailed I7' 4 3/4 :TRUSS BR6. thm tr&n of race. GM71. SbK40 per ma.tacturorb recamnendatbr*. F Z NM: All r4ork shall be hstalted tlstalied to meet morwAacturer's recommendotlons, hdus" standcrds fl = cnd applicable codes. Z W- 4 5/4" 2ND FF. DETAIL- 5TUC40 FINISH: 2 STORY 8'-0. MISS 5R6_ ROOF nenee s - sg woor 11055 FL/N 1SCORED BAND TYP. A. auu_!raKal o o ROOF TRI)SS BR& 3 BATH # 2 MASTER HALL SILL FT6AIF FT2 UNDER STAIRSmnissm - SEE rral5s I'LM! 6ARA6E DINING SECTION A< PRE- 976RIMEFW ROOF TFUMSES - SIB ROOF TFV13 FLm TTZ PrA"TION R-50 sm FoUWATION PLAN FOR FOOTW- 6 AND SLAB 5PEG5. BED # 2 11 Il {I ( STAIR WELL 11 BED #4 TFOmm - SIM FLOOR KITC+ fENUNCIER FOYER STMRS SM I.OLOVA'"M PLAN FOR F007H05 APO SLAB SPIWO SECTION B V4• - 1'-0- FlN. SECOND FLOOR FLR TRItSS BRG SGOt1O exc rrp. was a Iliilllfl 11 i lf a, _ __ aa_ aa/aa aaaaaaaaaaaft/_aaar aaa eaca/ - i iii GGGG»iii GGG son son son son SO BANr2 E. 13ANP ARO(*V I= RONT 0 1' x4' ORV. TYP. t FIN. FIRST FLOOR ------------------- -- -- -- TEXTURED FINISH TYP. OFT. 255H TEXTURED FINISH TYP. LEFT ELEVATION RIGHT ELEVATION ROOF , T2f BRA, ' FIN. 5EGOND FLOOR FLR TRUSS BRb 1 FIN. FI15T FLOOR r TEX' * MV FINISH TYP. - - REAR ELEVATION All j co co 00 Q U W W J W C7 W 0 PJX: 3 W m v Q ijl 0 N i1 si wwtionc f+ Ka a1awnf r. diwt.ds.1T a* a.asi.... erw otaaot shmt A3- C P+ aea.wFMPFommOPTJ CENIMFeMMMOPE) 30 i' a YO t 16 1 MX6 aR 7---. C7 -- b TrbP i Q LI c 7 CiTf z3e: GL05ET 4 DooR 1ri OPT. BEDROOM/ 4 CELW FM(WPJ NOTE: SEE ATTACHED NVAC FOR CORRECT PLAN: DO NOT USE t-IVAC LAYOUT ON T"16 SFIEET. LOAD TABLE MODEL 2509 (05/04) offiagER OR LOAD 1 RAtr!E 4OA 1(P 8 offlm 1 1 OA3bP 10 111oi8imwImMAWa44O 1 SPECIAL. A-KWM26 MAW a mm 1 17f9 vm MAW a ve I I LAt#VRT MA W— ow 1 1 YttER WAURMAW V Dom b bla Ft X 3VA W 14 En 1 Cf#TAC>fDOOR OPHEi2 6a VP F1 QO I T71 4vE H' a tuO a$ TOTAL M SY 39)M 10- 1O0M "M AT i0OR 10AwO UATM TBwoER 4O% atm AG 146A* GATTS TOTAL TOTAL LOAD A" DAM GATT6 1M3 ATti'8 SERVICE SM 60 A" 1VA QL C/TM1/_AI MIGQO P71A.6 / CELM FM ($TDJ 2n( a PI PCTRICr41 SCALE = 114• = 1'-V ELECTRICAL LEGEND 11 o1REx rat 0 E VAW FM no % VLT F*r- mca DETECTOR 4 KUM PROOF FGr R1CYF DETECTOR MAUMOIM7 9 CM&CFALT ow- rim raw" 4 Nncwm) Fw- O imcna1 wx vecmtcr RAJO A3Can we O mom OUTLET F l1 TFKK LOOM lORGf 5 GAY ""CR L— 4 SAT eRd V A• CEIWG FDC. 0-POER d1TT" 0= DOOR ML Y FACE!!® L1CArT RECE8M LVFn (VAFOR rRDM7 JJ CELia FM F7r Y.TR7• YLTIE I V7• YTR LAY I Vr 3 CQ8 MYI r r r 3• r ti LLAY I VY Lr—• r 3. 4• 2501 PLUMBING RISER i' AO 7/ 0 MR CA" Q 15OA 8 np VIM 10/3 T13PAtTFL WVU APP. aR OR LIO UM CK 1444 W K SAFE CK IIVEERtlVG TO PPL 1 F wr 1 1 w.•=r r MOM PMr----------- 1 co1+ c Pa _ F li rPIooL _ _-- A f > z x Iz u>s4B 1 CAR N} ` nf1^ r 0 Ar- w4p f ! •T/ r ((ay jr -`•, PAW tl4T62 IEKl i 11 Iy 1 l) f rTO UP57AIR8 `•• LNE - r `\ f11 111 ' FECESSED LK#11- T= r 1 j 1 ' 10 x N r I00 Z CELPG FM Pf+EWNWOPTJ A COACTLMM OPT. 15t ELECTRICAL IW4 SCALE = 1/4• = 1'-0" LIYMG RM \ ' V RATa& CMPH MA M. LOPT.COACSLOGW Y f{ 1st ELECTRICA IC1 E = VA• . r-O= OK C,OACILIS4ZQQ a. Q( nw LL _ I U_ VZ kip m G w w _1 wwa w i C) Oto 04 dw1ONa M-f+ 6ww yr. amf. sF1pn af. a.ssy.rw arc 01-224T Sheet A4 Of: A t^—w—r--bq—fw2509 LINTEL SCHED. IV 1w LINTEL NO. LENGTH TYPE COMMENTS L 1 17'-4' 8Fi6-IB/IT ALLIED LINTEL: A-13 L 2 7'-6' 8F16-IB/IT ALLIED LINTEL, A-5 L 3 1 7'-6' 8F16-1B/IT ALLIED LINTEL- A-5 L 4 4'-6' BF16-OB/IT ALLIED LINTEL, A-3 L 5 7'-6' 8F16-1B/1T ALLIED LINTEL, A-5 L 6 4'-6' 8F16-OB/IT ALLIED LINTEL, A-3 L 7 4'-6' 8F16-0B/1T ALLIED LINTEL, A-3 L 8 4'-6' 8F12-OB/IT 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' 8F8-0B/IT ALLIED LINTEL, A-9 L 11 7'-6' 8F8-0B/IT ALLIED LINTEL, A-5 L 12 4'-6' 8F8-0B/iT ALLIED LINTEL: A-3 NOTE, LINTEL L1 MAY VARY DUE TO HEIGHT OF GARAGE FLOOR, MINIMUM DEPTH TO BE 16'. 1 8F16-1B/1T 8F12-1B/1T 8F8-1B/1T 15 REBAR AT TOP NIN. (1) REQ'D 1-112' CLEAR J Q = a= C.M.U. J F = FILLED WITH GROUT / U = UNFILLED h i GROUT j' QUANTITY OF 45 REBAR AT F BOTTOM OF LINTEL CAVITY 15 REBAR AT BOTTOM g F 16OFLINTELCAVITY 1 B / 1 T BOTTOM REINFORCING I7-5/MYAC PROVIDED IN LINTEL NOMINAL WIDTH QUANTITY OF 15 B' NOMINAL WIDTH ( VARIES) NOMINAL HEIGHT REBAR AT TOP TYPE DESIGNATION I! 2509-LINTEL DIAGRAM (GAR. LT. L2 L9 Im L12 SCALE: N.T.S. L1 L11 250INTEL DIAGRAM (GAR. RT.' OW LC: M. 1.0. JU 2004 stmmt ROMICAMEENGINEERFNG A5 Ms w Y L sni NOTES: CAST-CRETE SAFE LOAD TABLES MATERIALS I FOR GRAVITY. UPLIFT & LATERAL LOADS F.- 2. pregr t klr ls = 35 pp6s/I ft p estr Islets = G0L10 psi. 3. ft qnR = 3000 pse r4/ ifmcmm 3/8 aq[e 0e 4. fr4rlvlsa mtssary arras tCh1Y per ASTM-C9D r Innmm net men calve stragth = fro ps+ 5. Relxr provided n prewst Infet per ASThI Ably E050. Field, ebcs per ASTM A615 ER40 or EAMCI. 6 Phes strand per A5TI1 MIS c]rde210lavrecto,. 1. V wre per ASTM AStO. Mortar pet ASTM C2 10 type M or 5. GENERAL NOTES 1. Provide full film to head and bed jacks. 2 Shot a hliad Itttels as requred. 3. nstaNteE aF Intel melt crnpl [with the crcfrtectlral onrylor structual drta4rys. 4. Lrkefs are mcruFc><t/ted w/U1 5-1/2- lor>g notches at the endsncccrsmtodavertcatcellre#*crctg crld gaksy. 5. All WETS meet or exceaJ L/350 vertrr8 def ton, except wdp-ls IT-4' and longer with a romnat h --q t of 8' meet or exceed L480. 6 a3ttmI field added rebel to tie fixated at the bottom of the'del covdy. 1_ V-92' d+cmets vice strnipss are weld to the tottom steel for merhmwxd 8 Cn5t- kxe te may be provided n Cortposite Intel in lieu of corri-ete mosory units. 9. Sof k7od rotwxp to6ed ah ratool desKp anotysls perALI38crdALT53CI SAFE LOAD TABLE NOTES 1. All vokies tnsai an mnmm 4' beorrg. Exceptrn' Safe loads for unfilled Irtels must be redced by 20% 1f bea if k3gth a less than 6-1/2'. Sale 'ouds for all recessed Intels ba',ed m 8' rvrunl tearrg. 2. N.R. = Not (dated. 3. Safe lands are total sups'reposed alkwinble load m the section specified. 4. Safe loads based m gT,de 40 ar gable 60 field n-etrr. 5. Additional lateral Imd capacity cm to obtoried tri Uie desyier by pravdrg oddlorlol red CME!d 1rlc "" above the precast Intel. S. One 111, eboi may be si tistitubed for two 45. ebors n 8' tntels only. 1. The de5+yver hmy evokate catettro[ed k2od' From bade safe load tables tri ealeuiatng Ike maxmlm resistng moment orld 4lear of d-awoy from the 8. Mrnpn. el he is rot shown, Use safe load Frain next lower hegt. 9. All safe kxd5 in Imts of pawls per In>eor foot. 8" PRECAST W/ 2" RECESS DOOR U-LINTELS GRAVITY TYPELEW.TH e 4'-4' I5Z') PRECAST MCI tar72&2 29M aGj 449 9O4 688a 115V 4982 6412. R41 946 15 4'-6• hi54) PRECAST G61 Mfi SM 3 4481 Si5 fiS4 r02 4-im 641Z 7f41 446 awa 5$' 168') PRECAST 185 aw tw M55 2mb 30M r53 417M 64V 696 S'N4 E899 540'(ld') PRECAST TR 0 14f1 rR4 24tA 285 335Z 1® 2a9 3111I 154'12r EM 5$a 5411 6'-e' (90) PRECAST ga 90l Wn 243E 3223 35'Q 46a r-W (40') PRECAST 665 Mi EM 2= 249 2i44 3439 lEa4 HTl 23Y't 3609 5442 66Z4 SW 9'$' (III.,)I PAST 3y 4m 834 0'N B42 - 16Lt ne6 535 9a3 14R1 2Af 2bi8 3995 2815 8" PRECAST W/ 2" RECESS DOOR U-LINTELS r4__ UPLIFT LATE)RAL LBi6TH e aAr SG 529 PRECAST 12" US 248 3MO 4U 4961 55M 932 932 0" Iyq 2339 am 4 s 74eaT a5 i54) PRECAST r92 901 ZW 30 36't48a 55-n ffi3 B53 WV 14% 2240 33% Wn 4643 54W C1581 PRECAST 9N' IITI I M 241E SOW W" 43M So 501 924 IM rW 2351 Z91B 315M 42I0 TE7') PRECAST ow r142 2962 2955 BM 4FO 469 a69 5% 1 099 we 2m-1 an I 3*n 406 8O') PRECAST Try 882 69 m42 251E 301 3542 am 11W 9% MFE NBl 2509 3®5 356E M-) PRECAST 691 @5 1810 2280 2'® 3221 l0 9a El. e49 eM rr62 2225 2M 3151 16) PR13=A57 433 8O8 IRS M6 ro4 R95 Sib 6M SZl 1009 i3,l9n28 m8B 2450 REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR 8" PRECAST & PRESTRESSED U-LINTELS 8" PRECAST & PRESTRESSED U-LINTELS GRAVITY LIM" am 27- MIC341 F"VaMMasT366 4se WMM-7 04TsrM3f• 44V 6099CWQ r 3- 6' (42) BAST 3m 33n 46marm; 9441 3 664413 603ifO412 r9 4'- 0'(48) fi AST 2 5 24% 3161639f 135B4413a1H1 aJKWIZ4'- 0' t54') PRECAST 6y rM M f4C6 3M4 2r0 4a21 EM M04 0412 WAS 5'- 4' ISO PRECAST f184 t223 m1 1®9 23n a 39M 399 WAS 29f: 5051 60% S4130 6424 14M 5'- 10'Co'1 FRECAST 91Z OOO 4199 WW WM 4 M S7 F459 2464 4144 5455 44in 5EO 6I22 6'- 0' l`1B) PI AST 431. tms 2" Ems zfw SEES its i 4595 I255 201 B 5260 4 aM 6C T- 6' l90'1 fi2ECAST 161 Ia2a IB'6 23M 1994 2439... am 333E n0296Ta... 250 3339 59{ EGG 93" 9'- 4• (14) fi2ECA5T 513 632 Oft 146n 120 1482- nS4 20M 168Q12rele254431693.71 10'- 6Y1 6') PRECAST 492 ao2 925 a5 1922 s t'. 456 658 RIMS e514 2M zrM 3 24134 ii'- 4' (ey) PRECAST 445 99e 933 9%5 U554 MESS I'm 2S6 598 93s r,s 0954 2„1 3w 40" 12'- O'044) PR AST 414 ss5 M4 5, r m'f4 BIB 555 864 G 54H6 2211 2592 3940 13'- 4'(W) PRECAST Z 421 1z& I028 I 6, 12a4 taB 485 148 Qrs 64M MW 234E ZM 14'- 0VE.5) PRECAST 3IS 3w 648 9A 4-0 M62 OS1 cw 495 03 C3 EE5 rw4 215E 2666 IR FR eR w FR 465 89 130 2045 2IO 3W 3T65 I5- 4' (1947 PISS NR FR w Mx IR NR ML 4. 695 1= IS56 29M 2690 340 IT- 0 Q08' NR w OR ML Mt MR MI M2 30 SW 490 14M 69m Z200 MM 19'- 4' (232)HQE5 NR OR Mt 1R M2 Ni FR MR z4o 400 w i090 Moo, r® Ea 21'- 4' (256)PRr=STf YE NR FR w M2 wFR w M 183 3o a 94a 94.3 n80 2N0 ZZ'- 0'(2649PRFri NR NR Me Ml Mt tR lR ML ro 3 a 510 am r m Ea rr0 24'- 0'(28B'1PRE5TRESfiE N.R eR Mt w w FR w 137 240 410 lae o30 SO REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR NOTES: I ALLIED LINTEL TABLES MATERIALS k INSTALLATION 1. reW n precast Intel EPW per ASTM A6=5 2. rEt"r In pared beam CK40 ASTM A615 3. it for preccrt Weis =400 ps1 4. ft for field concrete =3000p54 5. ca¢rete rosary outs per ASTM C-90 mTtar ppa- ASTM C210 t'pe M or 5 E. 1 ok1 13r tri: Richard {7 NeNnCn, P.E.. Rcuw_ leeaaon 8xjreerrg kc.. 1. sh cre all EMposte Weis 4- CIL. 8. all composde boons cofcufotEd with 1015 9. 5de lmds ed on mono' 8' bs:v4' nmmai}. 10. all lands giciM in poWds per Ire foot ILfarrotIusenextkrg- u_ rgm soFe load FIELD REBAR J 5 GR 40 ID QFfY GMAi. J F CONCRETE PILL U 4 FIELD REBAR 5GR40 1- 5/8'ACTUAL ALLIED GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE "U" LINTELS LINTEL NO. LENGTH S.". UNFILLEDe'xa' FILLED8'112' FILLEDe'x16' FILLEDs'x20' FILLED8'X24" FILLEDe'x28- FILLED8'x32' FILLEDA- 1 210' 6549 5251 10125 120E30 120W 12EOM 12000 12000 A- 2 35' 3838 3858 5731 A=Fi7. 0440 12000 12000 12000 A- 3 45' 2081 1914 3361 466 6186 1259 8601 9924 A- 4 510' 1128 1080 1&0 2483 3336 3913 4&n 5350 A- 5 lb' 902 1056 1844 Z542 3294 4024 4-M 5522 A- F3 9'4" 656 636 1112 1534 1944 2435 2402 9346 A- 1 1 015' 489 483 841 1110 f522 U351 22n Z556 A- 8 11'4' 502 612 1125 r533 2002 2455 2931 3389 A- 9 12IB' 421 488 900 1224 604 1968 2360 2121 A- K] ET4' 393 419 114 1053 13Bf 1692 2024 2341 A- 11 14T3' 342 313 6IC! 938 123E L910 I UN38 2091 A- 12 1418' 308 334 61B 842 t08 A- 13 11'4'212285 436 611808. E= 52EWW,1819 1380 A- 14 19.4' 250 3`15 496 850 113E A- 15 2aT7' 225 365 413 194 IO52 1980 13W 1831 e 1. Mimi" ouiwLaVILM III!} IIII cr.rc c-e c•f c.c cc cr ca r IIII IIIII rr r-nr rm.cm rrm. IIII C IIISi iiIllhT• ru rC IIII© IIIIII III I IIIIIfL:iIIII•--IIIII IIIII.+'"' c II IIIII=IIIII IIII®IIII IIIII IIIII IIIII IIII®IIIIr--IIII III IIIII IIIII IIIIII II III' "IIIII IIII IIII I''. 000movo:= IIIIIII•iaC) C) LO CV J W 0 r FwlYmnr. 4i. b wlr drawn brOwO dmldrr of w 4cic rti2O1 stwet A5. 1 1 cil 4.4 POST W 740W • TOP Ito N MTT18B • BOTTOM EPDXEDTO 000 DENT S 5B• VIA TWEADW RCV T 61 Met" aleEDT£NT — 2)(C) /-(2)2x4 FMT wo /- (2) 2x4 POST Mook a • sm re 1 ROOF TRUSS LAYOUT 'C' N.T.S. Tx Q lr+F M I.AR.ETt L _ T141RAFlBe W i37bd OR X.O. l416c1 N71t baSrbdt40R7X10, lili*dW 4 Noie z>as ncarmRismt sofv.WK AS4 . I CE OM a P"M 3x Wa! A• LAMOR TtWROPMEW TYP. 'VALLEY FRAMIN& T/16• oaa StEATi4NG 7X4 BOTTOM PLATE W NDO W UNtt 2X WOOD 3/4• PLYWOOD STUD WALL — IX4 SRAM BOARD 74• OC Imi FLOOR TRUSSlfal88ANCHOR PE72 i}at68 PLAN STRAPPED AS SNOOK ON U BLOCK W TR" LAY= 1•SBAR STRAP TIE - EVERY Nd SV" CCNECTIYs FLOOR TR188 TO did FLOOR STIR 6LOCK TO 2ND. STORY STRAPPING ORCOU UW FLOOR TRUSS LAYOUT N.T.S. 17-4-12 PLATE HT i 12 SEE PLAN C(4 ROOF TRUSS 0frMALL `— LFttF1. BLOCK 7X6 P.T. LEDGER CONC. ISMof4-16d NALS • COL EEl'OND TYMAL i.3DGM DETAL Q NOT SF OWD SEE POST STRAPPF 0 ON bt AND lid :iR FteUMATIC EaRVALEKT MAY BE SUBSTITUTED FOR taro NAIL DESIGNATIOW O_ q VAR VAi C4:. EASED ON •NATIONAL DEW" SP£CIFV;ATICW 7 FOR WOOD Cl%*TRUCTiCN FROM TABLE Sac - tWLS AM SPSE.S - LATERAL LOAD DEOIOrt VALUES• KAIL SEAR VALUE (InJ Sd 103• I0d w I6d mv NOTE: SEE TRUSS MFG.'S ENGINEERING AND LAYOUTS FOR TRUSS -TO -TRUSS CONNECTORS ROOF TRLJv°aJ ANCI10RAGE: NOTE, V USE lV TYPE •C (OR WERC/WCaADLE TE)FOR TRUSS TO FRAMESt4L1ORBEATiC4MEGTk3riISi.E88 NOT® OTTEi4"U (UNOJ2) L }Y •OR O.MT.iWYaABLE T FOR Tfal68 TO EM.OGTC 31118E EHc#Wi-N (OR NiBSG'IWY.f1BLE TEPOR ALL JOIST FW1.ER 4) f 3i T (3) m x 3 V4• PASELODE GUN NAM- TO FAST@l JACK TO r*' GFDlR AaD15) GABLE TRUdSi RE01M (V TYPE •A• OR N TYPEV• STRAP AT 48' OA. FROrT CEPC WUt OF TRUSS. 6) ALL SNS78 BELOW GMM TR)8SM SK&L BE EI140%C50WSCW MSRf'SON SP4 STRAPS TOP AND BOTICH W ADOITWN TO OUM STRAPPM ON PLANS, SrOAPILY, 4X4 Pt78TS ROOM (7)68P4'0 ON EAONBO 4X8 P08T8 REOUWS! (31 SP4 ONEAC:T END. T) BOTf01'E N4LF OF Mlli TIliSb SdRAPB SHALL BE E"MOt NEATLYWMPPBDUNDER. OOU SLE TOP RATE Oft NEATLY FADTB V TO VERflCAI. &FUD OR PLOT OB'BOM ON ALiWIM OF CAMER AND SRDS OR POST BBLOIL J c Q maw jco O .: CKcn j SOW 0:5J LL Q 16 C -1 Bi1UBBt ENGINEERING A&C pan TA$- C tie (" Im-ow VA a KNOB mtlt ft swot (L au" Now a Agnew no am of 5TRAFF I N6; 5CH r;)UL _ 51 ts*11=5®N S,M 1GT D DE5GRlPTION COMPLIANCE FASTENERSFTNLOB)A MAX. DFL%YP SP A META18 CONCRETE STRAP SBCCI %03 t 1S 14-10dx15",(2 1S 10-I6d 1500 1495 B 145 HURRICANE CLIP NER 393,422,432 4-8d 4-8d 1485 455 265 G MT616 TWIST TIE NER 413 14-10d 3116 1000 860 D LSTA30 STRAP TIE NER 413, 443 22-10d 1610 1ro10 E HU526 SINGLE FACE MOUNT HANGS NER 393 14-I6d t 6- 16d 10000 1550 1110 F HU526-2 DOUBLE FACE MOUNT HANG FHER 393 4-16d d 4-I6d W33 1080 115 ML MBHA356/125 MASONRU HANGER 8" SBCGI 9603 18-10d, (2) ATR 3/47 x 8" 5955 1885 1355 MH MBHA356/925 MASONRY HANGER 925 SBCCI 9603 14-10d (2) ATR 34"? x 8" 6050 3I45 2260 MG MBHA356/1125 MASONRY HANGER 12" SBGGi 96o3 14-10, (2) ATR 3/4"? x 8" 6050 3145 2260 O HD8A HOLDOWN TO 3" WOOD NER 393,469 3) 1/8"? A.B. 28661 6465 4650 Q SP4 TOP PLAT ANCHORS 4X NER 432,443,499 6-10d x 15" 2911 135 530 R SP6 TOP PLATE ANCHOR 6X NER 432,443,499 6-10d x 15" 2911 135 530 X HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-loci t 3/4"? or LBP 5/8"? 28333 8665 6485 AA BG4 POST ANCHOR t GAP 4x4 NER 421 3-trod a 3-16d 3100 980 100 BB BC6 POST ANCHOR E GAP 6xro NER 421 6-I6d E 6-I6d 4100 1050 150 CC BC46 POST ANCHOR d CAP 4x6 NER 421 6-I6d 4 3-I6d 3100 980 100 GG WT520 HEAVY TWIST TIE NER 413 24-10d x 1.5" 4430 1450 1245 II HD2A HOLDOWN TO 3" WOOD NER 393,469 2) 5/8"? 12150 2115 2000 MM WETA20 HEAVY CONCRETE STRAP NER 393,469 I i 14-10dx15" (22plS 14-10d 1135 1495 LL NNETA20 CONCRETE STRAP NER 393469 I)o1 11-10dx15 (2 1S 15-16d 2130 11860 00 MTT285 1140LIDDOWN NER 393,432 24-16d AND 5/6" OR 3/4" DiA AB 1445E, 1 4455 rn 0 Lo N J 0 1 c t e,.b•• tNEEFNNG w s rwawa. sheet JUN 04 A6.1 1: BRACHID REOMEMENTS STUD SPACWs NO L' BRACE U 2x4 L' BRACE 2) 2x4 1' BRACE 2) 2x6 L' BRACE I6" 0'-0" - 4'-5" 4'-5" - 8'-&' 8'-0" - W-5" 0'-0" - 15'-6" 24" 0'-0" - 4'-0" 4'-0" - 6'-)&' 6'-10" - 8'-10" 8'-10" - 12'-8" NOTE: "L" BRACE MUST EXTEND AT LEAST 90q OF WEB LENGHT GABLE TRUSS — SIMMON,A35 a 3'-0" O.C. 2x4 SPRUCE OR BETTER — LATERAL BRACES w 4'-0' O.C_ ATTACH (2) ibd TOENAILS ROOF SNEATNING OVER TRUSSES SEE NAILING ZOtMS) BACJQJAiL W/ (2) Ibd NAILS BAY-2 WOOD TRUSSES 24" O.G. — 2x4 DRYWALL NAILER L' BRACE TO EXTEND AT LEAST W% OF WEB LENGTH (SEE TABLE) 2x4 PANEL BLOCKING • 48" O.G. FOR TI$ (2) ROWS OF TRUSSES FROM EA. END TYPICAL ATTACHED W/ (2) Ibd TOENAILS GYPSUM WALL BOA SIMPSON "A35' AT 3'-0' 0Z. 2x4 DRYWALL NAIL DOUBLE 2x. SECTION TOP PLATE A L/<3iC STRAP TIF'E "D" 48" O.GJ loci NAILS 4' O.G. lod NAILS s 4" OZ. DOUBLE 2x4 TOP PLATE TYPICAL CGABLE ATTACHMENT TO WOOD FRAMING END WALL NOTE: THIS INSTALLATION IS IN ADDITION TO BRACWS REQUIREMENTS OF TRUSS MANUFACTURER BAY - 1/ib" OSB OR IR" CDX 2x4 DIAG. BRACE • 48" O.G. W/ (4) t0d NAILS • EA END FIRST TWO BAYS E GABLE TRUSS l l E-STRAP TYPE ro" 48" OZ-) 10d NAILS 4' OZ 10d NAILS • 4" O.G. OVERLAP SNEATHWS W/ V MIN! SPLICE ec 2x4 STUDS • VV OZ. W 2x4 BLOCKING • MID SPAN WOOD FRAMING WALL) 2x4 LEDGER TO MATCH BOTTOMr/f- 2x4 BLOCKMIG * 48' OL. CFIORD SLOPE OF SCISSOR TRUSS ATTACH TO WEBS WITH CLUSTERS'L' BRACE OF (2)10d NAILS s4A TlUY rd NAILS GABLE TRUSS WEB SECT I ON DOUBLE 'L' BRACE DETAIL 2x4 LEDGER TO MATCH BOTTOM - CHORD SLOPE OF SCISSOR TRUSS ATTACH TO WEBS WITH CLUSTERS OF (2) 10d NAILS 2x4 BLOCKING w 48' O.C. L" BRACE ATTACHED W/ 10d NAILS a 4" O.G. TYPICAL GABLE TRUSS WEB SECTION SINGLE °L" BRACE DETAIL a.cnv n vc.v+.ems GABLE END BRACING DETAL WIND SPEED 100 MPH, MEAN WALL I EIGI-iT UP TO 30'-0" ENGIMCAMENEERNG A) ,..-«a "a (m* „"-M" rm a mm ^Noss Vmpm w. av+s worts+. wowsm rd aou JU 421004 0 u) Z co)O F- Q H> 0 W Z J w w J _j Q Q 0 w 0 EA w.Yionc drd•sy. ar arc otaam street A6.2 of R* 2' lilt fill i4Jj;; R 1p49II IT jqt v o N N MIR v; v 9 I yz m n D 4'•®' r Z 0 ZD f' Z C) mo o m liHHEHE cn T Y O O 0 0 m 0 Q D x A r o m s r- C7 Tt P Z N 0 S DV aE SE v rr*m A m m Z o ° D r F j@ 5 CZi V, J r r M m T " jAl jji MNOmArA2 6 W pv .. m 0i r 1 1 w rQ $ P j 2 M Bra P, z tx ilp Z j .R 8 fM a ° 09 yL t6 ( p m1, 11mflf { E" S gmy (N U b. • P pAm - n aA $ ya 4 Ip Di DIfl A A 1$ 112 q(l la; [ 1 a Fa§m Q $ 7— T12 gPD b g R pD0((11O a A ; P AIp,VP a$ aA D A am F g" i z CIRWTEX HOMES MODEL 2509GENERALNOTESOrlandoDIAslon385NuglMAVWVAGENERALDETAILS Fax: 407.E91.2160 sFL 271 o.nr.,r\rii,rrM,a..o\rr\wriaoMYi, weeMrpaR.n,rurr MwMrr tn.w Miww fax: 407.881.4099 AltilllOflb $Ixlfly*, f197/14 nwr Mwppr\ a, a,rM. aulr\ F glswa riwrrwienw, v w M a s. \Wpr/ r \ ri\ \eb MirN MMYMr,\ M.MYi OriYi,r,N\Ar\MC\ilri MMa MM NM\ MriMlrN\! irMi1MYOrMM\M\ry,MM\/rIr,11IaM C\\r llr„wlr„NMI. NDGt Cinr\1,w S RqVp SADDLE CRICKET MATCH P40OF SLOPE SADDLE CRICKET 19 CHIMNEY TYP, DETAIL N.T.S. 4 In• 2X12 TREAD r wore: t (a• SPaa gEaR cs ALL FII9HI M.ATERIALS- 11 F1,4RD1000p Ham n 36. OL. 7x6 BRACING I" NOSING MAX. s BK RACET. CIG IX6RISERBAING7x STUD DETAIL: I- IANDRA 1 L TO WALL CONE. 2XA MAL TO EACH TRIBE curl Pd, eER I J I '- 1/16' SOLID ' USS 065 OR V2• CDX FRAMING SECTION THRU CHIMNEY CEiINTERIORCHIMNEYfiICD INTERIOR CHIMNEY DETAILS 1 OF Tw MISERS AM ONE TREAD. EXCIAISME OF THE PROIIECTIOK OF HOSING. SWILL BE NO LESS THAN 24• NOR ExcMD 75• MT. • 74' OC. I; FWVVE be Bt4OCKNG • A SIDE (Tl'PJ GABLE U. • 24. OC, cm WALL CHIAVEY DETAIL CONNECTION Pus. 3/ 4" FLOOR NOTE: SEE FLOOR TO 1/2" SAP TTP. PLAN FOR 2W STAIR STRINGER DETAIL: STAIR TREAD V2' DRYWALL IX2 FIR eKMT 50AFV ', 7Xa TREAD 7xn srAIR STRINGER P w tu w1 WX w w dwi dT wQ ib" WOO TRUSSEI 2' 0" O.cIX6 2X12 STRINGER FASTENED s BOTTOM 4 WEDGED 4 TOENAILED INTO 2-2X10 s TOP es e.ewo. 2X STUD WALL T Y{ I G L INKY L E a 7X4 STR714GER LEDGER Rl,ll l ST , I R f. pRTaeLL /tp NCtLf SEE PL '2 eavm tCrpLLATlow. 2x4 NAILER DETAIL: STAIR TREAD a WALL 0m" IPLFT OF KrS* K IOd NAILS K 9 CF 31I6' FROM TRIM STRAPS TO PEST. TAPCCNS TO CMI MANFACrURER StPSON) EACH STRAP) E4011 STRAP) 0- 131 1 1 4 132- WIC 2 1 4 THE MISSED FILLED CELL6 CAN BE REPAF. D BY EPDXY GROUTING (U S REBAR (SEE EPDXY PROPERTIES AND SPECIFICATIONS • CONCESIVE LIC ID LPL OR EQUIVALEW •) INTO BOND BEAM AND INTO THE FOOTING FOR ALL FILLED CELLS SHOOIN 04 PLANS BUT NOT FILLED N TIE FIELD PROVIDE 6• MIN EMBED. AND 3/4'1 HOLE INTO BOTH4 THE BOD BEAM AND THE FOOTS43 IF AN •A• 6TRAP 16 FNSPI.ACW )1"—TOP OF BOND BEAM OR FORGOTTEN AFTER THE POURING OF TIE LINTEL BEAM AT TOP OF CPU OW _ TEEN A S[ -'' M61G CN4 BE HE6tTTIIIED FOR 'EA'.H P686ED 'A• 871tAP 111. UOW PLEASE SECTRE EACH M1616 STRAP FOLLOOYR C HE. ATTAGED T AND ACc01® O4fa TO 7HE` UPLIFT FRO" THE TRt166 T'WOFACITIM WALL ALL TAI' CONS WITH t-112' P1ML EMBED. LINTEL BEAM W (I) S CONT. OrlPSON PTTs* AtTACN TAPCcI* EVERY O"ER MOLE NOTE: TAFC,OW 6NOLD BE INSTALLED N STRICT ACCORDANCE GTH THE PL4NFA. CVR1WO R15CC78DATICH6 MS MISSED "A" STRAP DETAIL PROVIDE 20 Ga. GALV, FLASHING FOR "a" TO SR ON BEAM W/ PiaOVDE Z6 (I) S COAT. SPLICES ( TYPJ 1OA(-_ 101iF :f S• 0' M WALL — EPDXY GROUT ! INTO FOOTING A BEAM IV W HK OF FOOTER NOTE. EPDXY GROUT WOULD BE INSTALLED N STRICT ACCORDANCEWM4THEMMaFACIUMER'6 RECOMIENDATIONS. MFC MISSED FILLED CELL DETAIL Osa 6sEATMW. FLOOR PLAN 0 a 2X4 COHfNid16 7._p Q vl6• o6BTOPOC EA ( TY SIDE PJon u• P PLATE MD6 / vw• r- el ORPROVIDE 2x4 BLOCKING: 2X4 / SPACE 2X4PS. W SOT. PLA J-BOLTS AS SNOOK SIDE (TYPJ 6 CLP TO TOP 4 SOT, PLATE CH,I WALL WALL SECTION Q' FRONT ELEVATION 04nERIOR CHIMNEY DETAILS SIDE ELEVATION STAIR AND LANDING DETAIL WNRICANE ENGINEERING 24' OR 48• OR n.- ssos nHe (qn ns-s"n vo. amc IE Nees. it uT+s S AT74• FOR T SIZE PCB TIIOWS1 MEfRSeI vr4 as» ROMPS cutsoOL- PROVIDE (1) S AT 48• s! OG. VERT. AND (2) S N S CONY. BELOW EAPOSTLOCATIONI" ALL CELLS O11tH 7500 PSI PROVIDE Orm l2) St fl'SON tS22 (243OLb. max UPLIFT) a C,O, C_ ALTERNATE u EAD Jr. AT 4W GOiE(7) WUGMEB RT221U (MOLb, max UPLIFT) or NOOKS IN FIND. O FOR BEEPS E 2) SEMCO ADS-7 (3412Lb. max UPLIFT). 0 BRACE EXTERIOR SLOECIRAVE 6• CP1tU tlUALL FRCSAWAY MOUSEY V7x4 P06t SEE CQPAGtiON OF 7TTW AREA S • 48. OC. TPLAN FOR FOR CLW4iT1YS. Pit J Il 4) S CONY. AS 2'-O' 3" CLR COV. SHOIIN ALL REBAR (TYPJ RET MM; WALL AT PATIO R WPHOMBRACE61DEOFOUALLAVISQATELY D1R040 COMPACTION FOR PASIO SLAB. LEAVE BRACES IN PLACE FORT DAYS AFTER PATIO SLAB 16 POLIPM v. DETAIL for ( 2XaG SLOWIRMON for (011 qp GIRDER CONNECTION 0 3/41 r-0• tj 2 o a X F qo O N . t z -9 m 0 ass C Uv,` g O MIL0d Q rn 0 N J 0 Al oil O dF N j6ewa br 6lwl d"MFI1Lt, drdrAt6c a,. IJ-L dtic 01-?2.01 stwet D S2 1 4 ZD at fy s HANDRAIL TO HAVE A CIRCULAR CRO55 SECTION DIAMETER BETWEEN 1 1/2" TO 2", OR TO PROVIDE CROSS SECTION WITH EQUIVALENT O GRASPABILITY PERFORMANCE Ot! REFER TO FLOOR PLAN FOR STAIR SECTION SPECIFIC TO THIS MODEL pJX 2X12 STRINGERS AT 510E5 d CENTER OF STAIRS W/ 2X4 SPACER AT SIDEWALL5. ATTACH SPACER TO EACH STUD WITH (2)I0d NAILS. Z r F IX Rt! X12 THE NJ J UI m x m SW OF (2) RISERS PLUS (1) TREAD MUST EQUAL 24" TO 25" 5/4" SUB -FLOOR FLOOR TRUSS 2X5 STAIR LEDGER CONNECTED TO FLOOR TRU55 WITH IOd NAILS ®6" O.G. ATTACH EACH 2XI2 STRINGER TO LEDGER WITH (2)16d NAILS THRU LEDGER INTO 5TRINGER AND (2)IOd NAILS TOE -NAILED ON EACH SIDE ATTA H RISER TO EACH STRIN 5ER N(3)8d NAIL5 V TO EACH STRINGER W/ (3)I0d NAIL5 TOTAL STAIR RUN MIJ TREAD = -V EXCLU51 E OF N051NO r TYPICAL 5TAIR GON5TRUCTION r)EiAIL N_T.5. tqr W S an fib N Id0 ill aee)ra dra.nEy. d.- d.s19 a ec+eea W. ~ d. w-n-M sheet 42004 S2.1 c I i 9 OW04G .ES OVER IV FELT OVER WOOD Tp155ES STRAPPED AS Svlom ON TF31SS LAYOUT MZP7. OVER " CAR OVER 7X6 4L FINE SVUEBNFTAESDCIA3/e' W/ COM.oXG90 PMRlUALL SEE RJR, PLAN DEIL. 2XO HEADER FOR STRAPPNG FOR 4'-6' MAX OP@IMG, DBL 2XI0 3 VY CONC SLAB HEADERFOR 5'-9• Wo,FIBERMEST4 OVER 3In* CONC SLAB MAX OPENAY UN.O. MIL. VAPORBARRIER a EON WOOD OVERTREATED WOODPOSTCLAN, oc PACTED PER FLOOR T PLAN CO'PACTED FILLPERPLANFILLWVMONOLNIHICUP. PPED WYSTUCCO FTC. WV 2 • 5 BARS PLAN SEE FLOOR PLAN) FOR POST SIZE GRADE 2 • 5 REBARS '• THICKENED SLAB AT SCP SECTION ® COVERED PORCH K BEARING PORCH POST GUARDRAIL ELEVATION TypORCC) RDOF Tli TOP OF FRM'E 9NLL. V lTRUSS LAYOUT 2) Qd NAILS ITYPJ TO ROOFT( MISSES) C 2-2XIV UNLESS 7) Qd NALS (TYPJ D DRYWALL ON FLFLOOR PLAN W/' O. 32' OA GA 1/2' DRYWALLR- W BATT NSlLAT"4 F-- L5 1-®STRAP TIES TB• 6MCCO OVER METAL LATHFINLAP W R)S CEDARFINW) ONE EACH SIDE) OVER 6• FELT OVER L TOP OF FRAME U41LLQ2XSTUDSI6' O/ C y- POST PER FLOOR PLAN 2X BO7T. FT.A1E W/ 7"' AS. 32' O/ C O sEE Fl. PLAN fdiER10RCONC. AND '(Y 32' O/ C SLAB FOR POST SIZEQ f-- w BRACING ATNON -LOAD BRG. II..I ELEVATION REAR PORCH POST NB EPP EXTERIOR WALL DETAILU MONOLITHIC DETAILS SIMILAR WOOD BALUSTER WV DEC. WOOD RAIL ABOVE THAT MEETS GRASPABILITY CODE NEWELL TRIM n / I! / STAIR CONSTR BEYOND WALL C. FIR CAI D( Q C. FIR 5) ARD IMPERIA NEIIIELL PC 7X6 HAMPP. AIL aWLCAP OYE TTPAED,ATT It T56RASPABILITYCODE2X2BALUSTER--;>S { V D( 12 G. FIR SKiRTBOARD HANDRAIL OVER) zz V. OZ I LAX rYF Jct) J P y W Q DEC, WOOD RAIL ELITEVSTA C. FIRWJRTBOARD IrIR CONSTR. if PAST WALL I VI' 1 P S T A I R R A I L S Q S T A! R R A I L S 0 KRICANE 1 V2• ENGINEERING a 1 vn oao n16 3w .vrwec >v m.s DETAIL0 HANDRAIL WMM L " 4801'i 47M m of 0 09 N U to f— F- aa 00 jVJ J J QQ WW 0 0 0 CV J W 0 P 1rnn.: rc awry do. Wad N, r. d drawn bF d—d-s P- dardeedbr.. arc ",not SheetS3 vf: