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HomeMy WebLinkAbout106 Cedar Heights Ct 03-2892 COPERT ADDRESS % • L4 MI CONTRACTOR Centex Homes ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 407-661-2176 CGC 049689 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER NQSCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISIOr PERMIT PERMIT DESCRIPTION DATE 040 PERMIT VALUATION��� SQUARE FOOTAGE 0 d H M s CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 106 CEDAR HEIGHTS CT for which permit 03-00002892 has heretofore been issued on 9 24/03 has been completed according to plans and specifications filed in the office of the Buildin Official prior to the issuance of said building permit, to wit as Ycomplies with all the building, plumbing, 61-ectriVal, zo ing and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled ZONING: Inspected DATE APPROVAL FIRE: Inspected UTILITIES: Water Sewer Lines In 2, Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Signs Street Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FRRR PA M DATE AMOUNT 12 01 03 9/24/03 11/04/03 10/03/03 9/24/03 9/24/03 9/24/03 9/24/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 4 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 106 CEDAR HEIGHTS CT for which permit 03-00002892 has heretofore been issued on 9 24 03 le has been compted according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the buirlding, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 9/24/03 91.93 01-RADON GAS TAX FEE 9/24/03 14.95 01-ROAD IMPACT FEES 9/24/03 847.00 01-RECOVERY FD/CERT. PGM. 9/24/03 14.96 01-SCHOOL IMPACT FEE 9/24/03 1384.00 WD IMPACT:SINGLE FAMILY 9/24/03 650.00 SD IMPACT:SINGLE FAMILY 9/24/03 1700.00 09e J3�� VAOM"as 'J '-) r- � - � rVA 'F ' 660-A (6P 1/231C)Ll OWNER BUILDING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINALINSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: k ` 01-M PERMIT #:r ADDRESS: 1Cb CONTRACTOR: PHONE #: Lb+1 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 1 26 aY Public Works Utilities OFire f\ I A OZoning r\ � 4 OLicensing n � N. CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) ii (c E c I M, A 01 CIO ejl_, 1495 bE C',U. fie r'+- b0/0 31,-7 q, CERTIFCATE OF OCCUPANCY 4(O-ved.115- REQUEST FOR FINAL INSPECTION t�r���� **** SINGLE FAMILY RESIDENCE**** DATE: � ` @1-0y , to, . PERMIT #: C, - ADDRESS: 1 C� �o CONTRAC PHONE #: 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. 3Engineering OFire f\ I A �blic Works I �'`��s �< 2Zoning n i Utilities OLicensing n � i� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1 1 s' • i i i 1 1 CERTIFCATE OF OCCUPANC 1 1 1 1 1 I REQUEST FOR FINAL-INSPECII IQ - E & 1 1 1 ; 1 **** SINGLE FAMILY RESIDENCE"1*4 r — o 3 11 : DATE: •� ►_;�`�`� `- _- .► E ZR PERMIT #: ADDRESS: 1C2� o _ CONTRACTOR: PHONE #: 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 3Public W ,,-:!rVtilities CONDITIONS: (TO BE OFire i\ I A OZoning ►1 � IA, ensing n � fk ONLY IF APPROVAL IS CONDITIONAL) 1 1 I 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Read the instructions on pages 1- 7. O.M.B. No. 3067-0077. Expires December 31, 200E SECTION A- PROPERTY OWNER INFORMATION ForinsuranWCompanyuse BUILDING OWNER'S NAME Policy Number I BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. I Company NAK; NUmoer I 106 CEDAR HEIGHTS COURT ` CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 30, PRESERVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, 9 necessary.) RESIDENTIAL LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( pit° - III/' - NIt.NH" or 00 10#01 ❑ NAD 1927 ❑ NAD 1983 ❑ USGSOuad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME✓# COMMUNITY NUMULK 04 WVN i T NnmC SEMINOLE COUNTY 120294 SEMINOLE FLORIDA B4. MAP AND PANEL 07. FIRM PANEL 89. BASE FLOOD I NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTRWEVISED DATE B8. FLOOD ZONES) (Zane A0, use del 1202940035 E 4117)95 4117/95 X NIA B10. Indicate the source of the Base Flood Elevation (BFE) data or base good depth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12 Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under ConsUuction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and T. If no 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, APJAE, APJA1-A30, ARIAH, ARIAO Complete Items C3: as below aocording to the building diagram specified in Item C2. State the datum used. If the datum is different nt from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum _ ConversionlComments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ®No o a) Top of bottom Poor (including basement or endosure) o b) Top of next higher floor o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) o e) Lowest elevation of machinery and/or equipment servicing fine building (Describe in a Comments area) o Q Lowest adjacent (finished) grade (LAG) o g) Highest adjacent (finished) grade (HAG) 13. 3 R.(m) 222. 8 ft.(m) NIA. ft.(m) o 0 13. 0 fL(m) w 13.0 ft.(m) E m 12.0fl(m) Z N 12. 7 ft.(m) o h) No. of permanent openings (hood vents) within 1 ft. above adjacennt 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 seated by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by Tune or imprisonment under 18 U.S. Code Section 1001. CERTIFIER'S NAME: WILLIAM R. MUSCATELLO, JR LICENSE NUMBER: 4928 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUTH HONE ST TE.1 ORLANDO FL 32803 SIGNATURE A I 'M r 1121104 (407DATE 7)42fr7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copv the corresponding information from Section A. Unit Suds, andfor Bldg. No.) OR P.O. For Insmanoe Company Use: 1W CEDAR HEIGHTS COURT CITY STATE ZIP CODE Company NAIC Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of Oiis Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY DESCRIBED IN C3-E IS AN A /C UNIT ❑ Check here 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 for a 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. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The lop of the bottom floor (including basement or enclosure) of the building is _ t(m) _In.(cn) ❑ above or ❑ below (check one) the highest adacenl grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(crm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery andfor equipment servicing the building is _ ft.(m) _in.(crm) ❑ above or ❑ below (check one) the highest adiaeeht grade. (Use natural grade, I available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the oommunitlls floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must eeiify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The properly owner or ownees authorized representative who completes Sections A, B, C (Items C3.h and C3.1 only), and E for Zone A (without a FEMAassued or community - issued BFE) or Zone AO must sign here, the statements in Sections A, B, Q and E ere correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME . . ADDRESS CITY STATE ZIPCODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the oommunity's floodplain management ordinance can complete Sections A. B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who Is authorized by state or local law to cei lily elevation information. (Indicate the source and dale of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (wil pout a FEMA-Issued or eommunityassued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G7. This peril has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest Door (including basement) of the building is: — _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: I — _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 30, PRESERVE AT LAKE MONROE Ac 1717mpnl-•) IN PLAT BOOK 62. PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: 11•IE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REOUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6. SEC. 6-7(A). FIR Q1 A=30'40'42" L=26.77' R= 50.00' CB=S61'15'12"W C=26.45' LOT 40 Cam' LEGEND 0 1-NI) 1/7.- IIION 1100 ANU CAP " " QI.Nil NAZI, AND OI SC LD YOU (1/20/04) ' ® ii1Dpu/f93 (1/20/04)AND CAP CNA CORNETT NOT ACCCSSIULC A DENOTES DELTA ANGLE L DENOTES ARC LENGIII U. DI:NOIES CIIORD UEARING I•C I1CNl)lf5 1'0IN1 OF CIIRVA IVIlE 1•I Ur'NOIrs I'UXNT OF INIERSEC110N 1'RC DENUIrs row OF REVERSE CURVATURE III UENUIF.S POINT OF 1ANGENCY ] VII IYI'ICAL A/T: AIIT CONUIIIONER CnW CONCREII: BLOCK WALL Rr RADIOS POINT 01 III OVEIUII:AO UIILITY LINE 11) IUrN11F11:A1ION I'IX. I'IIIN 1 ON LINE I,CC POINT OF COMPOUND CURVE BUILDING SETBACK LINE CENTERLINE RIWIT OF WAY LINE �A EXISTING ELEVATION CONCRETE 1.11 LAND SUIIVEYING BUSINESS 1S LAND SURVEYOR 1'RM I'I:NMANF.NT RL'FERENCE MONUMENT ENT 1'1:NMANENT CONTROL POINT S1 ) VER I'LAT (M) MCASUIIEU INO FOUND c/W CONC10:IF. WALK :/W 5mCWAkK i:' CUNCNF.II PAU CS CONPREII SLnO C CIIORU I.F.NGUI 1'1( PARKER KALUN II RADIUS I'UC POINT OF CURVE CERTIFIED 1.0 AND FOR THE EXCLUSIVE USE OF: COMMI,RCE TI11.0 COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN (1C1_D VERIFICO AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN I4EREON WERE SET/FOUND ON 01-20-04, UNLESS OTHERWISE SHOWN. 3. 11•IE SURVI:YOI? HAS NOT ABSTRACTED THE LAND SHOWN IIEREON FOR EASEMENTS. RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TOLE 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 SEAT. OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 1 IIAVE EXAMINED TIIE F.I.R.M. COMMUNITY PANEL NO 1207.94 0035 E DATED 4/17/95 AND FOUND TIIE SUDJECF PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN ELEVATIONS SIIO%%w HEREON ARE OASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FIIRNISIIEO. BEARINGS SIIOWN HEREON ARE BASED ON 111E NORDIERLY LINE OF LOT 30 AS 01:ING N 08'03'45" W PER PLAT. (FIELD DATE:) 9-30-03 REVISED: SCALE: I" - 30 FEET APPROVED BY: WRM FINAL 1-20-04 CKO ASM39644 FORMOOARD 10-15-03 CKO JOB NO. PLOT PLAN 6-25-03 JUL DRAWN BY: lot FIT STUDY 01-13-03 CKO i� TRACT A STORMWAIER MAMAGEMENT S88'03'45"E 71.47' ------ 1 — 1 O LOT 30 1; 9.530 Sam t � 1 1 9 iv IG 1 1 ; , d0.\ t0.3 C,P ' Y Av. LOT 31 91, 32801 (407) 426-7979 S y eR/sr qi� opFsr 1- . 30' GRAPRIC SCALE 0 15 30 �J'°CA P 0 LOT 29 RP WALK 15 0.5' OFF I HEREBY CERTIFY. THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTI CONTAINED HEREON MEETS THE APPLICABLE "MINIMUM TECHNICAL STANDARDS" SET FOR1 BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN C14APTER 61G17-6. FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA FOR THE FIRN iR.MU OCATELLijR.APSM114 DATI 5-06-203 12:52PM FROM Permit # : Job Address Description of Work: CrrY OF S,ANFORD PERMIT APPLICATION Date: E1111111 Historic District• ZonlnS IliValue of Work: S Permit Type: Building Electrical X Mochanical Plumbing Fire Sprinkler/Alarm Pool _ Electrical New Service — ft of AMPS Addition/Alteration Change of Service Tempot9iy Polc Mechanical: Residential Non -Residential Replacement New (Duct Layout & )3oergy Cali Roquircd) Plumbing/ New Commercial: li of Fixtures q of Water & Sewer Lines N of Gas Lines Plumbing/New Residential: it of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Constructlost Tyne # of Stories: p of Dwelling Units:_.___ Flood Zone: (FEMA form required for utocr t:,du a) Parcel C (Attach Proof of ownership & Legal Description) Owoe,*.t Name & Address: Centex Homes 385 Douglas Ave. Suite 2000 _ Al tainnnteSpringsaFL 32714 ,— Pbunc: 407-661-2150 _ CootcactorNis me&Addren: Approved Electric Co. of' Florida 4874 S. Orange Ave._ Orlando, FL 32806 State Licease.Surber: EC0002494 Phone R Fix: _ _ Contact P6son;jAn Finlay Phone: 407-851-1220 lion(Ttts Company: —�• �ddriia �� — �lortgs a Lender: ArOtitect/Enginccr: Phone: .- AOdrCef. Application is hereby trade to obtain a permit to do the work and installations as indicated. I ceni fy that no work or installanon has commenced print. iss-4uace of a permit and thu all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separdtc perri if must be secured for ELECTRICAL WORK. PLUMBING. SIGNS, WELLS, POOL$, FURjdACES, BOILERS, HEATERS. TANKS, and A UM)NO17IONERS, ac. O WNFR'S AM, DAV rr: focrtify that all of ow foregoing information is accvrale and thu all work will be done in compliance with all applicable 1;w-': t ct•,.Ianng coruvwdon and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RFiSUI: Y IN YC.,I ter, t y a C TWICE FOR MPROVSMENTS TO YOUR pROPBRTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A174RNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. tvf)Tlt'F• In addition to the requirements of this permit, there troy be additional restrictions appliablc to this property tha' t rr -found in the public retorts o: :his county, and uacrc may be additional permute required from other governmental entities such as water mana err I sww ugencics, or fedca Jl , .entice ncceptarce of permtt is verification that 1 will notify the owner of the property of the requ• Signuure of Owner/Agent U3W Nlr.l Owner/Agcnr's Name S19,nacure of Noury•Sute of Florida Date of Coniractor/Agent Uale C1»les Cannon Prim Conti -actor .-kgcnt's Name Ggnuurc of I:n�rvSaoae of Flonta •• -- a// d Y—`� QwntrrALem is _ Personalh Kno��+t lee Me or ('.'ontrdctpr/Ac:z: is __ I't raunut: Known tu�t,`r AfY(p1 YrnAucfit.^„,G,kt �, _,• tcl It) • .• PiuJut•c.:.:l �Or►�o� !'Xr•IAI!: 1'-r- �t : !.I •t' ;Ov AI'I'ItUvtl) I.iY: UIJ'. , • _. -- •-.� :Imtisl & Oaa.i (Initial Date) (bonsai tl Jttel (hrwl rl UJ:: Permit t1 Q -J" k , .lob Address: Description of Work:,4 CITY OF PERMIT APPLICATION .b• . {�j; ,.. Historic District. Zoning: r VWue of Work: S Permit Type: Building Electrical Mecbarlical Plumbing Oire Sprinkler/Alarm PoQI Electrical: New Service —;��fn-Residential S Addition/Alteration Change of Service Tempor*"y Pole Mecbanical� ResidentiaReplacement New (Duct Layout & Energy Q�& Required!) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gras Lines Plumbing/New Residential: # of W Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required fbt' wig. • caan X) Parcel N: Owners Name & Address: Contractor Name & Address: (Attach Proof of Ownership & Legal Description) Phone: `(M COADAIMM t1Y1eRM CrrtrttwE4Mate License Number RUM - Phone & Fax: TAKE MA RV Ti iA1?i10r�i�ac>�i�,�/9RQ�OV7�DA/. /• P� _ 4 r% �" 3�G•i: Bonding Company: Address' Mortgage Lender: .Address:. Architect/Engineer: Phone: Address: -_ . - _ .. Fax: - Application is hereby made to obtain a permit to do the work and -installations as indicated. I certify thit no work or installation has eommerteed prior Ri i1Fe issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in c m construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENC i TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. iF YOU INTEND TO OBTAIN FINANCING, COON Lj ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. TICE: in addition to the requirements of this permit, there may be additional restrictions applt a to this county, and there maybe additional permits required from other governmental entities such wateyl Acceptance of permit is verification that I will notify the owner of the property of the Signature ofOwner/Agent Date / Sip Pulreof Cott.,/Agent all. Ynnt Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personalh ono{{n to Me or Produced ID AITLIC Al ION APPROVED BY: Bldg: :Initial & Date) Specl:d Cosidnlions: Zoning: Contractor ienaiure of Ko_y•State of with ail applicable law;: reytd.ting kY RESULT rN YOim I'/: nNG YOUR LENDER OR AN may leis in the public ords of c , state a rncics, on fr d al agencies. 713. Z1103 Date 10 da Date Contractor/Aces.:: _ Person i.: Known to Me or Produce\::) (Initial & Date) Onitial K Date) (b>itta1 I D u '1Y COMMISSION # DD 212893 EXPIRES: June 14,2007 80ded Thru Notary Pubdc underwriters CITY OF SANFORD PERMIT APPLICATION Permit # : Q3 - 2A9Z Job Address;04tr Description of Work: Historic District: Date• Z0 — 0 3 — o 3 L 440. r Zoning: Value of Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential _ Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets `3 Occupancy Type: Residential 7 Commercial - Addition/Alteration Change of Service Temporary Pole Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel q: / , (Attach Proof of Ownership & Legal Description) /+ Owners Name & Address: C G rr7'�i� Qd r Phone: 1 Contiactor Name & Address: KI r 1�,,,el L 6_1_ 9 �,T �f OJ.� S V_ Z .S 7 ~� State Li arse Number: '-e'er rQd tp d �9 Phone & Fax: —S — s Contact Person: Phone: 7 T 3 V Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR 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 1 will notify the owner of the property of the requirements of Florida ien Law, FS 713. ,�V,Ok4 k & Al" kz__-1 Signature of Owner/Agent Date Signature of Contractor/Agent Date -EQl 6_ K, Print Owner/Agent's Name Print Contrac I Signature of Notary -State of Florida Date SISnaturc of Notary-Siate of Florida Date DDD Owner/Agent is _ Personally Known to Me or _ Produced I D APPLICATION APPROVED BY: Bldg. (Initial & Date) Special Conditions. "Zoning: Contractor/Agent is _ Personally Known to Me or Produced ID (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) � .. ..► I• i t... .,. _i , i. i i Lit'. ,� .z � } l+r. rr � A. r crfY or CANFOItD PERMIT APPI ICA'noN Permit # . Date: •• ---_— Job Address: Description ofWork: CONSTRUCT CONCRETE OCK SING FAMILY DWELLING Ilisloric District: nZoning: Value of Work: S 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 Calc. Required) Plumbing/ New Commercial: # of Fixtures 11 of Water & Sewer Lincs N of Gas Lines Plumbing/New Residential: # of Wale Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Contmcrcial Industrial Total Square Footage: Z Construction Type: # of Stories: # of Dwelling Units: / Flood Zone: (FEMA form required for other than X) Parcel #: 22-19-30-502-0000— d 90 O (Attach Proof of Ownership & Legal Description) Owners Name & Address: CENTEX HOMES, 385 DOUGLAS AVE., STE , #2000 , ALTAMONTE SPGS . , FL 32714 Phone: 407-661-2176 Contractor Name&Address. PATRICK J. KNIGHT/CENTER HOMES (SAME AS ABOVE) State License Number: CG C049689 Phone&Fa:: 407-661-2176/661-4089 Contact Person: JACKIE CAINES Prone: 407-467-2643 Bonding Company: NA Address: Mortgage Lender: NA Address: Architect/Engineer: HURRICANE ENGINEERING Phone: 407-774-9003 Address: P_O=ROX 161613, ALTAMONTE SPRINGS. FL 32716 Far: 407-774-8477 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES. BOILERS. HEATERS. TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requireme Is of FI da I.te Law, FS 713. AUG 2 9 2003 Signature of O%% ner/Agent Date Signature ol Co actor/Agent Date PAT KNIGHT _ Prim Owner/Agenr's Nntnc 'rit t Crniifactor/Agent's Name 2 _ 03 Signature of Notar!-State f FI.•rida Date Si nature of otaniaie • r I� Owner/A ew is _ - I'crsonal! • Known to Me or Contractor/A en c XX I'crconall -Known to Me or — Produced i Ii _ — _ _-- •— -- • -- Produced ID — --- _ AI'I'LICA'I'ION AI'I'I(O\'FD Ill'• tslS,.ftr 1 _,4-0 %fining: (!nittal & Date) (Initial & D.110 (Initial & Dale) (Initial & Date) Special Conditions: 55 qC)�- Seminole County Property Appraiser Get Information by Parcel Number Pagc 1 O171 PARCEL DETAIL Seminoic Count} Fi'optrt}}r ol�p+ais�r tJtfYJlfJt 1101 K. Pint Sri. Sanford El, -127'71 40-4v S 51k, 2003 WORKING VALUE SUMMARY GENERAL Value Method: Market 22-19-30-502- S3-SANFORD Number of Buildings: 0 Parcel Id: 0000-0300 Tax District: WATERFRONT Depreciated Bldg Value: $0 REDVDST CENTEX Depreciated EXFT Value: $0 Owner: HOMES Exemptions: Land Value (Market): $13,680 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Just/Market Value: $13,680 Property Address: 108 CEDAR HEIGHTS CT SANFORD 32771 Assessed Value (SOH): $13,680 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $13,680 2003 Notice of Proposed Property Tax SALES 2002 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp 2002 Tax Bill Amount: Find Comparable Sales within this Subdivision 2002 Taxable Value: LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 30 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 13,680,00 $13,680 1 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** Ifyou recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?PARCEL=2219305020000O30... 8/28/03 City of Sanford Building Division Submittal Requirements for Residential Building Permit 0 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footcr 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 walls, slow all components of wall sections. C. 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 cant' 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: I. Garages/Carports sq. ft. 2. Porches/Entries sq. ft. 3. Patio(s) _ sq. ft. 4. Conditioned Structure sq. ft. 5. Total Gross Area sq. ft. 0 3. Three (3) sets of completed Florida Energy Code Forms. 0 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 Iris representative. 0 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. 0 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 penally under city ordinances. AUG 2 9 2003 Date Owner/Agent Signature __ CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 011ice: (407) 661-2150 Fax: (407) 661-4089 www.centex-orlando.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 LOT :A-� PATRICK J. KNIGHT CGC049689 STATE OF FLORIDA 30 COUNTY OF SEMINOLE The foregoi.�g,jnt��ent was acknowledged before me this ��WW by Patrick J. Knight, Division President of Centex Homes - Orlando). He is personally known to me and did not take an oath. -xAa.A it A K.I f'al �.14 PUBLIC(, NOTARY ���1 D2: ,y::o L : .•, ) This Instrument Prepared By: NAME: Debra A. Riggs -Centex Homes 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Permit No. NOTICE OF COMMENCEMENT SEMINOLE STATE OF FLORIDA COUNTY OF ORANGE INK � CLERK OF CIRWIT COURT SK 04996 PG 0971 CLERK'S R 2003156842 RECORDED 09/05/ZM 12150s09 PM RECORDING FEES 6.00 RECORDED BY N Nolden THE UNT)ERSIGNED 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 96 , PRESERVE AT LAKE in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, 2. General Description of Improvement: SINGLE FAMILY DWELLING 3. Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property: FEE SIMPLE INTEREST Name of Fee Simple Titleholder: N/A 4. Contractor: CENTEX HOMES' 385 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (407) 661-2150 Fax: (407) 661-4089 5. Surety: N/A Amount of Bond: N/A 6. - Lender: N/A MONROE Recorded FLORIDA. 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be sewed as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-2150 Fax: (407) 661-4089 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date of Notice of Commencement (the expiration is date is 1 year from , the date of recording unless a different date is specified) SEp . 5 2005 CERTIFIED COPY MARYANNE MORME CLERK OF CIRCUIT COU" SEMINOLE COUNTY. FLORIDA Iry n. CAI( Debra A. Riggs OFFICE MANAGER FOR CENTEX HOMES. 213 DOUGLAS AVENUE SUR82000.ALTAMOMBSPRINOS, FLORIDA 22714 THE FORBOOINO INSTRUMENT WAS ACKNOWLEDGED BEFORE M. THIS AUG 2 9 2003 BY DEBRA A . RIGGS., O"ICB MANAOBR CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION WVA 2728 HOLDING CORPORATION. A NEVADA CORPORATION. DEBRA A. RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH. rVe NOTARY JACME [AWES —� NotePY public State of ne MY Commission Expires Jan Commission * 21, pppq _. CC891727 COi)NTY OF S[MINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75702 DATE: _ - / ' BUILDING UNIT ADDRESS TRAFFIC - - - -------- SEC: PARCEL: SUBDIVISION ACT: _............ _______...... ......... ......... PLAT BOOK,,, BLOCKx � OWNER NAME: APPLICANT NAME: __............. '................... .... .... .... .... ' L/.... /.... ______�__' ADDRESS:___________________________ ' LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential ' WORK DESCRIPTION: Single Family Heise: Detached - Construction ------------------------------------------------- BENEFIT FEE RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS -__-----_--_-_-_-----_--_--_--_---_-_---__--_----_-_--_---_---------_-------_--_ ROADS ` -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE Q dwl unit $ 54.00 1 $ 54.00 ' SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O � AMOUNT DUE -�� $ 2,285.00 STATEMENT / RECEIVED BY: ���______ (PLEASE |'K1w| NAME) DATE�/_--- NOTE TO TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EACT FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. , PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP , LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING PERMIT******************** M • o 1 i 4 3 2 1 G. Sil,o� . a ma rt1 1•. c am REVISIONS ,,o M �'� ' � REV. NO. ZONE: DATE: ECN NO. APPVO: DESCRIPTION 1 02 11/00 - MYI/r OiY (1) WAS (2) FOR TRACK 80LT 7-7 A- .i t• G 1•rL o mta ,Tr,cwo ro ooa IlolutOm wren INoem vWAL un tro •MO ppoaIl wM ►, roe-L-IOC t71R,1 D E3 "V,mw •II.OIR. 1 LISTED Lt7..J LJ c�i 6 .-+ a "P' Y• 8 m N / y-, ® y nr. r-,/t'n1 « "V. tR6 nMel WaR. tiwe � � IN"M•OfC1 c •/ IF REPORT#96C 6C JL -: t• . ro G u-•ria lrf.oL•0001L�11 ,� Nr101N «p�7 TVO V-Wtl �) i a =31J/ •Ot10Y 1[CIIO� UL- I 7lfll•r. CMIM /Ir•/•• YIRf ••,rK •C-er• �%•,TOi rpm • omm" ovna w= v" rotnloll WL am MOTH . 1•'-e' • • .m1r n•rnlew 1 •'J .' t0/ ft lie, ill VrV 1• 7•r.� r pnpeeyrr, l r ro 7'- • ■cr 0/ t7) {t�1IpII� • MOW /IIMK Vft V.V O!a r0011�. W IX WT •L IaOWIR�Y« OO OA� �ra T'-op,rvl c i`ira (q t (( owvo a oUMK «w.a as wularlt IT OW «Iw70r Ro wrl K1I0111 (LOT 1, mix •rolrrel ro rll?u0t a Alllll IOIlAlrO w1lrAet wntoMK rlle oo wT IM.rru1 Mw. w raLa ►•a aw to a rvL W. mu oo •ni e _ r lb-cK � to a o�v. ma «Ivy mi 6 rJ wrote wf 0c Ih .a+uuit tmomLl�II 1 r m TMro1 w :• G •.•. crta ut< rcT,rK11 I r• PAM WA War aw N10%1. a- tYll Ce.TtO VIM J-•0 MK {w •CIar7 Fat vro • •• l IIRI (C-r7 m11 IR/CJ{ OMOIiT. a 0w0 aeMOwlto°m0-ar�0"ratuT°I 7VI IAte1 waon ■�pp� a» coast �7pop �w �wp�Tp a i/U1 (oK rgM•Iqui10 ,• yr{�p 1�(.j1�(i• weer tGM M It«-1i/3* CO(a{l�M(p0.�7 (� 40C• 01 mK Wt SIM fop4rNl`4) K� ST�4pW1• Ii CA«TIRUr« I3MG l V m0 1niM, M•G�l•1i. , 11441, i•11�'��Q /4 ri • ,R co• «a a aoo• 11W 0i, IW91 M.ptQ tlwn' wv wumro «wAot. IreatartK lr.•c oo rar . , . . m>t Op 1«qf, irlr w to«tt ass tAuwa low """ a pl1/jp ,/.• e N M y antes lar• 1♦ G "V. am � t f� r.ITDI. ,o MIL i1Q� ��a P.C. L Aildommusm � r•er.. —_ er _..._ .,. enru •rewe.l c.e ruw ,CI f / 0 I77L17 tr ij fl+.I1oW/o• b01 rw0[ )• TALL V.W Wa (.)R 1 .•al/`GM16/uxx VA 70 G arLv, note NNYIO ornoes « yp�� twt oaa, or na tivrern,e mw�TyyL ppltNrt OL310N 10A03: +24.0 PSI k -24•1 PSi WI. r40 7110a 70 IVI aunt Mql 710t W�Q-M n /i varlMrm a nc «roro•o«L a TEST WADS: +36.0 PSI k -37.0 PSI W G eKv. V- 00 Sla S%T AWIPA M OOeIL MM CVMfIa YeM 0000 K140. 1YItD •e.. w��.t •1 •li[ C D L I « A ,-7-1 aralal ro uW-iw mt lax Crow itu oMwrR w all A wm ILa (•psi PART NO.: 1.1/•• a •�fToll alli'4u-wawa «ro NMaCK A A r ,hM 1 • y w faE� wzza a o, y�� �„�, umm cow owarlr. q nno Iy� I •-+ ra i&AiwL ua me • aar r ..�0' .—M m TOLERANCES «. IDEAL Ta K. 1- IS 1-I .0 &.03 •yr••aeWl/6 h, M► 1- 1}712-b11 Z• ne,b.._. mlv wr.l �� rtn.i •. w MMM1 r""`"ml.. n •00 ' !•013 DESCRIPTION: MODEL 6RST Wo 16-0 t 0-0: 24/-2+.3 OESION LOAD .�.. r. i•II•...•..a r Aoo • i.003 17 G atv. m6 moor •n.clln. al•s "' .V «"'�" �' 0000 • l.001 eDRAWN BY. OMN DATE: 4/10/00 SCALE: NTS DWG. QIAe{e VIM W /I •.•/•' lll•Q VRK Wars r� «.••. •r•rV.. wnrlrMMW �` c�1. o:t�•r • 21/7 CNECKEO BY: MW OATS: 4/1$/00 SHEET I Of I SIZE MrIrL •w11tAmlr. o A^a1. - %mw• slow Oa«rw CProJreli•n Orrtwlor6 ,Il[ v vela. OWC. NO.: 102130 REV. NO. t c*j4 3 2 a�d�i�� ����1,i�•f�'a5��1�111'�C ��'N. 0 I a • yD Th.mw-Tru k1-S.ing Door wood =roma Syst— y. • lM Off u I NOAmm c f Single up to 54 r 6'0 ./fro sia.,`:os 0oubls up. to 6'4 x 6'0 .Iwo eddies ,.c.w,r �IffTiill ._g_nert5: X. Ox. V. Ox0, V. OIaO r/NPRu AFSCRIPTIOM The head and s,de jambs an 051901Ont Pane moWu'*V a min. 4-9/16' with a :/2' robbetod stop. . .,,i. 3/14' TOWN I'M ANdgR teltwAlt ,a- .1:7/6aaNa W=W UWAL a . WIT .N . ' .. .. Y� I r I FtRR1Nfi PM era .• �-1 �j•':1 i !. 3/14' TAPCOnI OW VAX l LID• M ' 1ttR11triV. S" 341ra n 1h' ra f1ESIGN PRESSURE RATING: Single Positive 67.0 PSF Negative 67.0 PSF Single with Sidetltes Positive $0.0 PSF Negative 60.0 PSF Double w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF Ix P" 10lffdlg6 3/14' TAPCON TIPC ANCNOR C= TAFCON Or D31ML • 1/I" ORI1x4tl t . s rlRmb y \� "doom Will, ED NG1p 1Ws ro 1x sue-eua t/s• txttw4u Ix over �B � I ■ J FwR.3 ' I :.� _ • ' (233 66 WAR RATM) Ir TAPWN • • ..:� X WAX . SNw SPA.I ' {_ ••i -I/e• WN. C1s3. VVMC4L 5" JWa TO 1 - Iibt 3.i yQjE 1. this #Atom has been evaluated for use in locations ■Ah.rf q to the Florida Ov" Cade and when pressure requirements as detemlinM by ASC! 7 tsinimum Wsign loads for 6uiloinge and Other Suvctuns do not exceed the design "its re ratings listed heroin. ' 2. For installations when the sob -buck is leY than 1-1/2' (FOC section 1707.4.4 Anchorage Methods OW sub-soctfans 1707.4.4.1 and 1707.4.41) Topcon " concrete anchors must be used and the length must oo such that a minimum 1-1/4' engaganent e1 the Topcon into the mosalwy wall Is obtoined. 813.684.3631 111 OsC.6Tw.t_N. CNx. R R.r. G ' Themo-T•u Out-Swbrp Dow wood rrom.. system .'F•:TxN PRESSURE ftATINe: E Sloglo up to 3'e + 6'0 w/ra sldd2cs T sAYr 16' 0.G „ le Positive 67.0 PSF Nagatiw 67.0 Pii h •�mUL' •rl NOMINAL 52 � C Single with Sldelitas positive 60.0 PSF Negative 60.0 PiF C N Oarbb up to 6'e + 6'0 r/ro sWeDtas ' ' .� , e•• • •� • e 7ouble r/ro Sidelitea Positive e7.0 PSF Negative e7.0 PS/ NTN 110NTI rRATIOM X. OX. XO. OXO. XX. cooOThe head as aide jornbs am &N-1 int Pine moosuring o min. 4-9/16' with o 1/2' rotweted stop• �'. a § W lit MASONRY 11NTEL • •• � WSWIRI• LINTEL 1 + 2 FiRRir+C ORYWALL Zr: J TAGANCHCON r- FJ�B°� L I PTlI -� HEAD JAWS �,�"''^ .•; �{`�t•' '.•„i:; •. „ � .. r 1 1eION. pi' 1 an . SHIM SPACE ;f, > . I i :•ram':• PFW INS JE�Q L • 1 x 2 FIRRING r .1s• MIK }^•. 2x BIXit ^q•, • i; ; :, KRIIGL SIDE •LwB :f: • :`.. " ' .' TO 2x sue-euCX J/16- TAPCON 119E ANUKM • • J. ewt 15' 0.C, • , "' '•' -I + J IIRRWC 0.1eoALL J/16' 1�PCON I'm ANCNOR Ix BIIC( z Op W 8^ O 5 a0 3 �. QO ••e •`. 23' USX SWIM SPACE N N '•�'t i.lOfl J/16' TAPCON S.S3 ,4 •" . rWE ANCHOR V Z O •':. r' • : ED NEAR .AIIB I•+ _ y •, ~ TO ix SUB-BUa a, MASONRY •� � • SNIP SPACE •:'. �r 1.53' YNr. LIM 4 3 •. J/16• TAPCON . TYPE ANCHOR C t " • am WCON OR EOUAL `. •t ' J/16' TAPOONTYPE W (SJS L&'SNEMi PAW) 'NCNOR N }} O ' tail C O z • 76 �iY HIII z tj .�.��..� C-yap( C l a g iWRY1C Q C • VERTICAL SIDE JAMS LIx B= TO Ix St91-11oa AM' 1. This system has been evaluated for use In baQions adherblg to the Florido Buading Code and where pressure npuirements as determines by ASCE 7 Minimum Oes;gn Loads for SwIdings and Other Structures do not e., the design pressure roUngs listed heroin. 2. For Instolbtions where the sub -tuck Is bss than 1-1/2' (F6C section 1707.e.e Anchorage Methods and dub-sec(ions 1707.4.4.1 and 1707.4.4.2) lepton 4" concrete archers must be used and the length must be such that a minimum 1-1/e' angagament of the TapwA into the masonry rap Is Obtained. 3• Whore using a IX sub -buck a 6-9/16' jamb is repuked to o0o. for min, edge spacing fa Topton type archore Ifj" tFtiy;r��i: •.ii: f. I �r�'�4 613.664•JUI 111 sec. Or. w.LK CAUL or. Kw. OPAWWO NO.: i-02207 ow I or I �I btOOEi DES1Gf4tnerF Thermo-Tru In -Swing / Ott -Swing Door wood Fromes System ^. MAXIMUM OVERALL 1 NOMINAL SRE Single up to V4 x 8*0 s:/wo Melites Double up to 8'4 x 8G a/wo sideGtes IL-4al E CONCInmATIONS: X. OX. X0. OXO. XX. Wo ,J Gf?IERAL OESQUIPTION: The head'and side jombs one fingeryoint pine measuring a min. 4-9/1!' with a 1/2' rabbeted stop. rg�"fky , 001181E 2X ea• eo' r b�l HEADER . j••' t/J' bemw4LL srlGtt►arlo ,;�4M, b I G I L 1YADOt SINGLE DOOR f' 2x STUD sl - 2x JACK -STUD ED ..�:i.L`•-'.�:ik..•'?`.'iy)'.tiy:. 1/2' OM1¢ttt .J T' je r J-1/J• .13' felt c-s w .Js• tWGsw4ct ,••� ' slar VVtlydt 31K 4t11e 1.13• WL 9 44TWa DESIGN PRESSURE RATING: Single Positive 87.0 PSF Negative 87.0 PSF Single with Sidelites Positive 80.0 PSF Negative 60.0 PSF Double w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF (F OR DOUBLE DOOR WRN SIDEllTES illubtm This system has teen e{^oluoted for use in locations adhering to the f dda Sw7ding Cone and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildia;s and Other Struaturu do not exceed the design pressure ratings fisted herein. Oli.fe4.}631 GAM 4/VW we. THERMA oTRU® 'FWA CLASSIC/SIMOOTH STAR• MSW WO"SWMW AM DOUBLE W/6 WNUf BIDRMUA INSULATED RW"ASS DOOR WITH WO170 FRAMES I. THIS PRODUCT IS OESIONEO TO MEET THE SOUTH FLORIDA BUILDING CODE 1994 COITION FOR MIAMI-OADE COUNTY• 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERI SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE I. 5. THIS PRODUCT jjQES NOT MEET THE WATER REOUIREMENTS FOR MIAMI-OADE COUNTY 6. MNMI-OADE APPROVED IMPACT RESISTANT SHUTTERS ARE REOUIRFn FOR SIOELITES ONLY, 7, SIOEUTES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. 1ss ovg, min, yield strength 5moott;Stor - 6,070 minimum skin thickness ilberebssic 0.110' -minimum skin thickness rare deaien: Polyurethone loom tom withl.9 tbs. density by BASF. p���q The po 1 skin is constructed from a 0.070- thk ,OIL aeortlpourd (SII1C� The in(vio► *pity is filled with 1.9 tbs. dmtity BISF pgryvrelhone loan The lace d�eets,ae glued to the vood s�7es anD toil lhr� LYL bfeh SUIe s nsd0 alh a rood IQd wrg 2 5 s 14.0 4 at the drie and deadboft beol. The �rgt r* a Pager Jointed Pfne and the top ad boNom mi an Of o wood eanposlts maferlaL In the double door app4etien ON kwclirs door b rdled with an estruded aluminum astrogd (Wind Jamber 1) of 6063-1`6 alloy. The frame is conytu red from fi jointed pqm The �s Ian o the We iambs with (3) It I/r R 2" long stopb al each side. The rnu0ioro are secumd togelha m o sikiite a wn using je s 2 long PFH Wood Screws (6) scrm per ewh nwron. The units use an Inswing Saddle Wsshold measuring 5.75' s I.-W �The sidclAs gpaonreb an cad-idh ghud use g I Pwce y an dry glofed on the estenor .0 an r78 thk cdkAar m�ug tope (S' -9 To 4 caAted with sirCorw- The Re (nme5 on held [ogelMr wdlt a /Il r IX 1%1 krg Pktscmr• OF 37,5 MAX, OVERALL WIDTH 36' MAX, �— PANEL WIDTH ®® a 2 V 2 W ,0 a c g o 9 O c 0 in e N N q ns J___� aNrr c WSWING UNR P74.5' MAX, OVERALL FRAME WIDTH 36.625' MAX, PANEL WIDTH WASTRAGAL ®® [ > ®® 0 Soo ra 81 C 3 L �---- I I0MAX. OVERALL FRAMt wwin . 36.66.625' MAX. 15.5' MAX. PANEL WIDTH FRAME WIDTH W/ASTRAGAL 13.75 MAX. WIDTH 7.125' MAX. D.L.O. WIDTH / I / DESIGN PRESSURE RATING UNIT TYPE A R IR M NT is NOT NEEDED SINGLE + 67.0 PSF - 67.0 PSF DOUBLE + 55.0 PSF - 55.0 PSF -SINGLE & UV WITH I R + 55.0 PSF - 55.0 PSF M0 68.5' MAX. OVERALL WIDTH ,36' MAX, 15.5' MAK. FfROj I PANEL WIDTH .4 FRAME WIDTH 13.75- MAX. WIDTH ® ®11W7. 1 Z5' MAX, = O.L.O• WIDTH I / Et},66e.3E31 yy ouc rob 10 0 )�•®a�Yrl seKc. N.T.S. own .r TJH owL sr. RW MANUACTUM. NAWs Mj ASTER ITIFEI, F. S-2151 - 1 or 9 ' o cc 1 2 DOOR PANEL N Ol m o of EXTERIOR b O FOAM GASKET do SILICONE CAP BEAD 41 1 SHT.. 4 IS 5- MIN. a GLASS TNK. JCTERIOR 25 N ^ N �J � SEE NOTE 5 SW. 4 FL.-O!u, LVAtMU V 0.JIL <a. P +� 1-1- ig 813.584.3531 m Kr 00moi S-2151 r 2 of INACTIVE See NOTE 2 SHT. 4 4. ASTRAGAL RETAINER BOLT 8.0' LG. TOF• ic BOTTOM (2) BOLTS AT TOP & (2) AT BOTTOM HOPJZQNTAL CROSS SECTION 0 ASTRAGAL 1. 15' MIN. EMB. 25' MAX. SHIM Is, MIN. P C—SINK oit-;NOTE HT. 4 FOAM GASKET & SILICONE CAP SM OVA irw-- 36 6 Z9 41 SE NOTE I SHT. 4 VQRIZ-ON7A[ CROSS 51700 SIOELIrE TO SUCK ACTIVE SEE NOTE 6 SHT. 4 v 4 6 2 FOAM GASKET * SILICONE CAP BEAD SEE NOTE 3 SHT. 4 f1341 V 9 HINGE JAMB TO SIDELITE 4" c CIENTPRAI� Dr,tANUFACTURER ?qA,trg —77,"-,.e p, j,�4. 77,-Lj NOTE 1 4 ul A $13.654—WI S-2151 or 1 4 LATCH JAMB TO BUCK. NOTES: 1. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.57. 16.5' 27.57, 36.375. 49.375' h 60.375' HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' IN FROM EACH CORNER. 2. SPACING FOR REM NO. 27 (18 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE 044CTNE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 17. 3' S', 18.25. 40.5' $9.25'. 74.25. 76.25' & 76.25'. 3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH (3) 16G4. x 112' CROWN x 2' STAPLES AT BOTH SIDE. 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH (2) 16G4. x 112' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELI E IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (18 x 2' PFH. WOOD SCREW). THERE ARE (4) AT EACH VERTICAL JAMB. FROM THE TDP DOWN AT 13.5' 31' 48.5' 66'. THERE ARE (2) AT THE HEADER AT 4' IN FROM THE OUTSIDE CORNERS OF THE FRAME. THERE ARE (2) AT THE SILL. 4' IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR REM NO. 43 (18 x 2' SCREW) SECURING THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' O.C. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE REM NO. 12 (110 x 2' SCREW). WHEN ATTACHING THE HINGE TO THE JAMB AND THE SIDELITE AT THE MULLION USE ITEM NO. 37 (110 x 1 3/4' SCREW). z�3 bI -a 1.10 Mll'1. • EMBED. .IS' MIN. 13 C-SINK •' ][ 1 4 7 ea 10 '�• . EX RIOR 'P. _ • i •.i •. INTERIO 4 10 • ' 6 26 9 2 .25' MAX. 4 HINGE JAMB TO BUCK, SHIM SPACE SEE 6 S FOAM GASKET B SILICONE CAP BEAD SEE NOTE 5 SHT. 4 i� in 41 $Z SEE NOTE 1 — a SHT. 4 3 I 4 O STRIKE JAMB TO SIDELITE r. Ali SEE NOTE 7 SHT. 4 0 SigIVO 813-604.3531 SEE NOTE 3 SHT. 4 SEE DETAIL 'F" SHT. 5 6. SEE DETAIL , SHT. 5 TYP. SEE NOTE 4 SHT. 4 14 70 TYP. .B. n - n 3 o v TYP. L +a ai Typ b' - 13 SEE DETAIL 'C' 'C"• G- SHT. 5 _ I 6' ® �TTRAL Y LORMA B.O.AoF SINGLE DOOR 1VIANUFACTR IQ1ADE8 MASTER FILFl - A 0.357' BOLT DEEP ENOUGH FOR A 2' 13 BOLT THROW 12 10 a 13 13 10 10 DETAIL 'F' DETAIL_'H' ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW SOLTS DETAIL T7 STRIKE �IACTwN FRAME AI - AT THE THRESHOLD SEE NOTE 3 SHT. 4 OJ +a r DETAIL SHT. 5 D SEE NOTE 4 SHT. 4 W Ck: r\ a coco Q " �z0n Wu'1 1 �go fE3Q0 �� a N 01 N of N a H N II E ewe 1MWlTWM wC 813.6E4.3031 h N L SW. MUNUFACTURER SEE DETAIL r SHT. 5 6• 3 6. 6-� 63- 3- F^6' 3•...� 36- 63' SEE NOTE T — 13s TYP. - 3 SHT. 1 SEE NOTE SEE NOTE SEE DETAIL n 3 SHf. 4 _ 6 SM. t r'1 F• SHT. 5 — n SEE OETA0. 'G' SHT. 5 r _ 13 — SEE DETAIL TyP, 'H• SHT. s li. '" �- SEE OETAL •K• SEE NOTE 'G' SHT. 5 14 14 1 TYP. 6- --4 6 3' M 6- �-j:lTrjl3 _6' 6' 6' 3 3. nOUFU FF DOOR SINGLE DOOR W/SIDEL[TES 453' GLASS 1 B E 463' GtA55 BITE EXTEBIO v 25 1/8' TEMPERED CLASS �• '. O .25' AIR O O SPACE • O z 9 t/8- TEMPERED i >r 3 N GLASS INTERIOR � irf VI 36 tv 6 41 a - SE NOTE 1 .25' STEEL INTERCEPT SHT. 4 SPACER S• TCM INSULATED GLASS W/ LITE ER�ME GL41NG DETAIL 33 1 32 EXTEBIOB 25 1/8- TEMPERED 40 CLASS O O., .25' AIR Q .Q n •• SPACE e 1/8' TEMPERED IA GLASS 36 a1 IA1CB SE NOTE " �+ 6 1 SHT. 4 a .25' STEEL INTERCEPT 5• INSULATED aTc i ITF FR9.�E GLASS fA71NG W/ OETAIL SPACER SEE DETAIL E' SHT. 5 TYP. AI 7 SEE NOTE 4 SHT. 4 i �!2 a sn =a o 9 J &z� 613.W4.W31 Mo 08 10 0' rn N.T.S. a wr. TJH c Wn RW anro No.. S-2151 m 6 or -8 kujL,Oi I if lWL/ JL J%A - - - 4.563' --i T— t WOOD FRAM FINGER JOINTED PONDEROSA PINE 1-1 ILL � F—.097* tA a ait p- Jb;LASTEHT - 'R FILE jr 1.077'---1 io FINGER JOINTED PONDEROSA PINE 33 PiAsTic LjP-'fTE FRAM EXTRUDEDHIS 1.691 2* 1 41' T— ROTTOM BO07 0.09' EXTRUDED VINYL WALL 0 0 0 -4 x 4 STEM DIM HINGF I f-I.077*--j t. �s3 1 4 42 !;I()ELITE TOP do SOrrOfA RAIL 0 of FC TOP RAIL0 WOOD COMPOSITE 77 P FC WOOD HINGF 'qlf)F SnLE 5.75' 1 1 O 1.5.3 1'-4-7 FC- BOTTOM B& qQ F ADJUSTING SADDLE-RISEM= 19 WOOD COMPOSITE AttimiNuh(MMM .045' WAIL ALUM. -090' THK. WALL VlMn M t-- 2.375' LM-T 30 MOO JOINED PONDEROS4 PINE $1115414.301 S-2151 SS. TOP RAIL WOOD COMPOSITE Lu .579' 1.531' Cr C-4 F T7 a 010,00 lomrl% Ica T (c 0 IAJ 179 COMPRESSION WEATHERSTRIP co :e I,", RIM 98ISSlam-mmoml V T-14ERMA-TRU -qlz-WOOD HINGE SIDE SM to CL "a FOAM CELL CORE W/VVM JACKET FOAM CELL CORE W/VTNTL JACKET 3' �DRILL TRU FOR ,357' OA. ASTRAGAL DRILL TRU FOR A IS RCIAINER BOLTS pFm w000 SCREW 2PLCS WINDJAMPER 11 WR68T STRIKE PLATE 1.316' ,gs- LATCH SIDE -SnLE.-MOME nw 1 1! 11 1_ ASTRAGAL HAS rl (2) 8.0 e C4 BOLTS 0 BOTTOM (2) 8.0" t BOLTS 0 TOP &7 YfiNDJAMSER 11 YM68T ASTRAGAL (ALUMINUM DS2' WALL TYP.) 8.0' I- I CTA UC'0 Ont T ,7gAGAL RETA .um Fly-i Cl MATERIAL CIR WE & -4 mol jjj 813.W4.=l I"% wn Tim I low- W. RW —1 0 JUN-21-2002 09=52 MILESTONE WINDOWS 407 323 9729 P.02 S �Tli� F&udeis 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 "IX 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 Uldon 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 'h") does not influence the lateral resistance capacity of the concrete screw (i.e. Tapeon). 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 strew with a minimum embedment on 1 'k'. Concrete Masonry Units should have a wall thickness of 1 'i4' and a precast sill's thickness will exceed 1 Mko. The drawings clearly delineate the requirement that a minimum embedment depth of I. y4' 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 1 'law. 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 1 Va" is acceptable. The definition of a non-structural buck is based on Section 1707.4.4.2 of the Florida Building Code. 2540 3errett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3337 1 JUN-21-2002 09:52 MILESTONE WINDOWS 407 323 9729 P.03 "fim( ,b The attached table lists all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Any questions should be addressed to the undersigned. Thank you. Regards, Robert ). Amoruso, PE ramoruso.oeOfloridaextrvders ciim Florida PE License No. 49752 Florida Extruders International, Inc. Certificate of Authorization No. 9235 Cc: Earl Moore/FEI File PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 61Gis-23.001, F.A-C A rubber stamp seal was -also applied to fadlitate reproduction for Orange County Building Division Masterfile scanning. • nle: 2DD2-L-M-RA-009 I Fie ;fo * No. 4>t1/15� = V 2540 -'Swett Lane, Sanhwd, FL 327YI-1600 • (407) 323-3300 • Fax (407) 322-3337 2 - . -1 ---- . -- . . -. JVU Iltlee ues iyye any riy Vtll lltl]l-%Aiw;uuycovv mavej IWJCIvo-TJ 53914355 I FT1 Ilif EOOR= ,e can u. t< I t Scab . t Sae TL20 FP- 1 B C D E F O H I J K L M N O P O R axe TL20 FP- i 20.10-8 LOADING (psi) SPACING 2.0.0 CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n1a 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(Q 0.00 S n/a n/a BCDL 5.0 CodeFBC2001rrPI2002 (Matrix) Weight: 91lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 - REACTIONS (lb/size) AJ=53/20.10.8, S=27/20-10.8, AI=146/20.10.8, AH=147/20.10-8, AG=145/20-10.8, AE=144/20.10-8, AD=147/20-10.8, AC=147/20.10.8, AB=147/20-10.8, AA=147/20-10-8, Z=147/20-10.8, Y=147/20-10-8, X=147/20.10.8, W=147/20-10-8, V=145/20-10-8, U=152/20-10.8, T=118/20.10.8 Max Horz AJ=3(load case 1) FORCES (lb) - First Load Case Only TOP CHORD AJ.AK=.48, AK-AL=-48, A-AL=-48, S-AM=-22, AM-AN=-22, R-AN=.22, A-B=-3, B-C=-3, C-D=.3, D-E=-3, E•F=-3, F-G=-3, G-H=-3, H-I=-3, I-J=-3, J-K= 3, K-L=-3, L-M=-3, M.N=-3, N•O=-3, O-P=-3, 17-0=-3, O-R=-3 BOT CHORD AI.AJ=O, AH-AI=O, AG-AH=O, AF-AG=O, AE-AF=3, AD-AE=3, AC-AD=3, AB-AC=3, AA-AB=3, Z-AA=3, Y-Z=3, X-Y=3, W-X=3, V-W=3, U-V=3, T-U=3, S-T=3 WEBS B-AI. 133, C-AH=-134, D-AG=-133, E-AE=-133, F-AD=-133, G-AC=-133, H-AB=-133, 1-AA=-133, J-Z=-133, K-Y--133, M-X=-133, N-W=-134, O-V--132, P-U=-138, O-T=-110 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise Indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSIIrPI 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 %iAINS r" "VIEWED CITY OF SANFORD G tp Ilkc� i7o�?fLj cV CV ♦t, 4z s C7 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT1 Juu I Fuss 53914355 FT2 Truss Type I �Oly I Ply 1 I Centex-Orlando/2509 Ad82nd'jsk/0-5.3 FLOOR • - 8 a 1-3-0 I'1'r18 i 5x4 TL20= 1.5x3 TL20= 1.5x3 TL20= 50 TL20= A 9 1I 4-8 I US TL20 FP= 1.5x3 TL20 II C n F n n 0-Fi1.8 Scale -1 5x4 TL20= Us TL20= 1.5x3 TL20= Z 5x5 TL20= 50 TL20= 1.5x3 TL201I WO M11181-1 FP= axe TL20= 5x5 TL20= i 9.1.8 , 1 1.6-0 4.0.0 6-6.0 9-0-0 10.7.8 11-10-8 14-4.8 16.10-8 19-4-8 20-10-8 20.10-8 LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.38 O-R >642 360 MII18H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.60 O-R >412 240 TL20 2451193 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(fL) 0.09 L n/a r1/a BCDL 5.0 CodeFBC2001/TPI2002 (Matrix) Weight: 107lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5.1.8 oc purlins, excep SOT 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) W=1131/0.8-0, L=1125/0-3.8 FORCES (lb) - First Load Case Only TOP CHORD W-X=-1124, X-Y=-1124, A-Y=-1124, L-Z=-1119, K-Z=-1118, A-B=-1108, B-C--2887, C-D=-4048, D-E=-4048, E-F=-4769, F-G=4769, G-H=-4679, H-1=-4085, I-J=-2919, J-K=-1160 BOT CHORD V-W=0, U-V=2144, T-U=3597, S-T=4494, R-S=4769, O-R=4769, P-O=4527, O-P=4527, N-0=3622, M-N=2189, L-M=58 WEBS K-M=1498, A-V=1505, J-M=-1431, 8-V=-1442, J-N=1016, B-U=1033, 1-N=-977, C-U=-988, 1-0=644, C-T=627, H-0=-615, E-T=-620, H-0=211, E-S=374, G-O=-123, F-S=-164, G-R=-81 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.16d nails. Slrongbacks 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 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 'i o u; r,IL N T 4 O / - _...tom. _ _ �•. Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT2 53914355 IFT3 FLOOR ®� LOADING (psl) 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 N0.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP N0.3 OTHERS 4 X 2 SYP No.3 O 12-10.0 Scale .1 CSl DEFL In (loc) Well Ud PLATES GRIP TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193 BC 0.01 Vert(TL) We n/a 999 WB 0.03 Horz(TL). 0.00 L n/a n/a (Matrix) Weight: 57 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 (Ib/size) V=53/12.10.0, L=24/12-10.0, U=146/12-10-0, T=147/12-10.0, S=147/12-10-0, R=147/12-10.0, 0=147/12.10.0, P=147/12-10.0, 0=145/12-10.0, N=152/12-10-0, M=116/12.10.0 FORCES (lb) - First Load Case Only TOP CHORD V-W=-48, W-X=-48, A-X=-48, L-Y=-19, Y-Z=-19, K-Z=-19, A-B=-3, B-C=-3, C-D=-3, D.E=.3, E-F=.3, F-G=-3, G-H=-3, H-I=-3, IJ=-3, J-K=-3 BOT CHORD U-V=3, T-U=3, S-T=3, R-S=3, O-R=3, P-0=3, O-P=3, N-0=3, M-N=3, L-M=3 WEBS B-U=-133, C-T=-134, D-S=-133, E-R=-133, F-0=-133, G-P=-134, H-O=-132, I-N=-138, J-M=-108 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be tufty sheathed from one lace or securely braced against lateral movement (I.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT3 Jou I I fuss I Truss Type 53914355 1Ff4 Oly Ply Centex-Orlerxfo/2509 A02nd/jsk/8-5.3 1 1 Job Reference (ootional) LOADING (psi) 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 CodeFBC20011fP12002 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 6.11.0 6-11.0 Scale - 1: CSI DEFL In (loc) Vdell Ud PLATES GRIP TC 0.07 Vert(LL) We n/a 999 TL20 2451193 BC 0.02 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 G We We (Matrix) Weight: 32 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purllns, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) L•=59/6.11-0, G=70/6-11-0, K=139/6-11-0, J=150/6.11-0, 1=143/6-11-0, H=160/6-11.0 FORCES (lb) - First Load Case Only TOP CHORD L-M=-51, M-N=-51, A-N=-51, G-0=-63, O-P=-63, F-P=-63, A-B=-8, B-C=-8, C-D— 8, D-E=-8, E-F=-8 SOT CHORD K-L-8, J-K=8, I-J=8, 1-1-68, G-H=8 WEBS B-K=-129, C-J=-135, D-I=-130, E-H=-146 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise Indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1.4.0 oc. 6) Recommend 2x6 slrongbacks, on edge, spaced at 10-0.0 oc and laslened to each truss with 3.16d nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 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 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 cerlilicalion of the truss designer. LOAD CASE(S) Standard a M O 041 -Piz t.0 N CV Ctr Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT4 ��� vas IiW 53914355 I Ff5 I FLOORmIr r,y IVO,IIOA-Vllfll wwcuJ CM.U4.WJ-O-:ro 9.1-8H— 1 5x4 TL20= 1.5x3 TL20= 1.5x3 TLZO= 30 TL20= Us TL20 FP= A 8 C n r: X W 1214 0-H-e Seale _ 3x4 TL20= 1.5x3 TL2011 1.W TL20= 1.50 TL2011 3x4 TL20= 1.50 TL20= c n u 5x5 TL20= 30 TL20= 300 M111M FP= 5x5 TL20= 3x4 TL20= 1.6.0 4.0-0 1 6-6-0 9-0.0 , 10-2-0 , 12-8.0 J 15-2.0 , 17-8-0 , 19.2.0 19-2.0 Plate Ousels KY): IA:Edue,0-1.81 IK:0-1.8 Edue1 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.27 O-R >827 360 M11181-1 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.43 O-R >530 240 TL20 245M93 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.08 L n/a n/a BCDL 5.0 CodeFBC2001fTP12002 (Matrix) Weight: 99lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, 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 (Ib/size) L=1034/0-", V=1034/0-8-0 FORCES (lb) - First Load Case Only TOP CHORD V-W=-1027, W-X=-1027, A-X=-1027, L-Y=-1027, Y-Z=-1027, K-Z=-1027, A-B=-1003, B-C=-2578, C-D=-3550, D-E=-3550, E-F--3998, F-G=-3998, G4 , 1-1-1=-3550, IJ=-2578, J-K=-1003 BOT CHORD U-V=O, T-U=1938, S-T=3192, R-S=3882, O-R=3998, P-0=3882, O-P=3192, N-0=3192, M-N=1938, L-M=O WEBS K-M=1364, A-U=1364, J-M=-1300, B-U=-1300, J-N=890, B-T=890, I-N=-854, C-T--854, I-P=498, C-S=498, H-P=-461, E-S=-461, H-0=158, E-R=158, F-R-90, G-0=-90 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise Indicated. 4) This truss requires plate inspection per Ihe'Toolh Count Method when this truss is chosen for quality assurance Inspection. 5) Recommend 2x6 slrongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per 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 verily 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 '� s�r•,r.7r,� •.. 1Jj j i if r Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 5391.4555 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT5 53914355 I FT6 I FLOOR $ , 5 Job Reference (optional) r I r Universal Forest Producls,lnc., Burlington, NC 27215, Jeff Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug 0512:52:22 2003 Pal , 9� . 8,T 1-3-0 �1 0 1-8 Scale. 50 TL20= 5x4 TL20= 1.5x3 TL2011 1.5x3 TL20= 1.5x3 TL20= 30 TL20= Us TL20 FP= 1.50 TL2011 30 TL20= 1.5x3 TL20= A a C n C c n u .. Y x Us TL20= 3x4 TL20= 3x10 M1118H FP= 5x5 TL20= 1.5x3 TL20 II 3x4 TL20= i 9.1.8 , 1-6-0 4-0-0 6-6-0 9-0.0 10.3.0 12-9-0 15-3-0 17-9.0 192.0 , 19-3-0 Plate Onsets (X,Y): IA:Edoe,0-1.81. IK:0.1-8 Edge] LOADING (psi) SPACING 2.0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.28 R >809 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.44 R >518 240 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.08 L n/a Ma BCDL 5.0 CodeFBC2001rrP12002 (Matrix) Weight: 100lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 4 X 2 SYP No.2 end verlicals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (lb/size) L=1042/0.8.0, V=103510-3-8 FORCES (lb) - First Load Case Only TOP CHORD V-W=-1030, A-W=-1029, L-X=-1035, X-Y=-1035, K-Y--1035, A-B=-1058, B-C=-2635, C-D=-3610, D-E=-3610, E-F=-4059, F-G=-4059, G-H=-4059, H-I: I-J=-2603, J-K=-1012 BOT CHORD U-V=53, T-U=1994, S-T=3250, R-S=3942, O-R=4059, P-0=3932, O-P=3225, N-0=3225, M-N=1955, L-M=0 WEBS K-M=1375, A-U=1366, J-M=-1312, B-U_ 1302, J-N=902, B-T=891, I-N=-865, C-T=-856, I-P=509, C-S=500, H-P=-473, E-S=-462, H-0=173, E-R=159, F-R=-92, G-0=-99 NOTES (7) 1) Unbalanced Iloor live loads have been considered Ior this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-16d nails.. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per 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 verily 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 tl 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 cg) , 5f: f! >Z Cv NCD X; Vfe .��• TS Z 5 �1. a Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No:-5$91-4155 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT6 „use I l o use l yhe 53914355 IFT7 Uly I Fly I ventex-Urlan[J v25U9 AW2nor)sWO-5-3 7i1r88 1-3-0 50 TL20= 1.5x3 TL20= i1-3-8r i 1.50 TL2011 D 1.5x3 TL20 II 1 6.7.8 , 0N18 Scale 50 TL20= 1.5x3 TL20= 1.5x3 TL20= T 5x4 TL20= 1.50 TL2011 1-6-0 1 4-0.0 1 6.6.0 1 8.0-8 9.3.8 , 11 9 8 1 14-3.8 15.9.8 15.9.8 Plate Ousels (X,Y): )A:Edpe 0-1-81 IH:0-1.8 Edge) LOADING (psf) SPACING 2-0.0 CSI DEFL In (loc) I/deli Ud PLATES GRIP TCLL 40.0 TCDL 10.0 Plates Increase 1.00 TC 0.41 ' Vert(LL) -0.15 L-M >999 360 TL20 245/193 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.23 L-M >820 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 1 n/a n/a BCDL 5.0 CodeFBC2001/fP12002 (Matrix) Weight: 82lb LUMBER BRACING TOP CHORD 4 X 2 SYP N6.2 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. REACTIONS (lb/eize) 0=845/0.3.8, 1=85110.8.0 FORCES (lb) - First Load Case Only TOP CHORD O-R=-842, A-R=-841, 1-S=-846, S-T=-846, H-T=-846, A-B=-847, 8-C=-2014, C-D=-2699, D-E=-2699, E-F=-2597, F-G=-2007, G-H=-806 BOT CHORD P-O=43, 0-P=15(15, N-0=2435, M-N=2699, L-M=2699, K-L=2440, J-K=1551, 1-J=0 WEBS HJ=1095, A-P=1092, GJ=-1037, B-P=-1027, G-K_-634, B-0=597, F-K=-603, C-0=-585, F-L=218, C-N=358, E-L=-138, D-N=-162, E-M=-71 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 slrongbacks, 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. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4” of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design Information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design Information as It may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard i J . i Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No:'53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT7 53914355 IFG7u (FLAT , wly I rIy I vas 11sfA•vl Otis"WeLwy n00011W1eN0.O J 0 10 1-9.12 4-10-4 7-10.12 10.11-4 I 13-11-12 15-8.0 1 -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 2x5 TL2011 500 T120= 30 TL20= 30 TL20= 3x4 TL20= 5x 10 TL20= 2x5 TL2011 a C D E F n US TL20= 5x10 TL20= 50 TL20= 50 TL20= 5x10 TL20= 5x5 TL20= 3.4.0 6-4.8 9-5-0 12.5.8 15-9-8 3-4-0 3.0-8 3.0-8 3.0.8 3-4.0 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumbef Increase 1.00 Rep Stress Incr NO Code IBC20001rP12002 CSI TC 0.94 BC 0.95 WB 0.99 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.55 0.07 (loc) J-K J-K H Well >525 >335 n/a Ud 240 180 n/a PLATES GRIP TL20 245/193 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 (Ib/size) M=2015/0.3.8, H=2015/0.3-8 FORCES (lb) - First Load Case Only TOP CHORD A-M=-161, A.B= 338, B.C=-4999, C-D=-7403, D•E=-7403, E•F=.4999, F-G=-338, G-H=•161 BOT CHORD L-M=2903, K-L=6453, J.K=7628, I-J=6453, H-1=2903 WEBS B-M=-2959, B-L=2477, C-L=-1718, C-K=1124, D-K=-266, D-J--266, EJ=1124, E-1=-1718, F-1=2477, F-H=-2959 NOTES (4) 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table 1607A of IBC-00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within V 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=1.00, Plate Increase--1.00 Unilorm Loads (pit) Vert: H-M=-160.0, A-G=-100.0 rc N t� t. LL N qA r* ~ Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FG7 IFLOORype 53914355 FT8 Lily I Illy I Uentex•Lirtarxlo/2509 A&U2nd/jsk/8.5.3 5x4 TL20= 1.5x3 TL20= 1.5x3 TL20= 30 TL20 FP= We - 1:35.1 1.5x3 TL2011 3x4 TL20= 5xe TL20= 1.5x3 T1.2011 3x0 TL20= 2x3 TL20 II 5x4 TL20= 1.5x3 TL2011 3x6 TL20 FP= 30 TL20= 1.50 TL2011 30 TL20= 5x5 TL20= 10•B•12 r—� 1-6-0 4-0-0 6.6-0 7-9.0 8.1.4 10-4.4 12-10-4 15-4-4 16.8-12 18-1-4 19-2-8 20-8-8 20.8-8 Plate 011sete X Y: A:Ed a 0-1.8 0:0.1-8 Ed e LOADING (psi) TCLL 40.0 SPACING 2.0-0 Plates Increase 1.00 CSI DEFL In (loc) Well Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.00 TC 0.56 BC 0.81 Vert(LL) Vert(TL) -0.14 -0.22 V V-W >999 >688 360 240 TL20 2451193 BCLL 0.0 BCDL Rep Stress Incr YES WB 0.49 Horc( L) 0.04 P n/a n/a 5.0 CodeFBC2001fTP12002 (Matrix) Weight: 1111b Lumoen 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, Except: 6.0.0 oc bracing: P-Q,O-P,N-O. REACTIONS (lb/size) Z=824/0-8.0, M=-157/Mechanical, P=1577/0.3-8 Max UpliftM=-309(load case 2) Max GravZ=827(load case 7), M=109(load case 3), P=1577(load case 1) FORCES (lb) - First Load Case Only TOP CHORD Z-AA=.818, AA-AS=-818, A-AB=-818, L-M=229, A-B=-776, B-C=-1920, C-D=-2452, D-E= 2452, E-F=-2531, F-G=-2193, G-H=-1314, H-1=158, 1-J=418, J-K=418, K-L=418 BOT CHORD Y-Z=O, X-Y=1493, W-X=2324, V-W=2531, U-V=2531, T-U=2531, S-T=1881, R-S=717, Q.R=717, P-0=-1156. O-P=-1156, N-0--418, M-N=0 WEBS I-P=-1649, A-Y=1054, I.0=1329, B-Y=-997, H-0<-1218, B-X=594, H-S=830, C.X=-562, G-S=-789, C-W=178, G-T=434, E-W=-107, F-T=-459, E-V=-68, F-U=88, L-N=-546, 1-0=965, J-O=-339, K-N=105 NOTES (7-8) 1) Unbalanced Iloor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint M. 5) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Slrongbacks 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 ANSUTPI 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 verily all design Information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 8) Right end may be attached to 2x6 So.Pine or larger BC of one or more ply girder truss with Simpson LUS46 or eq. Follow Simpson Instructions for Installation. LOAD CASE(S) Standard U t X. t Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT8 ��•, I IIUaa I Iruse type 53914355 IFT9 Ply I L:enlex-Urlando/2509 A&U2ncVjsW8-5 3 Al Us TL20 FP= 3xe TL20 FP= I U Scale - 3x3 TL2011 30 TL20 II 20-6-8 20.6.8 LOADING (psl) TCLL 40.0 SPACING 2-0.0 Plates Increase 1.00 CSI TC DEFL In (loc) Udell Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.00 0.05 BC 0.01 Verl(LL) n/a n/a 999 Ved(TL) Na n/a 999 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S Na Na BCDL 5.0 COdeFBC2001rrP12002 (Matrix) Weight: 91lb LUMBER TOP CHORD 4 X 2 SYP No.2 SOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, 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=147/20-6-6, 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) - First Load Case Only TOP CHORD AJ-AK=-48, AK-AL=-48, A-AL=.48, R-S=-1, A-B=-4, B-C=-4, C-D- 4, D-E=-4, E-F=-4, F-G=-4, G-H=-4, H-1=-4, I-J=-4, J-K=-4, K-L=-4, L-M=-4, M.N=.4, N-0=-4, O-P=-4, P-0=4, Q.R=-4 BOT CHORD AI-AJ=O, AH-A1=0, AG-AH=O, AF-AG=O, AE-AF=4, AD-AE=4, AC-AD=4, AB-AC=4, AA-AB=4, Z-AA=4, Y-Z=4, X-Y=4, W-X=4, V-W=4, U.V=4, T-U=4, S-T=4 WEBS B-Ai=-132, C-AH=-134, D-AG=-133, E-AE=-133, F-AD=-133, G-AC=-133, H-AB=-133, I-AA=-133, J-Z=-133, K-Y=-133, M-X=-133, N-W=-134, O-V=-132, P-U=-138, 0-T=-103 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 Irom one lace or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced al 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 labricated 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 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. 9) THA422: Right end may be attached to 2 or more ply lop chord of 19' maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation. LOAD CASE(S) Standard CD v (V v> r � r Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT9 Job Truss Truss Type oty Ply Centex-OrlandoIZ509 A&B2nd/jswe-5.3 53914355 FT10 �4OOR 1 s p t1s' 1 t Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jell Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug 0512:52:17 2003 Page 1 9-11r8n 1.3.0 11-0-0 0-1.8 Scale . 1:30. 5x4 TL20= 1.5x3 7120= 3x4 TL20= 50 TL20= 1.5x3 TL20= 3x4 TL20= 1.5x3 TL2011 Us TL20 FP= 1.5x3 TL20= TI A B C D E F G H I J w x v al T S R O P O N M L 5x5 TL20= 30 TL20= US TL20 FP= 1.5x3 TL2011 3x4 TL20= 5x5 TL20= 7.10.8 , 1-6-0 4-0-0 6-6-0 7.9-0 , 9.0-0 11-6-0 14.0.0 16.6-0 18.0-0 18.0-0 Plate Onsets X Y : A:Ed a 0.1-8 J:0.1-8 Ed e LOADING (psi) SPACING 2.0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.22 O >968 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.35 N-0 >613 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.07 K • rda n/a BCDL 5.0 CodeFBC2001/fP12002 (Matrix) Weight: 94lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD - Structural wood sheathing directly applied or 6-0.0 oc purlins, except 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 oo bracing. REACTIONS (Ib/size) U=973/0.8-0, K=967/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD U-V=-967, V-W=-967, A-W=-967, K-X=-962, J-X=-960, A-B=-937, B-C=-2388, C-D= 3232, D-E=-3531, E-F=-3531, F-G=-3251, G-H=-2415, 1-1-1=-2415, -J=-980 BOT CHORD T-U=-O, S-T=1810, R-S=2937, O-R=2937, P-0=3531, O-P=3531, N-0=3511, M-N=2959, L-M=1845, K-L=50 WEBS J-L=1265, A-T=1274, I-L=-1203, B-T=-1214, I-M=792, B-S=803, G-M--758, C-S=-764, G-N=405, C-o-411, F-N=-361, D-0=-406, F-0=28, D-P=31, E-0=-18 NOTES (5) 1) Unbalanced floor live loads have been considered lot this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Truss shall be labricaled per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer Shall verity all design information on this sheet for conformance with conditions and requirements of the specilic building and governing codes and ordinances. The truss designer accepts no responsibility lot the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are lot administrative purposes only and are not. part of the review or certification of the truss designer. LOAD CASE(S) Standard I P3 1 '- '✓! : p �u r• uLnr S' aa 1 t w customer No: 11 U45 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT10 53914355 IFT11 5.1UU s May 3U ZUU3 Mil eK 1 q 13 1^ 50 TL20= 1.5x3 TL20= 1.5x3 TL20= A x1 W 0-1-8 0-9.10 0.9-10 —H Scale _ 1 1.5x3 TL20= Us TL20 FP= 1.5x3 TL2011 5x7 TL20= 1.5x3 TL20= B C D E F p H I J ms wr.0AIA F►�—A u • bl.►� Z Y 2x3 TL2011 5x4 TL20= 1.50 TL2011 Us TL20 FP= 50 TL20= 1.5x3 TL2011 7.10.8 , , , 1'1� 1.1� 1.6.0 4.0.0 6-6.0 7-9.0 8-9-8 11-3-8 13.9.8 15-2-0 , 16-1.2 , 17.1-12 , 17-1.12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)• Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Verl(LL) -0.12 R-S >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.19 R-S >944 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.04 M n/a n/e BCDL 5.0 COdeFBC2001lrP12002 (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 puriins, 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: 6-0-0 oc bracing: M-N,L-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) - First Load Case Only TOP CHORD V-W=.807, W-X--807, A-X=-807, K-Y-7, Y-Z=7, J-Z=7, A-B=-763, B-C=-1883, C-D_ 2393, D-E=-2393, E-F=-2457, F-G=-2457, G-H=-1817, H-I=-695, 1-J=49 BOT CHORD U-V=-O, T-U=1468, S-T=2275, R-S=2457, 0-R=2457, P-0=2227, O-P=1395, N-O=1395, M-N=-90, L-M=-97, K-L=0 WEBS I.M=-1004, A.U=1037, I-N=1047, B-U=-981, H-N=-974, B-T=577, H-P=588, C-T=-545, G-P=-570, C-S=164, G-O=313, E-5=-87, E-R=-90, F-0=-117, I-L=79, J-L=-84 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 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered al)oinis 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 verily 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 �ry O CD a CV �0.i• N N � d Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT11 (ruse IIruse type 53914355 jFT12 kAy I my 1 L;enlex-Lmanoaeova Abu;encvjswtl-o-d 5.1009 AE Scale - t 3xs TL20 FP= 6 C D E F O H 1 J K L M N O 7� 3x3 TL20= Us 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 , 16.1-2 , 17-1-12 LOADING (psi) SPACING 2-0•-0 CSI DEFL in (loc) Udell Ud 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 COdeFBC2001lrP12002 (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, 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=147/17.1-1, 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) - First Load Case Only TOP CHORD AD-AE=48, A-AE=-48, P-AF_ 40, AF-AG=-40, O-AG=-40, A-B=-6, B-C=-6, C-D=-6, D-E=-6, E-F=-6, F-G=-6, G-H_ 6, 1-1-1=-6, I-J=-6, J-K=-6, K-L=-6, L-M_ 6, • M-N=-6, N-O_ 6 BOT CHORD AC-AD=O, AB-AC=O, AA-AB=O, Z-AA=O, Y-Z=0, X-Y=O, W-X=6, V-W=6, U-V=6, T-U=6; S-T=6, R-S=6, 0-R=6, P-0=6 WEBS B-AC=-133, C-AB=-134, D-AA=-133, E-Z--133, F-Y=-133, H-W=-133, I-V=-133, J-U- 133, K-T=-134, L-S=-133, M-R=-137, N-0=-120 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 lace or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1.4-0 oc. 6) Recommend 2x6 slrongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-16d nails. Slrongbacks 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 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 verily 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 AV Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT12 JVV I WO* ...b. . e 53914355 I Ff6A I rrl FLOOR — -'y I,'r I..�....... ....... "... i.. ... .. .. A . p•1-t) 1-7.8 a 3x3 TL20= C Scale 0 �9xe Tt2o_ 3.6-0 9 e'r.0 tf�i� LOADING (PSI) SPACING - 2-0-0 CSI DEFL In (loc) 1/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) n/a - n/a 999 TL20 2451193 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. rda n/a BCDL 5.0 CodeFBC2001fTP12002 (Matrix) Weight: 23lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3.9.0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) E=106/0-3.8, D=186/0.3.8 FORCES (lb) - First Load Case Only TOP CHORD E-F=.64, A-F=-64, D-G=-64, C-G=-64, A-B=-3, B-C=-3 BOT CHORD D-E=155 WEBS B-E=-184, B-D=-184 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. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be labricaled 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 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 CV N � N 1'U a: Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT6A. Job Truss Truss TyppFxe. _- Oty Ply Centex-Orlando/2509-A )sk/3-31-3 '�'>�y�r"�rt�iy 53906902 H1 0�'.'.•-fA11:51Si SGY>•'+lu- HIP "`�`�� ' r ". `� 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:56 2003 Page 1 -0.0-9 4.6=5 ' I, 7.0.0 12-1.1 17.0-6 21-11.10 26.10.15 32-0.0 36-0.0 , 1.0-0 4.6.5 2-5.11 5-1.1 4.11-5 4.11-5 4.11.5 5-1.1 4.0-0 Scale 1:61. 7x10 = 5x10 = 5.00 12 US = 5x8 = 3x8 = 3x8 = 0 E F O H I 20 J C 5x8 = 10 1 W4 A a I' y� d 5x10 = s R O P O N M L K 5x8 = Sx10 M1118H= 5x8 = 5x6 = 5x8 = W = 30 _ 5x6 = 5x10 Mll18H= 7.1.12 12-1-1 17-0.6 21.11-10 26.10-15 31-10-4 36.0-0 7.1-12 4.11.5 4.11.5 4-11.5 4-11-5 4-11-5 4-1.12 Plate Offsets X Y : B:0-2-7 Ed a D:0-7-0 0-2-4 F:0-4-0 0-3-0 1:0-7-12 0-2-8 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.88 O-P >486 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.92 Verl(TL) -1.25 O•P >343 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0,19 K n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell - 240 Weight: 214 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except' TOP CHORD Sheathed, except end verticals. T2 2 X 4 SYP SS, T3 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 4-3-8 oc bracing. BOT CHORD 2 X 6 SYP No.1 'Except' B22X6SYP SS WEBS 2 X 4 SYP No.3 'Except' W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 W2 2 X 4 SYP No.2, W4 2 X 4 SYP No.2 REACTIONS (lb/size) B-3062/0-3.10 (input: 0-3-8), K-3075/0-3.8 Max Horz B-100(load case 4) Max UplitiB--1068(load case 3), K--1166(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B-26, B-C--7013, C-D--6879, D-E--8894, E-F--9852, F-G--9846, G-H--9407, 1-1-1--7470, I-J--4352, J-K--2947 BOT CHORD B-S-6407, R-S-6371, O-R-6371, P-O-8893, O-P-9407, N-O-7469, M-N-7469, L-M-3929, K-L-219 WEBS D-S-332, 1-L--1018, C-S--62, D-O-2897, E-0--1216, E-P-1110, F-P--633, G-P-507, G-O--900, H-O-2243, H-M--1799, 1-M-4066, J-L-3945 NOTES (10-11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11Omph; h-251t; TCDL-6.Ops1; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are TL20 plates unless otherwise indicated. 5) WARNING: Required bearing size at joint(s) B greater than input bearing size. 6) Bearing at joints) K considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verily capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1068 Ib uplift at joint B and 1166 lb uplift at joint K. 8) Girder carries hip end with 7-0-0 end setback 9) Special hanger(s) or connection(s) required to support concentrated load(s) 220.01b down and 177.61b up at 32-0-0, and 385.01b down and 310.81b up at 7.0-0 on top chord. Design for unspecified connection(s) Is delegated to the building designer. 10) Truss shall be fabricated per ANS11 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 '77, F . this sheet for conformance with conditions and requirements of the specific building and governing codes and 1 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 c and are not part of the review or certification of the truss designer. 1{ o 11) Right end may be attached to 2x8 So. Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow ,n Simpson instructions for installation. a N u'r Q N a Ei LOAD CASE(S) Standard c� 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 q AllO Q St Uniform Loads (pit) Vert: A-D--60.0, D-1--130.6, I-J--60.0, B-K--43.5 -i ' p► Concentrated Loads (lb) Vert: D--385.0 1--220.0 customer No: 11 U45 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H1 Job Truss Truss Type Qly Ply Centex-Orlando/2509-Affsk/3-31-3 53906902 H2 HIP 1 1 Job Reference (optional) Universal Forest Products, Inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:56 2003 Page 1 5.6.14 9.0.0 16-0-9 , 22.11-7 30.0.0 , 36-0.0 , 1 1-0-0 5-8.14 3-3.2 7.0.9 6.10-13 7-0.9 6-0-0 Stab 1:62.1 5x7 = 5x7 = 5x6 = 2x3 II 5.00 12 D E F Q C wt wt w1l 5x5 I- H e w a �A 3x7 = O N M L K J I 3x6 = 3x6 = 3x6 = 3x6 = US = 2x5 II 3x6 = 9.1.12 16.0-9 , 22-11-7 29-10.4 36-0-0 , , 9.1.12 6-10-13 6.10.13 6.10-13 6.1-12 Plate Offsets X Y : D:0-5-4 0-2-8 E:0.4-0 0.3-0 G:0-5.4 0-2-8 LOADING (psf) SPACING 2.0.0 CSI DEFL In (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.29 L-M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.49 L-M >871 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.11 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell - 240 Weight: 181 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1498/0.3-8, 1-1427/0-3.8 Max Horz B-115(load case 4) Max UpliflB--423(load case 2), I--395(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3061, C-D--2820, D-E--3380, E-F--3173, F-G--3173, G-H--2151, H-1--1361 BOT CHORD B-O-2764, N-O-2587, M-N-2587, L-M-3391, K-L-1916, J-K-1916, 1-J-180 WEBS D-0-309, G-J--271, E-M--304, F-L--409, C-0--227, D-M-9001 E-L--251, G-L-1427, H-J-1789 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25tt; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint B and 395 lb uplift at joint I. 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 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. 6) 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 N .y� � •�� 1 N 0. N t.D i? Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H2 Job Truss Truss Type Oty Ply Centex-Orlando/2509-A/jsk/3-31-3 53906902 H3 RQQJ- USS 1 1 Job Reference (optional) Universal Forest Products,Inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:57 2003 Page 1 -11.0-p 6.5.3 11.0.0 25-0.0 29-6-13 36.0.0 , 1.0-0 6.5.3 4.6-13 14.0.0 4-6.13 6-5.3 Scale 1:61. 5x6 = 2x3 II 5x6 = D E F 5.00 F12 2x3 2x3 4, c W2 W2 p 4 w B H dA 1� 3x7 = M L K J I 3x7 = 3x6 = 3x6 = 3x6 = 3x6 = 3x6 = 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 F:0-3-0 0.2-4 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.22 K >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.43 K-M >999 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/dell - 240 Weight: 167 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-2-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) H-1427/Mechanical, B-1498/0-3-8 Max Horz B-131(load case 4) Max UplittH--328(load case 3), B--382(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3046, C-D--2782, F-G--2789, G-H--3057, D-E--2829, E-F--2829 BOT CHORD B-M-2749, L-M-2371, K-L-2371, J-K-23741 I-J-2374, H-1-2761 WEBS C-M--309, D-M-432, F-1-440, G-1--315, E-K-443, D.K-549, F-K-544 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11Omph; h-25ft; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint H and 382 lb uplift at joint B. 5) Truss shall be fabricated per ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet Is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) 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 N u7 $� N � r 04 C9 C Z Q o 1` Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H3 Job Truss Truss Type City Ply Centex-Orlando/2509-Alsk/3-31-3 53906902 H4 am . t?F TRUSS 1 1 Job Reference (optional) Universal Forest Producls,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:58 2003 Page 1 11.0.9 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 1:61. Sx6 = = 2x3 II ,X6 D E F 5.00 12 2x3 �� 2x3 4 CIV3 O o H 1 W e FI A j'Y 6 30 = M L K J 1 30 - 3x6 = 3x6 = US = 30 = 3x6 = 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 F:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.18 K >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.39 K-M >999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/dell - 240 Weight: 171 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-1-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7.8-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) H-1427/Mechanical, B-1498/0-3-8 Max Horz B-149(load case 4) Max UpliftH--319(load case 5), B--389(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3071, C-D--2769, F-G--2776, G-H--3081, D-E--2365, E-F--2365 BOT CHORD B-M-2777, L-M-2174, K-L-2174, J-K-2176, I-J-2176, H-1-2788 WEBS C-M--394, D-M-552, F-1-560, G-6-400, E-K--2521 D-K-284, F-K-280 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11Omph; h-251t; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1. 33. . 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint H and 389 lb uplift at joint 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 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. 6) 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 e r+-, UJ O -J O �v IN N �'7 J1 N tr) N C 1 •T 4 i #• 0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H4 Job Truss Truss Type Qty Ply Centex-Orlando/2509-A isk/3-31-3 53906902 H5 RO F S 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:58 2003 Page 1 -11.0.0 ' 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 - 1:61. 5.00 F,2 5x6 = 5x8 = 5x8 ,:r- E F TA 5x6 C D 2x3 J 1 2x3 �i C W W2 W2 3 H 4 yy 8 l Al �A l� 3x7 - N M L K J' 3x7 = 3x6 = 30 = 500 = US = 3x6 = 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 (psi) SPACING 2-0-0 CSI DEFL In (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.17 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.38 I-J >999 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell - 240 Weight: 183 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-1 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-1498/0-3-8, 1-1427/Mechanical Max Horz B-168(load case 4) Max UpliftB--413(load case 4), I--343(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3063, C-D--2770, D-E--1983, F-G--1983, G-H--2778, H-1--3073, E-F--2021 BOT CHORD B-N-2768, M-N-2265, L-M-2265, K-L-2268, J-K-2268, I-J-2779 WEBS C-N--371, D-N-496, G-J-504, H-J--377, E-L-505, F-L-504, G-L--596, D-L--593 NOTES (5.6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 343 lb uplift at joint I. 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 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. 6) H28R: Right end may be attached to 2x8 So. Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard W o N ! N C Z = Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF * Date Req:04/24/2003 Draw No:53906902H5 Job Truss Truss Type Oty Ply Centex-Orlando/2509-A/sk/3-31-3 53906902 H6 ►JSS 1 1 Job Reference (optional) Universal Forest Producls,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:59 2003 Page 1 11.0 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 . 1:61 5. OD 12 5x6 = Sx8 = ' E F. 5x8 - 5x8 D 1 20 O 2x3 C W2 W2 N n 4 W a l d 3x7 = N M L K J 3x7 = 3x6 = 3x8 = 502 = 3x8 = 34 = 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/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.17 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.38 I-J >999 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min 1/deft - 240 Weight: 183 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1498/0.3-8, I-1427/Mechanical Max Horz B-I86(load case 4) Max UpliftB--435(load case 4), I--364(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3057, C-D--2773, D-E--1947, F-G--1947, G-H--2780, H-I--3067, E-F--1812 BOT CHORD B-N-2762, M-N-2278, L-M-2278, K-L-2281, J-K-2281, I-J-2773 WEBS C-N--353, D•N-484, G-J-491, H-J--359, E-L-524, F-L-523, G-L--696, D-L--693 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-2511; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint B and 364 lb uplift at joint 1. 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. 6) 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 ru ,1 CD c. l� Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H6 Job Truss Truss Type Oty Ply Centex-Orlando/2509-Alsk/3-31-3 53906902 T7 ROOF TRUSS 1 1 Job Reference (optional) Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:59 2003 Page 1 ,1-0-0 6.5-3 11-10-14 18-0-0 24-1-2 29.6-13 36-0-0 1.0.0 6-5-3 5.5.10 6.1-2 6.1-2 5.5-10 6-5.3 Sole 1:60. 5.00 12 Sx8 - E Sx8 Sx8 D F 2x3 ,, 2x3 C W2 W2 ti 1 yy a Fi �A d l� 3x7 = M L K J I 30 = 3x6 - 3x8 - 3x8 = 3x8 - 396 - 9.3.14 18.0.0 , 26.8-2 36-0.0 9.3.14 8.8-2 8.8.2 9.3-14 Plate Offsets X Y : D:0-4-0 0-3-0 F:0-4-0 0.3-0 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.18 K >999 TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.39 H-1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl - 240 Weight: 174 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1498/0-3-8, H-1427/Mechanical Max Horz B-195(load case 4) Max UpliftB--444(load case 4), H--374(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3056, C-D--2773, D-E--1944, E-F--1944, F-G--2781, G-H--3066 BOT CHORD B-M-2760, L-M-22811 K-L-2281, J-K-2284, I-J-22841 H-1-2772 WEBS C-M--349, D-M-481, D-K--704, E-K-1052, F-K--708, F-1-489, G-1--355 NOTES (4-5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL-6.Opsf; BCDL-6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint B and 374 lb uplift at joint H. 4) Truss shall be fabricated per ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide 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 responsibilit 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. 5) 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 O r� N N O Q Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902T7 Job Truss Truvp&T-ype Oty Ply Centex-Orlando/2509-Alsk/3-31.3 53906902 T8 ROOF TRUSS 1 1 Job Reference (optional) Universal Forest Products, Inc., Burlington, NC 27215, Jell Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:00 2003 Page 1 �1-0.0 6-5-3 11.10.14 18.0-0 24.1-2 29-6.13 , 36-0.0 a7-0-p 1-0-0 6.5-3 5.5-10 6.1-2 6.1.2 5.5-10 6-5-3 1.0.0 scab . 1:60. Us = 5.00 F12 E US i US D F Zx3 �� 2a3 �i c W W2 W2 4 w Rt U7= N M L K J W= Us = US = US = 3X8 = 34 = 9.3-14 18.0.0 , 26.8-2 36-0-0 , , 9-3-14 8.8.2 8.8-2 9.3-14 Plate Offsets X Y : D:0-4-0 0-3.0 F:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.18 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.38 L-N >999 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/dell - 240 Weight: 176 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-15 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--187(load case 5) Max UpliflB--444(load case 4), H-444(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3053, C-D--2770, D-E--1941, E-F--1941, F-G--2770, G-H--3053, H-1-22 BOT CHORD B-N-2758, M-N-2278, L-M-2278, K-L-2278, J-K-2278, H-J-2758 WEBS C-N--349, D-N-481, D-L--704, E-L-1050, F-L--704, F-J-481, G-J--349 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; I IOmph; h-25ft; TCDL-6.Ops1; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint B and 444 lb uplift at joint H. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide 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 t� U. U N 0 N � • 0 a Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902T8 Job Truss Truss Type Oty Ply Centex-Oriando/2509-Alsk/3-31-3 53906902 H9 ROO RUSS 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:00 2003 Page 1 ,1-0-Q 6.5.3 11.10-14 17.0.0 19.0.0 24-1-2 29.6.13 36.0.0 37.0-p 1.0-0 6.5.3 5.5.10 5.1.2 2.0-0 5-1-2 5.5.10 6-5-3 1-0-0 Scale 5,00 12 5x6 = US = 30 = O N M L K 3x7 = 34 = 3x6 = 5x12 = 3x6 = 3x6 = 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): ID:0-4-0,0-3-01jE:0-3-0 0-2-4] IF:0-3-0 0-2-4] (G:0-4-0 0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.17 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.38 M-O >999 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell - 240 Weight: 185 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS . (Ib/size) B-1497/0-3-8, 1-1497/0-3.8 Max Horz B--178(load case 5) Max UpliffB--434(load case 4), I--434(load case 5) FORCES (lb) - First Load Case Only _ TOP CHORD A-B-22, B-C--3054, C-D--2770, D-E--1944, F-G--1944, G-H--2770, H-1--3054, 1-J-22, E-F--1809 BOT CHORD B-0-2759, N-0-2275, M-N-2275, L-M-2275, K-L-2275, I-K-2759 WEBS C-0--353, D-0-484, G-K-484, H-K--353, E-M-523, F-M-523, G-M--693, D-M--693 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint B and 434 lb uplift at joint I. 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 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 O CIJ � N c- 7 , 1.is , Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H9 Job Truss Truss Type Oty Ply Centex-Orlando/2509-Alsk/3-31-3 53906902 H 10 RO , , � 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.0.00 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:01 2003 Page 1 -11.0.p 6.5.3 11-10.14 15-0-0 21.0.0 24.1.2 29.6.13 36.0.0 17-0-p 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 Scalo - 1:61. 5.00 12 5x6 = 5Y8 = 5x8 G E F Sx8 D 0 2t3 J 1 2i3 �i c W2 W2 H 7 tb 4 yy l e Ell �A I- d U7= O N M L K U7= US = US = 5x10 = US = 3x6 = 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/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.38 M-O >999 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min Well - 240 Weight: 184 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-5 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) B-1497/0-3-8, 1-1497/0-3-8 Max Horz B--159(load case 5) Max UpliftB--413(load case 4), I--413(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3060, C-D--2768, D-E--1980, F-G--1980, G-H--2768, H-1--3060, I-J-22, E-17--2018 BOT CHORD B-0-2766, N-0-2262, M-N-2262, L-M-2262, K-L-2262, I-K-2766 WEBS C-0--371, D-0-496, G-K-496, H-K--371, E-M-504, F-M-504, G-M--593, D-M--593 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11Omph; h-251t; TCDL-6.Ops1; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 413 lb uplift at joint I. 5) Truss shall be fabricated per ANSI/TP1 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1 c t. CV 1 C7 t Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H10 Job Truss Truss Type Oty Ply Centex-Orlando/2509-Alsk/3.31-3 53906902 H11 ROOF�TS,9, a: Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:01 2003 Page 1 0-Q 6.5-3 13-0.0 , 23-0-0 29.6.13 , 36-0-0 �7.0•p 1.0.0 6.5.3 6.6.13 10-0-0 6-6-13 6.5.3 1.0.0 Scale - 1:61. 5x6 = 5x6 = 2x3 II D E F 5.Oo 12 2x3 2x3 c w W1 w 3 O 4 w ^A a H ydl I6 30 = N M L K J W= 34 = 3x6 = 3x6 = 3x8 = 3x6 = 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 F:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0. CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.18 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.39 L-N >999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell - 240 Weight: 173 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 - TOP CHORD Sheathed or 3-3-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-8 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--141(load case 5) Max UpliftB--389(load case 4), H--389(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3068, C-D--2766, F-G--2766, G-H--3068, H-1-22, D-E--2362, E-F--2362 BOT CHORD B-N-2775, M-N-2171, L-M-2171, K-L-2171, J-K-2171, H-J-2775 WEBS C-N--3941 D-N-552, F-J-552, G-J--394, E-L--251, D-L-282, F-L-282 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98 per FBC2001; 110mph; h-25ft; TCDL-6.Opsf;.BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at joint B and 389 lb uplift at joint H. 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 verily 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 r� u? (V N N C a Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H11 Job Truss Truss Type Oty Ply Centex-Orlando/2509-Afisk/3-31.3 53906902 H 12 tioo I�S� T ni'; 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:02 2003 Page 1 Q 6-5.3 11.0-0 25.0.0 29.6.13 36.0.0 37-0-p 1-0.0 6.5-3 4-6-13 14.0-0 4-6-13 6-5-3 1.0.0 Scala - ISM 5x6 = 2x3 II 5x6 = D E F 5.00 12 2x3 2x3 �i c W2 IVI W2 3 4 yy j A e H 1 .- d Ig 3x7 = N M L K J' 3x7 = 3x6 - 3x6 - 3x6 - 3x6 - 3x6 - 9-3.14 18.0-0 26.8.2 36.0.0 9.3.14 8-8.2 B•8.2 9-3-14 Plate Offsets X Y : D:0-3-0 0-2-4 , F:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.22 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.43 L-N >999 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(fL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell - 240 Weight: 169 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3.3-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) B-1497/0-3.8, H-1497/0-3-8 Max Horz B--122(load case 5) Max UplifiB--382(load case 2), H--382(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3044, C-D--2779, F-G--2779, G-H--3044, H-1-22, D-E--2825, E-F--2825 BOT CHORD B-N-2747, M-N-2368, L-M-2368, K-L-2368, J-K-2368, H-J-2747 WEBS C-N--309, D-N-432, F-J-432, G-J--309, E-L--443, D-L-547, F-L-547 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.Opsl; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 382 lb uplift at joint B and 382 lb uplift at joint H. 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 P7 M ;j C14 N i. N � ^F 1� Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H12 Russ 53906902 IH13 Reference i1.0.Q 5.9-1 9.0-0 15.0.0 21.0.0 27.0.0 30.2.15 36.0.0 37-0-p 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 - ' 5x6 = 3x6 = 5x6 = 5x6 = 30 = O N M L K 3x7 = 3x6 = 3x10 MUM= 34 = 3x10 M1116H= 30 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,Y): ID:0-3.0,0-2-41(F:0-4-0 0-3.01 (G:0.3-0 0-2-4) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.28 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) .0.52 K-M >826 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.15 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min Well - 240 Weight: 169 lb 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/slze) B-1497/0-3-8, 1-1497/0-3-8 BRACING TOP CHORD Sheathed or 3-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. Max Horz B--104(load case 5) Max UpliftB--413(load case 2), I--413(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3067, C-D--2813, D-E--2592, E-F--3350, F-G--2592, G-H--2813, H-1--30671 I-J-22 BOT CHORD B-0-2771, N-0-3284, M-N-3284, L-M-3284, K-L-3284, I-K-2771 WEBS D-0-788, G-K-788, C-0--252, H-K--252, E-0--825, E-M-106, F-M-106, F-K--825 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98 per FBC2001; 110mph; h-251t; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are TL20 plates unless otherwise Indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 413 lb uplift at joint I. 6) Truss shall be fabricated per ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 7 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H13 Job Truss Truss Type _ Oty Ply Centex-Orlando/2509-Alsk/3-31-3 53906902 H14 Job Reference (optional) Universal Forest Products, Inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:03 2003 Page 1 -,1.0.0 4.6.5 7.0-0 12.6.14 18.0.0 23.5.2 29-0-0 31.5.11 36.0-0 37.0-p 1.0-0 4-6.5 2-5.11 5-6-14 5-5.2 5.5-2 5-6.14 2-5.11 4-6-5 1.0-0 Scale - 1:61. 700 = SR8 = 2x5 II US = 5x8 = 7x10 = 5.00 12 D E F O H I eh A B — LI^ d"lg 500 = O P O N M 5x10 = 5x6 = US = 7x 10 M1118H= US = 5xe = 7.1-12 12-6.14 18.0.0 23-5-2 28.10.4 36.0-0 7.1-12 5.5-2 5.5.2 5-5.2 5.5-2 7-1-12 Plate Offsets X Y : B:0-2-7 Ed ej, ID:0-3-12,0-4-0j 1:0.3-12 0-4-0 K:0-2-7 Ede 0:0-5-0 0-4-8 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.81 0 >529 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -1.16 0 >370 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.21 K n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/dell - 240 Weight: 221 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except' TOP CHORD Sheathed or 1-9-8 oc purlins. T3 2 X 6 SYP No.2, T2 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4.4-2 oc bracing. BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 'Except' W1 2 X 4 SYP No.2, W1 2 X 4 SYP No.2 W1 2 X 4 SYP No.2, W1 2 X 4 SYP No.2 REACTIONS (lb/size) K-3079/0-3-10 (input: 0-3-8), B-3079/0-3.10 (input: 0-3-8) Max Horz B--86(load case 5) Max UplifiK--1129(load case 3), B--1076(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B-26, B-C--7065, C-D--6987, D-E--9397, E-F--10284, F-G--10284, G-H--10284, H-1--9397, 1-J--6987, J-K--7065, K-L-26 BOT CHORD B-0-6456, P-O-6499, O-P-93941 N-0-93941 M-N-6499, K-M-6456 WEBS D-0-290, I-M-290, C-0-34, D-P-3247, E-P--1253, E-0-1001, F-0--6871 H-0-1001, H-N--1253, I-N-3247, J-M-34 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.Opsf; BCDL-6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are TL20 plates unless otherwise indicated. 5) WARNING: Required bearing size at joint(s) K, B greater than input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1129 lb uplift at joint K and 1076 lb uplift at joint B. 7) Girder carries hip end with 7-0-0 end setback 8) Special hanger(s) or connection(s) required to support concentrated load(s) 385.O1b down and 310.81b up at 29-0-0, and 385.O1b down and 310.81b up at 7-0-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. 9) Truss shall be fabricated per ANSIfTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet Is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (pll) Vert: A-D-•60.0, D-6•130.6, I-L--60.0, B-K--43.5 Concentrated Loads (lb) Vert: D--385.0 1--385.0 `> c o �s N in03 .J i Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H14 53906902 I1-1J7 ENDJACK , 1.6-8 5.8-3 9.10.1 , 1-6.8 5.8.3 4-1-13 Scale . t:1 D I 3.54 12 3a4 W2 wl F E 2a3 , 5-8-3 i 9.9-4 9.14.1 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.03 F-G >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.06 F-G >999 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 E n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell - 240 Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed 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-435/0-3-8, E-408/Mechanical, D-222/Mechanical Max Horz B-193(load case 4) Max UpliftB--242(load case 2), E--64(load case 3), D--179(load case 5) FORCES (lb) - First. Load Case Only TOP CHORD A-B-24, B-C--858, C-D-46 BOT CHORD B-G-800, F-G-800, E-F-0 WEBS C-G-169, C-F--877 NOTES (3) 1) Wlnd: ASCE 7-98 per FBC2001; 110mph; h-251t; TCDL-6.0psf; BCDL-6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint B, 64 Ib uplift at joint E and 179 Ib uplift at joint D. 3) 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 responsibilitl 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-13--60.0 Trapezoidal Loads (pit) Vert: B-0.0-to-E--49.5, B--2.2-to-D--148.5 g • lf1 o N } N .D Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902HJ7 53906902 I EJ7 I ROOF TRUSS 125 �A -1.0-0 7.0.0 � i U4 = scale - 1:1 6.11.4 7-A-0 6.11.4 0.0.12 LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.17 A >80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft - 240 Weight: 23 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 REACTIONS (lb/size) C-198/Mechanical, B-346/0-3-8, D-68/Mechanical Max Horz B-159(load case 5) Max UplifIC--165(load case 5). B--75(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-62 BOT CHORD B-D-0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES (3) 1) Wind: ASCE 7.98 per FBC2001; 110mph; h-25f1; TCDL-6.0psf; BCDL-6.0ps1; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint C and 75 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TP1 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 verily 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 oN Tl M Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902EJ7 Job Truss Truss Type Oty Ply I Centex-Orlando/2509-A llsk/3-31-3 53906902 H 18 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:43:25 2003 Page 1 -1-0-0 5.10.8 7.0.0 1-0.0 5.10.8 1-1-8 5A = Scale - 1:15. 2x3 II C D 171 T2 5.00 12 wt w1 T1 B B1 H O F 2x3 11 2x3 11 30 _ 6-0-4 6-11-4 7-Q-0 6-0-4 0-11-0 0.0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.07 B-H >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.19 B-H >436 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.04 E n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft - 240 Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 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-346/0-3-8, F--126/Mechanical, E-392/Mechanical Max Horz B-148(load case 3) Max UpliftB--156(load case 4), F-A26(load case 1), E--48(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--84, C-D--2, D-E-O, D-G-592 BOT CHORD B-H-25, G-H-O, F-G-O WEBS C-H--419 NOTES (4) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.0psf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint B, 126 lb uplift at joint F and 48 lb uplift a joint E. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide 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 M J N , N ve Customer No: 11 U45 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H18 Job Truss Truss Type City Ply Centex- Orlando/2509-Alsk/3-31-3 53906902 H19 6L'AT,TOPJAaI IF 1-� 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:04 2003 Page 1 A-0.0 3.10-8 , 7.0.0 1-0.0 3-10-8 3-1.8 Scale 1:13. 5x4 = C 02x3 II E 72 5.00 V2 wl wt 71 ,f B 81 HZx311 O2x3II F 30 - 4.0-4 6-11-4 7-A-0 4.0-4 2-11.0 0.0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.18 B-H >442 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.33 B-H >249 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.14 E n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min Well - 240 Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 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 (Ib/size) B-346/0-3-8, F--83/Mechanical, E-348/Mechanical Max Horz B-102(load case 3) Max UpliftB--149(load case 4), F--83(load case 1), E--75(load case 3) Max Grav B-346(load case 1), F-9(load case 4), E-348(load case 1) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--71, C-D-O, D-E-O, D-G-297 BOT CHORD B-H-20, G-H-O, F-G-O - WEBS C-H--226 NOTES (4) 1) Wind: ASCE 7.98 per FBC2001; 110mph; h-251t; TCDL-6.0ps1; BCDL-6.Opsf; occupancy category ll; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint B, 83 lb uplift at joint F and 75 lb uplift at joint E. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide 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 v co p M car C N � N Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 539ob9oZ Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H19 Job Truss Truss Type ratalWw+u�su... Oty Ply Centex•Orlando/2509-Alsk/3-31-3 ilm r. 53906902 G17 Al 1 4 Job Reference (optional) Universal Forest Producls,lnc., Burlington, NC 27215, Jell Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 09:17:36 2003 Page 1 2.6-0 , 4-7.13 , 6-7.14 8-7-15 10.8-1 12-8-2 14=8-3 , 16-10.0 19.4.0 , , 2.6.0 2.1-13 2.0.1 2-0-1 2.0-2 2.0-1 2-0-1 2-1-13 2.6-0 Scais: Ya".1 5.00 12 5xa — 3x8 - 3x8 = 293 II 30 = 3x8 = 5x8 = B C 0 E3x8 — F O H I }— }-- a Y _A 81 to Sxa = R O P S O N 7 M L K 3x6 11 56 = 7x6 = 5x6 = 502 = 7x6 = Sx6 = 3x6 II 5x6 — 2.7-12 , 4-7-13 6.7-14 8.7.15 10.8-1 12-4-0 12 8r2 14-8-3 16.8.4 16,a-8 19-4-0 , 2.7-12 2-0.1 2.0.1 2.0.1 2.0.2 1-7.15 0-4.2 2.0-1 2-0.1 0.0-4 2-7-8 Plate Offsets (X,Y): (A:0.3.6,0.0.0], (8.0-5-12,0-2.8), (C.0.3-8,0-1.8], (D:0-3-8,0-1.8], (E:0-3.8,0-1.8], (G:0-3-8,0.1.8), (H:0-3-8,0-1.8], (1:0-6-0,0-2-8], (J:0.3.6,0.0-0], (M:0-3-0 0.3-12 LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.54 N-0 >420 TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC 0.92 Verl(TL) •0.85 N-0 >270 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(fL) 0.07 J n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min Well = 240 Weight: 454 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except' TOP CHORD Sheathed or 4-1-9 oc purlins. T2 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. BOT CHORD 2 X 8 SYP SS WEBS 2 X 4 SYP No.2 REACTIONS (Ib/size) A=7994/0-3.8, J=5903/0.3.8 Max Horz A=21(load case 4) Max UpliltA=-2713(load case 2), J=•1995(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B=-17555, B-C=-26432, C-D=•33583, D-E=-37439, E-F=•36512, F-G— 36512, G-H=•34015, H-1=•24179, 1-J=-14664 BOT CHORD A-R=16310, 0-R=16606, P•0=26431, P-S=33583, 0-S=33583, N-O=37439, N-T=34015, M-T=34015, L-M=24178, K-L=13691, J•K=13621 WEBS B-R=1902, I-K=453, B•0=10697, C•0=-3284, C•P=7887, D•P=-1935, D•0=4252, E•0=152, E-N=-1021, F-N=•29, G•N=2753, G-M=-1349, H-M=10849, H-L=-4693, I-L=11418 NOTES (10) 1) Special hanger(s) or connection(s) required to support concentrated load(s) 65.0Ib down and 22.31b up at 16-10-0 on top chord, and 3075.01b down and 1057.01b up at 12-4.0, and 22.OIb down and 7.61b up at 16.8-8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) 4-ply truss to be connected together with 16d Common(.162"x3.5") Nails as lollows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as lollows: 2 X 8 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9.0 oc. Attach chords with 1/2 inch diameter bolts (ASTM a-307) with washers at 2-0.0 on center. Special hanger(s) or connections) required to support concentrated load(s) 65.01b down and 22.31b up at 16-10.0 on top chord, and 3075.01b down and 1057.01b up at 12-4.0, and 22.01b down and 7.61b up at 16-8.8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 4) Unbalanced root live loads have been considered for this design. 5) Wind. ASCE 7.98 per FBC2001; 110mph; h=251t; TCDL=6.Opsh BCDL=6.Opsh occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 6) Provide adequate drainage to prevent water ponding. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2713 lb uplift at joint A and 1995 lb uplift at joint J. 8) This truss design allows for the following max. bolt holes along the member c1lines spaced a min. of 0.6.0 aparl: 0.500in in the top chord, 0.500in in the bottom chord. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 65.01b down and 22.31b up at 16-10-0 on top chord, and 3075.01b down and 1057.OIb up at 12.4-0, and 22.01b down and 7.61b up at 16-8.8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 10) 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 verily all design information on this sheet for conformance with conditions and requirements of the specific budding 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) U o rp Vert: A-B=•60.0, B•D=•60.0, D•1=-98.0, I-J=•60.0, A-S=•734.0, S-T=•746.0, K•T=-34.0, J•K=-20.0 y '� N d� Go Concentrated Loads (lb) �d 16► Vert: I=-65.0 K=-22.0 T=-3075.0 N IL N • r�ii T>I � D S Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902G17 53906902 IHJ2 IJJ4 Apr -1.5.0 3.5.11 1.5-0 3.5-11 C Scale 3.51 12 T1 A B1 30 _ 3.5.11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a - n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.04 A >446 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell - 240 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-5-11 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-39/Mechanical, B-159/0-3.8, D-20/Mechanical Max Horz B-63(load case 2) Max UpliltC--38(load case 5), B--173(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--17 BOT CHORD B-D-O NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.0psf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint C and 173 lb uplift at joint B. 3) Truss shall be fabricated per ANSIl1-PI 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 responsibilitl 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 (pll) Vert: A-13--60.0 Trapezoidal Loads (pll) Vert: B--2.4-to-C--55.7, B-0.0-to-D--18.6 m eeuu a u N C J n- N +' c.D `c° y, Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902HJ2 53906902 EJ2 russ Job Reference 000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 09:21: 2-5.4 2 6 0 scab - LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) Ma - n/a TL20 245/193 TCDL 10.0 Lumber Increase ' 1.25 BC 0.02 Vert(TL) 0.01 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell - 240 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-6-0 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-52/Mechanical, B-178/0-3-8, D-23/Mechanical Max Horz B-62(load case 5) Max UpliftC--54(load case 5), B--87(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-16 BOT CHORD B-D-O NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint C and 87 lb uplift at joint B. 3) 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 responsibilit) 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 CD to IX N LL 3 r N � Z Q Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902EJ2 Job Truss Truss Type Oty Ply Centex Orlando/2509-Alsk/3-31-3 53906902 G15 MOUQ�_ 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:05 2003 Page 1 260 2,a II 2-6-0 Scale - 1:7. 5.00 F,2 r T1 A B1 5x6 = D C 20.0 260WS� 1 2-0-0 0-" Plate Offsets X Y : A:0-3-0 0-2-12 LOADING (psf) SPACING 2-0.0 CSI DEFL In (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) 0.00 A-C >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.00 A-C >999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min Weil - 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-6-0 oc purlins, except end verticals. BOT CHORD 2 X 6 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-141/0-3-8, C-366/Mechanical Max Horz A-51(load case 3) Max UpliftA--33(load case 4), C--102(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-21, B-C--66 BOT CHORD A-D-0, C-D-0 NOTES (4-5) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.0psf; BCDL-6.0ps1; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint A and 102 lb uplift at joint C. 3) Special hanger(s) or connection(s) required to support concentrated load(s) 331.0lb down and 113.81b up at 2-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 4) Truss shall be fabricated per ANSIfTPI 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. 5) L26R: Right end may be attached to 2x6 So. Pine or larger BC of two or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (pll) Vert: A-C--20.0, A-B--60.0 Concentrated Loads (lb) Vert: D--331.0 l N •. C Q Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902G15 Job Truss Truss Type Oty Ply Centex -Orlando/2509-Alsk/3-31.3 53906902 HJ3 JACK 2 1 Job Reference o tional Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr - 5.000 s Feb 20 2003 METek Industries, Inc. Wed Apr 23 08:31:06 2003 Page 1 -1.5-0 4-2-3 1-5.0 4-2-3 c Scale 9. 3.54 F12 71 B B1 1 A U4 - D 4.2-3 4.2.3 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a - n/a TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0.05 A >387 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl - 240 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2-3 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-67/Mechanical, B-171/0-3-8, D-28/Mechanical Max Horz B-70(load case 2) Max UpliltC--56(load case 5). 1:1--178(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--19 BOT CHORD B-D-O NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-251t; TCDL-6.0ps1; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 56 lb uplift at joint C and 178 lb uplift at joint B. 3) 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 verily 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-13--60.0 Trapezoidal Loads (pit) Vert: B--2.3-to-C--63.6, B-0.0-to-D--21.2 2w c N N N � �` Q r. Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902HJ3 53906902 IEJ3 -3 1--394 — 2.11-4 %010 2.11.4 0.0.12 Scale: LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz( L) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/dell - 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-0 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-70/Mechanical, B-195/0-3-8, D-28/Mechanical Max Horz B-73(load case 5) Max UpliftC--67(load case 5), B--84(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-22 BOT CHORD B-D-0 NOTES (3) 1) Wind: ASCE 7.98 per FBC2001; 110mph; h-25111; TCDL-6.0psf; BCDL-6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint C and 84 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/fPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of Interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design Information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard gib» N i fl 1 Z N N Ira C.7 i, Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902EJ3 Job Truss Truss Type Qty Ply Centex-Orlando/2509-A lsk/3-31-3 53906902 H1G HIP 1 1 Job Reference (optional) Universal Forest Producls,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:06 2003 Page 1 3.0.0 4.0.0 7.0.0 , 3.0.0 1-0-0 3-0-0 Scde 1:11. 50 = U4 _ 8 C 5.00 12 T2 w1 w1 T1 Ti 17 D A 1 LJ 81• LJ Ia 2x3 II 2x3 II C F E 3x4 = 3x4 _ 3-1.12 3.10-4 7.0-0 3-1-12 0-8.8 3-1.12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Verl(LL) . 0.01 F >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.01 D-E >999 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 D n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/dell - 240 Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed 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) A-331/0-3-8, D-331/Mechanical Max Horz A--29(load case 5) Max Uplif1A--98(load case 4), D--98(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B--572, B-C--497, C-D--572 BOT CHORD A-F-491, E-F-497, D-E-491 WEBS B-F-52, C-E-52 NOTES (7-8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.Opsf; BCDL-6.Opsh occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint A and 98 lb uplift at joint D. 5) Girder carries hip end with 3-0-0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 45.01b down and 36.31b up at 4-0-0, and 45.01b down and 36.31b up at 3-0-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 8) Right end may be attached to 2x6 So.Pine BC of two or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (pit) Vert: A-B--60.0, B-C--70.6, C-D--60.0, A-D--23.5 Concentrated Loads (lb) Vert: B--45.0 C-45.0 o RV a.: Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H1 G 53906902 1 CJ5 I ROOF TRUSS Job Reference (optional) k Industries, Inc. Wed Apr 23 !"IN U4 = 4-10-15 4-11 11 4.10.15 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) ' n/a - rda TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.05 A >263 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min Well - 240 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed 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-115(load case 5) Max UpliftC--116(load case 5), B--77(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-42 BOT CHORD B-D-O NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.0psf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint C and 77 lb uplift at joint B. 3) 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 responsibilitl 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: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ5 53906902 I CJ3 I ROOF T 000 s 2.10.15 2.11i11 Scale - LOADING (psf) SPACING 2-0.0 CSI DEFL In (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.01 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft - 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C-69/Mechanical, B-194/0-3-8, D-28/Mechanical Max Horz B-73(load case 5) Max UplifIC--66(load case 5), B-414(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-21 BOT CHORD B-D-O NOTES (3) 1) Wind: ASCE 7-98 per F8C2001; 110mph; h-25ft TCDL-6.0psf; BCDL-6.Opsf; occupancy category Il; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint C and 84 lb uplift at joint B. 3) 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 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 J p a N N n- N i• � Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ3 53906902 I CJ1 I 112 LOADING (psi) SPACING 2.0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 Scale . 1 A.' 0.10-15 0�1 0-10-15 0-0-12 CSI DEFL in floc) Weil PLATES GRIP TC 0.06 Vert(LL) n/a - n/a TL20 245/193 BC 0.00 Vert(TL) 0.00 A >999 W B 0.00 Horz(TL) -0.00 C n/a (Matrix) 1 st LC LL Min I/deft - 240 Weight: 5 lb BRACING TOP CHORD Sheathed or 0-11-11 oc purlins. 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-41(load case 4) Max UpliftB--102(load case 4), C--27(load case 5) Max Grav B-133(load case 1), E-9(load case 1), C-29(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-21, B-C--26, C-D--4 BOT CHORD B-E-O NOTES (3) 1) Wind: ASCE 7.98 per FBC2001; 110mph; h-25ft; TCDL-6.Opsf; BCDL-6.0psl; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint B and 27 lb uplift at joint C. 3) 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 responsibilitl 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 O N N N Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ1 PLOT • PLAN DESCRIPTION: (AS FURNISFIED) i LOT 30, 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) SOUARE FOOTAGE (UP TO CURB) I LOT •30 CONTAINS; 9530 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 1505 SQUARE FEET t TOTAL CONCRETE 768 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 7257 SO. FT. t PERCENT OF CONCRETE do STRUCTURE TO LOT 24% t LOT 30 UP TO CURB CONTAINS 9793 SOUARE FEET t THIS STRUCTURE CONTAINS 1505 SOUARE FEET t CONCRETE 909 SO. FT. i INCLUDING (SIDEWALK/APRON) TOTAL SOD 7379 SO. FT, t TRACT A O STORMWATER MAMAGEMENT S88'03'45"E 71.47' T LOT 40 ��a� 1 • (1 1' 30' GRAPHIC SCALE 30 LEGEND BUILDING SETBACK LINE CENTERLINE -- RIGIIT OF WAY LINE x PROPOSED ELEVATION PROPOSED DRAINAGE FLOW O CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT (P) PER PLAT (M) MEASURED FND FOUND C/W CONCRETE WALK S/w SIBE WALK C66 CONCRETE PAD PD PLAT BOOK R RADIUS PGS PAGES MLW MINIMUM L01 WIDTII POO POINT ON BOUNDARY PCC POINT OF COMPOUND CURVATURE POC POINT ON CURVE OR OFFICIAL RECORD PD PLANNED DEVELOPMENT 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH C B DENOTES CHORD BEARING, PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER COW CONCRETE BLOCK WALL RP RADIUS POINT CS CONCRETE SLAB C CHORD LENGTH so rT. SQUARE FEET NG NATURAL GRADE R/W RIGHT-OF-WAY 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 I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN BEARINGS SI4OWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 30 AS BEING N 88'03.45" W PER PLAT. (FIELD DATE:) REVISED: SCALE: 1" = 30 FEET APPROVED BY WRM I LOT 31 LOT 30 DRAINAGE TYPE B RP UF 5ANFORD �e; 0 1 /'6 s' Ord/ A=30'40'42" ' �q- L=26.77 R = 50.00' v CB=S61'15'12"w &'9kP <I C=26.45' �q14 �o ` '�Z \- 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. AMERICAN SURVEYING & MAPPING JOB NO. ASM39644 CERTIFICATION OF AUTHORIZATION NUMBER 1.916393 L OT PLAN B-25-03 JML 320 EAST SOUTH STREET, SUITE 180 DRAWN BY:ORLANDO, FLORIDA FIT STUDY 01-13-03 CKB , 32801 (407) 426-7979 FOR THE AVID M. DI:FILIP 0 SMy5038 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 O,SG Builder: CENTEX-FOX & JACOB. Address: /73 BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 42.0 kBtu/hr _ 3. Number of units, if multi -family I _ SEER: 12.00 _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (A') 2509 ft" c. N/A _ 7. Glass area & type a. Clear - single pane 258.0 A' _ 13. Heating systems b. Clear - double pant 0.0 ft' _ a. Electric Heat Pump Cap: 42.0 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft2 _ HSPF: 8.50 _ d. Tint/other SHGC - double pane 0.0 A= 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, 399.01`1' _ c. -ice 14. I -lot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 802.0 A' _ EF: 0.86 _ b. Frame, Wood, Adjacent R=11.0, 310.0 ft= _ b. N/A _ C. Frame, Wood, Exterior R=11.0, 1176.0 ft= d. N/A _ c. Conservation credits _ c. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1741.0 ft= _ 15. HVAC credits _ b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A FIF-Whole house fan, II. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 1.0 A _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 31902 PASS Total base points: 35706 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BYt:�Vk_ 17k�A1'__ DATE: " AUG 2 6 70M I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENTr` DATE: AUG 2 6 7n03 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. v,6 � a BUILDING OFFICIAR DATE: ch 'i lif ar°_y; ORV EnergyGauge® (Version: FLRCSB v3.2) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 2509.0 25.78 11642.8 Single, Clear W 1.0 16.2 32.0 53.47 1.00 1705.6 Single, Clear W 1.0 14.2 10.0 53.47 1.00 532.7 Single, Clear W 1.0 18.0 40.0 53.47 1.00 2132.1 Single, Clear E 1.0 16.2 32.0 59.31 1.00 1891.2 Single, Clear S 1.0 16.2 32.0 44.66 0.99 1420.6 Single, Clear E 1.0 6.2 32.0 59.31 0.97 1847.8 Single, Clear W 1.0 6.2 16.0 53.47 0.97 832.9 Single, Clear W 1.0 6.2 16.0 53.47 0.97 832.9 Single, Clear E 1.0 10.2 32.0 59.31 0.99 1886.8 Single, Clear E 1.0 8.2 16.0 59.31 0.99 942.3 As -Built Total: 258.0 14025.1 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 310.0 0.70 217.0 Concrete, Int Insul, Exterior 4.1 802.0 1.18 946.4 Exterior 1978.0 1.90 3758.2 Frame, Wood, Adjacent 11.0 310.0 0.70 217.0 Frame, Wood, Exterior 11.0 1176.0 1.90 2234.4 Base Total: 2288.0 3975.2 As -Built Total: 2288.0 3397.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Insulated 18.0 1.60 28.8 Exterior 20.0 4.80 96.0 Exterior Insulated 20.0 4.80 96.0 Base Total: 38.0 124.8 As -Built Total: 38.0 124.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1741.0 2.13 3708.3 Under Attic 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 4449.6 INFILTRATION Area X BSPM = Points Area X SPM = Points 2509.0 14.31 35903.8 2509.0 14.31 35903.8 EnergyGauge@ DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 48834.7 Summer As -Built Points: 52710.2 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 52710.2 1.000 (1.087 x 1.150 x 0.90) 0.284 1.000 16851.5 48834.7 0.4266 20832.9 52710.2 1.00 1.125 0.284 1.000 16851.5 EnergyGaugeTM DCA Form 600A-2001 EnergyGaugeOfflaRE52001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Poin .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, Gear 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 18.0 4.00 72.0 Exterior 20.0 5.10 102.0 Exterior Insulated 20.0 5.10 102.0 Base Total: 38.0 174.0 As -Built Total: 38.0 174.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1741.0 0.64 1114.2 Under Attic 30.0 1741.0 0.64 X 1.00 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 1 Area X WPM = Points 2509.0 -0.28 -702.5 2509.0 -0.28 -702.5 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 7358.6 Winter As -Built Points: 9862.2 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 9862.2 1.000 (1.078 x 1.160 x 0.92) 0.402 1.000 4555.7 7358.6 0.6274 4616.8 9862.2 1.00 1.150 0.402 1.000 4555.7 EnergyGauge^' 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 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 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 cIm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" 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 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2' clearance & 3' from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Mulb-storILHouses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqls 606.1 ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. SA-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 as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficien 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 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge"" 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. 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 (fY) 2509 fi' c. N/A 7. Glass area & type _ a. Clear - single pane 258.0 fl' _ 13. Heating systems b. Clear - double pane 0.0 fi' _ a. Electric Heat Pump Cap: 42.0 kBtu/Irr _ c. Tint/other SHGC - single pane 0.0 fi' _ HSPF: 8.50 _ d. Tint/other SHGC - double pane 0.0 fl' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) 11 _ c. N/A b. Raised Wood, Adjacent R=11.0, 399.Ofi' _ c. N/A- 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 802.0 ft' _ EF: 0.86 _ b. Fame, Wood, Adjacent R=1 1.0, 319.0 ft' _ b. N/A c. Frame, Wood, Exterior R=11.0, 1176.0 fi' d. N/A _ c. Conservation credits _ e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1741.0 R2 _ 15. HVAC credits _ b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, I I. Ducts _ PT -Programmable Thermostat, a. Sup: Une. 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) 'qT11ESri in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. AUG 2 Builder Signature: Date: 6 2003 � a Address of New Home: 413 BRISTOL FOREST TR. City/FLZip: LAKE MOUROE/32747 ,Q6-- � *NOTE.- The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTudesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGaugeO (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 Project• • For, CENTEXrFM&,KC0 S INIMENEENEIR Des-igan Information Weather. Qlarxb AP, FL, US Winter Design Conditions Ckhside db Inside db DesignTD Heating Summary Summer Design Conditions 38 °F Offside db 70 °F Inside db 32 .F DeskpTD Daily MrK Relative h ffWtty Moisture d'Aferenoe Building heat loss 36350 Bbdi Verdabon air 0 cfm Venblation air loss 0 Bhh Design heat load 36350 Btuh Infiltration Method Simplified ReplacesqualityAverage Area ft= Heating Cooling 2509 Volume (ft) 20072 20072 �d>�e dm� 234 134 Heating Equipment Summary We J *FrROL Trade Efficiency Healing irpA Healing aoUtptA "c�,alW 1e111tki g �, Heating air flow factor 0 Bbh @ 47°F 1400 cfm 0.039 dhVBblh 93 T 75 °F 18 °F M 50 % 43 grAb Sensible Cooling Equipment Load Sizing Structure 29386 Bluh Ventilation 1485 Btuh Mm t mperaiuresMv 3..0 °F h9 Rabe w* g nalf6p6er 0.98 TOW sens. equip. load 30253 Bhh Latent Cooling Equipment Load Sizing 12 Bkh Verfi� 2212 Btuh Infiltration 3946 Btuh Trial Wet equip. bad 7538 Bb h Trial e�Qugqp�r�t� bad 37791 Bb h Req. Wcapacily at 0.700% SHR 3.6 bon Cooling Equipment Summary Make M ROL Trade Efficiency Latent cool Tow ocoling Add" 000 ng fan Cooling air flaw factor Load sensible heat ratio Boldl/talic values have been manually overridden Rinbout oe4d' red by ACCA to meet al mquirema-es of Manual J Ah Ed. 120 EER 29050 Bluh 12450 Bluh 41500 Bluh 1400 cfm 0.048 dmlBblh 80 % ,-'Z= VVr1C) Itsoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 IC,Q\ E:1FilesXAFox & 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) 031-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 20072 ft3 x 0.0167 = 234 cfm 2 Woner infitration load 1.1 x 234 cfm x 32 °F Wider TD = 8243 Bhh 3. Winter bnfilbationHTM 8243 Bhh / 296 ft2 Total window = 27.8 MAW and door area Procedure B - Summer Infiltration HTM Calculation 1. Swwner K bation AVF 0.40 ach x 20072 ft' x 0.0167 = 134 cfm 2 Swwner infiltration load 1.1 x 134 cfm x 18 °F -& rr TD = 2650 Bhh 3. Sm ner'r>filtration HTM 2650 Bhh / 296 ft2 Total window = 9.0 Btuhlfe and door area Procedure C - Latent Infiltration Gain 0.68 x 43 gr/Ib moLstd'rff. x 134 cfm = 3946 Bhh Procedure D - Equipment Sizing Loads 1. Sensible stung load Sensible ventilation load 1.1 x 75 cfm vent x 18 'F Sum -aTD = 1485 Bhh Sensible bad for structure (Lion 19) + 29386 Bbh Sum of ventilation and structure bads = 30871 Bbh Rath g and bernperahue swoig mul6)W x 0.98 Eq*r nerd sag bad - Sensible = 30253 Bhh 2 Latent swing bad Latent ventilation bad 0.68 x 75 cfm vent. x 43 gr/lb moistdiff. = 2212 Bhh Internal bads = 230 Bbh x 6 people + 1380 Bbh Irfiltr-dtion bad from Prooedure C + 3946 Bbh Egrfpmerd sVM bad - tatert = 7538 Bbh 'Co waxtion QuAy is: a No. of Fueplaoes is: 0 Boldlilalic values have been manually overridden Prinbrd Certified by ACCA m meet all reWrements of Manual J 7th Ed. , t wregi-itsoft Righl-Suite Residential' 5.5.06 RSR26014 2002-Apr-03 16:42:13 ACCK E:%Files%ftFox & Jacobs 20021250912509.rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Job: 2509 8.28.01 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 IN a C n 0 d 1 1 90 1.0 1.0 11.0 3.2 54A 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/LIWFOY 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 30A 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 54A 32.0 0.0 M.BTHMIC BDRM2 a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 16.0 0.0 BDRM3 a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 16.0 0.0 BTH2 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 wreghtsoft Righl-Suile Residential' 5.5.06 RSR26014 2002-Apr-03 16:42,13 �,CA E:1FileslAFox d Jacobs 200212509%2509.rsr Page 1 �I bj WORKSHEET nre otuse DEL AIR HEATINGAJR CONDITIONINGrR Job:'2509 8.28.01 109 COMMERCE STREET. LAKE MARY. FL 112746.6206 Phone: (4071 831-2665 MPHLYtL471116d 1 Namedrom Erie Ho" FAMILY POR N0000C HEN 2 Ler�tdepomd%d 323D 11 54D 1f 4114 34D 4 3 Rmcbmisim 17.0 x 15D 1f 4.0 x &0 A 24.0 x 11.0 A 4 Cek% CordiOption 8.0 heAbool d 8.0 heclknd &0 heetl>ool 8.0 II hecibool TYFECF CST HTM Aaea Load" Ama Lcedit" Wee Load" Area Loed(Bbf� E420SLFE NOL Hlg 09 (W) Htg CI9 (� H1g C19 (R') H,9 (39 W) Hi9 C19 5 Gross a 14B 4. 21 "" "" "" "" "" "" 272 - - Eipoeed b 13C 1 "" "" 1 "" "" "" "" 0 vtelsand c 12C 1 1 "" "" "" "" "" "" 0 pallsars d 0. 0. '"" "" "" "" "" "" 0 e C1 0 "" "" "" "" "" "" 0 t 0 0 "" "" 0 6 V*dlwsald a 1C 37 ^ (IN "" 1 "" "" 10 glass doors b 8C 37 ^ 147i "" "" 40 Im . Heebig c 9C 38. '"" "" 0 d 0. ^ "" "" .... 0 .... e 0. ^ ^^ ..^ ^» 0 .... 1 0. .. ..^ .... ..^ 0 .... 7 V*daesard NoM 0. '"" 0 "" "" 0 glassdoors NEMW 0. "" 0 "" 0 Ccobg ENV 54. "^ 12294 "" 1741 .. W SE/SW 0. "" 0 "" "" 0 Sotgh 3D) .... 973 ^.. «» 0 ^.. Horz 0 "" 0 "" "" 0 8 O0>erdoors a 11A 18 12 717 484 1 229 0 b 11A 1 12 0 0 c 0. Q 0 0 9 Nef a 14B 4. 21 3f8 1651 11 494 222 1 epoeed b 13C 1 31 977 363 16G 701 0 vAkard c 120 2 1 11 3387 22j6 0 I, rdons d 0. 0. 0 0 e 0. 0. 0 0 1 0. 0. 0 0 10 CeBngs a 16G 1. 1. 1741 1836 2413 2i4 b 0. 0 0 0 c 0. 0. 0 0 d 0. 0. 0 0 e 0. 0 0 0 1 0.1 0. C 0 a 0 11 Floors a 22A Z5. ox 1 4199 0 91 34 8m RJ W room b 19G 1. 0. 453 0 0 F Eel c 0. 0 0 0 Is d 0. 0. 0 0 Corslab a 0. 0. 0 0 5-) C 0. 01 0 C 0 12 611a6ort a Z7 9 w 26ED50 t 448 50 13 Srl:bfal bss-6+a+11+12 Lesseder dheebg C•••• ^•• »^ •••• •••• •••• ^» Law ttvdel .... ^.. .... ^.. ^^ .... .... ^.. 44 Q bbssed5tbr�on Sib "" 1 "" W 151 Total loss =13+14 "" 35350 "" "" 16 Irtgim Peoria@ 30 E"" i8CD 4"" 12 "" 0 .... .... 1 .... 17 9,WRSHg*p7+&+12+@6 "" "" 26714 "" "" 427 "" "" "" "" 5191 Lessederrelax6V •••• ^« 0 ^^ ^•• ^^ ^» ^^ ^» Lessba der .... .... 0 .... .... .... .... ..^ .... Coabg redi�brpon .... .... 0 .... .... .... .... ^.. .... 18 Did gait 1 "" 271 1 "" 42 V - 1 - 5 19 TdaIRSHq*F(17+18)W 1DD "" 2M% 1DD - 47 1DD - 4 1DD - 2) Air regtied 04 "" 14[Cl 14� "" 461 Rwibth oelfifted by ACCA to meet al mgmmients of Marw J 7th Ed. C wtregl-7tsOT-C Right -Suite Residential^' 5.5.06 RSR26014 2002-Apr-03 16:42:13 E:1FilesV%Fox d Jacobs 2002%250912509.rsr Page 1 IG iM ORKSHEET ntbre c%e DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.26.01 109 COMMERCE STREET. LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 rvtwvtr�a mtn 1 Narltedroom LDY DW4WFC( MSTRBR mHnwVIC 2 LenldevDsedvkd 6,08 64JD 8 40.0 A 3D.0 III 3 Roandlts6b 16.0 x 6.0 8 190 x 220 8 21D x 19D 8 13.0 x 16D 8 4 C low Cardt.Option 8D 1tee-I... &0 1111, eAA>od 8.0 11 heAbool 8D Ili1tee1bool TYFEOF CST HTM Area LoadP4 Wee Lad(BW Wee Loed(Blf)) Flee LoedP4 E4K)SU 1E ND Hg C19 (W) Hl9 C19 QF) Htg Cg (W) Hl9 CI9 OF) Hg C19 5 Gross a Ile 4 21 - - "" "" - - 0 - F b 13C 3 1 - - 1 "" "" "" 0 - walsard c 12C 1 "" "" "" "" U "" "" 210 pawls d 0. 0 "" "" "" "" "" "" 0 e 0. Q »» .... »» ..» »» ».. 0 .... .... 1 0 ..« ..« 6 Wtcbward a 1C 37 "" 64 "" 1 "" 0 gbwdoors b 8C 37 "" »" "" 0 F-&V c 9C 311 "" "" "" 0 d 0. 0 »» e 0 "" "" "" 0 1 0. » "" "" "" 0 0 7 W1rdwsard North a »•. 0 •»• »» 0 »•• gtassdoors NENW 0. 0 "" - 0 Cocirg EW 54. "" 0 - 1741 - 1741 0 SEf91N 0. "" 0 - - 0 South 3D. »" 0 - 973 - 0 Holz 0. 0 "" - 0 8 CQwdoors a 11A 18 12 0 255 0 b 11A 1 12 0 0 c 0 0 0 0 9 NA a 14B 4. 21 22I 99 1 6D1 0 eked b 13C 3 1 0 1% 0 w %ard c 12C 2 1 0 291 2I0 e1 pa8iats d 0 0. 0 0 e 0. 0. 0 0 ( 0. 0. 0 0 10 Ceilgs a 16G 1. 1. 0 3G9 421 208 b 0 0 0 0 c 0. 0. 0 0 d 0. 0. 0 0 e 0. 0. 0 0 0 0 1 0, 0 0 0 11 Floors a 27A 25 156 0 61 1 0 (Note: roan b m 1. 0 0 309 0 c 0 0 0 0 tsdtspl d 0 0 0 0 forstab a 0. 0. 0 0 0 Sours) 1 0.1 0 0 12 Infiltration a 27 9 0 84 752 32 &.286 0 13 St6btalbm=6+&+11+12 "" 377 "" "" C515"" »^ "' "" 911 LesseftrlAhee&V C»« »•• »•• ».• •••• •••• •••• Lestrader .... .... .... .... .... .... .... .... redsbbtbon 14 Dtd loss "" V - tO' "" 10 91 15 Total loss =13+14 "" 414 "" "" - - 41 "" - 1002 16 htgails: Fleo*@ 0 1 3w 1 - 0 - 0 "" - 0 - 17 SLkfdRSHg*r=7 6�+12►16 "" "" %9 'm Leseurdoockv 0 Lessrcmda .... .... 0 .... .... .... .... .... .... Cooing redt;bbtbort .... .... 0 .... .... .... .... .... .... 18 Dtdgail Im"" 70 WA "" 478 101 - IDQA 19 Total RSHgairI17+18)'P1F 1DD 76D 1.OD "" 5211 100 "" 1DD "" 2J Air mol ned (drry "" 1 37 "" 361 251 "" 1 ""36 R vibdt oertiW by AWA tD meet A mgsweTts of MaTT d J 71h Ed. wrnghtsOflt Right -Suite Residential 5.5.06 RSR26014 2002-Apr-03 16:42:13 14CZA` E:Wileslf%Fox it Jacobs 200212509%2509.rsr Page 2 I JiTd WORKSHEET nbre ouse DEL AIR HEAMNG,AIR CONDMONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 sfin ta 1 Naltedmm BDRW BDRW BTH2 BDRM4GA ERM 2 Laghdavoeed� 15.0 f( 28A fl 6.01t 420 Il 3 Romd11atsors 15D x 17.02 13.0 x 15.00 160 x 6.00 18A x 18A ft 4 Ceixgs Codl Cpkn &0 hecl1 &0 fl heallood &0 hee i d &0 nil TYFECF CST HTM Area LoedRdo Area Loed(T do Area Laad(Blft) Area Load" E)FOSL1AE NCI Hl9 ot9 (W) Hig C19 OF) Hi9 C19 OF) ►14 C19 (W) Hi9 C19 5 Ctioss a 14B 4. 21 ^" ^^ ^^ "" "" "" 0 6poead b 13C 3 1 "^ "" "" "" "" "" 0 wakatd c 12C 1 1 "" "" "" "" "" "" 3x paf6ors d 0. 0. "" "" "" '"" "" "" 0 e 0 0. ""' "" "" "" "" "" 0 1 0 0. ..» «» .«. »» »» .... 0 .... .... 6 V*dMsard a 1C 37 591 "" �1 "" "" 48 177 - glass doors b 8C 37 » "" »" "" 0 - Haalrg c 9C 38. "" "" "" 0 - d 0. "" "" ^" 0 ^" e 0. 0 1 0. » «» «» ».. 0 .... 7 VVitdatsard North 0. 0 "" ^^ 0 - glass doors NEMW 0. 0 0 "" "" 0 - Coofg ENV -5 "" 870 1 "" 819 "" 48 - 2611 SEI91V 0. "" 0 "" "" 0 - Soli 30. "" 0 "" "" 0 - Horz 0. '"" 0 "" "" 0 - 8 Odwdoas a 11A 1 12 0 0 b 11A 18 12 0 0 c 0. 0. 0 0 9 Net a 14B 4. 21 0 0 epoeed b 13C 3 1 0 0 vied c 12C 1 104 308 22 404 1 288 paffas d 0. 0. 0 0 e 0. 0 0 0 f 0. 0. 0 0 10 Ceings a 16G 1. 1. 2r 9 353 1% ZA 101 324 44 b 0. 0. 0 0 c 0. 0. 0 0 0 d 0. 0 0 0 e 0. 0. 0 0 0 1 0. 0 0 0 11 Floors a 2?A 25 01 0 0 (Nola: mom b 19G 1 0 0 0 c 0 0. 0 0 a d 0 0. 0 0 forslab a 0 0. 0 0 5-) 1 01 0 0 0 12 6 W4. a 27 9 446 143 16 4q 143 C 48 1 430 13 StUblal bss 6+&+11+12 "" 1(m "" "" "" "" "" ""42E2"» Lmed3otalhe*Ig .... .... .... »» «» »« .... .... Lessl-alder .... ..» .... .... .... .... .... .... redd NA, 14 Dudloss Im 161 "" ION"" 1 15 ToWUs=13+14 "" M "" "" "" - "" "^ 4711 16 Mgaiis Pao*@ 0 0 - 0 in 0- 0 17 StkURSHgair=7�2+@6 "" "" m "" 168f "" - Leme�mrd0Xig •••• •••• 0 - •••• »» »» «•• •••• Lem batdal .... .... 0 «« .... ».. ».. «» .... Coo4gredsfnbtlm .... .... 0 ..» .... .... .... .... .... 1B DudgEin "" 157 1 "" 169 "" 1 19 TcURSHO- (17+18W Im '"" I-m 1DD "^ 1 57 1.0f1 "" 1D0 "^ M Aimgied (tYr1) "" 82 "" 88 _ 1 1 "" 0 PlhW owed by W" b meet all mwWf e-dS of Mmiml J 7(h Ed. wreght50ft Right -Suite Residential^' 5.5.06 RSR26014 2002-Apr-03 16:42:13 'I+` E:1FilesV%Fox d Jacobs 20021250912509.rsr Page 3 1'-4" v] 40'-0" U -3 S -3 24 O.C. '-0 A m ~r OSZU. a o F- y e PERM-T _lp , a C'u — — — — — — — co co cc) 0c) co 0c) co co o-, Li.. Li L L- Li L L- Li Li L� Li L L- Li L.I_ L L- L L- L L- L L- L� Li Li N a r Q N Z E�] m = ZF W ZO Z BOTMV CHORD BEA END OFFICE COSY � In CD M I I �_ SUPPORTING I x I cV I cV � I FT2 FT6A qg1, C� 1 I I I tjo FT2 L �6- ' FT2 6 CROP FT7 1 �; � CROP. = mamar,� FT2 FT7 .a. g himalF FT2 FT7 ADJFOR FT6AUST ING FT6A o o a FT6 Z> > FT2 DRERIOR BDAM LiFT6cn O Er N FT FT6 o m Q o0 FT1 FT N 'co FT4 N FT3 N O � 0 cn U G 20'-8" 8"19 PC 5'-8" PC 12'-4" � a • 40'-0" To SIRONGBACK DEUYLS`x"� 16 d NA65 0WSTRONGBACKL _VqTF6L BLOCK o= Z. Z oU aN y N � 'zz ]s6�(111N) SECu6"�°'RE E�/D(3)18d ►LVI�S°o EAC►1 VERnCAL- DRAWN BY: TON LOCAIT OSE m BOTTOM CHORD AS POSSBLL SIRONGSACKS SPACED AT 10'-T (MA) ARE $QED TO MAINMIN CERTAIN FlRE ASSEMBUES. CHECKED BY: SIRONGBACKS ARE RECOMMENDED TO MINIMRE VIBRATI011• DRAWING NUMBER 1310001 HANGER LEGEND TYPE DESCRIPTION I I U/S 18 FACE AIO!/M - FLOOR 7-0-0 S.B. C11 <") U ICJ3 U CJ5 ER EJ7 ER ER I ER ER 0 ER EJ7 ER ER ER ER CJ5 I CJ3 40-0-0 = I =II =II =II =II = ~ _ =II =II =II =II = l01�0:,II�i�l��l�l�'�I I11I■I!MEN 27-0-0 13-0� 27-0-0 13-0-00 40-0-0 7-0-0 S.B. r c1 LO U ;CJ3 CJ5 I EJ7 ER , EJ7 I EJ7 ER I ER I ER EJ7 ER ER ER EJ7 EJ7 H18 \ H19 I 2' 6" HANGER LEGEND TYPE DESCRIPTION I I I HUS 28 1 MEDIUM DUTY - ROOF I b_ 6 1 1AjI to �J p NIC 0 > RVA W fig. N i � 41 "Pant V7 LLJ O 0 9 Q m Q Q 0 0 O� W 0 M LL- W 0- O a J Q W (T h \ � O W OOP �Lr) 2 z z 0 0 DU 3N>v U d G K DRAWN BY. M#V CHECKED BY. DRAWING NUMBER 1310002 3' bath duce to roof cop s/fan � s�s 3' bath duct to roof cop w/fan c mom ma dryer aal� p scate t r. Intr�Mnnn = a 11: P1 :► Must have a Hnirnun clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 insulation value. A / V./SY. W _ 1 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL 'J \z \z n c 5 S zr U m O > N W LJJ O 0 O W 0 U Q 06 x m 0 0 I l() 0 CU L,J x rlv W J LJ o� CD 0 Z Q CU � U 2: co i Rating z - O U >- m w .. > o z o J Q 1— m z w Q =) J O :3 m0--1(n00 Q (J ONE BY WOOD_ BUCK BY OTHERS CAULK BETWEEN V(NDOV FLANGE & WOOD BUCK STUCCO J BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD V H. (TYP.) ;WI DOW HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL V/_VULKEM 116 ADHESIVE CAULK, OR APRV'D. EOL. PERIMETER CAULK BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS � a a CAULK 'BETWEEN • B.V. WOOD BUCK & (BUCK WIDTH) MAS'Y. OPENING INSTALLATION ANCHOR BY OTHERS ONE -BY WOOD 3/16' DIA..TAPCON • BUCK BY OTHERS 1-1/4' MIN. EMBEDMENT INSTALLATION ANCHOR 3/16- DIA. TAPCON SHIM AS REO'D. 1/4' MAX. (SEE NOTES) FLANGE TYPE WINDOW FRAME . HEADER GLASS (TYP.) (SEE NOTES) B.H. (BUCK HEIGHT) FLANGE TYPE WINDOW. FRAME SILL PRECAST SILL Q v I BY OTHERS NOTES: SECTION A -A 1) SHIM AS REO'0.. 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 SILICONIZEO ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD do 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 QUANTITY LISTED WITH NEXT LARGER SIZE. FOR THE = APPROPRIATE DESIGN PRESSURE REO'O. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS, 8)' LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY. 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON ANCHOR SHOULD BE FILLED WITH #8 SCREWS Of 'SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN_ EMBEDMENT INTO WOOD BUCK. EXTRUDERS 1000 WN THIS SHIM AS REO'D. RIGID VINYL 1/4' MAX. GLAZING BEAD (SEE NOTES) (TYP.) GLASS (TYP.)(SEE NOTES) _ 'FLANGE TYPE WINDOW FRAME ,IAMB CAULK BETVEEN WINDOW FLANGE & WOOD BUCK 0 W.V. (WINDOW WIDTH) SECTION B-B 1-1/4' MIN. EMBEDMENT C> STU 0 BY OTHERS v v❑ PERIMETER . CAULK BY OTHERS CAULK BETWEEN WOOD BUCK P. MAS'Y., OPENING BY OTHERS CONCRETE OP, MASONRY OPENING BY OTHERS E I( B G 10) FLORID- SERIES SINGLE HUNG IS SHO .PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 ELEVATI ON' SERIES SINGLE RUNGS. 1 1) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO. BY WOODAC BUCK. USE 110 SCREWS OF VIEWED FROM EXTERIOR SUFFICIENT LENGTH TO ACHIEVE 1-3/8" MIN. EMBEDMENT AT- ALL INSTALLATION FASTENER LOCATIONS. Q TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF TO 40PsF 41 PsF TO 70PSF 30PSF TO 40PSF 41 PsF TO 70PsF SIZE SIZE 12 18 T/8 x 25 8 B 8 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 8 8 F.G F.G 145 18 1/8 x 55 1/4 8 8 F.G . F.G IS 18 1/8 x 62 8 B B F.G F,G.HI 16 18 1/8 X 71 8 F.G F.G.J.K 17 18 1/8 x 83 e 8 F.G F.G 1H2 25 1/2 x 25 8 8 F.G F.G 1H3 25 1/2 x 37 3/8 B B F,G F.G.H,I JH4 25 1/2 X 49 5/8 8 8 F.G F.C,HJ IM45 25 1/2 x 55 I/4 B B F.G F.G.H.1 IH5 25 1/2 x 62 8 8 F.G F.G.H.1 1H6 IH7 25 1/2 X 71 25 1/2 X 83 8 8 F.G.J.K F.G.J.K 30 1/2 x 26 29 1/2 x 25 8 8 8 8 F.G F.G 30 1/2 a 38 3/8 29 1/2 X 37 3/8 B F.G F..G 30 In . 50 5/8 29 1/2 X 49 5/8 B 8 F.G F.G.H.I 30 1/2 x 56 1/4 29 1/2 X 55 1/4 8 8 F.G F.G.H.I 30 1/2 . 63 29 i/2 x 62 8 B B F.G.H.1 F.G.H.1 30 1/2 x 72 29 1/2 X 71 83 B B' F.G.J.K F,G.J.K 30 1 2 x 84 29 1/2 x rju 22 36 X 25 B 8 F.G F.G 23 36 x 37 3/8 B 8 F.G F.G.H.1 24 36 x 49 5/8 8 8 F.G F.G.H.1 245 25 36 x 55 1/4 36 X 62 8 8 F.G.H.1 F.G.H.1 46 36 X 71 B e F,G.H.I 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 8 8 F.G F.GH.1 42 x 38 3/6 41 x 37 5/8 B 8 F.G F.G.H.I 42 x 50 5/8 41 x 49 5/8 B B F.G.H.1 F.G.H.1 42 a 56 1/4 41 x 55 1/4 8 8 F.G.H.1 O.E.F.G.H.1 42 x 63 41 X 62 41 X 71 8 8 F.G.H.1 D.E,F.G,H.1 42 x 72 42 x 84 41 X 83 8 8 F.G.J.K F,C.H.I.J.K 48 x 26 47 X 25 B 8 A,C A,C F.G F.G F.G.H.1 48 . 38 3/8 47 x 37 3/8 8 A.0 F G F.G.H.1 48 x 50 5/8 47 X 49 5/8 B A,C F.G.H.1 F.G.H.1 48 a 56 1/4 47 x 55 1/4 8 A.0 F.G.H.1 D.E.F.C.H.1 48 x 63 47 X 62 47 X 71 B A.0 F.G.H.1 D.E.f.C.H,1 48 x 72 47 x 83 F K OEFGHIJK 48 x 84 52 1/8 X 25 8 A.0 F.G F.G F.G F.G H I 32 33 52 1/8 x 37 3/8 8 8 AC A.0 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.I O,E.F.G.H.I 345 35 52 1/8 x 62 B A.0 F.G.H.1 F.G.H.1 O.E.F.G.H.1 O.E.F.G.H.1 36 52 1/8 x 71 52 1/8 x 83 8 6 AS A.0 F.G.J.K O.E.F,G.J.K.J,K . 37 • 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. ' FLORIDA EXTRUDERS I s NF Ro° F�oRioa _ TITLE: INSTALLATION DETAIL SGL. HUNG FLANGE WINDOWS - SERIES 1000 1500 &.2000 DRAWN BY: B B APPROVED BY: • # �L ��� DATE:10/09/01 SCALE: NTS DWG.: FLEX0016 PREPAREO BY: PRODUCT, &-APPUCAT10N ENGINEERING. INC.. 250 WTERHATI(ItM PKY., SUITE 250. HEATHROw, FLOR1Qt'32746--Pr10NE. 407 805-0365 FAX 407803-0366 (D . CAULK BETWEEN WINDOW FIN b SHEATHING INSTALLATION ANCHOR #8 WOOD SCREW STUCCO BY OTHERS WINDOW HEIGHT PERIMETER CAULK BY OTHERS I' MIN. EMBEDMENT �-- WINDOW WIDTH I/4' MAX. SHEATHING TWO BY WOOD SHIM SPACE BY OTHERS BY OTHERS TWO BY WOOD SHIM .AS REO'D. STUD BY OTHERS (SEE NOTES) SHIM AS REO'D. �+ (SEE NOTES) T ���•.1C • r,��`�� nll GLAZING (TYP.) (SEE NOTES) PERIMETER CAULK BY OTHERS INSTALLATION ANCHOR #8 WOOD SCREW STUCCO BY OTHERS CAULK BETWEEN WINDOW ,FIN SHEATHING ' b SHEATHING BY OTHERS SECTION A -A %NADW s 1/4' MAX. �q �; .�� GLAZING (TYP.) SHIM SPACE '` , ��t� F1.6�s� 7f (SEE NOTES) GLAZING (TYP.) (SEE NOTES) Iv FIN TYPE WINDOW FRAME HEADER FIN TYPE WINDOW FRAME S144ARBLE SILL STOOL BY OTHERS WINDOW WIDTH A 8 24' O.C. MAX. (TYP.) WINDOW HEIGHT SPACE (TYP-) 6' MAX. J (TYP.) 6' MAX. (TYP.) ELEVATION VIEWED FROM EXTERIOR FIN TYPE WINDOW FRAME JAMB PERIMETER CAULK. BY OTHERS I' MIN. EMBEDMENT \ I \ SHEATHING BY OTHERS CAULK BETWEEN WINDOW FIN b SHEATHING INSTALLATION ANCHOR #8 WOOD SCREW STUCCO BY OTHERS SECTION B- B NOTES: 1) SHIM AS REO.O. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE •1/4-. 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1' INTO WOOD BUCK. 4) USE SIL(CONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD. SILL & JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME, 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART. USE ANCHOR OUANTITY LISTED WITH NEXT LARGER SIZE. 7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUOERS 1500 AND 2000 SERIES SINGLE HUNG WINDOWS. - TWO BY WOOD BY OTHERS REV DESCRIPTION DATE INI FLORIDAEXTRUDERS INTERNAJ&2000 y - SANFOR .� 4 1'M1N. ;,�. TITLE: INSTALLATION DETAIL W/#8 SCREWS. EMBEDMENT - ^ µ , SINGLE HUNG FIN WINDOW - SERIES 1000,• 1DRAWN BY: BB APPROVED BY: DATE: I2/13/01 SCALE: N. T. S. DWG.:FLEX0026 C..1Tr nan ureruonv ri nolnn lP746 PHIINE 407 805-0365 FAX 407 805-0366 -PRLPARLI) BY, PKUUULI IL AI'MILAUUn cnuuTcc.�...v .••r• -- ••••-^•--•• -----• INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN HEAD & SILL EACH JAMB CALL WINDOW UP TO 70 PSF UP TO 70 Fs: SIZE SIZE 2024 23 1/2 x 27 1/2 2 - 2 2 2030 21 1/2 X 35 1/2 2 3 2038 23 1/2 x 43 1/2 2 3 2040 23 1/2. x 47 1/2 2 3 2044 23 1/2 x 51 1/2 2 3 2050 23 1/2 x 59 1/2 2 4 2060 23 1/2 x 71 1/2 2 4 2070 23 1/2 x 83 1/2 2 2424 27 1/2 x 27 1/2 2 2 2430 27 1/2 x 35 1/2 2 3 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 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 2 2830 31 1/2 x 35 1/2 2 3 2838 31 1/2 x 43 1/2 2 3 2840 31 1/2 X 47 1/2 2 2844 31 1/2 x 51 1/2 2 3 3 2850 31 1/2 x 59 1/2 2 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 2 3030 35 1/2 x 35 1/2 2 3 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 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 2 3430 39 1/2 x 35 1/2 3 3 3438 39 1/2 x 43 1/2 3 3440 39 1/2 x 47 1/2 3 3 3444 39 1/2 x 51 1/2 3 3 3 3450 39 1/2 x 59 1/2 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 3 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 3850 43 1/2 x 59. 1/2 3 3860 43 1/2 x 71.1/2 3 4 3870 43 1/2 x 83 1/2. 4 2 1 2 3 2 4024 4030 47 1/2 x 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 1 47 1/2 x 83 1/2 1 4 INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN CALL WINDOW HEAD & SILL EACH JAMB UP 'TO 70 PSF UP TO 70 PsF SIZE SIZE 12` 18 1/8 x 25 2 2 3 13 18 1/8 x 37 3/8 2 3 14 .- " 18 1/B x 49 5/8 2 2 3 1.45 18 1/8 x 55 1/4 4 15 18 1/8 x 62 2 4 16 18 1/8 x 71 2 4 17 18 t 8 x 83 2 11-12 25 1/2 x 25 2 3 1H3 25 1/2 x 37 3/8 2 3 1114 25 1/2 x 49 5/8 2 3 1H45 25 1/2 x 55 1/4 2 4 1115 25 1/2 x 62 2 4 iH6 25 1/2 x 71 2 1117 25 1/2 x 83 2 4 30 1/2 x 26 29 1/2 x 25 2 3 30 1/2 x 38 3/8 29 1/2 x 37 3/8 2 3 30 1/2 x 50 5/8 29 1/2 x 49 5/8 2 3 30 1/2 x 56 1/4 29 1/2 x 55 1/4 2 4 30 1/2 x 63 29 1/2 x 62 2 4 30 1/2 x 72 29 1/2 X 71 2 4 301 2x84 291/2x83 2 22 36 x 25 2 3 23 36 x 37 3/8 2 3 24 36 x 49 5/8 2 3 245 36 x 55 1/4 2 4 25 36 x 62 4 26 36x71 2 4 27 36 x 83 2 42 x 26 41 x 25 3 3 3 42 x 38 3/8 41 x 37 3/8 3 3 42 x 50 5/8 41 X 49 5/8 3 3 42 x 56 1/4 41 x 55 1/4 3 4 42 x 63 41 x 62 3 4 42 x 72 41 x 71 4 42 x 84 41 x 83 3 48 x 26 47 x 25 3 3 48 x 38 3/8 47 x 37 3/8 3 3 48 x 50 5/8 47 % 49 5/8 3 3 48 x 56 1/4 47 x 55 1/4 3 4 48 x 63 47 x 62 3 4 48 x 72 47 X 71 4 48 x 84 47 x 83 A 2 32 52 1/8 x 25 3 3 33 52 1/8 x 37 3/8 3 3 34 52 1/8 x 49 5/8 3 3 345 52 1/8 x 55 1/4 3 4 35 52 1/8 x 62 3 4 36 52 1/8 x 71 3 37 52 1/8 x 83 3 4 REV pES R VON DATE-1 FLORIDA EXTRUDERS INTERNATIONAL, INC SANFORD, FLORIDA TITLE: INSTALLATION ANCHOR CHART SGL. HUNG FIN WINDOWS - SERIES 1000 , 1500 & 2000 _ DRAWN BY: BB APPROVED BY: " DATE: 12/18/Ol SCALE: NTS DWG:: FLEX0026 SHT '2 OF 2 9 1000 S.H. JAWE <TYP.) i 070 S.'A. JAMP <TYP.) 1000 $ H. JAMB (TYP.) X 2 X i/? i0n0 S.'t•+. TI TE _ik. B (TYPE) n8 X 1/2 SELF T APPING SMS SEALANT BETWEEN `J!.` _W 'tIVEs �� b MUc- LIuN TAPPI*G SMS SECTiO —;� (i X 2 7/16 X 1/8 / TL1PE MULL'ON 1000 S.H. 1 JAMB CTvPJ 46 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FLANGES b MULLION (#8 X 1-1/2 SELF TAPPING SMS SECS ION A —A (.S �- 1 X 4 X i/a TUBE MULLION i X 2 X 2/8 TUBE MULLI^•ti #8 X i/ = SE LF TAPPINIG SMS SEALA'iT- 9ET4=E`; 1-1/2 SE_F T A Pills- SNS S`CTQN A -A 1000 S.H. JRM9 <TYP.) . =1 #a X 1/2 SELF TAPPING SINS \ SEALANT BETWEEN WINDOW FLANGES _ 3 MULLION L- #8 X 1-1/2 SELF T APPTNIG SMS i X 2 -i i6 x 3/6 T UBE MUll_LION 2 X d! x 3/ a ^\ uBC (.. R8 X 1/ 2 SE: F TAPPING SMS .'_000 S.11. JAMB <TYP.) 48 X 1-1/2 SEL= - i Sc=LAN= 'aETW=EN TAPPlKi SMS VINDU`.r FLANGES & :MULLION #8 X '.-!/2 SEL . TAP?iNG SMS S_�..I IVY .ti— t ) i X 4 X. 3/6 ; TUEE MULLION I � � ®• VIS • vuls #S X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW -LANCES a PULLION #8 X !-i/2 SELF TAPPING SMS ONE BY WOOD_ BUCK BY OTHERS i 1/4' MIN, EMBEDMENT, 4 _ HULL1Q'N t#8 X 1/2 SE, r- T APPiNG SMS SEALANT BETWEEN WINDOW FLANGES S, MULLION cHEC-! ION A —A t7; DETAIL C -� Y� 1 Fi ,7 /X% A i 1 i A : r 1 SMS :TYF.) ELEVATiOti VILWED = ROtol EXTERIOR F� 2 Qr-T 11 - ` E.A.L C rONCRcTE OR MASONRY oY ;}TREKS i \ `"� :`�S A.-ATllit♦ A�i`''."!1':t 3/141 . LEA i. ,• Tom' r.L1 SCrc"Al AN <TY=.; '=XTERNAL MULLION 7t4STA`-eT:��N CLIP TYFiCA= MUL LION TO CONCRETE 0 HEAD I (APPLIES TO HEAD & SILL .WHERE i" X 4 L& 2" X 4" : i.ISE . MU!_L10NS ARE USED) CETA!L 8 INSTALLATION ANCHOR 3/!6' DCIA. TAPCGN SCRE%,d ANCHOR < T YF.) SILL CLIP i 1 1/4' MIV. Q EMBEDMENT - PRECAST SIL L BY 12 , He S t==�R ADDITIONAL ANCF+CRS, WHEN REQUIRED) i 0 •� '�O O EI O FLORIDA EXTRUDERS INTERNATIONAL, I . SANFORD, FLORIDA Tff : SER. 1008/ 1500 FLANGE SHEET 1 OF 2 VER = E iViL1�_LION SECT f GNS SEE OTHER SIDE (SHEET 2 OF' 2) FOR DESIOr� PRESSURE CAPaCI.TIES DRAWN BY: M S H APPROVED BY: InATF:P/ I /C.2 I SCALE: INTO DWG.: I VMFLr . ' WINDOW f CALL SIZE SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES CAPACITY CAPACITY CAPACITY 1 CAPACITY l CAPACITY I CAPACITY :CAPACITY !CAPACITY i I CAPACITY CAPACITY 1 CAPACITY 1 CAPACITY ; CAPACITY 7/16xt/a Ix2 7/16xi/s tx2 7/ �MULLB 1MULL 1MULL 3MULL 3MULL T68E MULL WINDOW 1 X2X1 8 MULL 1 X2X1 /8 1 X2X3/8 MULL 1 X2X3/8 !tx2 TUBE MULL l TUBE MULL . TUBE MULL ,TUBE MULLB'�TUBE TUBE ;TUBE 6 ANCHORS I TUBE 4 ANCHORS TUBE 6 ANCHORS ANCHORS TIP -TO -TIP I TUBE SIZE 12 ANCHORS .i.. TUBE MULL TUBE 4 ANCHORS 1 2 ANCHORS crrT e_eftl I SECT_ A-Ai2) 4 ANCHORS 2 ANCHORS 14 ANCHORS 1 2 ANCHORS 4 ANCHORS :SECT A-A(2) � SECT. A-A(3) ;SECT. A-A'3 :SECT. A-A(4) i SECT. A-A(4) 4 ANCHORS � SECT. A-A(5) 1 SECT. A-A(5) !SECT. A-A(6) ! SECT. A-A(6) ! !SECT. A -A 7 12 19 1 /8 X 26 1336.52 732.42 336.52 13 ;19 1 /8 X 38 3/8 209.72 317.66 209.72 14 119 1 /8 X 50 5/8 131.23 131.223 ; 152.75 14-9 1.19 1 /8 X 56 1 /4 94.13 : 94.13 127.29 15 19 1 /8 X_63 ! 65.97 ` 65.97 ;.- 189.21 _ 16 --1 _ 19 1 /8 X 72 _ 43_49_ 43.49 58.81 17 1 19 1 /8 X 84 26.96 126.96 36.45 692.83 336.52 732.42 ► 336.52 1732.42 791.81 1187.72 1791.81 11187.72 1187.72 429.55 ' 209.72 `1 456.46 1209.72 1456.46 = 493.47 11 740.20 ': 493.47 ---- ! 740.20 1740.20 1 177.46 ' 1 152.75 i 1 193.92 __ ! 152.75 271.83 359.41 539.12 359.41 j 539.12 .539.12 � - 135.81 139.09 i 135.81 194.97 ! 319.55 460.17 1319.55 479.33 479.33 _27.29 89.21 97.48 ' 97.48 119.85 _136.64 -`T282.02 423.03 1282.02 ; 423.03 4�23_03 58.81 64.27 64.27 ^_ i 90.09 90.09 . - 1212.62 ; 212.62 296.98 ; 296.98 365.75 -r 136.45 _ 39.83 ' 39.83 ' 55.84 ! 131.79 ' 131.79 -------- 1 184.08 1 184.08 ; 294.03 _55.84 _ 1 H2 ! 26 1 /2 X 26 1262.87 1572.13 { 262.87 _ ! 541.20 1 H3 6 1 /2 X 38 3/6-157.93 i 239.21 1157. 323.48 1 H4 6 1 /2 X 50 5/8` 97.25 _ ' 97.25 `•-- '1 13_20_ i 131.51 -93.89 1 H45 �6 1 /2 X 56 1 /4 69.43 { 69.43 93.89 1 HS 1 26 1 /2 X 63 1 48.44_--1 48.44 65.51 65.51 1 H6 26 1 /2 26 1 /2 X 72 s 31.79 - X 84 19.62 131.79 19.62 ; 42.99 1+26.53 142.99 126.53 1 H7 22 37 X 26 1216.75 i37 X 38 3/8 1122.22 23 7 X 50 5/8 _t73.34 24 245 7 X 56 1 /4 151.97 25 i 37 X 63 ; 3� 6.01 26 1 37 X 72 123.47 27 37 X 84 114.39 32 1 53 1 /8 X 26 1 191.61 33 ' 3 1 /8 X 38 3/8{ 98.38 34 �3 1 /8 X 50 5/& 56.23 345 3 1 /8 X 56 1 /4 39.32 35 . 53 1 /8 X 63 y26.92 36 53 1 /8 X 72 ; 17.34 37 53 1 /8 X 84 i 10.51 471.75 185.12 73.34 51.97 36.01 23.47 14.39 417.04 149.02 56.23 39.32 26.92 117.34 ,10 1 216.75 122.22 85.36 70.28 - 48.70 31.74 19.46 471.75 250.32 99.17 70.28 48.70 31.74 19.46 262.87 572.13 l 262.87 = 572.13 -1618.52 1927.78 618.52 1927.78 1927.78 ' 157.93 343.74 1 157.93 1343.74 1371.61 1557.41 ; 371.61 , 557.41 557.41 1 143.71 113.20 1 201.45 26L s.3s ; 399.53 ! 266.35 ; 399.53 , 399.53 113.20 100.17 _ 1 102.59 .17 itZO i 143.81 235-.70 339.42 ; 235.70 1353.55 1353.55 71.58 { 71.58 1 ! 1.00.34 .207.10 207.10 310.65 310.65 _ 46.98 - 146.98 ! 65.86 65.86 ' 155.44 155.44 1 217.11 217.1 1 267.38 28.99 128.99 : 40.64 140.64 195.93 j 95.93 1133.99 i 133.99 214.02 216.75 1471.75 216.75 471.75 1510 765 510 765 431.36 { 765 1431.36 122.22 ; 2 66 00 111222.2-2 1266.00 1287.57 1.431.36 1287.57 10�8.37 185.36 1 151.91 1200.86 ! 301.29 1200.86 301.29 1301.29 _ 85.36 74.98 ,, 7 76 9 174.98 E 107.65 - 6.43 1254.07 176.43 _ 264.64 1264.64- 53.21 ' 153.21 65.43 ! :74.59 1 153.96 176.06 : 153.96 ; 230.94 " 230.94 19�7.41 34.69 1 34.69 48.62 1: 48.62 i 114.76 ; 1 14.76 131.61 160.30 _{ 6 21.-iE. ,1,.29.81 129.81 170 36 i 70.36 98.27 198.27 _ 1 156.97 191.61 98.38 65.45 1394.49 1201.51 176.04 1� 91.61 198.38 65.45 53.17 53. 17 156.73 36.40 136.40 _ `! 39.78 23.45 123.4.5 25.62 14.21 1 A-21 115.53 SERIES 1.000 & - 1 500 -FLANGE VERTICAL MULLION DESIGN PRESSURE CAPACITIES SHEET '2 OF 2 NOTE: - A) NUMBER OF ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED .AT EACH END. B) DESIGN PRESSURES GIVEN ARE FOR 1.5 X ... _.... __ . - . - --- - . ---7 . c .4 417.04 214.14 183.09 -- � 58 10 139.78 .62 15.53 191.6 ' ,t17.04 - 450.85 ! 676.28 ::... -....; i 1231.50 i 347.25 j 450.85 1231.50 1676.28 1676.28 , 347.25 347.25 -65.45 11.6.94.00 1231.01 - 154.00 231.01 231.01 fi200.23 1 1 192.22 156.73 :' ' � 81.44 � 133.48 1 133.48 200.23 - 48.91 155.76_ �_.:.._! 8 1131.60 -_.1.115.08 1172.63 1172.63 35.92 135.92_-184.77 184.77 ; 97.21 118.41 145.82 21.77 j 21.77 ; 51 39 51 39 ; 71.78 171.78 1 120.81 INC FLORIDA EXTRUDERS I SANFORD, F O�RIDA TITLE: D; I oi\r TRESS c= CA?A . + T i ES FLh'sOE VERT CAS MU! L SUS - SER. 1 000 & . 1500 DRAWN BY: - k APPROVED BY: DATE:J 1 % 3 / 0 SCALE: f ULL Dlil!G.: Vl�1FLG PO 2 1000 S.H.- JAMB (TYP.) 1000 S.H. JAMB (TYP.) 1000 S.H.. JAMB (TYP.) 1X2X1/8 1000 S.H. TUBE MULLION JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS �L SEALANT BETWEEN WINDOW FRAME L MULLION #8 X 1-1/2 SELF TAPPING-SMS . SECTION A -A Q IX27/16X1/8 1 r f TUBE MULLION 1000 S.H. JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME 8 MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (3) _ 1 X 4 X 1/8 TUBE MULLION 1000 S.H. JAMB (TYP.) #8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A-ASECTION AU555 1 X2X3/8 TUBE MULLION TWO BY WOOD BUCK BY OTHERS DETAIL C #8 X 1/2 SELF 1 1/8' MIN. TAPPING SMS EMBEDMENT 2 X 4 X 3/8 SHEATHING SEALANT BETWEEN TUBE MULLION INSTALLATION ANCHOR #8 WOOD •WINDOW FRAME SCREW (TYP.) 3 MULLION EXTERNAL MULLION #8 X 1-1/2 SELF INSTALLATION CLIP TAPPING SMS MULLION SECTION A -A (Z) 1000 S.H. APPLIES TO HEAD & SILL WHERE 1" X 4" 1 X 2 7/16 X 3/8 JAMB (TYP.) & 2" X 4" TUBE MULLIONS ARE USED TUBE MULLION APPLIES TO HEAD & SILL* WHERE 1 " X 2" & 1" X 2 7/16" TUBE MULLIONS ARE USED #8 X 1/2 SELF #8 X 1/2 SELF 40mir"' TAPPING SMS INSTALLATION ANCHOR TAPPING SMS DETAIL B P OOD SCREW F (T SEALANT BETWEEN #8 X 1-1/2 SELF WINDOW FRAME TAPPING SMS 3 MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A -A (4) SEALANT BETWEEN WINDOW FLANGES 8 MULLION SECTION A -A (7) DETAIL C 4TU111XlX3/8 ©�,�• BE MULLION �• • TLC • / ✓ R - A A #8 X 1/2 SELF TAPPING SMS \\__J_ SEALANT BETWEEN WINDOW FRAME 6 MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION ASECTION A-A(6) U SILL CLIP 1 1/8' MIN. EMBEDMENT SHEATHING -T I VOOD FRAMING AUXILIARY PLATE (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) #8 SELF TAPPING SMS (TYP.) DETAIL B MULLION ELEVATION Q VIEWED FROM .EXTERIOR FLORIDA EXTRUDERS INTERNATIoxAL, INC. SANFORD, FLORA TITLE: SER. 1000/_1500 FIN SHEET 1 OF 2 VERTICAL• MULLION SECTIONS 1 B 20 SEE OTHER SIDE C SHEET 2 OF 2> FOR DESIGN PRESSURE CAPACITIES DRAWN BY: MSH . [ APPROVED BY: DATE: 2/ 6/ 0 2 sCALE: N T S DWr..: 1 V M F I N SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY X2' 7/16X3/8 CAPACITY 1 X4X 1 /$- CAPACITY 1 X4X1 /8 CAPACITY 1 X4X3/8 CAPACITY 1 X4X3/8 CAPACITY 2X4X3/8 WINDOW WINDOW 1 X2X 1 /8 1 X2X1 /8 1 X2X3/8 TUBE MULL 1 X2X3/8 TUBE MULL X2 7/16X1/8 1X2 7/16X1/8 1X2 7/16X3/8 TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL- TUBE MULL CALL SIZE TIP -TO -TIP SIZE TUBE MULL 2 ANCHORS TUBE MULL 4 ANCHORS ANCHORS 4 ANCHORS 2 ANCHORS 4 ANCHORS A -A 3 2 ANCHORS SECT. A -A 4 4 ANCHORS SECT. A -A 4 4 ANCHORS SECT: %A -A 5. 6 ANCHORS SECT. A -A 5) 4 ANCHORS SECT. A -A 6) 6 ANCHORS SECT. A -A 6 6:ANCHORS SECT. A -A 7) SECT. A -A 1 SECT. A -A 1 SECT. A -A 2 SECT. A -A 2 SECT. A -A 3 SECT. 18 1 /8 X 25 201.83 403.67 201.83 403.67 201.83 403.67 201.83 403.67-.. 403.67 605.50 403.67 605.50 605.50 12 18 1 /8 X 37 3/8 125.78 251.57' 125.78 251.57 125.78 251.57 125.78 251.57' ...... 251=.57.:' .:. :377:36 251.57 : 377..6 ; - . 3--77,36 .: . 13 18 1 /8 X 49 5/ 91.61 129.63 91.61 178.41 91.61 183.23 91.61 183.23 183.23 274.84 183.23 274.84 - 274.84 14 145 18 1 /8 X 55 1 /• 81.45 92.98 81.45 127.97 81.45' 136.55 81.45 162.91 162.91 244.36 162.91 244.36 244.36 15. 18 1 /8 X 62 65.16 65.16 71.88 89.68 71.88 95.70 71.88- 135.52 143.77 215.66 143.77 215.66 215.66 16 18 1 /8 X 71 42.96 42.96 59.13 59.13 62.15 63.09 62.15 89.35 124.30 186.46 124.30 186.46 186.46 17 18 1 /8 X 83 26.63 26.63 36.65 36.65 39.11 39.1.1 52.64 55.38 105.29 128.92 105.29 157.94 157.94 1 H2 25 1 /2 X 25 157.66 315.32 157.66 315.32 157.66 315.32 157.66 315.32 315.32 472.98. 315.32 472.98 472.98 1 H3 5 1 /2 X 37 3/ 94.72 189.44 94.72 189.44 94.72 189.44 94.72 189.44 189.44 284.17 189.44 284.17 ; 284.17 1 H4 5 1 /2 X 49 5/ 67.89 96.07 67.89 132.22 67:89 135:79 67.89 1.35.79 135.79 203.68 135.79 203.68 203.68 1 H45 5 1 /2 X 55 1 / 60.08' 68.58 60.08 94.39 S0-b8 '' -100.72 60.08 120.16 12Q.16 180.24 120.16 180.24 ; ; ` 180.24 1 H5 25 1 /2 X 62 47..85 47.85 52.79 65.86 52179 70.28 52.79 99.52 10!!' '68 =158.37 105.58 158.37 158.37 1 H6 25 1 /2 X 71 31•.40 31.40 43.22 43.22" ''' "46.43 128.46 46.12'°: =:. 45.43 65.32 90.87 136.31 90.87 136.31 . 136:31 1 H7 25 1 /2 X 83 1938 19.38 26.67 26.67 28.46. 38.32 40.31 76 64 `93.84 °. 76.64 114'.96. - 11 &96 22 36 X 25 A 30 260 130 260 130 260 130 260 260 '390 260 390 390- 23 6 X 37 3/8 73.30 146.60 73.30 146.60 73.30 146.60 73.30 146.60 146.60 219.91 146.60 219.91 219.91 24 36 X 49 5/8 51.20 72.44 51.20 99.71 51.20 102.40 51.20 102.40 102.40 153.60 102.40 153.60 153.60 245 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 2 .56�. ` -M.M 56.21 68.83 56.21 84.32 84.32 32 52 1 /8 X 25 114.92 229.84 11-4.92 229.84 114.92 229.84 114.92' 2Z9.84 229.84 344.77 229.84 344.77 344.77 33 2 1 /8 X 37 3/ 59.01 118.02 59.01 118.02 59.01 118.02 59.01 118.02 ' 118.02 177.03 118.02 177.03 177.03 34 52 1 /8 X 49 5/8 39.25 55.54 39.25 76.45 39.25 78.51 39.25 Z. 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 =25.1 24.78 35.62 49.56 , 74.34 49.56 74.34. . 74.34 37 52 1 /8 X 83 10.38 10.38 14.29 14.29 15.25 `' J 5.25 , :., 20.53 21.59 41.06 50.27 41.06 . 61.59 61.59 . SERIES 1000 & 1500 FIN V E RT I C A L FLOjRID�A EXTRUDERS INTERNATIONAL., INC - SANFORD, FLORIDA MULLION DESIGN PRESSURE CAPA•C T I E S . DESIGN PRESSURE CAPACITIES F I N SHEET. 2 OF 2 - I� FE 2002 '�,:. VERTICAL MULLIONS - SER, 1000 & 1 S00 NOTE: A) NUMBER OF ANCHORS NOTED FOR 8 SCREW 1,' , = DRAWN BY: J B H lT%.mT.l.r)5 APPROVED BY: FASTENERS REQUIRED AT EACH END. _ M nPCIrN PRrCSI IRFC r.IVFN ARF FOR 1.5 X , ' _. Inc /noG+/•.I V. C �� I ,,,�� . 1 %IMC T KI or: SHEATHING - BY OTHERS STUCCO _ OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS Kj _- 11), Ukl il E. ai # _ 67 _ SLIDING GLASS DOOR FRAME SILL SHIM AS RE'O'D (SEE NOTES) CAULK BETWEEN DOOR FLANGE a SHEATHING p INSTALLATION ANCHOR a8 SCREW TWO BY WOOD BY OTHERS 1/4' MAX. SHIM SPACE 1-1/8' MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HE IGHT EMBEDMENT A 1-1/4' MIN. o 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 TWO BY WOOD 1-1/8 MIN. BY OTHERS EMBEDMENT .SLIDING GLASS I HOOK STRIP SHIM AS REO'D. (SEE NOTES) INSTALLATION ANCHOR #8 SCREW CAULK BETWEEN DOOR FLANGE 8 SHEATHING SHEATHING BY OTHERS TEMPERED C STUCCO (TYP.) OR SIDING BY OTHERS SLIDING GL..__ INTERLOCK INSTALLATION ANCHOR HOOK STRIP DETAIL WOOD RS ULK BETWEEN IOK STRIP L IEATHING 1-1/8' MIN. EMBI EDMENT A NOTES: 1) DOOR MATERIAL: ALUMINUM ALLOY 6063 2) r8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/8' INTO WOOD. TACON 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 SALEO ACRYLIC CAULK FOR PERIMETER SEAL AROUND ANCHOR OOR OF DOOR. / 6) IF EXACTT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REO.O. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE 6 CONFIGURATION TO FINISHED OPENING. r B B PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN. 8) GLASS THICKNESS MAY VARY PER REOUIRE14ENTS 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) SMIM 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. A 13) WHERE 'X' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. EXTERIOR ELEVATION l4) NOT CONFIGURATIONS °&SHOOK STRIP OVE DETAILE APFPOLYNTONTHIS DRAWING. INSTALLATION OF ALLVER APPROVED INSTALLATION CONFIGURATIONS. 2 PANEL DOOR SHOWN 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. REVI DESCRIPTION DATE INI RRS INT. SANF�RD FL.FLORIDA - TITLE: SLIDING GLASS DOOR INSTALLATION WITH- #8 SCREWS DRAWN BY: BB APPROVED BY: ATE: 12/17/01 SCALE: NTS DWG #FLEX0027 SHT 1 OF PREPARED By- PRODUCT t APPLICATION EMGENEERING. INC.. 250 INTERNATIONAL PKvY., SUITE 250. MEATNROW, FLORIDA. 32746. 407-805-0365 FAX 407-805-0366 NOMINAL DOOR SIZE AND CONFIGURATION 4068 XX, OX, XO 5068 XX, OX, XO 6068 XX, OX, XO 8068 XX, OX, XO 10068 XX, OX, XO 5080 XX, OX, XO 6080 XX, OX, XO 8080 XX, OX, - XO 10080 XX, Ox, XO 50100 .XX, OX. XO 60100 XX, OX, XO 80100 XX, QX, XO 9068 OXO 12068 OXO 15068 OXO 9080 OX❑ 12080 OXO 15080 OXO 90100 DXO 120100 ❑XO 9068 XXX 12068 XXX 15068 XXX 9080 XXX 12080 X X X 15080 XXX 90100 XXX 120100 XXX 10068 ❑XXO 12068 OXXO 16068 OXXO 10 80 OXXO 12080 OXXO 16080 OXXO 100100 OXXO 120100 OXXO 160100 OXXO 10068 XXXX 12068' XXXX 16068 XXXX 10080 XXXX 12080 XXXX 16080 XXX-X i00100. XXXX 120100 XXXX 160100 XXXX #8 SCREW INSTALLATION DOOR SIZE 48 X 80 60 X 80 72 X 80 96 X 80 120 X 80 60X96' 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 1425/8X80 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 80 143 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 1 1/4 X 80 141 1/4 X 80 189 1/4 X 80 11 1/4 X 9 141. 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 60 PSF 70 PSF 6 6 6 6 6 6 8 8 8 10 10 10 1 1 12 6 6 6 8 8 8 10 10 10 2 1 6 6 6 8 10 8 10 8 10 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 16 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 18 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 ANCHOR . CHART QUANTITIES IN EA. JAMB UP TO 46 PSF TO 61 PSF TO 45 PSF 1 60 PSF 1 70 PSF 8 8 8 8 8. 8 8 8 10 10 10 10 10 10 10 10 12 12 12 12 12 12 8 8 8 8 8 8 10 10 10 10 10 10 12 12 12 12 8 8 8 8 8 8 10 10 10 10 10 10 12 12 12 12 8 8 - 8 8 8 8 10 1 10 10 10 10 12 12 12 12 12 12 8 8 8 8 10 10 10 10 10 10 12 12 12 12 12 12 10 10 10 10 12 12 12 8 8 8 10 10 10 12 12 8 8 10 10 10 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 8 8 8 4 4 4 4 4 4 4 4 4 1 1..0 5 5 5 10 5 5 5 12 6 7 8 12 6 7 8 12 6 7 8 4 4 4 8 4. 4 4 8 4 4 4 10 5 5 5 10 5 5 5 10 5 5 5 12 5 7 8 12 5 7 8 12 5 7 fi ANCHOR NOTES-' 1) FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIES • i r FLORIDA EXTRUDERS INT. IN. SANFORD, FL. TTTLE: SLIDING GLASS DOOR INSTALLATION WITH -#8 SCREWS EMONEER: °pft BB °"TE' 12/21/01 DISEIPI-INE: CIVIL SCALE. N.T.S. D` "° FLEX0027 FL. REG. N� 47182 - REV. LETTER: SHEET- 4 2 OF 2 Pi AKlm 9.9nq. VANGUARD/ FOX & JACOB GENERAL NOTES I. DO NOT SCALE THESE DRAWIN65: WRITTEN DIMENSIONS AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE BEGINNING WORK. 2. ON=SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY 'OF "THE SUB -CONTRACTORS. EACH SUB -CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER QUESTIONS PERTAINING TO THE DRAWIN65 AND/OR SPECIFICATIONS. 5. IT IS THE INTENT THAT THESE DRAWIN65 BE IN CONFORMANCE WITH THE 2001 FLORIDA BUILDIN6 CODE, AND ALL APPLICABLE LOCAL, CITY, COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAWS, RE6ULATIONS AND RESTRICTIVE COVENANTS 6OVERNIN6 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 36"X24" PLANS ARE DRAWN TO SCALE 1/4" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/6" = 1'-0". ALL I'IXII PLANS ARE DRAWN TO THE SCALE I/8" = 1'-0", EXCEPT FOR THE 51DE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/Ib" = 1'0". ENGINEERED BY: VANGARD & FOX & JACOBS HOMES By ¢ E N T E X DESIGN PARAMETERS BASIC WIND SPEED = W MP.H. (FASTEST MILE) 110 MPJ4. (3 SECOND GUST) WIND IMPORTANCE FACTOR = 1.0 WIND EXPOSURE CATEGORY B APPLICABLE INTERNAL PRESSURE COEFFICIENT t 0.18 (INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS +22 , -I8 PSF - ROOFS = +20 , -20 PSF (-30 PSF AT OVERHANGS) ORLANDO DIVISION 10KRICANE ENGINEERING (407) 774-9003 FAIL (+07) 77+-6477 P.O. Box 161613 ALTAMONTE SPRINGS. fL 32716 TNOMAS L ANOERSON PE/ +7319 SHEET INDEX SHEET NO. C Al A2 A1.1 A3 A4 A5 A6 A6.1 S1 S2 S2.1 S3 SHEET NAME - COVER SHEET - FOUNDATION PLAN & DETAILS, WALL SECTIONS - FOUNDATION DETAILS, CONT. - FLOOR PLANS - EXTERIOR ELEVATIONS - ELECTRICAUHVAC PLAN, INTER. ELEVATIONS, PLUMBING RISER DIAG., ELECTRICAL RISER DIAG. - LINTEL DIAGRAM & TABLES - FLOOR & ROOF TRUSS LAYOUTS (NOTE: SHEET A6-A.1- W GABLE DETAILS) - STRAPPING SCHEDULE - GENERAL NOTES & DETAILS - CHIMNEY, STAIR, & REPAIR DETAILS - STRUCTURAL STAIR DETAIL - OPT. CVD. PORCH DETAILS, OPT. STAIR RAIL DETAILS AW L4 eg 1 v F— Q) W W 0 Q 0 i 1!J• DOABLE ?X. TOP 1/7' DRYWALL OVER 00 FURRING OVER R-5 I460-- W IHIDM UNIT 3-I/J• CONC. SLAB WMFIBER@'ESH OVER OVER 6 MIL VAPOR BARRIER OVER TREATED, COMPACTED FILL - FIBERGLASS SM04SLP5 OVER B' FELT OVER lA6. 066 OR 1/7• COX WOOD TRUMS STRAPPED AS S OQH ON TRUSS LAYOUT P.T. DO OVER 00 COR OVER 7X6 SUBFASCIA W CCHT. ALUM VENTED SOFFIT DBL 2X0 READER FOR 4'-6- MAX OPENING. DBL 2X10 DEADER FOR 5•-9' MAX OPENING UHO. -WIDOW UNIT •7X WOOD STUO6 • 16' OC. W/ R-0 04SUL .1/8* STUCCO ON MTL LATH .?X BOTTOM PLATE ON 3/4• TAG PLYWOOD ' 2X4 CONT. BAND BOARD FLOOR TFOM STRAPPED AS $NOUN ON TRUSS LAYOUT R-T9 0TA 1/2• ORVIIUAL DOUBLE 7X TOP PLATE ?X4 BOTTOM PLATE OVER 3/4'T 4G PLYWOOD — In, DRYWALL' LINTEL BLOCK WA • 5 BAR 7X P.T. BM PRECLAST WITH (U • 5 PLATE OV V2'>W WHEN 6 FT OR GRATER AB, 37. OA: -PRECAST COW- SILL 3-t,7• COHC, SLAB OMFlBEM'EW OVER MAS. FINISH OVER OVER 6 ML VAPOR QM BLOCK UV-5 DOWELS BARRIER OVER TREATED. • SWMH LOCATIONS COMPACTED FILL CNN FOUNDATION PLAN I' GRADE - -L 3 • 5 BARS Zoo WD WALL O SSECTION -FRAME OVER CMU TWTORY OVER 00 DRYWALL FURRN: OVER W%LATION — 34' CQIC SLAB UV FIBS- WSN OVER 6 MIL VAPOR BARFt ER COMPACTED FIBERGLASS SWINDLES OVER 6' FELT OVER IA6. 066 WOOD TRUSSES STRAPPED AS SNOM ON TRUSS LAYOUT P.T. W OVER 00 CDR OVER 7X6 SUBFASCIA W/ CANT. ALUM. VENTED SOFFIT •OBL 2X6 HEADER UNLESS OTIERWSE NOTED ON FLAN WINDOW WIT •?X WOOD STUDS • W.' OC. -1/B' STUCCO ON MM. LATH OVER M' FELT OVER VI6' .IX BOTTOM PLATE ON 3/4• TAG O.S.B. 2X4 COHT. BANG BOARD • FLOOR TRUSS STRAPPED A9 SHOWN ON TIa15S LAYOUT LINTEL BLOCK ON • 5 BAR LOOEL SCREEN IMASCwiT FNIW OVER CMU BLOCK C1 U BLOM WN9 BAR A, SHOWN LOCATIONS ON FOUNDATION PLAN 3 -5 BARS J 20' VVD WALL SECTION-0 FILLED CELL -TWO STORY STEM WALL -SINGLE LINTEL 6• FELT OVER 146' CASH. OR V7• CDX WOOD Traisws STFt4PPED AS WOON ON TRUSS LAYOUT 00 P.T. OVER DO GDR OVER ?Xb SUBFASCIA OV COW. OBL bm HEADER FOR 4'-6• MAX OPENING OBL 7XI0 HEADER FOR W-W MAX OPENING UNO. amlpCW UNIT ?X - OIDOO STUDS • 16.Or- W/ R-0 INSUL w STUCCO ON MTL. LATH OVER I5• FELT OVER 1/I61 0.1108. OR VJ' COX OBL 7X - TOP PLATE VOL 2X6 NEADER FOR 4'-6' MAX OPENWEAVER FOR FOR WINDOW UNIT 7X - WOOD STUDS • *vr- UV R-0 INEAL �I ' - 3 • 5 5A749 WALL SECTION —FRAME TWO STORY 3_`' 006W sue w1MKI V OVER 6 10L VAPOR BARI6TR OVER TREATED COMPACTED TILL 7 OAI n GRADE - J. 3 / 5 OARS .I•�-- G MONOLITHIC SLAB — CMU TWO STORY 3 1 6 I�VA OR OMPoER WIVIIIEMAESH OVER TREATED COMPACTED FLL N t.1 ' VARIES \ US S RFHAR T. AA DEPRESSED SLAB BEARING® GARAGE TWO STORY 3v cow- 6MIL v�APOR O OVER 1REATM COMPACT TtL 10. 1 10• 3 15 REBAR B THICKENED SLAB BEARING WALL TWO STORY 6A LWM FILLED W N•3 E01T. 1 1 1 VBaXAL F133AR SEE RAM SINGLE COURSE LINTEL 3 4.1-0 0VFnC6 YQ v�APOR BARRIER � OVER TREATED COUPACTEO FTUL >r Z. 1 15 RMAR CONT. ` • � • '; I GRADE X THICKENED SLAB NON BEARING 0 ENTRY - CONC. PATIOS NON LOAD S. WALL 1 15 ROAR CONT. AM 3 1/2• CONC w/KBOOESR u POPOR S D VAER cl OVER TREATED COMPACTED FlL y n /-,'N DEPRESSED SLAB NON BEARING A GARAGE CHAIR BLOCK UNDER FRAME CORER BAR WV STD. HOOIG 5 BAR CMU Cow- FILLED TOP COURSE LBR LINTEL BEAM REINFORCING FOUNDATION DETAILS & WALL SECTIONS — MONOLITHIC Su1>:: 1/4• . V-0, ENGINEERING (407) 774-9003 FAX (407) 774-6477 P.O. BOX 161613 ALTAMONTE SPRINGS. FL 32716 THOMAS J. ANDERSON PEI 47519 MAXIMUM 5PAQW-3 OF FILLED CELLS UI4ERIOREO rR 1 a THAT CAN RESIST A AM MPH LOAD DF...sm "ALL PRESSURE T • Z2 P5F MW01lI1 ALL.O4AME TEN5M ON KXL04 CDTR UNITS 15 25 P.SI. - A.C.I. 531 TABLE IDJ SMTTON PRI3PERTIE5 B' PARTIALLY '.R .JITED I40NLL • 9943' 41A5OKARY STRCim 55 ALJJ H. M•1 3.• AFT. USE 6'-a• IORIZ SPACOG - R-4' . A-V115E 6'-0. 101aZ SPALOC- - ID'-0Rd•USE W-O'MOIaZ SPALRE - 12�8•nI ADD LIMB W N 05 CANT. IT 9I N ' W r-�� 0 a O h 41 I a x rA. Z� mm o..s W U`' 0 `L. LL VJ QZJ V_ a w z ZZop iLzo O ow OZpJ 20:33: LL 0 LL 0 a'1i sa,.+1 yc 6m. eecgn 446•. p1Q24)1 sheet Al 1 of: b'-6• s `70'AN O.00..--N AJV_6V SH-a SW25 (.22/ -24) 022/ -24) EEC I � FR.6 • i� RATCL BEDRM 03 BEORM 12 •RAF Q! W KN O " �I CYii7NR H• cofm RR O Tare I 5 ' � VgETT 7Ue � 7>a3 AT L #2 o BATH W T vm --- v ,�. I 36" '-P 3'-9• R•S VJ FR.6 Dai • NOTE- AIR HANDLER TO HAVE MITI OF 4• CLEARANCE ON ALL 61DE6 AND ENCLOSURE SPACE SHALL BE MR Q• 'S. ODER THAN APPLIANCE � ^ O BEDRM'4 4 OPT. GAMEf�1 MASTER BEDRM . RAT Ctw „M4& CJW V RR CAIM RR V-3 VJ• 3'-Y 70.4 1171 S ECieESS O O06DL00. sH-a SH-a EIBL-a 02zi -z4) (•2V -29) .22/ -24) EEC (•22/ -2N b'-7• b'-r 7'.W 7'-ID• b'-V T-41 b'-6• Q'-1• T-0• 70'-6• (BbwpPR7Rw 37.0®RROITIAR 7N(ml6ER 3040 Fb. 7'-I®• 7'•10' (ELEV. B ONLY) PARTIAL 2nd FLOOR PLAN "B" SCALE . b•• r-r ._ SCALE : 44'- I'-V NOTE: EXTERIOR WALLS IIIERE VERIFIED SUFFICIENT FOR SWEAR LOADS ALL 67R1CIIDtAL woo HEADER4 TO BE DOUBLE 7' x W (Ea-ES6 NOTED oT3�IesE NOTE: ALL INTERIOR WALLS TO BE 31l1' NOTE: LEGEND t=•dE55 OTHEIMSE NOTED. SEE FOUNDATION PLAN FOR NOTE: ELEVATION 'A' SNOWY FILLED CELL LOCATION. � 6'�' �F BR'i utel.L WNRICANE ENGINEERING (4m 77_"w7 m (-M n.-"" VA *= 1{It67 ABOO E • OMM R 33744 OOW3 a SCOM 1 K# 47 813 l'-10' 9'-9' 6'-5• 5'-0' 9'-0' 4 SH-23 -0'16.0 SH-a SH-a R (+22/ -24)►a (.22/ -24) (.22/ -24 o 0 0o r -----� — - 6-0 X 6$ SIM e)(.2V -ZW T F EA I Y � KITCHEN NOOK AR 0 •woaA •RAT CG - "" "MRR `V= - "MRS FAMILY RM FAMILY • b C PMRA �T k2'41 ' LAUNDRY ;s . `; as n..1 *} ,�ofafu e'L WLRR N11' rowv'ar-mm 2-CAR GARAGE DINING RM �R"Ta° CQC RR c7aVET RX RR 6._...1. 7._.I. ' I :n V-7 70'.0 3w ^J '0 � S• R• m" 6we ad" $. SIMI a" / LIVING RM IF RAT air. CAMOKA� i I& X -I- OND. (*F31 V -2 (4 ANEi v -zw PRtiiCI .INIB.I3N.3 sl � �I Om -a (•2V -2B) b••:• b•-:•A r-w 7•-Ia• ev r-e• L W_r r-m• Q••4• 1•�' T0'-6' j 4►IG .' - u - W `m: I' c YL O n M I � x sWaco A § Ztl� W C u� oIFL� wq1 1st FLOOR ELAN to SCALE _ %2% P-& SQ, FT. CALCULATIONS bt FLOOR W02 0 ITd FLOOR 1441 * STAIR INFORMATION W. "EW-W ate• TOTAL LIVING AREA 25(L,)9 $ L.EIlC�(T. u'-W RIS15tsn IS O l v2' EACH LANAI m TREAM 14 B 10• EACH ENTRY 15 $ 1 OTHER OT}ER m a� s, I :a 25041 STAIR RUN DETAIL GARAGE �_0' e.dffW � o TOTAL AREA 5CALF ILTS. tH)EF2 ROM hit SI16@t Y GATE, SEE STAIR DETAIL _ IN STRLTIRAL SHEETS FOR AODRIONAL CONSTRLTION IPFORI'1ATION) •:TOTAL AREA=`-+�:a. '••;'���1991.11'� T .. O. OPT. FP. VOM TOP OF TO AT LEAST i MOVEHICiEST PONT 1 I CUM R PAM Ala AT LEAST i MAR UM AHT PART OF 1eE BIO.DMi QHN m' HORQONTALLT. cmcwt I I 1 I I I �uuu 0000 0000. FRONT ELEVATION V l�.eeL W •fd RDCF MCN 5 I ram• TR68 OEAM _----_—_- TRF�S b as � STIGCO TEXMW KASPW RASH o - RIGPT SIDE ELE. LPFT SIDE Ed E SCALE . W- P-0• SCALE • W- T-r — ROOF MW R TR15Fi BFJ1 w .LT -Al Wo• MA BEAM a-W RASH FLOOR v ICAn€ E GINEERING •w-.tea �r.w��w.aw� sad o 0 O o ao c I 01 a W c Z� Sio O z Wc c uz0 0 4L m _0 J w w F— X w � o f s 's N 4sz= fall W. wcd ene.e br do. e' IQ exec oeaoe stwt A3-6 Of: rda I Am IN I N, 1 " I ANIFA L� �', KITCHEN A KITCHEN B KITCHEN C GUILE- 4,.r-a SCALE- yro' SCALE- b'•ro• b UCl1T 6lw m OPf. VANTT' trl.L ff � I� i.i•n� i n... BATH D BATH E POWDER W F W.&E- d'•r-0' WJLE. %*.ro' 6G$E- %'.ro' INTERIOR ELEVATIONS � V4'•1'-0' r yrR I VP .S.°n W. 12 2509 PLUMBING RISER TO FM 1 VJ' VTR I VT' 1 VJ' 6' clowm ROD Zac� �oa 0 Q(Wi)w U U Z ir 00 WWJ WW a it ISt j-• LtL. I Kit "Al F CAL�gIIg SE . V4' = I'-O' _ �SO w1= I� W W ENGI E,ER NC3 Qi� D / O 6ER CABLE FAME W WS OA LO OR"R 03 03 IA18 SK&L APP. LTR W3 Ll'A rM Ot M44 03 Z" ELEGTRIGAL RISER DIA&ASO A 4 WIRE SERVICE Of- 4" 2p s lopm D IoRrm MA bP b SAm I DOIIW743t 20A W Q ow I tSOMPATOR DOA W D 5w I Dov" DOA W 0 946 I I tusmm DOA W a sm T D SULL APPLLMCE DOA W Q 3m • bi W LA' M 61W CARAGE DOOR CFEPM 6.411' M we b PADDLE FAO (W i S 61E1•TOTAL (MATFW 30.466 1.L VW OATF$ AT OM bAOO IATTS FBIARM Aa 3AM GAnS TOTAL 30MUMS TOM LOAD AIMS �B r SERACE SCM w to Nfill Isi dolvne �.� bean E1'• dm� Oosa dirdmd er..w dalr. o+-nm sheet A4 ©goo®o®o®©©©000ee©®©®e (JENNfrI;0�0�f�����f39��f?��DDu�E6�GF��G���� f(r;;Jl�EIrk"�t`CyIA�lr6Gf���rfr,FrE,�C1�I1F�1p��f?�''�IlIE��F■�+��j�rl�1;�D�1C�5�`1�I;��rC�O�n� f3E�GE�E�O'EDDDOCDODGDDD�GC90000u0�0C000�00E001 f�DD�DOC.CCD@EDDOC�DOBDDDDDDe000000009�0000 ���C�DDDDDOtDPDDDa000�0�DE800a0000E0��1�0�0�0�0 � �Da000�6���@�f��DEr0�0�00E8000�OG90f?000@COG6 fJJOC�G000000�'DDDQDDDDD�DDDODr�O�OLOGLCDDDDOGD fJf�0000000000�000�0000006000090G000G000G00G00 IIf�080000�0000 DD�D�DDD00009000GOGDDOGOG00000 HEoNEDo�oO�oaa��e�DoaDODODODo�ca000�oo w Q O Q U iF1YAi�sle AIk WLL gg aa aa ck w� u 800©c©A0© �����Y?{l^ji 1f�ffF7J1Y��YY E�rl�tnY{ PIJ@000000000000; DIJDDDDMDAON lf��FIFJ!!a���a�a090n�n0EME L3f�V3�d0�Dii0�0000� M99G0@NE,006 1,11111111 W a 4 hr t t ad. c t!-§ - cn § �a j Si ] S6 sI3�5 b,a� a U�gi a p�aoa 3 R i� ip� 6.2 i e 4 g?� fit �P J�t#°abb= fi a 39� ate, sO2 �i -fbsR>E�a19°;`YE'bS�b`a �PUP Z?_g ; B B � a _ 7711 SS €€ #s O iAb. yy:M1 °$ia E,San _ �9 .° �'.has• $ LAIC 4*_k_ZT_-_4&_91f1W2509 LINTEL SCHED IV vLINTEL NO. LENGTH TYPE COMMENTS L 1 I1--4- 6,,FI6-IB/IT ALLIED LINTEL: A-13 L 2 1'-6' OFI6-IB/IT ALLIED LINTEL: A-5 L 3 1'-b' 8F16-IB/IT ALLIED LINTEL: A-5 L 4 4'-6' 9FI6-05/IT ALLIED LINTEL: A-3 L 5 1'-6' 8FI6-IB/IT ALLIED LINTEL: A-5 L 6 4'-b' W16-OBAT ALLIED LINTEL: A-3 L 1 4'-6- OF16-OWT ALLIED LINTEL: A-3 L & 4'-6' 8RF14-05/IT ALLIED LINTEL: A-3 0 6 ��� AM! rrj r8jaX Sad$ s . ii' oQry jo M1„ O S r �oo M1 IT A 6 p O :1 �$$ Epee�i ^ iiO M1 CM1ppp 8 gs jJ211 bA:F b`oTom ' ea �4Sx 9os i P. R S$�: x8"i;" M1O rw�i OiTlp •i � � n W -T'1 matl1� rOc_ _ Q 81=16-16/IT 81=12-I13/IT 8F8-I5/IT LINTEL SECTIONS Op Y^ f8 8 n i A n I'1 1'1 IY iln� a $AA Ra°_s 40 11M s x i o° °. E o= a s z0'p1 Q W-1, wgs oa7i i : :AA RSo €10 iG 68 = R o S§ w S a s 2- 911 . 8 -ZAo Oaa no aTYi Q0- 7i 1'1 $q i e� n ddd, W _ry O1QY10 rpQ_ _ Q 1umml I NWWA>a, SY 99MWA 1 I NWWA>a, SY 99MWA 1 •S FROM[ AT TOP MDl N T+Uoo W7• G.lJ�R Y e,W J%x O It®AR AT •OTTOM - • . a tM18 aATrtnr 6' NoMU f.DTM NARIE1 f • Flum MT" 6MOUT / U • U Q.LW r r fiVdlf OF" AT BOTTOI4 of UMTM DAVIT! SF16—IB/IT fc.° mum i I L oVA"rr cr h MW 0.'NRJ. KIIWR®Nt AT TOP TYPE DESIGNATION 2509 LINTEL DIAGRAM (GAR. RT.) SCALE: N.T.S. D&RHIC111Y€ ENGINEERING $Ej W (9 Q_ (9 C) O Lo tit Is N it ft �E�1t 6.rvea eT: �. vow w...,. AW: 01-=-01 sheet �� A5 of: NOTES: CAST-CRETE SAFE LOAD TABLES MATERIAL5 I FOR GRAVITY, UPLIFT & LATERAL LOADS 1. f'c precast IlMels = 3500 pal. 2. f'c preotres5ed Int415 = 6000 psi. 3. f'c gout = 3000 psi n/ maximum 3/8• aggregate. 4. Concrete mosorry units (GMl) par A57M Gq0 r✓ mintlann net area ca7pressNe strength a Ig00 lost, g• Reber provided n precast lintel per ASTM A615 6R60. Field rebar per ASTM A615 6R40 or 6R60. 6. Prestressiq stra7d per ASTM A416 grade 210 1.M rV xS,',tbn. 1. 1/32 were per A5TM A510. 6. Mortar per ASTM 62-10 typo M or S. GENERAL NOTES L Provide Full mortar head and bed Joints. 2 Shore filled lintels as required. .3. Installation of Intel narst comply Mlth the architectural and/or sbrvadrat d-dw4x3s. 4. Lintels are manufactured Meth 5-1/2' " notches of the ends to accommodate vertical cell reinforcing and grouting. 5. All Intals meet or exceed LOW vertical deflection, except lintels 1•I'-4• and longx Mlth a nominal he It of 8' meet or exceed LA50. 6 Bottom field added rebar to be located of the bottom of the Intel cavity. 1 1/32' dlanater M'ra stirrups are Melded to the bottom steel for mechoniwl ard+oroge 8 Gast -in -place concrete may be provided in composite Intel in Ilov of concrete nn4750411111 units. q Safe load AGI ratings S30 based on rational design anti per AGI 318 and SAFE LOAD TABLE NOTE5 I. All volues based on mnlmnn 4' bearing. Exceptlom Safe loads for unfilled lintels must be reduced b) 20% If bearing length Is less than 6-1/2'. safe bade for all recessed InWs based on 8' nominol bearing 2. N.R. = Not Rated. 3. Safe loads are total superimposed allowable load on the section specified 4. Sole loads based on grade 40 or grode 60 field reboer. S. Additional lateral load capacity can be obtained by the designer by providing addional reinforced masons above the precast Intel. 6. One 61 rabor may be substituted for two 05 robar3 in 5' lintels only 1. The designer may evaluate concentrated loads from the safe load tables b) calculating the moxbmmm resisting moment and shear at d-olay From the face Of support. 8. For composite Intel heights not shorn, use safe load From next lower height. q. All safe loads Inunits of pounds per ^roar foot. 8" PRECAST W/ 2" RECESS DOOR U-LINTELS Cam+ GRAVITY LENSTN TYPE e4a6 e1a6s 4'-4- 152•) PRECAST 1464 Olt 'a"2102 '"4 4424 "04 "Do l0]7 3412 4162 6412 7441 MW 10016 4*-6'4'' (54') PRECAST psi 1444 2102 7714 5600 4461 5515 6264 F102 "2 4462 6412 'M47 44W W679 5'-e' (66') PRECAST lee 002 I602 050 2050 25" 9015 3565 103 2162 4074 6472 6516 5014 60" 9'-10' (70•) PRECAST '06 1"POO 14M N24 2400 7076 9%2 IW9 20% MI N72 6516 54W "I 61-8' (60')PRECAST 022 4O7 Wll 2%9 aM 52a 9DV 4522 407 1677 2499 14800 6130 MT 6707 l'-6' (40•) PRECAST 0" IN 011 2232 '"a 2451 24" 5494 .,64011 a24 5601 5442 6624 502 W-8' (1167) PRECAST 311 420 894 1259 Sall 1542 I61`4 to" =5 126 1441 1 2rN 261e 956 2615 8" PRECAST W/ 2" RECESS DOOR U-LINTELS UPLIFT vT LETYTTH TYPE 61�Y-1r a111Mr e41r-6 elsr- etaw (52') PRECAST 044 - 240 9260 4IN2 -7 W25 02 492 1244 ISM 25" 5n0 4006 4000 9646 (54•) PRECAST IM2 1501 all 9121 3431 41% Wrl M3 053 IIQ M% 2740 91796 So" 4643 5455 (be•) PRECAST a4• 1172 17% 24a 50•55 904 45a 301 901 424 1132 1141 2"1 2410 5605 4250 (70•) PRECAST 046• 1158 1142 2952 2165 95M 4M6 464 464 096 � 1640 226e 2MI 94M 4106 (60*) PRECAST TO 662 1513 2042 2573 91a7 3642 eeo 1100 I'M %e 1 14" M67 2504 90% W613 (40•) PRECAST 600 22e0 2TAj5M 7104N'6" 6D0 W002 228 221 ]610 40(116') PRECAST 1413 S16 bM S% 1720 706D "REDVOE VALUE BY 15% FOR GRADE 40 FIELD REBAR 8" PRECAST & PRESTRESSED U-LINTELS 8" PRECAST & PRESTRESSED U-LINTELS GRAVITY fTPE lFNG01 8lb are-1e eru.o arils-m 2'40V314') PR6CA5T 5166 44TJ 60" 1526 1004 W472 1M56 250 946 4413 60M T M 4004 10472 IM% 3'�a' (42) PRECAST 900 AT 46M 6" T90 8630 M411 230 Mile 6 4 60" 1526 4004 10472 6V6. 4'-0' (48•) PREG/$T as 2446 9461 4430 1e 6364 T390 20 2646 4473 e0204 7526 1004 10412 I1%6 4'-6' 154') PRECAST 1654 rlel MIS44 2657 9409 4144 4046 56 2170 4021 6031 T}26 1004 I04,2 4660 5'-4• (64') PRECAST 1184 oa 1" 1604 all 2e26 9336 30W W6s 2001 5051 6046 S600 0424 1450 $'-10'(70') PRECAST 9T2 1000 1094 1474 1664 a04 2T21 3131 M;i 2464 4144 54W 4457 S200 6122 6'-6• (TO') PRECAST 931 1295 2101 9265 2746 5950 M11 I505 1255 2101 59" 5260 704 01L4 6640 l'�i' (90•) PREGAS7 l6l 10" W8 29" M44 2434 2D06 5959 1024 4615 2610 96M 5516 6619 5041 W-4' (112') PRECAST 5-Fj 632 So44 /461 1210 1462 1`754 3021 T66 012 lisle 2544 9464 4050 3127 10'-6Y126') PRECAST 462 002 ea 45 1122 1570 15% 456 656 6025 1514 2004 2T14 SW 2404 Il'-4' (136) PRECAST 50 %5 IS" 1054 2355 I'R9 2a'S 445 510 %3 aM LM4 2441 31% 40" 12'-0i144') PRECAST 444 545 064rt254 W64 2074 al0 lisle7M160 2211 2632 3540 13'-4•pbo') PRECAST 362 421 726 1%1 1695 L224 MID 405 Us 1438 t&55 2343 21204'-0-A68') PRECAST 9a 648 IMO 4462 Wel4% 336 700 0% M4 2133 2666 W-6- (Ills•) PRES NR w W w Mt M469 1" 2045 26W SIDS 3765 0'-4• A641 PRES NR rR 4ai Mt 420 66 12so IDEA aw 2610 54W TT'-4' (20D•1PRE5 NR Mt Mt 4n Mt let Mt nit 5W 530 15o 1400 1600 220o 2600 M'-4• (232,)FRES N.R M w 1R Mt 4R Sat Mt 240 400 150 1010 1400 1720 2050 21'-4• (256)PRESTRESSe I NR w Mt tat w w SR - ow w 930 610 440 040 I700 2110 22'-0Y264') NR SR Mt M fat Mt Mt w Wo 300 SW 670 1250 W60 1470 24'-012e6•)PRt`5 NR bet Mt Sat Mt Mt w13O 240 410 120 1020 4350 16W NOTES: `-{- UPLIFT LATERAL LENbTN TYPE er64r 6R2-R SM6-IT 4- 241 6UE ND OF&-= era 2'-IOY34.1 PRECAST 212'1 2010 41d 5!b2 636'1 loll 4� 2021 2TS1 2164 Ma .4� 6407 7650 ee91 2021 3•_6' (42') PRECAST 263 2204 9260 42" 5214 620.4 1M2 1251 1251 216% 220 9163 4 25 5041 6061 1036 4'-0' (48') PRECAST M16 MM 2032 96iW 4592 5801 6245 938 16TO Ma 2750 95" 4422 S264 6110 93e 4'-6' (54') PRECAST W60 1762 2907 5251 4010 4161 5525 T2l l2l 1660 r105 2435 9111 9413 4650 S606 5'-4' (64') PRECAST 00• M04r"142 9375 4010 4648 505 505 190 1431 520 9120 1541 s'-10'(70.1 PRECAST 1212• 1957 9a64 56" 4241 416 410 1272 IM 90W 3503 4151 6'-6• (IS-) PRECAST MI• I200 r:2 2164 52W 5012 101 861 1141 1162 270D 92W 9.52 (90') PRECAST �• 2954 2741 $1240 591 b5l 41a W21 2351 2'141 9245 W-4' (112') PRECAST "' W2 1560 1652 2W 454 630 OOS 'W 15W MW 2211 265A PRECAST 1%' 446 -M 1021 1261 14416 n31 3g6 493 M6 6e WM ao4 1111 2094 23W W-4• (136') PRECAST 666• 434 646 641 1104 ISO4 1S5 6" 595 405 o" is" 1046 2M6 12'-0'(144•) PRECAST �' 400 631 eW W01 1166 072 340 494 631 466 60 1• 4 Is" 1741 2066 13•-4•(160•) PRECAST 500' � a2 6e6 e41 411 1153 302 390 Wa 404 662 5004 1367 1697 io" 14'-0Y166') PRECAST 4i°• 5W 40 6% 1 e 296 360 5401 910 e24 122 1254 254 1561 67 1016616 243 2" 4M sm 724 051 Mp M•-0•m6.1 PR�STREr �E 243 %2 562 052 1*6 M1I n42 N.R 3sl 0'-4•A647 PRE5 220 226 270 521 430 542 %3 711 6T 'an 001 13M 4a Wl6 NR. 92l 11'-4• (ZaD'JPRES 100 296 561 464 S61 670 114 N R. 255 too 216 444 644 e74 101 001 W-4' (2321PRES 165 201 50 401 ~ 516 "1 N.R 204 Iles 291 SW SW 796 440 1160 21'-4•(256') M5 06 27e 1 3% 433 512 5 NR. Ill217T 26 417 b% is 40 22'-0T264•)PRESTRE '40 266 343 41e M3 566NR Ibl I 522 451 601 111 447 2W-012W*)PRES 244 512 560 4{l 51s NR. 135 124 106 S40 100 590 660 093 'REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR ALLIED LINTEL TABLES MATERIALS 4 INSTALLATION I, roba• in precast Intel GR60 per ASTH A615 2. rebr in poured bean 6R40 per ASTM A615 3. Vc for precast lintels •4000psi 4, f'c far field concrete-3000psi S. concrete masonry units per ASTM C-90 mortar per ASTM 0210 bpo M or 5 6. calwl F= by. Richard 0. Memnon, PF_ Rlddle-Ne.+man Fxgneerny Inc. 7 ~a all composite lintels 4' O.G 6. oil conposlto beams rAtrulotad with 105 n Cop of beam q, safe loads based on nominal 8• bearing (4' minimum). 10. all foods 5h041n In pounds per linear foot I. for longthoo not listed use next longer length For safe bad FIEtLf LD REBAR A 5 GR 40 Q CML. aJ Q , CONCRETE FILL tL Q FIELD REBAR 5 GR 40 r l-5/ ALLIED GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE "U" LINTELS LINTEL NO. LENGTH UNFILLED FILLED FILLED FILLED FILLED nLLEO FILLEO• FILLED A -I 210' 654q 6251 10125 12000 12000 12000 12000 12000 A-2 516• 3656 3656 5231 8562 11440 12000 42000 12000 A-5 4'6• 2051 1g74 3367 4616 6186 12641 8b01 g924 A-4 510' 1126 1080 1810 2405 3336 3,113 4631 5350 A-5 T6• q02 1056 1644 2542 32g4 4029 4790 5522 A-(2 q'4- 656 636 1112 1534 Igg4 2436 2g02 3346 A--( 10'6• 46q 465 641 1110 1522 1651 2211 2556 A-b 11.4' 502 612 1125 15W 2002 2455 2g31 33aq A-cl 12'8• 421 466 400 1224 1604 1968 2360 2121 A-10 13'4' 5q3 41g T14 1053 1361 I6g2 2024 2341 A-11 14'0' 942 313 690 936 1233 1510 1608 20,11 A-12 14'8' 309 334 610 042 1108 1352 1624 181g A-15 I'1'4' 272 265 456 611 808 9be Ilse law A-14 Iq'4' 250 3q5 446 850 1136 1406 16g6 Ige0 A-15 20'0- 225 365 473 784 1052 $300 1570 1051 ALLIED UPLIFT AND LATERAL SAFE LINTEL NO. LENGTH 8'x8' 8'X8' 8'%12' UNFILLED FILLED FULLED LOADS FOR 8" CONCRETE "U" LINTELS 8-X28- e-x32- LATERAL LOAD FILLED FILLED 8X8 FILLED 8-116- FILLED 8'X20- fILLED 8'X24- FILLED A-1 210' 30% 3150 g194 10000 10000 10000 10000 100001 4406 A-2 516• 1635 1916 5445 10000 10000 10000 10000 10000 2542 A-5 4'6- 1016 1051 4224 5400 0203 g440 10000 1000C 1415 A-4 5101 515 603 2380 331g 43W 5303 6166 1948 111 A-5 1'6' 545 310 1421 1g18 2552 3514 3661 46L10 C-61 A-6 9'4• 220 252 q34 12% 1665 205q 2542 2g47 23 A-1 10'6• 185 209 156 104q 1341 1662 2025 2341 A2q A-8 11'4' 305 333 652 q17 1110 1452 1754 2 A-q 12'8' 241 282 615 160 g91 1232 1464 I-S 7 A-10 13'4• 253 255 540 103 892 11011 1303 I A-11 14.0' 225 324 413 652 624 1028 11g6 I A-12 14'8' I'll-210 442 609 769 q55 1106 12 262 A-i5 IT4' 145 253 351 463 605 755 642 , 4 185 A-14 Iq'4' 104 214 508 420 525 651 715 6 213 A-15 2010' I14 203 2q6 1 405 1 504 1 650 1 600 '186 198 LU J m Q 0 Q 0 J J W I- Z "--I st= is V i 4j C) 04 '--j w 0 ;fad H sit tjr 1a•mloln7• Ora 4s..e. 44zilrae by. � 4ra.41 tT e1w Oesgn Thsdla6 61! aw Bala ot.z?a1 A5.1 Of: c n �N^ W ao� Z C (2) 2■4 FMT (0 G (2) 2.4 FMT �� a j o O = p B B B B Bim O � O B CJI m m LL I.L. o � � /_ LL LL I.L. U- LL I.L. LL LL �- LL LL 1= LL LL LL T i �^ cs LL LL LL LL Q z CJ3 x — CJ5 --- -- -- - - ---- -- - ---- ---- -- -- -- - --- - ---- --- --- - --- W EJl EJl ° • ---- --- ° ---- --- --- ' o N O B M � z Onn O 000 B x N .. O`p k B ly J _ g x x x x t7 —_ rv_ m_ v x x 1— � B FTbA FT2 FT2 -W B FT2 B FBI ~ FTl FT2 O 0 B FTl FT2 0 07 w B FTl 1 D B 06 0 Z rc 01 T� EJ1 B FTl F TF3' FTbA FT2 0 Q W W TRUR TOP OR,D FT2 � J J EJl FT6 t LL co ICB5 TOP oRo ` FT2 H18 U—Wt FT6vo H19 FT5 n 61 FT4 on zs-oC ry LLJ l7 J JB 4,Q, FpSi w2 Iri,! IFTOP CJIAND N MTT2eB O BOTTOM C24• D2 O 4WW CC B B W EVOXIED TO BOND BEAM W SW CIA THREADED ROD W 7 d -4,6 POST W2 W" O TOP B B B 6' MWO {/1 EMBEDMENT AND N MTTZBB O BOTTOM EPDXIED TO BOND BEAM W DMENT 17-4-12 PLATE HT. W"m 0 fl ROOF TRUSS ' ' LAYOUT B 8-0-0 PLATE HT. FLOOR TRUSS LAYOUT 'A' & 'B' Q N.T.i 0. C C- �IRRl6'AIV@ �: r s 1 2 ENGINEERING} HELD BACK 1" 0-4-1 TRUSS ANCHORAGE: _}_, 16" �R�O.OF 1) USE (1) TYPE 'C' (OR INTERaWIGABLE TIE) FOR CNN TI N UN WALL OR BEAM CONNECTION W4E55 T315E�m., DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION FROM °T''A NOTED OTHERWISE (V.N.O.) 2) USE (1) TYPE W (OR �E TABLE &8c - ?AILS AND SPOCES LATERAL LOAD DESIGN VALUES' eJnU�O W aw TIE) FOR TRUSS TO BLOCK WALL CONNECTION (V.NOR NAIL SHEAR VALVE (tea.) 80 103I 12" 3.5" g" dM 01.22-01 3) USE ENN112 rST (OR OR CONENGEABLE TIE) FOR ALL JpST 11AIICER CONECT10N5 (VNO) idd 103 160 1A9� sheet: 4) USE (3) IN OR (3) .131 ■ 3 1/4- PASELOOE GUN NAIL TO FASTEN AACK TO MP GIRDER. (TWB) s) Ir TRUSSES REWOeE TVPE 'A' OR NOTE: SEE TRUSS MFG.'S ENGINEERING AND A CO3 CC 1 A6—B (1) ( ) TYPE -C STRAP AT 4 o/t FROM LAYOUTS FOR TRUSS —TO —TRUSS CONNECTORS 1Tatl�6r slRAFwn SEEYIUCLdRAM-06 D6 ASP PNEUMATIC EOUALIVALANT MAY BE SUBSTITUTED FOR ANY HAND NNl DESIGNATIONS CENTER OF TRUSS of: 5iAPPIN6; 5GHEI�)ULE - 5IMP5ON PRODUCT CODE META18 DE50RIPTION CONCRETE STRAP HURRICANE CLIP TWIST TIE STRAP TIE SINGLE FACE MOUNT HANGER DOUBLE FACE MOUNT HANGER MASONRU HANGER 8" MASONRY HANGER 9.25 MASONRY HANGER 12" HOLDOWN TO 3" WOOD TOP PLAT ANCHORS 0 TOP PLATE ANCHOR 6X HEAVY GIRDER TIE DOWN POST ANCHOR & CAP 4x4 POST ANCHOR & CAP 6x6 POST ANCHOR & CAP 4x6 HEAVY TWIST TIE HOLDOWN TO 3" WOOD HEAVY CONCRETE STRAP CONCRETE STRAP HOLDDOWN COMPLIANCE 1-15TIN6 SBCCI 9603 NER 393 422,432 NER 413 NER 413 443 NER 393 NER 393 SBCCI 9603 SBCCI 9603 SBCCI 9603 NER 393,469 NER 432 443.499 NER 432,443,499 NER 432 NER 421 NER 421 NER 421 NER 413 NER 393,469 NER 393,469 INER 393,469 INER 393,432 FASTENERS (1)ply 14-10dx1.5" 2 I 10-16d 4-8d 4-8d 14-10d 22-10d 14-16d & 6— 16d 4-16d & 4-16d 18-10d 2 ATR 3 40 x 8" 14-10d 2 ATR 34"0 x 8" 14-10 2 ATR 3 4"0 x 8" 3 7 8"0 A.B. 6-10d x 1.5" 6-10d x 1.5" 8-10d & 3 4"0 or LBP 5 8"0 3-16d & 3-16d 6-16d & 6-16d 6-16d & 3-16d 24-10d x 1.5" 2 5 8"0 (1)ply 14-10dx1.5' (2)ply 14-10d- (1)ply 17-10dx1.5" (2)ply 15-16d 24-16d AND 5 8" OR 3 4" DIA AM— DE516N LOADS (LBS.) UPLIFT S I MAX. — 1485 3116 — 10000 8033 5955 6050 6050 28667 2917 12917 28333 3100 4700 3100 4430 12150 — — DFL/5YP 1500 455 1000 1670 1550 1080 1885 3145 3145 6465 735 735 18665 980 1050 980 1450 2775 1735 2130 4455 5PF 1495 265 860 1670 1110 775 1355 2260 2260 4650 530 530 6485 700 750 700 1245 2000 1495 1860 4455 A B C H5 MTS16 D LSTA30 HUS26 E F HUS26-2 ML MBHA3.56 7.25 MBHA3.56 9.25 MH MG MBHA3.56 11.25 0 HDBA SP4 SP6 HGT-2 0 R X AA BC4 BC6 BC46 HTS20 BB CC GG II HD2A HETA20 HHETA20 MTT28B MM LL 00 MRKISAME ENGINEERING E to rc f O I w n� o N r Z QOm W gas u=� odd 0 Ln N J W W ��l d" 0eI0r0 br d ar.c a-ao� Sheet A6.1 I of V• W/ 10-10d NAILS • WALL SIDS I HEADIER fr\G• all H-10d NAILS / • BOTTOM OF MEAC HEADER (2) 2x10 WV We COX FLITCH STUDS ROOF FRIUIIG MEMBER (SEE OGNIECTOR CHART SC EDULE FOR TRUSS STRAPS) DOUBLE TOP PLATE V*' 090 OR COX EXTERIOR SME ATIIIG NAILED WY 10d GALV. • 4' OC. EDGES AND a• OC. HELD 7,4 P.T. WALL STUD W/ (3) W' OIA ANCHOR BOLTS TO BLOCK m thM PA BLOCKED PAP"W-01 ZONE 15 CALLED FOR ON ROM PROVE 42x BLOCKING * ALL PLYWOOD PANEL EDGWSS 4 PLAN m NAILS • 4' OG FOR BLOCKED DARFNA614 ZONE 6d NAILS AT 6' Or- OR Od NAILS AT 4. OL. OR EQIALIVAL E T EQIALIVALENT FNIB'IATC PVi TlC NAIL AT AIL AT SUPPORTED EDGES NN9 SUPPORTED EDGES AND AND BLOCKING AND a' OC. a' OL. FIELD FOR OTHER FEW FOR SHADED AREAS Y AREAS OF ROOF OF ROOF -------- ---••- ---_."--' -"'_-_'.'--'--= _- V16. OSS 66EATHM OR VY COX TYR . . W DLA. x W ANCHOR .- -_ -_- _-._- -= _- =..:-__ - _ _-::__,_;.,.... BOLTS EP23W 6'MN W/ -- _.., INTO FOUNDATION 2'.d�KVB' WASTERS, Y LOCATED IIITHN b• OF EACH EID AND 32' Or- SHEATHING NAILING &ROOF 'W UV 10.10d MAL$ • BOTTOM MAX ELSEWHERE PATERN DETAIL OF WALL I HEADER STUD 2x4 P.T. BOTTOM RATE V STRAP EVERY OTHER STUD TYPICAL FRAMING AND CONNECTION5 FOR OPENINGS FLOOR FRAMNG CSVOW a 24' O/C) BLOCKING REQUIRED: PROVIDE 2X4 BLOCKMG N THE FIRST THREE FRAMING SPACES AT 4S' OCG REMAINDER TO BE BLOCKED AT -36. O.C. OR RAT RIAL FASTENING: FASTEN FLOOR SHEATHING TO FRAMING W/ WITH ad COIT IONS OR 8d HOT DIPPED GALVANIZED NAILS AT THE FOLLOWING SPACR43: 1) 6' ON CENTER AT ALL PANEL EDGE FRAMING 2) 12. ON CENTER AT ALL INTERMEDIATE FRAMING L BLOCKING • 48' O/C MAX. IN FIRST THREE FRAMING SPACES 4 96' Or-, THEREFORE FLOOR BRACING AT ENDWALL5 WOOD TRUSS STRAPPED AS r ON TRlrab LA70UT _ (2) 2X- TOP PLATE DIN 2XB HEADER FOR 4'-6• MAX OPENING, DBL. 2X10 LEADER FOR 5'-9• MAX OPENING UNO. 2X-BLOCKIG AT, vSPAN 16. OL. STUD SPACING FOR INT. BRG, FRAME WALL Q PLATE ANCSIOR EVERT EVERY OTHER STUD (TYPJ EXPANSION BOLT ANCHORAGE 24. OC- @STRAP TIE . EVERY 3rd STUD OONTECIM FLOOR TRUSS to 2 d FLOOR STUD - 2X7 BLOCKING AT MIDSPAN - T6. OL. STUD 64-ACM 012Ni. ERG. FRAM E WALL - DaANCHOR R Sly TOYR M) TOP EWTNSIOI 24M O V16. OSa 61-EAT14M 2X4 WD. STUDS . 16. O 2X4 BOTTOM FLATE 3/4' PLYWOOD 2X4 BIND BOARD 16• DOOR TRUSS . 24' Or - INTER. FRAMING &STRAPPING INTER. BRG. WALL 0 DOOR IBW2 FRAMING < STRAPPING INTER BIaG. WALL ® FRAMING 2 STORY WOOD 71I19S STRAPPED AS SNOUN ON - TRIM LAYOUT OT4 T� J•. TAa'Y 4G8o9_/ @PLATE ANCHOI EVERY OTER STUD (FrP. STD N BOTTOM) - 1/!' X 8• EXPANSION CHU WALL--- WSTRARAPPED AS SHOW ON TRIES LAYOT 2X- BLACKING AT MUDSPMN - 16. OC. STUD 6PACfY FOR Hr. SI FRAME WALL - ZpLATE ANCHOR \ ra""'�*'•'YYSF12[`lrirTdYL-£'MTI�IILF2iCOH[ ----------------- KW FRAMING & STRAPPING KNEEWALL OVER CMU W-0• .COX SPACnERR EDIITE 1IJG WS EXTERIOR WALL SHEATHING NAILING PATTERN DETAIL aximcP.T. 2X6 W VP DL4M 'J' CHU. I�TYPJ BOLTS * 4B• MAX WY ,ate 6• M EMBED. (TYPJ _ -�BEAR/Ki P.T. 2X6 UY W' DAM. •J• BOLTS • 4W MAX WV 6' MIL EMBED. (TYF DETAIL: TYPICAL JAMB FASTENING o OVERHEAD GARAGE DOOR SCALE: N.TS. 2IE �EsE FEQIIREMENTS APPLY WHEN HDOWV DOOR P1MllFAC1URER5 FASTENING ETHOD 18 NOT SPECWEO. PT IX MUMS FOR WNDOIIS AVID DOORS U NAIL WV JOS DIA OR HEAVER MOILER NAILS 6. OGO AND 3' MAX FROM ENDS TYP. WV P MIN EMBEDMENT INTO BLOCK 2J ALSO ADD 3AW VIA. SELF TAPPING COO. ANC•IORS THRU WINDOW/ DOOR FRAME EGNT (a) INCMS FROM ENDS MAX AND FORTY (40) INCHES MAX BLOCK OH CENTER UY I' MIL E'BFJ71'ENr INTO ATTACH WINDOW TO BUCK UM 40 SCREW@ MAX 8. OAG AND MAX 8' OC AND MAX 8' 011- FRO) ENDS. Pr 2x BLK9 FOR WINDOWS AND DOORS (ALTERNATE) U INSTALL 3A6' DIAMETER SELF TAPPING OONC. AMC NOH:S Er44T (8) /CLES MAX FROM ENDS AND 24' ON CENTER MAX UV 1• MN. EMBED. INTO BLOCK FASTEN WIDOIVDOOR TO PT BUCKS WITH 10 SCREWS 8. OC MAX AND MAX 8• FROM ENDS UV 1' MIL EMBED, INTO BMOC TYPICAL BLOCK OPENING DETAIL f -OR In BUCK FASTEJAYG AID 35 FSF RATIY.G/ (,,QFRAMINQ & STRAPPING INTERIOR BED IFNG WAIF FRE ENGINE WOOD ROC • 24. OC. r DOLE TOP PLATE 2X- BLOCKING, 'AT M(OSPAN - BOTTOM PLATE EXPANSION eoL • 32. OG. 1 NAIL INTO 2 NAILS INTO TOPPLATE . �TOPKATE GENERAL NOTES GENERAL : L LIVE LOADS: ROOF. 20psr FLOORS 40pGr STAIR: 4Cper 2. WID SPEED IOWh 300- gusto 3. ALL WORK TO BE N ACCORDANCE WITH THE FBC. 2" CHAPTER E. 4. ONLY WRITTEN CLANGES APPROvED B7 THE ENGINEER SHALL BE PERMITTED. CONCRETE : L ALL WORK TO BE N STRICT ACCORDANCE WITH THE ACI 318 2. MIX DESIGN CRITERIA. ALL CONCRETE TYPE I PORII AND CEMENT. (ASTM C 60) COMPRESSIVE STRENGTH • 26 DAYS S44LL BE 2SOO PpVs FOR SLABS AND FOOTINGS AND 3000 I ELSE AMW (11O1NA MAXIMUM WATER -CEMENT RATIO BY SEIGFR FOLLOWS. SPECIFIED NON -AIR AIR =MPREINED 5 RBNGTTMtppoii) ENTRAINED CONCRETE 2500 Obi 054 30M 058 0.46 SLUMP -SLAB ON GRADE 5' OTHER 5' WATER - POTABLE CHLORIDE - NONE 3. PROVIDE NORMAL WEIGHT AGGREGATES N COMPLIANCE WITH THE REWIRE GENTS OF ASTM C 33. 4. FIBERMESN FOR SLAB TO BE AT A RATIO OF ,15 LBSJYARD. FOUNDATIONS : L FOOTING DESIGN BASED ON MINIMUM ALLOWABLE SOL BEARIG PRESS OF 2000 psf. 2. F FOOTING ELEVATION OCCURS N DISTURBED)NSTABLE OR UNSUITABLE THE EGINEER SMALL BE NOTIFIED AND NECESSARY ADJUSTMENTS BE MADE PER HIS NSTRCTIONS, 3. PREPARATION OF THE SUBGRADE TO FOLLOW RECOrIE►DATIONS AS OUTLINED N TIME U.fOTECHIWdI REPORT. SOIL. 4, STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF (1) VERTICAL TO (2) HORIZONTAL 5. CAUTION SHALL BE USED W1EN OPERATING VIBRATORY COMPACTION EQIIPMEW PEAR EXISTING STRICTURES TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE. MA50NRY : l pESNGI MATERIAL AND UIORQIANSHIP 6HALL BE N ACC:OPDANCE WITH THE AG STANDARD BUILDING CODE REOUIREI"mITB FOR CONCRETE MULSONRT STRUCTURES ACI 590/ICI 530J 2. CELLS INDICATED TO BE FILLED SHALL BE GROUTED WITH 3000 pol CONCRETE (W TO W SLAP) 3. PROVIDE 25' LAP FOR STEEL • ALL LOCATIONS. 4. ALL OILS ADJACENT TO CORKERS, END OF SMEAR WALLS AND UNDER CONCENTRATED LOADS SHALL CONTAIN VERTICAL REIFORCIG AND SHALL BE FRIED WITH CONCRETE S. C.00RETE BLOCKS SWILL CONFORM TO ASTH C-W (28 DAY STRENT14 2O00 p*0 ((b•1500 PIN), LAD N RIdNMG BOND. 6. MORTAR SHALL BE TYPE K 1. ALL RE -BARS SHALL BE GRADE 40 UNLESS U A0- WOOD : L ALL WOOD FRAMNG AND PRE-ENGINEERED WOOD TRUSSES SHALL BE DESK6ED, DETAILED. AND FABRICATED IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OUTLINED N THE LATEST EDITION OF THE NATIONAL DESIGN SPECFICATIONS FOR WOOD CONSTRICTION. 2. THE WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FT THE DIMENSIONS AND LOADS INDICATED. ALL DESIGN SHALL BE N ACCORDANCE WITH ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED AND APPROVED BY THE BUILDING CODE DESIGN CALCULATIONS SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER ARE TO BE SUBPUTTED TO THE ENGINEER FOR APPROVAL 3. PERMANENT BRIDGING PERPENDICULAR TO THE SPAN OF THE TRUSSES SHALL BE PROVIDED AS REQUIRED BY THE TRUSS MANUFACTURER TRUSS MARFACTURER SMALL PROVIDE STATEMENT TENT BOTTOM CMORD OF ROOF TRUSSES ARE BRACED DURM's UPLIFT CONDITION A. FOR STRUCTURAL TUBER PROVIDE TE FOLLOWIN., GRADE AND SPECIES . SOUTFERN FINE SURFACES DRY USED AT MS MAX H. C. GRADE M02 OR SPICE FINE FIR SOUTH GRADE NO2 S. PROVIDE GALVANIZED METAL MANGERS AND FRAMING AMMORS OF THE 61ZE AND TYPE RECOMME)WED BY THE MANUFACTURER FOR EACH USE INCLUDING RECO HEI'VED NAILS. ("UGGHES C M,ECTCRS OR EQUIVALENT) 6. ALL BOLTS USED FOR WOOD COLSTRCTION SWILL BE A MNMIM OF W' DIAMETER AND 6• N LENGTH (ASTM A-301) WITH MIL 1 VJ• DIAM. WASEER 11140. 1. PROVIDE FR HM MEMBERS OF SIZES AND OF SPACIGS SHOUK OR IF NOT BHO K COMPLY WITH LIMITING, STUD WEIGHTS CHART. DO NOT SPLICE 6TRWOTIRAL MEMBERS BETOEETN SUPPORTS. 8. ,ANCHOR AND NAILING AS 6NOIW, AND TO COMPLY WITH THE F190"'ENDED MAILING, SCEDULE FROM TFE STANDARD BUILDING CODE, LATEST EDRIOL S ROOF SMEATWM; 1A6. OSB OR VP COX SEE DRAWINGS FOR NAILING PATTERNS. VERIFICATION OF FIELD CONDITIONS : L CONTRACTOR SHALL VERIFY ALL FIELD f.QDITIOlS AND DIMENSIONS RELATIVE TO SAME WFERE THERE ARE COiLCTS MME04 ACTUAL FIELD CCNDRIONS AND DATA PRESENTED N TE DRAWINGS. SUCH CONDITIONS SHALL BE CALLED TO TWE ARCHITECTS ATTENTION AND NECESSARY AD.tUBTMENTS MADE PER MS NSTRCTION S. 2, FOR ANCHOR BOLTS USE HGWES OR EQUIVALENT (A-36 OR A-301 STEEL) 3. PROVIDE 2X4 BLOCKING ON ALL SIDES OF THE RIDGE VENTS WITH 8d NAILS AT 4. ON CENTER 24. OG MAX EN&MAC E NGq rt.-goal .. n.-Mn- I.. lY: IGN.G V�Q A arnG A TOENAIL FLOOR TRUSS TO TOP • PLATE WV w PENNY MAILS, (2) V • ON ONE SIDE, (a ON THE OTER WALL W/ NO UPLIFT V / v, W J O I-- Z 0 _J J W 9 W Z wZ ♦W W V 0 ..dsio:Kc 4.c �.aM• eW�IvKea w e 0a.x OY• d-desOm doW /1d2-01 � Sheet S1 Of. NOTE I VY SPACM CLEAR OF ALL Fl 5W etlJEIaALS� II NARDW70D HANDRAJ ° PETAL BRATS • 36' OL. 2X6 BFtACNG • BRACKET. 0 O 2X STUD WALL Cow IX4 NAIL TO EACH TRL95 PEPBER ROOF TR1aS G-II I INI V*l SOLID ROOF TRUSS 0.9E OR V)• COX C♦i INT M "G CHIMNEY CH SECTION THRU CHIMNEY @_INjERIOR CHIMNEY DETAILS aln• 171 21,112 TREAD n I I" NOSING MAX. IX6 RISER BACKING NOTE, � GUM OF TWO RMERS AND ONE TREAD, EX LWWE OF TFEs,PROACT1CN OF nL41 J4' q oBE HO.DLW . TO I/Y GAP TTP. 242 STAIR STRNGER DETAIL: STAIR TREAD \ � vH•oanoatL oaz RR tMORT �� +' 2xQ STAIR STRNGER • J4' OL. OCK W� • IE RYPJ GAM-F 9 • 24. OL- CMU DSS SHEATRM 2x4 CONTNIOUS 16' OA: OC EA SIDE (TYPJ 2x4 BLOCKDY — nc EA. SIDE (TYP.) CHIMNEY DETAIL CONNECTION Km 3/4" FLOOR SHEATI-ING NOTE: SEE FLOOR PLAN FOR TREAD DEPTH Q' IL W W U = dW)a� - I6" WOOI TRUSSEE 2'0" OZ. IX6 2XI2 STRINGER FASTENED s BOTTOM 4 WEDGED 4 TOENAILED INTO 2-2XIO o TOP 2X61-UTALL TYPICAL SINGLE DETAIL: TA; 2XX44GSETRRNGER RUN STAIR HANDRAIL 3 �• ; -;• �• eol1THD NSTALLA11Wlt 2X4 NAILER TO WALL DETAIL: STAIR TREAD 0 WALL 0'm• IPLFF ' CF MT516 Mil 10d HALLS IlK • OF 3A6' FROM T14W SIRAPS TO PEat 1AF CAM TO CM K414FALi1JIFER l51'r") (EACH STRAP) (EAC31 STRAP) 0-131 1 1 1 132-1460 2 l 1 THE MISSED FILLED CELLS CAN BE REPAIRED BY Epoxy GROIRNG (1)9 RESAR (SEE EPDXY PROPERfES AND SPECFTCATIO► S • 0ONCRESIVE OOTNBOND SEAMLCANOHOFEaN9NFOLLED CELLSAND $NOUN ON PLANS BUT NOT RLLED N THE RELD PROVtOE 6' MN. EMBED. AND 3/4'T HOLE MO BOTH THE BOND BEAM AND THE FOOTNG F AN 'A• STRAP tS MISPLACED _ K rTOP OF BOND BEAM EACH MISSED 'A• STRAP (TYP. UQW lL9E SECURE EAOH MT916 STRM LOUAI E THE ATTACHED TABLE AND .4RONG To THE 1PlFr SHOW FROM TRUSS MAILFACTUREIt WTALL ALL 10OHHS WITH I-V)' MN ErBED. LIHM BEAM UV (U 9 CONT. simpsom MTs% ATTAOI TAPCONS EVERY OTHER HOLE lb NOTE, TApC4H9 SHOULD BE INSTALLED N STRICT ACCORDANCE WITH THE MAKFACTIAER'S RECOPP®OAnONtS MS MISSED A' STRAP DETAIL PRE-E .f EEFTED HOOD TRUSS -PROVIDE 20 G4. GALV. FLASH@1G FOR TRUSS TO SR ON CM1 • ___ CBOT BEAM W, lV 9 cONT. 21- SPL(T'T'PJ r— S• Cr'U n1A1 1 --•� (UU 9 VERTICAL _ EPDXY CAa= 9 NTO FoOtM AN BEAM WV 6• M►L W OF FOOTER NOTE. @'17KT• GIatOUT SHOULD BE NSTALLED N S(ECgPWETIDATIQi0. WI1H1 THE HANFAGIW7ER'S MFC MISSED PILLED CELL DETAIL 24- S Ai 45• �J4— O.G. pROVtDE (1) 9 AT A&- or- VERT. AND (2) 9 _ BELOW EA POST LOCATION RLL ALL CELLS WITH 25" PSI COO- ALTERNATE NOOKS N FND. BRACE EXTERIOR SIDE $. OF WALL DURAYa COMPACTION OF T1410 AREA 9 • 4$. —\ 'O ) WALL SECTION Q FRONT ELEVATION SIDE &-E—XTERIOR CHIMNEY DETAILS ELEVATION ------------------------------------------------------------------- STAIR AND LANDING DETAIL SEE PLaW FOR POST SUP (U 9 CCNT. PROVDE OPEN HEAD JT. AT AV OC- FOR WEEPS GRADE AWAY FROM HOUSE CCOW AS T. �'-0'. �Ir 3• CM COV. SHOWN ALL REBAR (TYPJ RW RET INING WALL AT PATIO NOTE. BRACE Aa A WI P ApE(iMTF1Y DUiiYI' CCrPdLT1ON FOR PATIO % AM LEAVE BRACES N PLACE FOR 'I DAYS AFTER PATIO SLAB 19 POURED IRRICANE ENGINEERING rA 9= 1616l3 4wCMC VACS rt 32110 111PN5 a mean" wj 47619 (2) STV'SON T822 (24301-b. max UPLIFT) or YA WER (2) HUGHES RT72112 (mom-b. max UPLIFT) or (2) SEMCO ADS-2 (3412Lb. max UPLIFT). 2x4 POST SEE oolleLe t PLAN FOR CIUANTITY PLATE v "K I I DETAIL for (2 xG SUBSTITUTION 0 Tor (I)II • GIRDER CONNECTION 3(v . r.o- v Q Q— W I II C) to CV 0 .•l � aM deslWnad W. N tt W..eR.d—wim dleeLH00f. w dw 01Z2•U1 Sheet S2 of <1 HANDRAIL TO HAVE A CIRCULAR CROSS SECTION DIAMETER BETWEEN 1 1/2" TO 2", OR TO PROVIDE CROSS SECTION WITH EQUIVALENT O GRASPABILITY PERFORMANCE REFER TO FLOOR PLAN FOR STAIR SECTION SPECIFIC TO THIS MODEL W r 2XI2 STRINGERS AT SIDES Q CENTER OF STAIRS W/ 2X4 SPACER AT SIDEWALLS. ATTACH SPACER TO EACH STUD WITH (2)IOd NAILS. Z wm � �r o 2 IX RI' � = 2XI2 THE m I A ko � � 5 Ox m I i ATl SUM OF (2) RISERS PLUS (1) TREAD MUST EQUAL 24" TO 25" 3/4" SUB -FLOOR FLOOR TR1)55 2X6 STAIR LEDGER CONNECTED TO FLOOR TRU55 WITH IOd NAILS W O.G. ATTACH EACH 2XI2 STRINGER TO LEDGER WITH (2)Ibd NAILS THRU LEDGER INTO STRINGER AND (2)IOd NAILS TOE -NAILED ON EACH 510E TA H R15ER TO EACH RIN ER 14/(3)8d NAILS TO EACH STRINGER W/ (3)IOd NAILS TOTAL STAIR RUN MI TREAD = q" EXCLUSI E OP NOSING TYPICAL STAIN CONSTRUCTION DETAIL N.T.S. Z�G3 O U) N J W ram. r� ►EI . w er,rge ey w a„oer.a".o.av, �eama er e.. me& 01 aa� sheet S2.1 SNAY.dES R 15• FELT OVER VV•• OSB. � STRAPPED AS TRUSS LAYOUT are• R^iIl SAIw PPS uv Ga±r. aun 0 �. GRADE VEMED SOFFIT FOR STRAPPING FLPLAN 00 TXA HEADER FOR 4'-6• KAX. OPEN Mo ST� 30 CRY. 9LA6 MAX OPENM UNO. mL VAPOR BARRIER WISERMSH OWN WOOD POST OVER TREATED WOOD POST CLEAN. COWACTED PER 0.O0R PLAN GOrO•A+CTED FLL PER PLAN FILL W/ MONOLITHIC LLRAPPE�D`a' UY5TYCCO � FTC. DV T • 5 BARS SEE FLOOR PlAt7® OR OR b ® O PL" FOR POST SIZE �• I E T • S REBAR4 THICKENED SLAB AT SCP SECTION ®COVERED PORCH K BEARING PORCH POST ....DR,,L GUARDRAIL ELEVATION 4 BLOp@iG T4.OG TVTO B LATERALOIUALLP GF ISS LAYOUT F&MGERAM IT OOF TRUSSES)G Bd NALS (TYPJ T-TUNLE85OONN0.00OR Pl AN D V!• pRYU44.LOX• 32' 01- E V!• ORYWALLGATT NSILATM TYPICAL. STUCCO 7- D STRAP TIES O STUCCO OVER N�TA!FSIISH(ALTEFNATE OER 5• FELT ovaR Osl R9 CEDAR MIMI (ONE EACH SIDE) • TOP OF FRAME WALL TX STUDS K• O)C FOST PER 0.0OR PLAT TX BOTf. PLATE W) V2*)W AS. 32• On MD •O. 3T OAC CONC. SLAB -� 0.� � FOR POST SIZE F'ORL'H EPP ELEVATION REAR PORCH POST NB BRACING AT NON —LOAD ERG. EXTERIOR WALL DETAIL MONOLITHIC DETAILS SIMILAR WOOD BALUSTER W/ DEG WOOD RAIL ABOVE THAT MEETS GRAS' PABLITY CODE TRPI '-D<O� G FIR CAI r/e I. IMPERIA STAIR CONSTR / BEYOND WALL NEWELL PC ZAL H TX3 IXIt C. FIR SKIRTBOARD (HANDRAIL OVER) TX6 HANDRAIL ABBOVE AhWTIMET$ GRASPABILITY CODE X/l DEG -WOOD RAIL n / LUTE _ ' / OW G FIR SKIRT e+ STAIR CONSTR ./ PAST WALL I VT•1 P S T A I R R A I L S Q T A I R R A I L S Il�f�I�AN� IIR. ENGINEERING X' X (q» 77+-O= FAX pal) " -P" I.O. am Ifla73 a/ 4won 9CS It WIG DETAIL ® HANDRAIL 0101t "CGtM Kf •701 LATH ff W <U O s Y � I\ F C $ ID ZNY Za Sim O99 WO "v �o u O�LL 0 -1 09 aW 0 !n as 00 vi tri J J 00 C) U) CV J W 0 0 2 I` .IL\ V dcgrWdWd tram br. *mAasq- da�aed eT: sr. cam of-nal � 2 20�3 -sheet S3 I Of: