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HomeMy WebLinkAbout182 Bristol Forest Trl - BR03-001758 - SFRPERMT ADDRESS CONTRACTOR ADDRESS Centex Homes 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 407-661-2176 PHONE NUMBER CGC 049689 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION 1 PERMIT # 1b DATE 5 ' ^ PERMIT DESCRIPTION c `` CQ) PERMIT VALUATION \&\ zS'O SQUARE FOOTAGE (90 1 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 182 BRISTOL FOREST TR for which permit 03-00001758 has heretofore been issued on 5/13/03 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 `r` Q, { err. \.\ ,' A *i ucomplies with all the building, plumbing, electric zonint 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 UTILITIES: FIRE: Inspected Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs 2` 5 f S; Lights Storm Sewer Driveway Street Work FEES PAID DATE APPROVAL DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 6/18/03 10.00 01-APPLCTN FEE -BUILDING 5/14/03 10.00 01-APPLCTN FEE -MECHANIC 7/02/03 10.00 01-APPLCTN FEE -PLUMBING 6/06/03 10.00 02-ENGNG DEVLPMT FEES 5/14/03 10.00 01-FIRE IMPACT - RESIDENT 5/14/03 59.27 01-LIBRARY IMPACT FEE 5/14/03 54.00 01-OPEN SPACE 5/14/03 279.61 PAGE CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 182 BRISTOL FOREST TR for which permit 03-00001758 has heretofore been issued on 5/13/03 has been completed 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 building, 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-PLAN ALTERATIONS 01-POLICE IMPACT - RESID 01-RADON GAS TlAX FEE 01-ROAD IMPACT FEES 01-P,ECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 6/06/03 5/14/03 5/14/03 5/14/03 5/14/03 5/14/03 5/14/03 5/14/03 35.00 91.93 14.95 847.00 14.96 1384.00 650.00 1700.00 II T>M (6,- (C"' /p OWNER BUILDING OFFICIAL / DAT CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT ADDRESS: CONTRACTOR: PHONE #: ( yOri y 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. 0 K iOfZIO-5> neering 03 Fire Public Works Utilities Zoning -\ I A Licensing n i P-- CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) D 60sa A(S k 3 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT ADDRESS: CONTRACTOR: PHONE #: ( y0'1> yAo— 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 Fire _ --, i- ublic Works Mrn tws ` .2 6° Zoning Y-\ I A 7jUtilities OLicensing -1 P- CONDITIONS: ( TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) w CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION ! g I SINGLE FAMILY RESIDENCE**** DATE: "jj PERMIT #: ADDRESS: CONTRACTOR: PHONE #: r I r I I 1 aEr i o V a g r The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Public Works zutilitie 112 0 CONDITIONS: (TO BE COMP ti. Fire Zoning I Licensing i Y IF APPROVAL IS CONDITIONAL) FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM. Expires December 31, 200E ELEVATION CERTIFICATE Important: Read the instructions on pages I.7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number I. CENTER i BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 182 BRISTOL FOREST TRAIL CITY STATE ZIP CODE. SANFORD FL 32714 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 49, PRESRVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, If necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) or ##.##### HORIZONTAL DATUM: SOURCE: NAD 1927 NAD 1983 0 GPS (Type): USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NAP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE SEMINOLE COUNTY 120284 SEMINOLE FLORIDA B4. MAP AND PANEL 67. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth offlooding) 1202940035 E 4/17/95 4/17h35 X NIA B10. Indicate the source of the Base Flood Elevation (BFE) data orbase flood depth entered in 89: AS Profile ® FIRM Community Determined Other (Describe): 1311. Indicate the elevation datum used forthe BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings* Building Under Construction* ® Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select Me building diagram most similar tothe 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.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/Al-A30, AR/AH, AR/AO Complete Items C3.-a-i below according to the building diagram specified in Item C2. State the datum used. Ifthe datum is d'rlferent 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 orthe Comments area of Section Dor Section G, as appropriate, to document the datum conversion. Datum _ Conversion/Comments Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes ® No o a) Top of bottom floor (including basement or enclosure) 13. 0 ft.(m) o b) Top of next higher floor 22.3 ft.(m) U) a o c) Bottom of lowest horizontal structural member (V zones only) N/A ft.(m) N m. o d) Attached garage (top of slab) 12. 6 ft.(m) w o e) Lowest elevation of machinery and/or equipment m servicing the building (Describe in a Comments area) 12, 7 ft.(m) E a o f) Lowest adjacent (finished) grade (LAG) 10.8 ft(m) m - o g) Highest adjacent (finished) grade (HAG) 12. 8 ft.(m) d o h) No. of.permanent openings (flood vents) within 1 ft. above adjacent grade 0 o i) Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by nine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME: WIWAM 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 ST E E.18 ORLANDO FL 32803 SIGNATURE DATE TELEPHONE 11 9/23/03 (407) 426-7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. Forinsurance Company use: BUILDING STREET ADDRESS (Induding Apt, Unit, Suite, ardor Bldg. No.) OR P.O..ROUTE.AND BOX NO. Policy Number 182 BRISTOL FOREST TRAIL CITY STATE ZIP CODE SANFORD FL 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agengoompany, 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. Ifthe Elevation Certificate is intended foruse as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building forwhich this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The topofthe bottom floor (including basement or enclosure) of the building is _ ft.(m) —in.(cm) aboveor below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higherfloor or elevatedfloor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Completeitems C3.h and C3.i on front of form. E4. The topof the platform of machinery and/orequipment servicing the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: if no flood depth number is available, is the top ofthe bottom floor elevated in accordance with the community'sfloodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. Thestatements in Sections A, B, C, andE are correct to the best ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE i COMMENTS - Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and Gof 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, orarchitect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA-issued or oommunityassued BFE) orZone AO. G3. The following information (Items G4-G9) is providedfor community floodplain management purposes. G7. This permit has been issued for. U New Construction U Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: — _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS FEMA Form 81-31, January 2003 Check here ifattachments Replaces all previous. editions r _.. PENT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 49, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA n 6= 41 '59'36" L=36.65' R=50,00' CB=N57'11'25"W C=35.83' 1"30' GRAPHIC SCALE, T 0 15 30 CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC PI CENTERLINE OF—, RIGHT-OF-WAY 0woml0j0NNW ri PT NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 9-22-03, UNLESS OTHERWISE SHOWN. LOT 50 WALK IS I 0.5' OFF 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT TI4E TITLE OR USE OF THE LAND. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4117195 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLANE ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY. VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE WESTERLY LINE OF LOT 49 BEING N13'29'36" E PER PLAT. FIELD DATE:) 5/30/03 REVISED: SCALE: 1 = 30 FEET APPROVED BY: WRM ASM39663 FINAL 9-22-03 CKBJOBNO. FORMBOARD 6/9/03 CKB DRAWN BY: PLOT PLAN 01-09-03 CKB 7 v S76 56 s3„E G STORMW4t CT q Sv`l I MgNgGfMF'PT j 'gRfq F SCR' ffNfp D ENctOSED o 4-NCfofasroY ihRfPOpRLOGSiqkwm 40" 9 a, cT 9 Co moo. o 1) vf 6' lJ ; f tfq/!O,yaOOR f t h fNTRYRfp 3 B3 3 ,;^ 0 , p. W 0 o.' 12. 8 L 9 WALK IS 0. 5' OFF I THE 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) 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS. SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO. FLORIDA 32801 ( 407) 426-7979 1 8 G y0 12 z LOT 48 LEGEND OFND 1/2" IRON ROD AND CAP LB 168 (9/22/03) Q FND NAIL AND DISC LB # 68 (9/22/03) OFND 1/2" IRON ROD AND CAP: LB 96393 (9/22/03) CNA CORNER NOT ACCESSIBLE 0 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 OHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE EXISTING ELEVATION 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 SIDEWALK - - CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF'PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17- 6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA AM R. MUICA FOR THE FIRU JR. PS 492 DATE Permit # :61 r7 - Job -Address: L CITY OF SANFORD PERMIT APPLICATION u 1 r cl Date Description of Work: Historic District: Zoning: / Value of Work: $ O O d no Permit Type: Building Electrical Mechanical t/ Plumbing Fire Sprinkler/Alarm Electrical• New Service — # of A PS Addition/Alteration Change of Service Temporary Pole Mechanical' Residential Non -Residential Replacement New (Duct Layout &]energy ali . Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of W er 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; for otoawr wmn x) Parcel #: Owners Name & Address: Contractor Name &Address: Phone & Fax: Bonding Company: Address: Mortgage Lender: . Address: Architect/Engineer Address Attach Proof of Ownership & Legal Description) Phone: to License Phone: Fax: JCG 3GGJ Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AiR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will; done i compliance with, all applicabic iaws rc•.galaring construction and zoning. WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF MMEN EMENT MAY RESULT iN YOUR PjsVING i TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. iF YOU INTEND TO OBTAIN FINAN G, CO ULT W YOUR LENDER OR AN II ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I NOTICE: In addition to the requirements of this permit, there maybe additio restrictions ap cable to is prope that y be found in,the public records ofIjthiscounty, and there may be additional pemuts required from other gov mental entities ch as wa mana ent dis cts, state agencies t' fcdcrai agencies. I Acceptance of permit is verification that 1 %%ill notify the owner of t property of t equireme orida Lien La , FS 713. Signature ofOwner/Agent Date Signature of Concacto 1/Atggent, I ate Print Owner/Agent's Name Print Contractor 2ent's Name Signature of Notary -State of Florida Date Signature of No_rv-State of Flonda Date Owner/Agent is _ Personal]% Known to Me or Contractor/Agz .: i;y_ Personals Known to Me or reduced iD Produce.' D APPLICAI ION APPROVED BY: Bldg: Zoning: Initial Date) Initial special Conditions: '?' MYCOMMISSION DD212893 of F Bonded Thru Notary Public Unde ers lrmtia cCl • Dail- S-eS-203 12:S2PM FROM CITY OF BANFORD PERMIT APPI.ir.ATION Permit N Job Addrt Description of Work: I 1 Historic District: Zoning: Value of Work: 5 Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool _ Electrical: New Service - # of AMPS QCJ:- Addition/Alt,.-radon Change of Service Tempciltiy Pole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & } gergy C Li. Required) Plumbing/ New Commercial: {t of Fixtures # of Water & Sewer Lines # of Gas Lines PlumbinOew Residential: # of Water Closets Plumbing Repair- Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyke: _ # of Stories: # of Dwelling Units: _ Flood "Gone: (FEMA form required for utoc•r t:,an x) P.rcel a: (Attach Proofof Ownership & L.egnl Description) O-oars ,N3me & Addrms: Centex Homes 385 Douglas Ave Suite 2000 Al 1-mmnnte Springs- FL 32714 Phone: 407-661-2150 _ C0ntc4ctorNamc&Addre43:__ Approved Electric Co. of Florida 4874 S. Orange Ave. Orlando FL 32806 $tale License Nurnber; EC0002494 Pnone ' Fad: Fgy 407-851-1226 Contact Pcaon:JOhn Findlay..,_ Phonc: 407-851-1220 Rond{n Company: ddre; —•- - _— Ion s ,c l_endcr: — Audfsos ArGillet En',',incer. A',(I(Ws Phone: VAX: PkVion is hereby made w obtain a permit to do the work and installations as indicated. 1 certify that no work or installanon has commences: prne:. issuance 0( a perm t and that all work will be performed to matt standards of all laws regularing oon5truc ion in this jurisdiction. 1 understand that a separate must be secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES. BOILERS, HEATERS, TANKS, andr,iR''')W)rTIONERS,etc. n I'ER'S AFFIDAV FT: 1 ccnify that all of the foregoing information is accurate and that all work will be done in compliance with all applir.61e iov-: ) c:t.t.lannpzcnspuc^.on and caning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RBSUI; I IN `.:A P. VICE FOR MPROVSMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A1,70f '"EY BEFORE RLCORDING YOUR NOTICE OF COMMF,NCEMENT, tiQT In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public mcons of s coun!y, and there may be additional permits required from other gov seep dace of permit is Yerification that I will notify the owner of the pr Signature o(Owner/Agent C'.icl Ovencr/Agent's Name S 1, at,,rc or Notary -Sims of Flonda Da cc D3ic Twn, r/Agvnt is Pcrstv)alh ,Rnocm to Mc or rr.nuc d IU _ 8f Initial Charles Cannon __ Conn'actor.gcnt's Na c Signs urC of"Nn ry•Statc of Flondt O ';AVN PATRICIA A. KADLAC MY.COMMISSION.# DD013206 EXPIRES: March 26, 20051:7.OF VVontractnr/Are:.: i.a PcrsunnC Known to M 0gy+0p3.NTARY FLNotaly Service &BondirSIrw. ' PiuducC:.:I _.. L;:.::..:: -. Initial K, Uatc) (I LU11 A c)atc) P0: lirt al ti Ja': PERMIT REVISIONS 0 DATE 1!1q/Ad ADDRESS CONTRACTOR PH #FAX #• DE UTILITIES FIRE 1 1/2" V.T.R. II/2" II/2LFLi LAv LAv W.C. 3 ° 2" Li TUB 2" V.T.R. LAY 1 I/2" 11/2" V.T.R. 3" LU.C. 3 COMB, W+v TUB I I/2" 3" 2 11 3" 2 IM3„ 211 i Lu 1. LAV 1 1/2" 3„ 2 311 3„ 3UJ.C. 411 250 f PLUMBING 'r I SE R Description of Work: Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing / Fire Sprinkler/Alarm PoQI . Electrical: New Service — # of AMPS Addition/Alteration Change ofService Tempotdry Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy C41F. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Wager Closets 113 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 for other than X) Parcel #: — (Attach Proof of Ownership & Legal Description) Owners Name & Address: l 'T/$( M 6c r Phone: D g/JContractorName &'Address: /%'/t.GG- d (> / Jf /7 " J S/T ,-4 Ewt & . k. Q p p pZ L7 Stat License Number: to;.FC tU Phone & Fax:8 /Q — 3s A V p (•- % UContact Person: C Phone: >OC$' Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all lawsregulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.E C_r a,,,- SZ £. ... Signature of Owner/AgentDate Signature of Contactor/Agent Date Print Owner/ Agent's Name t Contractor .-\-,ent's N Signature of Notary -State of Florida Date awre of Ne=u State=of flo — —Date of v r o iJ 0 I 1 MY C Owner/Agent is _ Personal]% Known to Me or Contractor/A$ " Rersonal , hno%":to We16o _ Produced ID APPLICAl [ON APPROVED BY: Bldg: Zoning: FD:. Initial &Date) ( Initial &Date) (Initial &Date) (IiHtial & Dat; special Conditions: COUNTY OF SEMINOL[ IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75469 DATE: BUILDING PERMIT NUMBER: Uj- ICCITY) COUNTY NUMBER: UNIT ADDRESS: l8- BBIS]ZL F}REST AIL TRArFIC AN: ___ JURISDIC1 ION: SEC:22 TWP: I9 RNG: 3O PARCEL: 502 SUBDIVISION:23I\lABE MARY TRACT: OWNER N M[: {DG} - A--La-A--MC-N-T-EADDRESS: J85_QOD I_\J,_S^_2UOO,_ __327l4___________________ APPLICANT NAME: SJ B 9--------------------------------------------' ADDRESS: ......... .......................... LAND USE CATEGORY: 001 - Single Family Detached House ~' TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & 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 O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,304.00 STATEMENT RECEIVED BY: JACRIE(AI0E8 PL ASE PRINT NAME) AMOUNT $ 2,2B5.00 SIGNATURE _.... .... NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE PEE. **** DISTRIBUTION: 000UNTY 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 FILIHG A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. TKE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE C[K8NTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 [AST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT J 300 NORTH PARK AV[XUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUIBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*f* SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION Pern Job Permit Type: XX Building Electrical Mechanical Plumbing Fire Alarm/Sprinkler Description of Work: CONSTRUCT CONCRETE BLOCK SINGLE FAMILY DWELLING Additional Information for Electrical & Plumbing Permits Electrical: _Addition/Alteration _Change of Service _Temporary Pole New AMP Service (# of AMPS ) Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional) Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines Occupancy Type: XXResidential _Commercial _ Industrial Total Sq Ftgi0Value of Work: $ , D Type of Construction: CONC . BL K. /06 Flood Zone: Number of Stories: Number of Dwelling Units: 1 Parcel No.: ' 22-1-9-30-502-0000- 0 (.Attach Proof of Ownership & Legal Description) Owner/ Address/Phone: CENTEX HOMES, 385 DOUGLAS AVE. , STE. #2000, ALTAMONTE SPRINGS, FL 32714 407- 661-2176 Contractor/ Address/Phone:. SAME AS ABOVE (PATRICK J. KNIGHT, PRESIDENT) State License Number: CG C049689 ContactPerson: MIKE ENWRIGHT Phone &Fax Number: 407-661-2184 *** 407-661-4089 Title Holder (If otherthan Owner): N/A Address. Bonding Company: N /A Address: Mortgage Lender: N/A Address: Architect/ Engineer HURRICANE ENGINEERING PhoneNo,: 407-774-9003 Address: P.O. BOX 161613, ALTAMONTE SPRINGS, FL 32716 Fax No.: 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 alllaws regulating construction .' in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS;; POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compl.iance'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 INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT - NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. APR 3 0 ,2003 03 Signature of-Owner/Agent Date Signa e of Contractor/Agent Date PAT KNIGHT 0. 2003 of Notary-State'N'3' Florida ' Date— K+ 1SPY A 8+ f P U 1•' .. 13arid. d7hrtj r, r'uuli d'rw"e•s OwnerlAgent is XX Personally Known to Me or Produced ID PAT KNIGHT Punt C tra r/Age^'s N ne(, APR 3 0 -2003 " Signature of Notary-Staf Florida Date K f t01Y C01,F ThMNO! send_,„ rifers Contractor/Agent is XX Personally Known to Me or Produced ID APPLICATION APPROVED BY:- Date: _'" O - Y: Special Conditions: Sq C", It X I 0 City of Sanford Building Division Submittal Requirements for Residential Building Permit 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. "The State of Florida requires bathroom compliance with Florida Accessibility Code. C. An elevation of all exterior walls - east, west, north, and south. Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure, bearing and non -bearing interior and exterior walls, show 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 carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: 1. Garages/Carports sq. ft. 2. Porches/Entries sq. ft. 3. Patio(s) sq. ft. 4. Conditioned Structure sq. ft. j. Total Gross Area sq. ft. 3. Three (3) sets of completed Florida Energy Code Forms. 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure is to be built on fill, a report may be requested by the Building Official or his representative. 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit issued by Seminole County Health Dept- C. Arbor permit when trees to be removed from property. Contact the Engineering Dept. for details regarding the arbor ordinance and permit. d. Seminole Count}, Road Impact fee statement. e_ Property ownership verification. f. Driveway permit issued by City Engineering Department_ 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor and property owner. If electrical, mechanical, or plumbing permits have not been issued. inspections will not be scheduled or made and subcontractors will be subject to penalty under city ordinances. APR 3 0 200 Date Owner/Agent Signature CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, Fl- 32714 Office: (407) 661-2150 Fax: (407) 661 -4089 www.contex-oriando.com TO WHOM IT MAY CONCERN: Effective immediately, and 'until further notice, this letter will serve as authorization for Jaclae Caines or Nan Holmes to sign permit. applications and energy calculations.for any lots owned by Cented Homes, obtain permits for same and .receive Certificates of Occupancy, -in my name and license, for the subdivision and lot specified below: SUBDIVISION: PRESERVE AT LAKE MONROE PATRICK J. KNIGHT CGC049689 LOT STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing Riistrument was acknowledged before me this 611I1''O 12003 by Patrick J . Knight, Division President of Centex Homes Orlando). He is personally known to. me and did not take an oath. NOTARY PUBLIC 4 Thule r I n riters Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL SrrninlAr Cnutity fTrx-rl Y `N'nF41 c ' clrrrices t 101 IS. !Pint! St. tiantard 1.1. 32771 4117..(ah5-? 5116 GENERAL 2003 WORKING VALUE SUMMARY S3-SANFORD Value Method: Market Parcel Id: 0000- 30-502- Tax District: WATERFRONT000-0490 Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: HOMES Depreciated EXFT Value: $0 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: Assessed Value (SOH): $13,680 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $13,680 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 49 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=221930502000O049(... 4/22/03 CENT°EX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661-2150 Fax: (407) 661-4089 www.centexhomes.com ROGER DIXON, INTERIM CITY MANAGER CITY OF SANFORD via HAND DELIVERY300NORTHPARKAVENUE SANFORD, FL 32771 Re: ESTOPPEL LETTER This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the CityofSanfordandsthebasisfortheissuanceofPermitNo. for the followingwork: LOT{ 9PRESERVE AT LAKE MAR SINGLE F@MILY RESIDENTIAL (SFR) UtN i to HuMtS hereinafter referred to as the "Owner", recognizes that issuance . of Permit No. will be made with numerous limitations as more particularlysetforthherein. The Owner recognize that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing -Permit No. , the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the PROPOSED SFR until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of the SFR for occupancy until all of the above -referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damages, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above -referenced project or A c s+ c CENTEXHOMES ROGER DIXON, INTERIM CITY MANAGER e2 the issuance of Permit No. The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, sub -contractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. Owner) Signature PATRICK J. KNIGHT Printed / Typed Name Title Si na Printed,., Typed Name STATE OF FLORIDA ) COUNTY OF SEMINOLE ) DIVISION PRESIDENT The foregoing instrument was acknowledged before me thisAPR 3 0 2003 day of by PATRICK J. KNIGHT as DIVISION PRESIDENT for CENTEX HOMES who is personally known to me or who produced their Florida Driver's License as identification. K!hBERLY A BROWN r lJ\Li 99590 I "I'lRES':,Aal ch 29, 2004 6cndpd Thru Puri:., Underwriters dNPtaryublic Print Name: My Commission Expires: 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 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04801 PG 0181 CLERK'S # 2003072107 RECORDED 05/01/2003 09:46:00 AM RECORDING FEES 6.00 RECORDED BY G,Harford THE UNIjERSIGNED hereby gives notice that improverpents 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 , PRESERVE AT LAKE MONROE Recorded in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 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 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-2150 Fax: (407) 661-4089 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date ofNotice of Commencement (the expiration is date is 1 year from the date of recording unless a different date is specified) Lvl Debra A. Riggs OFFICE MANAGER FOR CENTEX HOMES, SBS DOUGLAS AVENUE SUITE 2000, ALTAM04TB SPRINGS, FLORIDA 32714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS APR 3 0 2003 CER ME0 COPY VWARYANNIE MORSE CLERK OF CIRCUIT COURT M. MlAw"PAL Flow BY DEBRA A . RIGGS., OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION dWA 2728 HOLDING CORPORATION, A NEVADA CORPORATION. DEBRA A. RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH. NOTARY PUBLIC JACKIE CAINES Notary Public - State of Florida My Commission Expires Jan 21, 2004 Commission # CC891727 CLERK to V-5, 5 'v w v 40'-0" SH-2S -21 25 271 -24) f+22/ -24) 1 _74 c) I_ - -21 ,21f EBRESS 0 x E-8 C_:Gi: 3: 211 -2V AT LFT F Lula if ICN ARBEDRM13BEDf,--M 12 F-9 1 KITCHEN NOOK v fLATQ.U. L WL FLR YNTL FLR FAMILY W 6 RAT 6 nA7 CLG 0 XnATCLa TARFLR R_R ? CAWST FLR w u _c 1141 Y&TACK - 4 2'-4* 0 AAV DRTER 26" M7Xb mF4 J t LAUNDRY I MIRPDR 5Fn. WALL 7 40 A' la v ".AT cv. Q F4 vWLFLRR155ATHCg Z?2 9nAT CLa ML VFW 0-r. 2"6 7668 - j Bfaa WALL OFE" 2- CAR GARAGE Zor- f VFLAT CV. CaC FLR f,If' VFLATCLa < 76" T' CAFfET r' R 2x' AL' 15 44,VLEF TO HAVE iii 0 3Z5' hk2l _AIR 20' ER MPIL OF 4' CLEAP-AW-E ON ALL &IDES AND ENCL r,-AGE SHALL 5E M. V UNDER THAN APPLIANCE Z3 FA BW,, WLL U- GAMEW MA5TER BEDR]"I tr FLAT CL6, 8* RAT CM CAWET RRclwfI7B WALL 201-4 W' L1VfW_i RM a, nAT LaRR 15' X -T 0 H D, I,IIV -2344V2X4 W. Ca.. PNEL PFEC*T 4 LHTEL Wm 221-24) 4>1 so, COL lie! 221 -29) oil211 -2,W Fff +221 -24) EGRESS 8171 (D DBL-25 ct A el21 b'-2- 2'40A 2" V-1. (42 T-4- w W- 4' ENGINEL- RING 61-21 ;3', T-W 2'-W P_'L-V -0' 20'- 8' Eyr" ArW W $BAT filalzsm 2 1 -14) 5 OB __T"E' jb (,+211 _2- 110- I, T-4'. EL- 25 1231 11" 24n W=5FAT vr 0-113RSV-VpulmIst FLOOR FL4N-- 111) 04 2 50, FT, CALCULATION gait ELEV, B ONLY) -it 22/- 29) H r15t FLOOR M2 2rd FLOOR 14410 F3E11PM. #4/ b STAIR INFOP-MATICIN HALUSTAIRWELL. EARBALIndlL_, EL a,ME RM HE15HT: 'T-4' TOTAL LIVING AREA 2509 III PISFRS; 15 p 1 1/2" EACH LANAI o TREA135 14 @ 10' EALH ENTRY 15 d- by- W ALE - P-0' 0 d— b3r dam d vn OTHERh..kd by — 25011STAIRNOTE- GARAGE 421* dal 01-2osmiumT vt- I2 TRE g Mig EXTERIORWALLSLEREVERIFIED2xNDETAIL TOTAL AREA ICIENT FOR AR LOADS :t%rT= ENTFY Ncew PWDP1. &-ALE; KT-5. U VER ROOF 29510 sheet: NOTED 0T; AERUfi_'E PIM, NUTSF: SEE STAIR 13S DETAIL TIP IX& 5ACK - PATIO:', 40 6UFF5HEXWTRUL _AL SHEET FOR ADDITIONAL NOTE= ALL INTERJOR WW ALL5 TO 5E3 ' A2 NOTE: 2x1.2STRiWERCONSTRICTIONINFORMTION. LH-E-55 OTHER05E NOTED, SEE FOUNDATIO FORHLEGE11TOTALAREANOTEiELEVATION 'A' SHOW FILLED CELL LOCATION. _O' AFF. Slams WALL of: ti - 141 j. ----------- Y ?R?SSS 6£ T:.S55 F.00F PITON 5 1 I i7 -4D4" --€ TRi-----------------------------_ TL% Y '---------------- 8 ID' 9 f TEXTURM V` FMii FLOOR L FL _ L 51 ALE _ IV= r-0' cow. ES FRONT ELEVATION '5' scarf, vs•.r-v° ------- -------- ROOF FITGA R 5t— tr_ p,g PSTCN 5V T. _ .. ----------------- TRUSS BURM TRU55 — BEAWr---------------------------------------------------------- a T P -0` FLOOR _--_-. . rmsw fRATJc ON ve= 1,-o* 900E TOP OF CWSEY TO a E AT LEAST 3° T PONT 1T PASSES TRZI ROOF AND AT LEAST T TWAN ANY PART OF TIE ROOF OR .L+Wa UTRN V NORiZG4J ALL LTEXTWW MIA L --- J OPT MATH --- TEXTIRED eCE1- En ry vJz 0 F— w y w w x w D r^® $ se9 SIN c) ." g C) lit, fill e€ uFB® 4Y M by- aww tTA- Zi-09 t A3- B of: PSTCN 5V T. _ .. ----------------- TRUSS BURM TRU55 — BEAWr---------------------------------------------------------- a T P -0` FLOOR _--_-. . rmsw fRATJc ON ve= 1,-o* 900E TOP OF CWSEY TO a E AT LEAST 3° T PONT 1T PASSES TRZI ROOF AND AT LEAST T TWAN ANY PART OF TIE ROOF OR .L+Wa UTRN V NORiZG4J ALL LTEXTWW MIA L --- J OPT MATH --- TEXTIRED eCE1- En ry vJz 0 F— w y w w x w D r^® $ se9 SIN c) ." g C) lit, fill e€ uFB® 4Y M by- aww tTA- Zi-09 t A3- B of: PLOT PLANal DESCRIPTION: (AS FURNISHED) LOT 4-9, 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) LOT 49 CONTAINS 9828 SQUARE FELT ± (LOT ONLY) THIS STRUCTURE CONTAINS 1503 SQUARE FEET TOTAL CONCRETE 522 (WITHIN LOT ONLY) SQ. FT, LQTAL SOD 7803 SQ. FT, t 4; PERCENT OF CONCRETE & STRUCTURE TO LOT 217 56',53,,E SQUARE FOOTAGE (UP TO CURB) LOT 49 UP TO CURB CONTAINS 10,188 SQUARE FEET I wl THIS STRUCTURE CONTAINS 1503 SQUARE FEET CONCRETE 798 $0, FT. ±, INCLUDING (SIDEWALK /APRON) w TOTAL SOD 7887_.SQ FT. _.t___ II LOT 0 E5 50 Ol p '?40 ops0oro l/ 2,50, o-' P/N 0 rrn 0, 0 PI 21 "W 'e -Op CENTERLINE Of—' RIGHT-OF-WAY V) W 0 A= 41 9'3 6 1" 0 GRAPHIC SCALE L = 3 6. 6 5 0 15 .30 Or R=50.00' CB=N57'11 25 W PREPARED FOR: C=35,83' CENTEX HOMES > E— 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 it'llm I HAVE EXAMINED THE FA,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 PLANE BEARINGS SHOWN HEREON ARE BASED ON THE WESTERLY LINE OF LOT 49 BEING N13'29'36" E PER PLAT, FIELD OATE:) SCALE: I" = 30 FE APPROVED BY: WR" REVISED: BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' 6S.10 ARFA36Pe 0/' 69,:,, Bl'a spFr19 0 0 t. 0 I& V, AIYER_ICAN SURVEYING roc MAPPING CERTIFICATION OFAUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 (407) 426 - 79 79 ql' LOT 48 LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE PROPOSED ELEVATION PROPOSED DRAINAGE FLOW CONCRETE LB LAND SURVEYING BUSINESS I, LAND SURVEYOR FIRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD PR PLAT BOOK R RADIUS PGS PAGES mr W MINIMUM LOT WIDTH POO POINT ON BOUNDARY PCC PONT OF COMPOUND CURVATURE POC POINT ON CURVE OR OFFICIAL RECORD ED PLANNED DEVELOPMENT PENCILS DELTA ANGLE DENOTESL ARC LENGTH C P DENOTES CHORD BEARING PC C)ENO TES PC NT OF CURVATURE P1 DENOTES PONT Or INTERSECTION PPC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY IYP TYPICAL A/C AIR CONDITIONER COW CONCRETE BLOCK WALL RP RADIUS POINT Cs CONCRETE SLAB C CHORD LENGTH SO FT 50 ARE FEET NG =URAL GRADE R1W RIGHT-OF-WAY 1, THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN, 3, NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEALL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. JOB NO. _LSM39663 DRAWN BY: — 01 PLAN 04/15/03 SOO OF PLAN 01-09-03 CKB FOR THE LIAM R7 MUSCATEIEL(JR. PSMPf92$ OA a C3 FORM 60OA-2001 FLORIDA DING ENERGY EFFICIENCY CODE FOR BUILCONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A W Project Name: 2509 LMR Builder: CENTEX-FOX & JACOB,' Address: / V 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 kBtuft 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 (ft') 2509 ft' c. N/A 7, Glass atea & type a- Clear - single pane 25&0 ft' IT Ideating systems b- Clear - double pane 0,0 W a- Electric Heat Pump Cap: 42-0 k,Btw'hT c. Tint/other Sll(',C - single pane 0-0 112 IISPF: 8-50 d- - rinvotber su(x - double pane 0-0 ft' b, N/A S. Floor types a- Slab -On -Grade Edge Insulation R- 0-0, 162 0(p) ft c. N/A b. Raised Wood, Adjacent R= I I .0, 399.01t' c- N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a- Concrete, Int tirsul, Exterior R-4.1, 802.0 112 EF: 0.86 b. Frame, Wood, Adjacent R= 11.0, 310.0 W b- N/A c- Frame, Wood, Exterior RBI 1 -0, 1176,0 W d. N/A c. Conservation credits c N/A HR-Heat recovery, Solar 10, Ceiling types DlIP-Dedicated beat pump) a. Under Attic R=30.0, 1741-0 ft' 15. 11VAC credits b. N/A CF-Ceiling tan, CV -Cross ventilation, c. N/A IIF-Whole house fair, 11, Ducts PT -Programmable Thermostat, a, Sup: Unc- Ret: Unc. All: Interior Sup- R=6-0, 1.0 ft NIZ-C-Multizone Cooling, b. N/A NIZ-11-multizone beating) Glass/ Floor Area: 0.10 Total as -built points: 31902 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 DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code- OWNER/ AGENT--&L__,---' D APR 11 '11 ATE: BUILDING OFFICIAL: DATE: A rz EnergyGauge@) (Version: FLRCSB v3.2) IADDRESS, ... PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2509.0 2538 11642.8 Single, Clear W 1.0 16,2 32,0 53.47 1.00 1705.6 Single, Clear W 11.0 14.2 MO 53.47 1.00 532.7 Single, Clear W 1.0 18.0 40,0 5147 1.00 2132.1 Single, Clear E 1,0 16,2 32,0 59.31 1.00 1891.2 Single, Clear S 1,0 161 32.0 44.6E 0,99 1420,6 Single, Clear E 1.0 6-2 32,0 59-31 0.97 1847A 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 MO 59,31 0.99 9423 As -Built Total: 258.0 1405.1 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 946A 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 1124.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1741,0 2-13 370&3 Under Attic 30-0 1741.0 2A 3 X 1.00 370&3 Base Total: 11741.0 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 1162.0(p 31 M 5167.8 Raised 399,0 3.43 136&6 Raised Wood, Adjacent 11-0 399,0 1.80 71182 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 14.311 35903.8 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCS13 v3.2 FARM 60OA-2001 A AS -BUILT Summer Base Points: 48834.7 Summer As -Built Points: 52710.2 Total Summer X System Cooling oa X Cap X Duct X System X Credit Cooling Points Multiplier Points Compo nent Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 52710.2 1.000 1,087x1.15OxO_9O) 0.284 1.000 16851 5 48834.7 0.4266 20832.9 52710.2 1.00 1.125 0.284 1.000 16851.5 EnergyGauge 11-1 DGA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB v3,2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details 11waffm BASE AS -BUILT GLASS TYPES 118 X Conditioned X BWPM = PointsT Overhang Floor Area Type/SG Ornt Len Hgt Area X WPM X WOF = Pointl 18 2509.0 5,86 26467 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 107A Single, Clear W 1'0 18.0 40.0 10,74 1-00 429,5 Single, Clear E 1,0 16,2 32.0 9.96 1,00 319,6 Single, Clear S 1,0 162 32.0 7.73 1.00 246.7 Single, Clear E 1,0 6.2 320 9.96 1,01 321A Single, Clear W 1.0 62 MO 1034 1.00 172,2 Single, Clear W 1.0 6,2 16,0 10,74 1.00 172.2 Single, Clear E 1.0 102 32,0 9-96 1,00 320,0 Single, Clear E 1,0 8,2 MO 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 Insol, Exterior 4-1 802.0 3,31 2650,6 Exterior 1978.0 2.00 3956.0 Frame, Wood, Adjacent 11-0 310,0 IM 558,0 Frame, Wood, Exterior 11-0 11176.0 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 20.0 510 102.0 Base Total: 38.0 174,0 As -Built Total: 38.0 174.0 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1741.0 0.64 1114.2 Under Attic 30.0 1741,0 0,64 X 1.00 1114.2 Base Total: 1741.0 1114.2 As -Built Total: 1741.0 1114.2 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 162.0(p) 1,9 307.8 Slab -On -Grade Edge Insulation 0-0 162.0(p 2-50 405.0 Raised 399,0 0.20 79,8 Raised Wood, Adjacent 11.0 399,0 1,80 718,2 Base Total: 387.6 As -Built Total: 561.0 1123.2 INFILTRATION Area X BWPM Points Area X WPM = Points 2509.0 018 702,5 2509.0 -0,28 702.5 EnergyGaugeO ®CA Form 60OA-2001 EnergyGauge@)1FIaRES'2001 FLRCSB v3.2 WNW Of-14, 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 Poin s DM x DSM x AHU) 9862.2 1.000 1_078xI_16OxO.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 EnerqyGauge'14 DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCSB v3.2 Ll III I I 1 11 1 1 I III I 7— WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit To7tal Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256,0 50.0 0,86 4 1.00 262163 1 00 10494.5 As -Built Total: 10494.5 CODE COMPLIANCE STATUS AS -BUILT Cooling + Heating + Hot Water Total Cooling + Heating + Hot Water Total Points Points Points Points Points Points Points Points 20833 4617 10256 35706 1 851 4556 10495 3 1 •i 2, EnergyGauge"" DGA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB v3.2 IMEMMEM Code Compliance Checklist Residential Whole Building Performance Method A - Details 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606AABCAA Maximum:,3 cfry§qft. window area 5 cfrnls .ftdoor area, Exterior & Adjacent Walls 606A,ABCA.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors Urames, surrounding wall', foundation & wall sole or sit[ plate, joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and _is _sealed to the foundation la the to date. 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 thheerirneterpenetratrous and Ceilings 606.1.ABCA2,3 Between walls & ceilings; penetrations of coiling plane of top floor; around shaft, 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 perin iteL'at_penetrations and seams_ Recessed Lighting Fixtures 606J.ABC.12A 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 conditione dspqco, tested. Multi - story Houses 606,1.ABC,125 Air barrier on_perimeter of floor cavitytw e floors. Additional Infiltration reqts 606.1.ABCA3 Exhaust fans, vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURE ust be met or exceeded by_qtl residences COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612A Comply with efficiency requirements in Table 6-12- Switch or clearly marked circuit electric be_ p rqvidqd. Externalor built-in heat trap required, Swimming Pools & Spas 612A Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612,1 Water flow must be restricted to no more than 2,5 liens minute at 80 PSIG. qa_per _ — 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 Sew to readrly 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-1 1. I EnergyGauge"" DCA Form 60OA-2001 EnergyGaugeOfFlaRES'2001 FLRGSB v3_2 N PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3 The higher the score, the more efficient the home. 1. New construction or existing New 12- Cooling system 2. Single family or multi -family Single family a, Central Unit Cap: 410 kBtuU 1 Number of mriLq, 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 (112) 2509 ft2 c. N/A 7. Class area & type a, Clear - single pane 258,0 It' 13, Beating systems b- Clear- double pane 0.0 W a, Electric Beat Pump Cap: 42-0 kfint/hr c- Tint/other SIJGC - Single pane 0.0 W IISPF: 8,50 d- Tintlothex SIl6C - double pane 0.0112 K N/A 8, F100T 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. OW c N/A H- Hot water systems 9. Wall types a, Electric Resistance Cap: 50,0 gallons a, Concrete, Int Insul, Exterior R=4,1, 802,0 It' EF- 0.86 b- Frame, Wood, Adjacent R= 11.0, 310-0 W b, N/A c. Frame, Wood, Exterior R-- I L0, 1176,0 W 1, N/A c. Conservation credits c- N/A I]R-Heat recovery, Solar I(Y. Ceiling types DlIP-Dedicated beat pump) a. Under Attic R=30.0, 1741.0112 15- 11VAC credits b. N/A CF-Ceding fan, CV -Cross ventilation, c. N/A IlF-Whole house fan, IL Ducts PT -Programmable Prermostal, a. Sup- Uric- Ret: Unc, All: Interior Sup, R=6_0, 1.0 ft RB-Attic radiant barrier, b, N/A Mz-C-Nlulfizone cooling, NIZ-11-multizone beating) I certify that this borne has complied with the Florida Firergy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) 0 JIM ST4 in this home before final Inspection- Otherwise, a new FPI, Display Card will be completed base(] on installed Code compliant features. 6 Date: Builder Signature: DA-003 PR24 ? P4 IV . 17AddresBRISTOLFORESTTR, Cityil"L Zip: ___ LAKE, Mto i r-, Rsi N07T: The home's estimated energy performance score is only available through the FLAIRES computer program, This isnota Building Energy Rating, If your scoreis 80 or greater (or 86jar a US EPAIDOE EnergyStarT"designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating, Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwwfsec.uef edu for informationand a list of certified Raters- For information about Floridas Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EneTgyGarigeO (Version: FI,RCSB v3.2) RIGHT-J LOAD AND EQUIPMENT SUMMARY Endre House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 83L,266 FCC CENflD("&JA00M Winter Design Conditions Outside db 38 'F Inside db 70 'F Dx*y -T]D 32 'F Heating Summary Buldi I loss 36350 Btuh Vet_igb= 0 dirt Ventilation air Ioss 0 BtLh Design heat load 36W Bkh Infiltration Me#)od Sirriplified CIDMILLICtion quality Ave rage Fweplaoes 0 Hea;w COZ Volume (fP) 20072 20072 Air ur 0,70 040 Equiv. M(CIf0m) 234 134 Heating Equipment Summary We V44TROL Trade Efficiency Heating input Heating oulfJut H ti terrlp rise ActLial .atit-g fan Heating air flow factor 11313Z= 0 Bbh @ 47-F 0 'F 1400 cfrn R039 chvBtuh Summer Design Conditions Outside db 93 'F Inside dta 75 'F Design TD 18 'F Ve M Ixtrnidity 50 % Moisture difference 43 gr/b Sensible Cooling Equipment Load Sizing sttucture 29386 Bhjh Venblation 1485 Btuli Design temperature sM-9 3D 'F Use h-4 data n R rnuftkber OM equip- load 30253 BLfi Latent Cooling Equipment Load Sizing Internal gains 1380 BLfi VenWfK)n 2212 BbAi Infiltration 3946 Bkh Total laterit equip, load 7538 Btuh Total W, Ynent Wd 37791 Bbib Req. MV4 at 010% SHR 3,6 ton MR Efficiency 12-0 EER Sewsble coeIing 29050 Btth Laterit Cooling 12450 Bkh TA ocg 415W Bkh ctual . ing fanT 1400 cfm Cooling air flow factor 0.048 dhVBtuh Load sensible heat ratio 80 % Boldlitalic values have been manually overridden RnW cartilied by ACCA to ff *.*-4 at of Manuail J Ith Ed- VV""h1t:S<:>ft Right -Suite ResidentialTM S.5.06 RSR26014 2002-Apr-03 16:42A3 E:1Fi1es\AFox & Jacobs 200212509X2509.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, ISM 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) 831-2665 Procedure A - Winter Infiltration HTIVI Calculation* 1. Writer infiltimbonAVF 0.70 ach x 20072 f? x 0.0167 234 cfm Z Winter infiltration load 1.1 x 234 cfm x 32 oF WinterTD = 8243 Bkh 3. Winter ir KW 8243 Bkh 296 fe Total window = 27.8 BtuWft,2 and door area 1, Sunwier infiltration AVF OAO ach x 20072 ft, x 0,0167 134 cfm 2- Sumn-ff infiltration load 1A x 134 CfnT x 18 'F SumerTD =2650 Bhjh a sminer uffitration, HTm 2650 Btuh 296 ft2 Total window = 9.0 MUM;, and door area Procedure C ® Latent Infiltration Gain 0.68 x 4 _3 _iStd _iff. _x 134cf m Procedure D - Equipment Sizing Loads 1. Sensible sizing lost Sensible ventlation load 11 x 75 cfm vent Sensible load for stRxtire (Line 19) Sum of venbbfion and shicture loads Ratirig and tenWakn svvwq rnvW)er Equipment siz:irTg load - sms" 2 Latent sizing load Latent venblation load 0,68 x 75 cfm vent Internal loads = 230 Bhjh Infiltration " from Procedure C Equiprnert sizing load - latant Gonstiuction Qnafty is: a x 18 'F _SWTnu TD = 1485 Bkjh 29386 Bkih 30871 Bkh x 0.98 30253 BhJh x 43 grAb rnoistAff, = 2212 Bkh x 6 people + 1380 Bkh 3946 Bkjh 7538 Bkh No, of Fireplaces is: 0 Boldfilatic values have been manually overridden Pa" cuffed by ACCA to rneet all reWirernents of Ma"A J 7#1 Ed, VVr-j9htSC>ft Right -Suite Residential— 5.5.06 RSR26014 2002-Apr-03 16:42 13 ACC E:WilesXAFox & Jacobs 2010212509\2509,rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATiNG,AIR CON DITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S 0 N A S 0 0 w G w S N K I A L 0 T H V G N H v v H H N H D Y R L A W R A H L G G R R G T A A W L Z E M D G Z L 0 x y T m R R FAMILY a n w a C n 0 d 1 1 90 U 1,0 11D 5.2 54.4 32D 0.0 PDR a n w a C n 0 d 1 1 90 1'0 1.0 11.0 3.2 544 10.0 0.0 b n W a C n 0 d 1 1 90 1.0 1D 11.0 7.0 54.4 40.0 0.0 LDY DIN/LIV/FOY a n e a G n 0 d 1 1 90 to 1,0 ltO 52 54.4 32,0 OD a n S a C n 0 d 1 1 90 1.0 1,0 11.0 52 30.4 320 0.0 MSTR. BR a n e C C n 0 d 1 1 90 to 1.0 1.0 5,2 54.4 32.0 0.0 HT IC BDRM2 a n w C C n 0 d 1 1 90 1'0 to 1.0 52 54.4 16D 0.0 BDRM3 a n w C C IT 0 d 1 1 90 to 1.0 1.0 52 54.4 16.0 OD BTH2 BDRM41GAME RM a n e C C n 0 d 1 1 90 to to 5.0 5,2 54A 32D 0.0 a n e C C n 0 d 1 1 90 1.0 to 3.0 52 54.4 16,0 OD f 'W"ght-SC-At Right -Suite Residential- 5.5-06 RSR26014 2002-Apr-03 16.42:13 k5l EAFfles\f\Fox & Jacobs 2002\2509\2509.rsr Page 1 gnG ,,JiTd NORKSHEET re Use DEL AIR HEATING,AIR CONDITIONINGR Job, 2509 8.28.01 109 COMMERCE STREET i LAKE MARYi FL 32746-6206 Phone: (407) 831-2665 MAUffiLl 71h Ed 2 Lffqlh(fep0sWV" 3 Rmndrnerfi= 4 TWUOF CST E>V(XAW- NCX I 5 c3ross a 14B E)V—d b 13C c 12C palwons d f 7 VWdwapxJ North qbss d)m NEM 000" E/VV SB6W scult, Harz B Other (km a 11AIb11A xood b ix Adis c IX WEmi 11 Fkxn a 22A olk4a: room b 19G G is d e tkxsbb ll"-) f 12 1"Wato) :a 13 + 8-,+11+12 Uw edssm hm6l) Le- kan*T Heakv rock*b*-)rl 14 WA loss15 ToW loss = 13+14 16 hit gaiw POOF* (el Apli @ 17 RSH Sze,-7+&.+12+1 Les, ex"od eel g Less ba-derCkXAug RA*Wbon 18 Uiuct gain 19 ToW RSH 0"17+18)*"J 20 Air m((L" (can) Enfire House FAMILY POR NOOKKU-" 323. 0 4 54,0 4 4.0R 34D ft 17- 0 x 1&0 ft 4.0x KO a 24.0 x 11,0 R pfion 0 It hm" d 8,0fl, be@" KO R f*X" 0 ft hK" HTM Area Load Pkb) A" Lmd Area Uoad PUJAma Lom" KID C19 OF) Htg C19 OF) H19 C19 OF) litg Ckj ftj Htq cig V 2.1 1. 160 32 0 01 R C 0 0.( 0.0 k3TC - 218 im 32 1183 10 m 37.( - 4( 1478 0 40 38, 7 " C 0 0 0 0 Of - 0 0 0 0.( - 0 0 0 0 Of 0 0 0 O, C 0 0 0 0 ok 0 0 0 C0 0 AA 1m 12294 v 1741 0 50 2m 0-0 0 0 0 30A 1 973 0 0 0 0 0 Ro 0 0 0 0 0 181 12,,- 38 717 484 16 229 0 0 0 0 0 w 12-- C 0 0 C 0 0 0 1 0 0 0 0( (10 C 0 0 0 C 0 0 0 0 C 4 2- 1 8w X% 1651 240 1106 Im 00 m 1CV3 457 12 310gn 3( 33 142 447 1661c" 0 0 C ZI. 1176 3397 226 0 C 0 0 0 0 0 C 0.( Q. 0 0 0 0 0 0 0 C 0,( 0-( 0 0 0 a 0 0 0 C Of K, 0 0 0 0 0 C 1.1 1.4 1741 1&38 2413 0 0 0 0 2CA 279 36E 0( Of 0 0 0 0 0 0 0 0. 0-( 0 0 0 0 0 0 0 Of OX 0 0 0 0 0 0 0 Of Of C a 0 0 C 0 0 U, 0 C Of Of C 0 0 C 0 0 0 0 0 25.E Q. 1624199 04 104 1 34 8BI a" 1-1 0,( w453 0 0 0 0 0 0 0 0 r Of Of 0000000000( 01 C 00 0 0 0 0 0 0 0-( 01 0 0 0 0 0 0 0 Q. 0.0 0 0 0C 0 0 0 0 C 27:9-0' 296 8243 26M 50 1392 448 0 0 50 13W 0 r 33046 0 0 wCC 0 0 11m / 0 3X6 w UX 0 2C 101/ 1 0 0 542 300 1" 4 12f) 0 0 0 IX0 2 1" 0 0 0 1 120t A)714 im 519 0 0 0VX 2(Wl I(Y/, 423 1(Y/, 101/1 51! 1,00 29386 1.()0 47C6 IAO) 41 10D 5711 1400 1400249 9 NrMkA caMied by ACCA b meet A mqwm"-its of MmA J 7#1 M 4- N^/ Right -Suite Residential- 5 5 06 RSR26014 2002-Apr-03 16:42:13 14C'C' E:Wile.s\f\ Fox & Jacobs 200212509k2509.rsr Page 1 9n IG , "reTtj c%edORKSHEET DEL AIR HEATING AIR CONDMONING,R Job: 2509 8.28.01 109-COMMERCIE STREET, LAKE MARY FL 32746-6206 Phone: (407) 831-2665_ 171hEd I Narmorman LOY D44WIT-0y MSTR BR MBIVANC 2 Laxjlhd U R 64.0 ft 40,0 ft 3(10 ft 3 PowukTienshus 16,0 x RO 4 19.0 x 22 0 ft 21-0 x 19,0 ft 13.0 x *oft 4 Ce*)gs CaxtOpbcn 8,0 fl hm" 8-0 It Ir." 0 ft hg*)od 810 ft hea" TffECF CST HTM Am Lc " Arm Low" A" Uni A" L(W E4:1 NO_ 1-09 Ckj ft) Ht,9 ag Ht9 09 to Hlq C19 in Hkj C4 5 Gross a 14B 0 21 4 0 Evosed b 13C 3 1-2 C ix 0 and cFl2rC 2 jl I 0 e Of RO 0 0 0 f Of OXL3TC 0 0 0 6 V*dx% a 10 37.0 — 1 0 — 64 Ke — 32 1183 — 0 0 — Obssdom b 8C 0 — 0 0 0 — 0 0 — Hea" 9C, 3B] — 0 — 0 0 0 — 0 0 — d Of - 0 — 0 0 0 — 0 0 — e 0 ( — 0 0 0 0 0 0 w 0 C»» 0 7 V*XbAr." Nofth 0- 0 0 0 0 0 0 glassdms NE4WV 0, 0 0 0 0 0 0 CODk-Kj E/W 54., 0 V 1741 32 1741 0 0 SE)SW Of 0 0 0 0 0 0 soub 3W C 0 32 9n 0 0 0 Harz Of C 0 C 0 0 8 Oherdoes a 11A 18-9 IZ' Q 0 0 20 378 255 0E 0 0 0 b 11A 18-9 12J 0 0 0 0 0 0 0 Of 0-0 0 0 0 0 0 0 0 0 0 a 146 4.( Zl 4f 221 99 290, OmA, 0 0 C 0 0 0 ep-d b 13C 3, U 0 0 1If) Illp 0 0 C 0 0 01 VV* and c 12C Z1.9 0 0 0 288 w w 240 691 467j Paw— it C 000 0 0 0 0 0 0 0 O. 0 0 0 0 0 0 C 0 0 0 0, 01 0 0 0 0 0 0 C 0 0 0 10 GeArgs a 1 (r, 1. 1-4 1 0 0 0 0 399 421 51 AD m 2BB b 0- D. 0 0 0 0 0 0 0 0 0 c 0, O. 0 0 0 0 0 0 C 0 0 0 d 0. Of 0 0 0 0 0 0 C 0 0 0 e O. OX C 0 0 0 0 0 0 0 0 0 If 01 Of 0 0 0 0 0 0 C 0 0 11 Ftom a 22A 25, Of 156 0 64 16% 0 0 0 0 0 0 b 19G 1.1 V 0 0 0 0 399 453 C 0 0 0 Of Of 0 0 0 C 0 0 0 0 0 kspOf 0.( 0 0 0 C 0 C 0 0 0 brslah e M Of 0 0 0 C 0 0 C 0 0 0 f D. 0,13C 0 0 0 C 0 0 C 0 0 0 12 ktk)n a Z9.0 ft"T 0 0 84 2339 7T 32 W, 891 00 13 8 j11+12 w 8515 WB 911 — Less R* ff" lr.*q 0 — Los, h- w*r0 C 0 0 — 14 HK" " tAbution DW k6s 10 0 38 IM, C fw 0 1014 378 101/1 0 — 91 — 15 ToU loss = 13+14 414 057 41 1002 — 16 Int gam P-* 0 1 1 0 0 Appl, @ M 600 0 0 0 C 0 0 17 SL" cARSHqaW-7+8+12+16 f199 4781 3W 756 Lu-'s e&ff-a M*q0 0 C 0 Less U2r00C0CAX" M& w" 0 a 0 18 Duct gain 71) IM, 478 IM, 344 101/1 7!j 19 TcW MJI W*"17+18)W 00 1.0DA7691 I-M 378M 1.00 2D Akmcp," on) 16 37 7 12551 I I nvftt cWded by ACCA' b) med al ernent of Manuel J 7th Ed. Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42j3 E:\FilesXf\ Fox & Jacobs 20021250912509.rsr Page 2 T WORKSHEETdousenIGretip DEL AIR HEATINGAIR CONDMONING,R, Job: 2509 8.28.01 109 COMMERCE STREET LAKEMARY, FL 32746-6206 Phone: 407) 831-2665 Ed I Narreofrwn BDOW BDRM3 6M-t2 BDf*A4GAW MA 2 Laxjh d eposed vvJ 15.0 ft 0 ft 6.0 ft 42-0 ft 3 b 15.0 x 17-0 ft 13,0 x M ft WO x 6-0 ft 18,0 x 1&0 a 4 G4% ()Ora Opfion 810 R hec" KO ft hol" 8-0 ft ha!" 0 ft hoAwd TYFECF CST HTM Ama Load Me Load" Awe Lmd Ama U)ad W) DPORM Na Htg Ckj Htq C4 R) HIg 09 fe) H19 Gig W) Htq Cki 5 CAUGS a 'WB 4.( 21 1 0 3- Dpc" b 13r, 3- U C 0 0 0 vQL ard C M Z 1. 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V 0 0 0 0 0 0 0 e OX 0,( C 0 0 0 C 0 0 0 0 0-( Of 0 0 0 0 0 0 0 11 FI(xxs a Z?A 25Of 0 0 0 0 0 0 0 0 room b 196 i'l Of 0 0 0 0 0 0 0 0 c Of OS 0 0 0 0 0 0 0 0 is daspLd Of OS 0 0 0 0 0 0 0 0 for e Of Of 0 0 0(0 0 0 0 0 kx--) f Of OX 0 0 0 0 C 0 0 0 C 0 0 0 12 Irtlb-ationa 27.E 9.0 le 446 143 16 446 143 0 48 1337 43) 13 Stt+11+12 1E f 18v 24( 4A2 — Less e*ff" bm" 0 0 — Le% kalwa 0m Hea" redsbhAm C 0 14 MA km10-1 161 I Q1, 184 10a 101/1428 15 ToU k)ss = 13+14 1-"W aw 264 4711 16 kt g*r,: R-* @ M) C 0 0 0 0 0 0 AtpL @ 120D 0 0 0 0 17 Wid RSH qEir-7+8,-+12+16 15ffl WC 4050 Le.-- ex" ox*-g 0 0 0 Lesstrarder Oj 0 0 Cooing ro*An[xh)n 0 0 0 18 Wtgain IM WV V/1160 MY Y' 101/1 19 ToWRSHq*"17+18)*PLF WO 1726 lw 1857 00 linoLA po 2DAVmcIL" (can) 68 W 88 5w1 1 181 I Pm) txt ouKed by ACCA tD meet A reWwmierks of MmjN J 7th M Riqht- Swle Residential- 5.5,06 RSR26014 2002-Apr-03 16:42:13 EAFHeS\ t\Fox & Jacobs 2002\2509\2509jsr Page 3 Truss Type FLOOR 49b Reference000sFeb202W3MiTekindustries, -1i 3.6 FP'= 1 11:55:24 2003 Pagel Scale - 1:34, 3x4 = 3x6 FP= 3x4 = LOADIRG (psf) SPACIAG 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 Code FBC2001 OTHERS 4 X 2 SYP No.3 20-10-8 CS1 DEFL in loc) Udell PLATES GRIP TC 0,05 Vert(LL) n/a n/a TL20 245/193 BC 0,01 Vert(TL) n/a n/a WB 0.03 Horz(TL) 0.00 S n/a Matrix) 1st LC LL Min Well - 360 Weight: 92 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A 9 REACTIONS (lb/size) AJ-52/20-10-8, S-29/20-10-8, AI-147/20-10-8, AH-147/20-10-8, AG-147/20-10-8, AF-147/20-10-8, AE-147/20-10-8, AD-1 47/20-10-8, AC-1 45/20-10-8, AA-1 45/20-10-8. Z-1 47/20-10-8, Y-1 47/20-10-8, X-1 47/20-10-8, W-1 47/20-10-8, V-1 45/20-10-8, U-1 53/20-10-8, T-1 16/20-10-8 Max HorzAJ-6(load case 1) FORCES (lb) - First Load Case Only TOP CHORD AJ-AK--48, A-AK-48, S-AL--23, R-AL--23, A-B-A B-C-A C-D-A D-E-A E-F-6, F-G-6, G-H-6, H-1-6, I-J--6, J-K--6, K-L--6, L-M--6, M-N--6, N-0--6, O-P--6' P-Q--6, Q-R--6 BOT CHORD A)-AJ-0, AH-AI-0' AG-AH-0, AF-AG-0, AE-AF-0, AD-AE-0, AC-AD-0, AB-AC-0, AA-AB-6, Z-AA-6, Y-Z-6, X-Y-6, W-X-6, V-W-6, U-V-6, T-U-6, S-T-6 WEBS B-Al--133, C-AH--134, D-AG--133, E-AF--133, F-AE--133, G-AD--133, H-AC-133, J-AA--133, K-Z--133, L-Y--133, M-X--133, N-W--1 34, O-V--1 32, P-U=-1 38, Q-T--1 08 NOTES (6) 1) All plates are I 5x3 TL20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing, 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web), 4) Gable studs spaced at 1-4-0 oc, 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails, Strongbacks to be attached to walls at their outer ends or restrained by other means, 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of Interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not pail of the review or certification of the truss designer. LOAD CASE(S) Standard N" C> C\J 9 1 V 014A 0n001#11 14MUMM M-40 uoo 1 russ 53906900 FT2 Truss `type - FLOOR I 1--1-s-0{ 1._--.I_,: __,-_Job 5-.000 s Feb 20 2003 MiTek li 3x5 = 34 FP== 3x4 = t5x3 it 3x4 = 3xA = 11 Inc. Sat Apr 19 11:55:2a 20Q Pag 1 Scale a 1 :34.F 5x4 = 3x4 == 30 = 1,5x3 = Y 9 Y 3x4 = 5x5 = 30 = 3x4. = 3x4 = 1.5x3 11 3x10 M111BH FP= 3x4 = 3x5 = 5x5 =:= 3x4 = 3xA = 20.10-8 Plate Offset'sAX'Xh JA E_dq 0 1 [G 0 1-8,i d ej[4 0 1 8Eaga j5.0.1-8,Edge1 LOADING (psf) SPACING 2-0-0 Gal DEFL in (loc) I/dell PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0A5 Q-R >555 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.61 Q-R >405 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.10 L n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min l/defy 360 Weiaht: 108 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 5-3-11 oc purlins, except end verticals BOT CHORD 4 X 2 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) L-1128/0-3-8, W.1128/0-8-0 FORGES (lb) - First Load Case Only TOP CHORD W-X--1122, A-X--1121, L-Y--1123, K-Y--1121, A-B--1162, B-C-2934, C-D--4088, D-E--4088, E-F--4800, F-G-4800, G-H--4704, H-1-4103, I-J--2930, J-K--1164 BOT CHORD V-W-58, U-V-2195, T-U-3641, S-T-4530, R-S-4800, O-R-4800, P-Q-4548, O-P=4548, N-0-3636, M-N-2196, L-M-58 WEBS K-M-1503, A-V-1501, J-M--1436, B-V--1436, J-N-1021, B-1-1-1028, 1-N--982, C-U--983, 1-0-649, C-T-622, H-0-620, E-T--615, H-Q-216, E-S-366, G-Q--131, F-S-161, G-R--78 NOTES (3) 1) All plates are TL20 plates unless otherwise indicated. 2) 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. 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 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 t., ut job truss truss iype 53906900 FT3 FLOOR - Universal -F-orest--P-rod-uct-s,ln-c-.,--B-u-rli-ng-,to-n,--NC-27215-, Jeff -I a G D E F IN W11 eference_(optiona1)________ ___ _____ _ istries, Inc. SatApr19 11:55:25 2003 Page 1 Scale . 1:20J H J K x 3x4 = 3x4 LOADING ( psf) SPACIAG-9-0-D TCLL 40O Plates increase too TCDL 10.0 Lumber Increase 1.04 BCLL 0.0 Rep Stress Incr YES BCDL 5,0 Code FtC2001 LUMBER TOP CHORD 4 X 2 SYP No,2 BOT CHORD 4 X 2 SYP No,2 WEDS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 12- 10.0 12- 10-0 CS1 DEFL in loc) I/clefl PLATES GRIP TC 0.05 Vert(LL) n/a n/a TL20 245/19 BC 0.01 Vert(TI-) n/a n/a W B0,03 Horz(TL) 0.00 L n/a Matrix) 1st LC LL Min 1/deft - 360 Weight: 58 lb BRACING TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, REACTIONS ( lb/size) V-52/12-10-0,L-27/12-10-0,U-148/12-10-0,T-147/12-10-0,S-147/12-10-0,R-147/12-1O-O,Q-147/12-10-0,P-147/12-10-0, 0= 1 45/12-10-0. N-1 53/12-10-0, M-1 13/12-10-0 FORCES ( lb) - First Load Case Only TOP CHORD V-Wm-48, A-W--48, L-X-21, K-X--21, A-B-5, B-C--5, C-D-5, D-E--5, E-F-A F-G--5, G-H--5, H-1--5, I-J--5, J-K--5 BOT CHORD U-V-5, T-1-1-5, S-T-5, R-S-5, Q-11-5, P-Q-5, O-P-5, N-0-5, M-N-5, L-M-5 WEBS B-1-1-133, C-T--134, D-S--133, E-R--133, F-Q--133, G-P-134, H-0-132, I-N--139, J-M-107 NOTES ( 6) 1) Ali plates are 1.50 TL20 unless otherwise indicated, 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 cc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not pail of the review or certification of the truss designer, LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/ Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:5390690OFT3 Job Truss 53906900_JFT4 niversal Forest Produ 1 1.50 A U4 K I Truss Type Qty Ply Centex-Orlando/2509 2nd/jsk/3-31-3 FLOOR Job Referen,c;lqplqF i ll_-_______ Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 M!Tek Industries, Inc, Sat Apt 19 11:55:26 U4 B C 3x4 2003 Pagel Scale - 1:11, 3x4 D L 3x4 = U4 = 6-11-0 Platte —, Offsets IX Y) Iq 0-1-6Ede] -1 --gE 4,Edge], [P0_ Edge _ _-qel___,,_ LOADING ( psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.01 H >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.01 H >999 BOLL 0.0 Rep Stress Incr YES WB 0,14 Horz(TL) 0.00 E n/a BCDL 5.0 Code FBC2001 (Matrix) 1 st LC LL Min I/defl - 360 Weight: 39 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS ( lb/size) J=360/0-8-0, E-360/0-8-0 FORCES ( lb) - First Load Case Only TOP CHORD J-K--355, A-K--354, E-L--355, D-L--354, A-B-283, B-C-530, C-D--283 BOTCHORD, I-J-18, H-1-530, G-H-530, F-G-530, E-F-18 WEBS D-F-360, A-1-360, C-F--336, B-6-336, B-H-1 1, C-G-1 1 NOTES ( 2) 1) 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. 2) 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 responsibiliti. for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, LOAD CASE(S) Standard 4 1 I... c A milmWHIMMIM11021: a100 Mn-"Won W-AIDNE01101Mill 53906900 FT5 FLOOR On ivers aI Forest Products,I4c -,BurBurlington, Jeff R-err--- 5-000 sFeb -2-0261ido/ 2509 2nd/isk/3-31-3 eJoptional)_ Inc. SatApr 19 11:55:26 ape 5x4 1, 50 A W U4 3x4 = 3x4 = 3x6 FP= 1.50 11 1,50 11 3x4 R C D E F G H 3A = 3x4 I J 3x4 5X5 = 3x4 = 3x4 3x4 = 3x4 3x4 = 3XI0 M1118H FP= 5X5 = 30 U4 19- 2- 0 Plate Offset XYJ: 1A.-Edg_ qK-Q-1-8,E elL.0-1-8 , 0- -8 . qLOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(I-L) -0.32 Q-R >706 TL20 245/19": TCDL 10.0 Lumber Increase 1.00 6C 0.97 Vert(TL) -0.44 Q-R >514 BCLL 0.0 Rep Stress iner YES WB 0,55 Horz(TL) 0.08 L n/a BCDL 5.0 Code FBC2001 (Matrix) 1 st LC LL Min I/defl - 360 Weight: 100 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) L-1034/0-8-0,V-1034/0-8-0 FORCES (lb) - First Load Case Only TOP CHORD V- W--1 029, A-W--1 028, L-X--1 029, K-X--1 028, A-B--1 057, B-C--2631, C-D--3604, D-E--3604, E-F--4051, F-G--4051, G-H--4051, H-6-36041 I-J-26311 J-K--1057 BOT CHORD U- V-53, T-U-1991, S-T-3245, R-S=3935, Q-R-4051, P-Q-3935, O-P-3245, N-0-3245, M-N=1991, L-M-53 WEBS A-U- 1364, B-1-11-1300, B-T-890, C-T--854, C-S-498, E-S--461, E-R-158, K-M-1364, J-M--1300, J-N-890, I-N--854' I-P-498, H-P--461, H-Q-158, F-R--90, G-Q--90 NOTES (3) 1) All plates are TL20 plates unless otherwise indicated. 2) 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. 3) Truss shall be fabricated per ANSI/TPl 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 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 o- P" IRIVE11 • noreni i 111rillinli i i iIi ii i 11 1 11irr IrA R rom ",** sparm KHM I' uggsilim.11101 2 Jc b Truss Truss Type C-entex-Oulando/2509 2nd/jsk/3-31-3 53906900 FT6 FLOOR 3 1 Job Refer O-n1v-e--rs-a---1F-6-re'st -Product-s-,in-L, Bu-rllng-t"o-n--,-N-C-27-2-15-,--J-e-ff--Ke-rr----------5.--000 s Feb 20 2003 MiTek Industries, Inc. Sat Apr 19 11:55:27 2003 Page 1 Scale: 3/8"-1 5X4 A Iw 3x4 = 6x4 = 3x4 = 3x4 = 3x6 FP:= tW 11 1 50 11 3x4 = 3x4 = 3x4 == 1,5x3 R G D E F Q H I i K 3x4 = 5X5 3X4 = 3x4 = 3x4 3x4 = 3x4 = 300 M1118H FP= 5X5 = 3x4 U4 0 -0 7 -_O 19-2-0 Plate OffsetsQXY):,JAEdge 0-1 -81dK-0-1 -8Ed e 'QL1 -8 0-A-_§,Eqqe1Jq . .... . Edge LOADING (psf) SPACING 2.0-0 CS1 DEFIL in (loc) I/defI PLATES GRIP TCLL 40,0 Plates Increase 1.00 TC 0.38 Vert(I-L) -0.32 Q-R >706 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0A4 Q-R >514 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 L n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min Well - 360 Weight: 100 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No,2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) L-1034/0-8-0,V-1034/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD V-W--1029, A-W--1028, L-X--1029, K-X--1028, A-B--1057, B-C--2631, C-D--3604, D-E-3604, E-F-40511, F-G-4051, G-H--4051, H-1-3604, I-J--2631, J-K--1057 BOT CHORD U-V-53, T-U-1991, S-T-3245, R-S-3935, Q-R-4051, P-Q-3935, O-P-3245, N-0-3245, M-N-1991, L-M-53 WEBS A-U-1364, B-1-1-1300, B-T-890, C-T-854, C-S-498, E-5--461, E-R-158, K-M=1364, J-M--1300, i-N-890, I-N--854, I-P-498, H-P--461, H-Q-158, F-R--90, 6-0--90 NOTES (3) 1) All plates are TL20 plates unless otherwise indicated. 2) 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. 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 responsibillb, 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 0 A Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:5390690OFT6 Job i russ 53906900 FT7 0'n-ive r-s -ai Forest P-ro IFL,0011 Burlington, NC 272-15, -Jeff f(e-rr Cary Ply Centex-Orlando/2 4 1 Job Reference (9 s Feb 20 2003 MiTek Industries, Inc. I 5X4 1,50 R 3x4 = 3x4 = 1,50 11 3x4 = 3x4 = Scale - 1:26, 5x4 1,5x3 3x4 = 5x4 = 3x4 - 3x4 = 1.5x3 11 3x4 = 3x4 = 5A = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFIL in loc) I/detl PLATES GRIP TCLL 40.0 Plates Increase 1,00 TC 0,40 Vert(LL) -0.17 L-M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0,23 L-M >797 BCLL 0.0 Rep Stress Incr YES WB 0,44 Horz(TL) 0,05 1 n/a BCDL 5.0 Code FBC2001 Matrix) 1 st LC LL Min I/defl - 360 Weight: 83 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) Q-849/0-3-8, 1-849/0-8-0 FORCES (lb) - First Load Case Only TOP CHORD Q-R--845, A-R--844, I-Sm-844, H-S--8431 A-13-851, B-C-2025, C-D--2719, D-E--2719, E-F--2622, F-G-2040, G-H--846 BOT CHORD P-Q-44, &P-1592, N-0=2449, M-N=2719, L-M-2719, K-L-2470, J-K-1587, I-J-44 WEBS H-J=1091, A-P-1097, G-J-11031, B-P-1032, G-K-629, B-0-602, F-K-598, C-0-590, F-L-212, C-N=366, E-L-1131, D-N-1164, E-M--74 NOTES (2) 1) 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, 2) 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 responsibilib, 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 cea UJ tT Cti j Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:5390690OFT7 53906900 rG7 ._ FLOOR UuWoJsaf-Fa_r-ost Pr64acis,Inc., Burlington, NdO"2 000 s Fel Scale - 1 3x6 11 Us 11 C D Us 11 3X6 11 5X6 1 E F a 3x4 = 5X5 = Us = 3x4 = 3x4 = 3x4 = 3x5 = 5X5 = 3x4 = 1-4-2 3,-6-5 5-8,9 7-10-12 2A- WAM Plate fsL,Offsets9-9:-81 qj _ge]:4 ,jH_ - 9 LOADING ( psf) SPACING 2-0-0 CS1 DEFIL in (loc) Vdefl PLATES GRIP TOLL 40.0 Plates Increase 1,00 TC 0,21 Vert(LL) -0.18 M >999 TI-20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vart(TL) -0,25 M >752 BCLL OD Rep Stress Incr NO W8 0.65 Horz(TL) 0,07 1 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/detl = 360 Weight: 106 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals - ROT CHORD 4 X 2 SYP No. I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No,3 REACTIONS ( lb/size) Q.1253/0-3-8, 1=125310-8-0 FORCES ( lb) - First Load Case Only TOR CHORD A-Q--1246,H-I=-1246,A-B--1183,B-C=-2876,C-D=-3869,D-E=-4207,E-F=-3869,F-G=-2876,G-H=-1183 BOT CHORD P-Q=0,O-P-2208,N-0--3522,M-N=4197,L.-M=4197,K-L=3522,J-K=2208,1-J=0 WEBS A-P=11610, B-P=-1486, 8-0=968, C-O=-937, C-N=503, D-N-4174, D-M=15, E-M=15, E-L=-474, F-L=503, F-K=-937, G-K=968, G-J-1486, H-J=1610 NOTES ( 3) 1) Girder carries tie-in span(s): 4-0-0 from 0-0-0 to 15-9-8 2) Recommend 2x6 strongbacks, an 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, 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 verity all design information on this street 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) Floor: Lumber Increase=1,00, Plate Inerease=1.00 Uniform Loads (pit) Vert: I-Q-10A A-H=-151-3 0 1 - * 0 0 0 0 # A moM R7OW-WOR"INikV1111111 241' . 0 pmmmu# synamismC noilk M &.14RD1*10111 53906900 FT8 FLOOR 7 1 Univdrsal Forest Products,lnc., Burlington, NC 27215 Jeff Kerr 5.000 s Feb 20 2003 MiTek Ir 13 3x4 1.5x3 = 3z4 = 3x4 = 3x6 FP= 3x4 = 3x4 3x4 = 3x4 = e A r. n F F G H jo/2509 2nd/jskf3-31-3mm o tlonal Inc. Sat Apr 19 11:55:28 2 R Q- I 50 1.5x3 II 1.5x3 II 3x6 = I i K 'L 3x4 z 30 = 3x4 = 3x4 = 1.5x3 II 1.5x3 II 3x4 = 3x6 FP- 5x5 = 3x4 it 3x4 = 3x4 = 3x4 II 3x4 = 6-Q 40 Q 6.6-Q 7-9-Q 9-Q_4--- 10-3_ _4 12 9_4 15 3-4 .._ _I 1Q-7,12 , 18 0-4 L 19-1-8 , 20-7-8 20-7-8 Plate cal s (x, L Q i _6 dG a :a a gag j 0-1 a O:o-1 §,Edg LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1,00 TC 0.57 Vert(LL) -0.16 V-W >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0,22 V-W >890 BCLL 0.0 Rep Stress Incr YES WB 0,53 Horz(TL) 0.04 P n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl 360 Weight: 111 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No.3 6-0-0 oc bracing: P-Q,O-P,N-O. REACTIONS (lb/size) M-157/Mechanical, Z-816/0-8-0, P-1576/0-3-0 Max UpliftM-309(load case 2) Max GravM108(load case 3), Z-817(load case 2), P1576(load case 1) FORCES (Ib) - First Load Case Only TOR CHORD Z-AA -812, A-AA--811, L-M-229, A-B -809, B-C -1937, C-D -2452, D-E--2452, E-F--2523, F-G--2187, G-HR-1310. H-1 160, I-J-418, J-K-418, K-L-418 BOT CHORD Y-Z-42, X-Y-1518, W-X-2332, V-W-2523, U-V-2523, T-U-2523, S-T-1876, R-S-1876, Q-R-715, P-Q--1 157, O-P--1157, N-0=-418, M-N=0 WEBS 1-P -1649, A-Y 1043, i-Q 1327, B-Y -985, H-Q-1216, B-X-582, H-R-828, C-X--550, G-R -787, C-W-167, G-T 432, E-W--96, F-T-456, E-V--70, F-U-89, L-N--546, 1-0-965, J-0-339, K-N-105 NOTES (5-6) 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint M. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 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 jab names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) THA422. Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation. LOAD CASE(S) Standard v ppW.3 l 1 y N WE russ lype FLOOR Burlington, NO 27215, Jeff Kerr 5.000 s Feb 20 201 ido/2509 2ncVjsk/3-31-3 Inc, Sat Apr 19 11:55:29 2003 Page 1 Scale m 1 :34 U4 = I.W = 3x4 3x4 = 34 FP= 3x4 = 3x4 = 3x4 = 3x4 = 3x6 1.50 11 1.50 11 Us A A C D E F a H I J K IL 3x4 = 30 3x4 = 3X4 1 5X3 11 1sX3 11 3x4 U6 FP= 3X4 == 3x4 11 3x4 = 3x4 == 3x4 11 U4 = LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1,00 TCDL 10,0 Lumber Increase 1,00 BOLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2001 1-11MVER TOP CHORD 4 X 2 SYP No.2 ROT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 79-0 _, 9-9_-,4 20-7-8 CS1 DEFL in loc) I/clefl PLATES GRIP TO 0.33 Vert(LL) n/a n/a TL20 245/193 BC 0.04 Vert(TL) n/a n/a WB 0.04 Horz(TL) 0.00 0 n/a Matrix) 1st LC ILL Min I/defl = 360 Weight: 111 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, I REACTIONS (lb/size) M-56/20-7-8,Z-85/20-7-8,P-193/20-7-8,Y-181/20-7-8,Q-183/20-7-8,X-305/20-7-8,R-298/20-7.B,W-191/20-7-8, T-1 89/20-7-8. V-1 41/20-7-8, U-1 34/20-7-8, N-1 73/20-7-8, 0-98/20-7-8 Max Herz Z-78(load case 1) FORCES (lb) - First Load Case Only TOP CHORD Z-AA--81,A-AA--81,L-M--50,A-B-18,B-C-26,C-D-13,D-E-13,E-F--40,F-G-19,G-H-45,H-1-36,1-i-10,J-K-10,K-L=10 BOT CHORD Y-Z--74,X-Y-47,W-X-34,V-W--38,u-v.-38,T-U--38,S-T-25,B-S-103,Q-R-94,P-Q-5,0-P-5,N-0--10,M-N-0 WEBS I-P--1182, A-Y-31, I-Q--54, B-Y--199, H-Q--181, B-X--209, H-R--193, C-X--192, G-R--206, C-W--174, G-T--170, E-W--72, F-T--80, E-V-- 13 1, F-U-- 123, L-N-- 13, 1-0-19, J-0-74, K-N-- 151 NOTES (4-5) 1) Gable requires continuous bottom chord bearing, 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails, Strungbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. 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. 5) THA422: Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation. LOAD CASE(S) Standard CD A)) 4q IN) 6 1 1 0 0 11 MOMFEM Truss Type Qly- Ply Centex -Orland - o/2509 - 2nd - / ' i ' sk/3-31 - -3 - FLOOR erel? Job Ref cc (o tio Burlington,_ -NC27-2-15,Jeff- -Kerr -5. 000 sFeb 20 2Q03 Mi fek industries, Inc. Sat Apr 19 11:55:30 k l---1--30-l U4 1,5x3 A w 7Lale - 1:28, M U4 3x4 = 3x4 -- 30 FP= 1,50 11 3x4 B C D E F a 3x4 = 3X8 H I 3x4 = Us == 3x4 = 3x4 = 1.5x3 11 3A 3x6 FP= 3x5 = 3x4 11 3x4 = 1,5x3 11 3.4 = 3-_9-6 1 -0 -1-2 -1 -_ L 16 L IT _ t2_ 17-1-12 Piste OffsetsAY ldz-90-ge- 4-- Ad Ed LOADING (pst) SPACING 2-0-0 CS1 DEFIL in loc) Ildetl PLATES GRIP TCLL 40.0 Plates Increase 1,00 TC 0.31 Vert(LIL) -0.14 R-S >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.20 R-S >918 BCLL 0,0 Rep Stress Incr YES WB 0,42 Horz(TL) 0.04 M n/a BCDL 5.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 360 Weight: 94 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No,3 6-0-0 oc bracing: M-N,L-M. Max GravV_81 8(load case 2), M=1 036(load case 1) FORCES (lb) - First Load Case Only TOP CHORD V-W--805, A-W-804, K-X-7, X-Y-7, J-Y-7, A-13-802, B-C-1914, C-D-2417, D-E-2417, E-F-2476, F-G-2476, G-H-1828, H-6-698, I-J-49 BOT CHORD U-V-42, T-U-1503, S-T-2303, R-S-2476, Q-R-2476, P-Q-2241, O-P-1402, N-0-1402, M-N-90, L-M-97, K-L-0 WEBS I-M-1007, A-U-1033, I-N-1052, 13-U-975, H-N-979, B-T=572, H-P-592, C-T-541, G-P-575, C-S-159, G-Q-320, E-S-81, E-R-93, F-Q--120, 1-L=78, J-L=-84 NOTES (4) 1) Unbalanced floor live loads have been considered for this design. 2) 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. 3) CAUTION, Do not erect truss backwards. 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 k 10 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:53906900FT1 1 FLOOR nc., Burlington, NC2-7-2150-e-fl-K-err ig Inc. Sat Apr 19 111:55:30 2003 34 FP= F 0 H U4 = 3x6 FP= Scale . 1:27 N 0 4-0-0-__L6-6--0----L- 7-9-0--j 8-9-8 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TOLL 40.0 Plates Increase 1,00 TC 0.06 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0,03 Horz(TL) 0,00 P n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/detl - 360 Weight: 75 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No,2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 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-1 46/17-1-12, V-1 47/17-1-12, U-1 47/17-1-12, T-1 47/17-1-12, S-1 46/17-1-12, R-1 51/17-1-12, 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-A N-0-6 BOT CHORD AC-AD-0, AB-AC-0, AA-AB-0, Z-AA-0, Y-Z-0, X-Y-0, W-X-6, V-W-6, U-V-6, T-U-6, S-T-6, R-S-6, Q-R-6, P-Q-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-Q--120 NOTES (7) 1) All plates are 1.50 TL20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing, 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions 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 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:5390690OFT12 0 53906900 IFT6A I FLOOR ast Products, Inc., Burlington, NC -27215, Jeff Kerr 5,000 w Feb 20 2003 MiTek Industries, Inc. Sat Apr 19 11:55:31 A 1.5x3 II 3x4 = c 1.5x3 11 1.50 = 1,5x3 A Contractor/Job: 2509 2ND FLR A & B Date Req:04/24/2003 Draw No:5390690OFT6A Page Scale - 1:7 6 LOADING (pst) SPACING 2-0-0 CS1 DEFIL in (loc) Well PLATES GRIP TCLL 40 a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 D-E >999 BCI-L 0 0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 D n/a BCDL 5.0 Code FBC2001 (Matrix) LC LL Min I/defI - 360 Weight: 23 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 Sheathed or 3-9-0 oc puffins, except end verticals, BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 0 Plates Increase 1,00 TC 0.16 Vert(LL) nl 95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. responsibility LO C-5 C"J 12 1 1 l axe Job Truss Truss Type. Qty Ply Centex-Orlando/2509-A/jsk/3- 31-3 77 53906902 IH1 HIP 1 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 7X10 = 5X8 = om 500 = S R a P 0 N M L K 5x6 -z SAD M1118H= 5X6 5X8 = 5X6 = 5X6 = U10 M1118H=- 500 = 5x7 = U4 11-10 26-10-15 31 -10 A 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 tX :01 *9 -1-?,979- B Q-g-7 e -7-0,9-2-4 0-4-00- hJF dL --,T LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl PLATES GRIP TOLL 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 Vert(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/defl - 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* B2 2 X 6 SYP 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-i 0 (input: 0-3-8), K-3075/0-3#14 Max Horz B-1 00(load case 4) Max UpliftB--1 068(load case 3), K--1 166(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B-26, B-C-70113, C-D--6879, D-E--8894, E-F--9852, F-G-9846, G-H--9407, H-1-7470, I-J--4352, J-K--2947 BOTCHORD, B-S-6407,R-S-6371,Q-R-6371,P-Q-8893,0-P-9407,N-0=7469,M-N-7469,L-M-3929,K-L-219 WEBS D-S-332,1-L--1018,C-S--62,D-Q-2897,E-Q--1216,E-P-1110,F-P--633,G-P-507,G-0--900,H-0-2243,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; 11 Omph; h-25ft; TCDL-B4Opsf; 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 pending. 4) All plates are TL20 plates unless otherwise indicated, 5) WARNING: Required bearing size at joint(s) 8 greater than input bearing size. 6) Bearing at joint(s) K considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verity capacity of bearing surface, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1068 lb 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 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\1 it to building. Any to locations for onlymayrelateaspecificreferencesjobnamesandareadministrativepurposes 11A and are not part of the review or certification of the truss designer, 11) Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow 0 Simpson instructions for installation, LOAD CASE(S) Standard 1) Regular: Lumber Increase-1,25, Plate Increase-1 .25 Uniform Loads (plf) Vert: A-D-60.0, D-1--130.6, I-J-60.0, B-K--43,5 Concentrated Loads (lb) Vert: D--385,0 1--220,0 A ARM1194 HIP no s Feb 20 2003 MiTek Industries, Inc, Wed Apr 23 08:30:56 2003 Page I 36-0-0 1-0-0 5-8-14 3-3-2 7-0-9 6-10-13 7-0-9 6-0-0 Scale 1 :62, 5x7 = RME! Im 5x7 --z 3x7 = 0 N M L K J I 30 = 3X8 = 30 = 3X8 = 5X6 = 2X5 11 3X8 29-10-4 9-1-12 6-10-13 6.10-13 6-10-13 6-1-12 Plate Offsets ,Y),'_JD.'_q-5-4 -_? 8 0-4-3-0 0-5-4,0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFIL in loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 125 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) 0A9 L-M 671 BCLL 0.0 Rep Stress Incr NO WB 0,57 Horz(TL) 011 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/clefl - 240 Weight: 181 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/size) B-1498/0-3-8,1-1427/0-3-8 Max Horz 8-1 15(load case 4) Max UpliftB--423 (load case 2),I--395(load case 3) BRACING TOP CHORD Sheathed or 2-11-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-2-7 oc bracing, 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 BOTCHORD B-0-2764,N-0-2587,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-900, 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; 11 Omph; 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 31 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 ANSl1FPI 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 tot, installation. Job Truss Truss Type Qty Ply Centex-Orlando/2509-A/Isk/3-3 1-3 53906902 H3 RQUSS 1 1 ME M W jwt)i uuj t-age 11 - 0-0 6-5-3 1- 0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 Scale - I 20 11 5X6 3x7 M L K J 1 30 3x6 = US = 3X8 = 3x8 = 3x6 mm W ME IBM 0 LOADING ( psf) SPACING 2-0-0 CS1 DEFL in (loc) Weft 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) -0A3 K-M >999 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 013 H n/a BCDL 10,0 Code FBC2001 (Matrix) 1st LC LL Min I/def I ® 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 Harz 6- 131 (load case 4) Max UpliftH--328(load case 3), B--382(load case FORCES ( lb) - First Load Case Only TOP CHORD A-8-22, 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-2374, 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 root live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; I I 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 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 ANSVI-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 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. 011SWIF- EV ilk ORMS100 Ot ffl Job Truss 53906902 1-14 UMEEZIMMMERIMM war"Rya Qty Ply Centex-Oriando/2509-A/IsK/3 -31-3 1 1 Job Reference (ootionall WER&MM 36-0-0 1-0-0 6-5-3 6-6-13 10-0-0 6-6-13 6-5-3 Scale - 1:61 1 I K Rom RM 5X6 M L K 1 1 3X6 = 30 = 3X8 = 3x8 = 3X6 30 = 36- 0-0 9-3-14 8-8-2 8-8-2 9-3-14 plate —Offet — — ---- LOADING ( pst) SPACING 2-0-0 CS1 DEFIL in (loc) Well PLATES GRIP TOLL 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(TIL) -0,39 K-M >999 BOLL 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/defl - 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 13- 1 49(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--3941 D-M-552, F-1-560,(3-1--400, E-K--252, 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; 11 Omph; h-25ft; TCDL-6.Opsf; BCDL-6,Opsf; occupancy category It; exposure 13; enclosed,-MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-11,60 plate grip DOL-1 33. 3) Provide adequate drainage to prevent water pending. 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 ANSIITPI 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 11 : I I M1. 01 R1=1 AMEM MMURDIMIDN"02 russ Type nc., tiurlingion, NL, efel), popmam Job,i Reference _(o_onal Industries, Inc, Wed Apr 23 08:30:58 2003 Page a 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 5 00'T2 6X6 5x6 o E F 3x7 N M L K J 3x7 3x6 = 3x8 = 5X10 = 3x8 = 3x6 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offsets X YJ:' D-0-4- 0-3- 0-3-0,02-41,IG0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0A7 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/detl - 240 Weight: 183 lb BRACING TOP CHORD Sheathed or 3-3-1 oc purfins. BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. REAC11ONS (lb/size) B-1498/0-3-8,1-1427/Mechanical Max Harz B-1 68(load case 4) Max UpliftB--413(load case 4),]--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-27681 M-N=2265, L-M=22651 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; 11 Omph; h-25ft; TCDL-S.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 pending. 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 1. 5) 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 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. 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 AMot VEM OW-491 1=111100:0 HE mom= Inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc, Wed Apr I 17-0 -0 9-(I.Qi -2 3 36-0-9 1-0-0 6-5-3 5-5-10 5-1-2 2-0-0 5-1-2 6-5-3 Scale m 1:61A 5,OoFt2_ 5X6 = 5x6 E F 3x7 = N M L_ K i 3x7 -- 3x6 = Us 5x12 = W = 3x6 9-3-14 8-8-2 8-8-2 9-3-14 Plate Off LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (lac) I/defl PLATES GRIP TOLL 20.0 Plates Increase 125 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 BOLL 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 I/defI - 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 REAC11ONS (lb/size) B-1498/0-3-8,1-1427/Mechanical Max Herz B-1 86(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 I NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001; I I Omph; 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 435 lb uplift at joint B and 364 lb uplift at joint I. 5) Truss shall be fabricated per ANSIITPI 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, Job Truss Truss Type City Ply Centex-Orlando/2509-A/jsk/3-31-3 53906902 IT7 ROOFTRUSS1 1 1 ngton, NC 27215, Jeff Kerr T 5. 000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:59 2003 11- 10-14 18-0-0 1- 0-0 6-5-3 5-5-10 6-1-2 6-1-2 5-5-10 6-5-3 Scale ® 1:M 19 30 = M L K i 1 30 3x6 = 3X8 = 3X8 3X8 = 3X6 -- 9- 3-14 9- 3-14 8-8-2 8-8-2 9-3-14 LOADING ( psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.44 Vert(LL) 0A8 K >999 TL20 245/193 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 10,10 Code FBC2001 (Matrix) 1st LC ILL Min I/clefi - 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 Herz B- I 95(load case 4) Max UpliftB--444(load case 4), H--374(load case 5) FORCES ( lb) - First Load Case Only TOPCHORD A-B-22,B-C--3056,C-D=-2773,D-E--1944,E-F--1944,F-G--2781,G-H--3066 BOT CHORD B-Mi-2760, L-M-2281, K-L-2281, J-K-2284, I-J-2284, H-1=2772 WEBS C-M--349, D-M-481, D-K--704, E-K-1 052, F-K--708, F-1-489, 6-1--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.Opsf; occupancy category 11- exposure B; enclosed;MWFRS gable end zone; cantileverleftandrightexposed ; end vertical left and right exposed;Lumber DOL-1 .60 plate grip DOC-1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint R 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 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) 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. MEUE CL R 4'I I 1111*10A L4 MOMMODOM 14"Z 1i Job Truss Truo-Type ------ Oty Ply Centex-Orlando/2509-A/isk/3-31-3 53906902 I T8 ROOF TRUSS I I I 24-1-2 29-6-13 36-0-0 1 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 Scale - 1:60 5X6 -- E 3x7 = N M L K J 3x7 3x6 = 3.8 30 --- 3X8 = 3X6 8-2 36-0-0 9-3-14 8-8-2 8-8-2 93-14 Plate Offsets LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl 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 030 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) 1st LC LL Min I/defl - 240 Weight: 176 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-6 oc purins, 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 Herz 13-1 87(load case 5) Max UpliftB--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; 11 omph; h-25ft; TCDL-6.Opsf; BCDL-6,Opsf; occupancy category III; 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 LOOMMT4 ffiffimp-HIMMOME Job "u" 53906902 H9 Universal Forest Pro EM a Reference ( 000 s Feb 20 2003 MiTek Industries, Inc. M 11-10,14 17-0-0 19-0-0 24-1-2 29-6-13 36-0-0 7-0-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 - 1 a 5,00 ri-i 54 = 5X6 E F 3x7 = 0 N M L K 3x7 3X6 3x8 = 502 3K8 3X6 9-3-14 8-8-2 8-8-2 Plate- —Off s —es X, i—L Y_J 0-4 _0_-_ _- —.,0 - _9,024 0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(ILL) 0.17 M 999 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) 0.38 M-0 999 BCLL 0.0 Rep Stress Incr YES WB 034 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 Matrix) I st LC LL Min I/clefl - 240 LUMBER P Zm1:101 at REACTIONS (lb/size) B-1497/0-3-8,1-1497/0-3-8 Max Horz B_-1 78(load case 5) Max UpliftB--434(load case 4),I--434(load case 5) 9-3-14 PLATES GRIP TL20 245/193 Weight: 185 lb BRACING TOP CHORD Sheathed or 3-3-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing, FORCES (lb) - First Load Case Only TOPCHORD 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--18 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; 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 adequate drainage to prevent water pending. 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 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 responsibillt} for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 4 aw AMOMMMAM103MMONOWNE] WHIMMMA NXIIIINNOMMIL M010DIMMM Job Truss Truss Type Qty I Ply I Centex-Orlando/2509-A/jsk/3-31-3 53906902 H10 R0 QF, T I' lob Reference (opi9lijai) Lir- i-ve-rg'4l-sorest -Vro7du—cts,'In--c-.-,-Burlington, NC 27215, Jeff Kerr 5,000 s; Feb 20 2003 MiTek fridustries, Inc, Wed Apr 23 08:31: P- -_ 3f7_:" 1- 0-0 6-5-3 5-5-10 3-1-2 6-0-0 3-1-2 5-5-10 6-5-3 1-0-0 Scale. I 5. 00 5X6 5X6 E F I 30 = 0 N M L K 3.7 3x6 = 30 = 5X10 = 3X8 -- Us 14 9- 3-14 8-8-2 8-8-2 9-3-14 Plate Offsets X Y, .,O+_ 0-3-P Q-q-g o?-4 RQ--3-0 0 "P-4-0 LOADING ( psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 125 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-0 >999 BOLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.13 1 n/a BCDL 10,0 Code FBC2001 (Matrix) I st LC LL Min I/defl - 240 Weight: 184 lb 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 ( lb/size) B-1497/0-3-8,1-1497/0-3-8 Max Herz B--1 59(load case 5) Max UplifIB--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-F--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; 11 Qmph; h-25ft,' TCDL=B4Opsf; 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 pending. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint 6 and 413 lb uplift at joint I. 5) 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 responsibill) 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. 0 1 11 0 jmmmrsmp us cuss Inc., Burlington, NC 27215, Jeff Kerr wow 3-0-0 . ....... 29-6-13 1-0-0 6-53 6-6-13 10-0-0 6-6-13 6-5-3 1-0-0 scale - 1si 5X6 = 2x3 11 5X6 , I 3V — N M L K i 3x7 3x6 = 3X8 = 3x8 = EM 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 Offsalta x Y-),.,—Lqllo--3-91q--?--ill-LO--3-_q 2-41------------ LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0A0 Vert(LL) 0.18 L 999 TL20 245/193 TCDL 10.0 Lumber Increase 125 BC 0.70 Vert(TL) 0.39 L-N 999 BOLL 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/defl - 240 Weight: 173 lb BRACING TOP CHORD Sheathed or 3-3-10 oc purli ns, BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing, REACTIONS (lb/size) B-1497/0-3-8, H=1497/0-3-8 Max Herz B--1 41 (load case 5) Max Uplift B--389(load case 4), H--389(ioad 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 CHORE) B-N-2775, M-N-2171, L-M-2171, K-L-2171, J-K-2171, H-J-2775 WEBS C-N--394, D-N-552, F-J-552, G-J--394, E-L-2511 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; 11 Omph; h-25ft; TCDL-6.Opsf; 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. 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 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 responsibilib, 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 rO try ti CA- momfla Job Truss 53906902 1,112 Qty I Ply I Centex-Orlando/2509- 11 e (notional) 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 1-0-0 scale - 1:61 RM 5X6 3x7 = N M L K 1 30 3X6 US == 3X8 = 3X8 = 3X6 9-3-14 26-8-2 6- -0 9-3-14 8-8-2 8-8-2 9-3-14 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defI PLATES GRIP TCLL 20,0 Plates Increase 125 TC 0.43 Vert(LL) 0.22 L >999 TI-20 245/193 TCDL 10.0 Lumber Increase 125 BC 0.79 Vert(TL) -0.43 L-N >999 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 013 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min Welt - 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 (lb/size) B-1497/0-3.8, H-1497/0-3-8 Max Herz B-- 1 22(load case 5) Max UpliftB--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; 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 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 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 X mgff=ilm 11-0-0 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 I :61, 50 = 3X6 = 5X8 == 5X6 W = 0 N M L K W = 3X8 = 3X10 MIJISH= M = U10 M1118H= Us = 36-0-0 9-1-12 B-10-4 8-10-4 9-1-12 Plate Offsets (X,YLP:Q-, 0, - "-3- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 125 BC 0,80 Vert(TL) -0,52 K-M >826 BOLL 0,0 Rep Stress Incr YES WB 0.79 Horz(TL) 0,15 1 n/a BCOL 10,0 Code FBC2001 (Matrix) 1st LC 1-1- Min I/defI - 240 Weight: 169 lb 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 6-6-14 oc bracing. WEBS 2 X 4 SYP No,3 REACTIONS (lb/size) B=1497/0-3-8,1-1497/0-3-8 Max Herz B--1 04(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, 0-1-1-2813, H-1-3067, 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-0-7881 G-K-788, C-0-252, H-K--252, E-0-825, E-M-1 06, F-M-1 06, F-K--825 NOTES (6) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL=6.0psf; BCDL-6,Opst: 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, S) 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/TP 11-95 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. U A" 1) AMOURRME! Truss Truss Type Oty Ply Centex Orlando12509 Ft!}sk/3-31 3 UME112MMEMBRilaraw Jab Reference ionalL 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 5-11 36-0-0 7-Q 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 5.00 i 12 5x6 = ffm 5xB = 5x6 = G H 700 = 500 == Q P Q N M 5X10 = 5x6 = 5x6 == 7x10 MnBH= 5x6 = 5x6 = 7-1-12 12-6-14 18-0 0 23-5-2 29-10-4 36-0-0 7-1-12 5-5-2 5-5-2 5-5-2 5-5-2 7-1-12 Plate Qffs ts X,Yj B 0 2 7Edc ej 12,0-4-0l fl:0-3-1204_:Ol fK:Qa2.7,kdgeeLIP-0-5-0,0-4-8j LOADING (pst) SPACING 2-0-0 CSI DEFT. in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.81 O 529 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -1.16 O 370 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0,21 K n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 221 lb LUMBER TOP CHORD 2 X 4 SYP No.2 `Except" T3 2 X 6 SYP No.2, T2 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 'Except" W 1 2 X 4 SYP No.2, W 1 2 X 4 SYP No.2 W12X4SYP No.2,W12X4SYP No.2 BRACING TOP CHORD Sheathed or 1-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. 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 UpliftK- 1129(load case 3), B-1076(ioad case 3) FORCES (lb) - First Load Case Only 1 r TES ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 1 IOmph; 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 DOL1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water pending. 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) 385.01b down and 310.81b up at 29-0-0, and 385. Olb 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 ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE( S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads ( plf) Vert: AaD- 60.0, D-I--130,6, I-L--60,0, B-K-43.6 Concentrated Loads ( lb) Vert: D.-- 385.0 6-385,0 r< Customer1 . Shop , 53906902 tM2509+ i M' a ENDJACK TRUS 191 RM BEIM 5-8-3 4-1-1 0-0-12 LOADING (psf) SPACING 2 O PLATES '50 CS1 DEFL in (loc) I/cletl GRIP TCLL 20.0 Plates Increase TC 0,37 Vert(I-L) 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/def I - 240 Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 cc 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 Herz B-1 93(load case 4) Max UpliftB--242(load case 2), E--64(load case 3), D-- 1 79(load case 5) NOTES (3) 1) Wind: ASCE 7-98 perFBC2001; 110mph; h=25ft;TCDL-6.Opsf; BCDL-6.Opsf; occupancy category I[; 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 lb uplift at joint E and 179 lb uplift at joint D. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at loints 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 shalt 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 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (pit) Vert: A-B--60,0 Trapezoidal Loads (pit) Vert: B-0.0-to-E--49.5, B-2.2-to-D-148.5 CY-- I I A IMUMr • 4t41 0 WORMIM 9M RM LOADING (psf) SPACING 2-0-0 CS1 DEFL in loc) I/defl PLATES GRIP TOLL 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 13CLL 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) I st LC LL Min I/def I - 240 Weight: 23 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. REACTIONS (lb/size) C-198JMechanical,B-346/0-3-8,D-68/MechanicaI Max Herz B-159(load case 5) Max UpliftC--1 65(load case 5), 8--75(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-62 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 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 DOC-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/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. Ir -IN& 'MMMIT1909WOMFIRMINN # inlix Lommm -41MAOR 411H pyI UNMR014 WA YN111414M 1111MMI, r#X*K11W1#MR VA 99MR1991 R 1-0-0 5-10-8 1-1-8 3A = 2X3 11 K LOADING (pst) SPACING 200 CSI DEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 12 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) -019 B-H >436 BOLL 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/defl - 240 Weiaht- 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 Herz B-1 48(load case 3) Max UpliftB--1 56(load case 4), F--1 26(load case 1), E--48(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-13=22, BOT CHORD B-H-25, G-H-0, F-G-0 WEBS C-H--419 NOTES (4) 1) Wind: ASCE 7-98 perFBC2001; 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 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 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, NMI= MMMOM0114IM"101 WHIII: 121B VN 1 011mfrOWIRKWIDNIUM ME U=1 iruss iype Inc., Burlbigt6mNG-072-1-5, i-eff-k 3-10-8 3-10-8 0 M 5x4 - Ned Apr 23 08:31:04 2003 Page 7-0-0 3-1-8 Scale - 1:1 B- 114-- LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl PLATES TCLL 20.0 Plates Increase 1,25 TC 0.27 Vert(LL) 0.18 B-H 442 TL20 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 I/defl - 240 Weight: 27 lb mam RIM= BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B-346/0-3-8, F--83/Mechanical, E-348/Mechanical Max Herz B-1 02(load case 3) Max UpliftB.-149(ioad case 4), F--83(load case 1), E--75(load case Max GravB-346(load case 1), F-9(load case 4), E-348(load case 1)1 FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-71, C-D-0, D-E-0, D-G-297 BOT CHORD B-H-20, G-H-0, F-G-0 WEBS C-H--226 NOTES (4) 1) 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. 2) Provide adequate drainage to prevent water pending. 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 a V, I I ilk 4A MUEFUR MOMAI 12=611i Willi fi 4101111UMN 11 El 14 8,7-15 10-8.1 12-8-2 14-8-3 16-10-,Q 19AA 26-0 2-1-13 2-0-1 2-0-1 2-0-2 2-0-1 2-0-1 2-1-13 2-6-0 Sole: 5.00 ff-- A Fs-s US 3X8 2x3 11 3x8 3X8 5X8 G D F3X8 F G P", I J- Tl>vim" T1-- J1 10,47== - 9q 17 R a P 8 0 Us 11 5X6 = 7X6 5X6 - N T 5x12 = M L 7X6 = 5x6 = K 3X6 11 5X6 I Tjqq- T1_4 - T -15 1018-1 12-4-0 112-8r2 14-8-3 16-8-4 16-0-8 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 2-7-6 CftsetsX Y), A:0-3-6,0-0-01, fB:0-5-12,0-2-81, fC:0-3-8,0-1-81, P:0-3-8,0-1-81, fE:0-3-8,0-1-81, IGiO-3-8,0-1-81, fl-1:0-3-8.0-1-81, [ILD-6-0,0-2-81. 0:0-3-6,0-0-01. IM:0-3-0 LOADING ( pst) SPACING 2-00 TCLL Plates Increase 1,25 TCDL O' 10Lumber Increase 1,25 BCLL OD Rep Stress Incr YES BODL 10.0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2 'Except* T2 2 X 4 SYP SS ROT CHORD 2 X 8 SYP SS WEBS 2 X 4 SYP No.2 CIS, I DEFL in loc) l/deftPLATES t-A E SGRIP T C0.78 Vert(I-L) 0.54 T N- 0 >420 17L2 245/193 092 Ved(TL) -0,85 N-0 >270 A/ EB O 62 Horz(TL) 0.07 J n/a J Matrix) 1st LC LL Min I/defl - 240 Weight: 454 lb BRACING TOP CHORD Sheathed or 4-1-9 oc purlins. BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) A=799410-3-8, J=5903/0-3-8 Max Herz A=21 (load case 4) Max UpliftA=-2713(load case 2), J=-1 995(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 130TCHORD A-R=16310,Q-R=16606,P-0=26431,P-S=33583,0-S=33583,N-0--37439,N-T=34015,M-T=34015,L-M=24178,K-L=13691,J-K=13621 WEBS B-R=1902, I-K=453, 8-0=10697, C-Q=-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-=1 1418 NOTES ( 10) 1) Special hanger(s) or connection(s) required to support concentrated load(s) 65.01b down and 22.31b Lip at 16-10-0 on top chord, and 3075.01b down and 1057.O1b 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, 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 follows: Top chords connected as follows: 2 X 4 - I row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 4 rows at 0-4-0 oc. Webs connected as follows; 2 X 4 - I 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 connection(s) required to support concentrated load(s) 65.01b down and 22.31b up at 16-10-0 on top chord, and 3075.O1b down and I 057,01b up at 12- 4-0, and 22.O1b down and 7,611b 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; 11 Omph; h=25ft; TCDL=6.Opsf: BCDL=6.Opsf; occupancy category II; exposure B; onclosed,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 pending. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2713 lb uplift at joint A and 1995 In uplift at joint J. 8) This truss design allows for the following max. bolt holes along the member climes spaced a min. of 0-6 0 apart: 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 1057.01b 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. 10) Truss shall be fabricated per ANSt/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber fincrease=1 25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B-60A B-D=-60,0, D-1-98.0, I-J=-60A A-S--734.0, S-T=-746,0, K-T=-34.0, J-K--20.0 60 ConcentratedLoads (lb) fl Vert, 1=-65.0 K=-22.O T=-3075,0 rFi CQ C- 1 O AM MOWAd "114=221 Imermsoaslognomki Job Truss 53906902 1HJ2 LOADING, 1 L01 3.54 Ff Z T1 U4 Tfy Ply Centex-OrIE 1 Job Referer s_ Feb 20 2003 MiTek Industries, 3-5.11 H 3-5-11 3-5-11 CSf DEFL in loc) I/deft PLATES TC 0,16 Vert(LL) n/a n/a TL20 BC 0,03 Vert(TL) 0.04 A 446 WB 0.00 Horz(TL) 0,00 C n/a Matrix) 1st LC LL Min I/dell — 240 Weight: 13 lb BRACING REACTIONS (lb/size) C-39/Mechanical, B-159/0-3-8, D-20/Mechanical 3 c Scale A ELM TOP CHORD Sheathed or 3-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz B-63(load case 2) Max UpiiftC--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-D0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.Opsf; 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 38 lb uplift at joint C and 173 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 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (pit) Vert: A-13 -60.0 Trapezoidal Loads (plf) Vert: B=-2.4-to-C-55.7, B-0.0-to-D--18.6 BOB ME 9 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 09:21:15 2003 Page ra Scale - 1 ;7 ; 0-0-12 LOADING (psf) SPACING 2-0-0 CS1 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 0.02 Vert(TL) 0.01 A >999 BCLL 0.0 Rep Stress Incr YES W13 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/cletl = 240 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-6-0 oc purfins. 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/MechanicaI Max Horz B-62(load case 5) Max UpliftC--54(load case 5), 6-87 (load case 4) NOTES (3) I)Wind: ASCE 7-98 perFBC2001; 110mph; h-25ft;TCDL-6.Opsf; BCDL-6.Opsf; occupancy category 11; exposure 13; 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 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. A# i I== U tW111 NEWOMMURNM MEN 53906902 JG15 MO V-TjlulsS . Jab fjiafar ce (9p U IvWiaflro st Products,inc,, Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc. Wed -Apr 23 08:31:0-200b--Va6io-l 2x3 11 RM 2-0-0 0-6-0 AIMI&GRENAMMEEMM Scale - LOADING (psf) SPACING 2-0.0 CS1 DEFIL in (loc) I/defl PLATES GRIP TOLL 20,0 Plates Increase 125 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 BOLL 0.0 Rep Stress Incr NO we 0.00 Horz(TL) 0.00 C n/a BCDL 10,0 Code FBC2001 (Matrix) 1st LC LL Min I/def I - 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 Herz A-51 (load case 3) Max UpliftA--33(load case 4), C-- 1 02(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: ASCE7-98per l'BC2001; I1Omph;h.25ft-.TCDL-6.Opsf-. 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-1.31 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 .01b down and 11 3.81b 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 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. 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 (plf) Vert: A-C-20.0, A-B--60.0 Concentrated Loads (lb) Vert: D--331.0 w Jou i russ 53906902 IHJ3 M I JACK 3A = Qty Centex-Oriando/2509-A/iskt 2 1 P" - JJob Reference_qpfional 5.000 s Fib 20 2003 MiTek Industries, -Inc. WedApr2 4- 2-3 4- 2-3 3, 5A F1 -2 TI Bt 06 2003 Page I a]. - 69 E LOADING ( psf) SPACING 2-0-0 CS1 ®EFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.16 Vert(I-L) n1a n/a TL20 245/193 TCDIL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0,05 A >387 BCLL 0.0 Rep Stress Incr NO WB 0,00 Horz(TL) -0.00 C n/a BCDL 10,0 Code FBC2001 (Matrix) 1 st LC LL Min I/def I - 240 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2-3 oc purlins. ROT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REAC11ONS ( lb/size) C-67/Mechanical, B-171/0-3-8, D-28/Mechanlcal Max Herz B=70(load case 2) Max UpliftC--56(load case ), B-1 its(load case 2) FORCES ( lb) - First Load Case Only TOP CHORD A-13-22, B-C--19 BOT CHORD B-D-0 NOTES ( 3) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; 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-133. 2) Provide mechanical connection (by others) of truss to bearing plate capable of 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 verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular; Lumber Increase-1.25, Plate Increase-1 .25 Uniform Loads (pit) Vert: A-B-60.0 Trapezoidal Loads (plf) Vert: B-2.3-to-C-63.6, B-0,0-110-D-21.2 x-Orlando/2509-A/jsk/3-31-3 53906902 1EJ3 +ROOVTRUSS 12 11 1 Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31: RMUMNIM LOADING (pst) SPACING 2-0-0 CS1 DEFIL in loc) Well 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 Harz(TL) -0,00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 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, 8-195/0-3-8, D-28/Mechanical Max Herz B-73(load case 5) Max UpliftC--67(load case 5), 8--84(10a0 case 4) I"MINNN-11 a zLeIrEde NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL-6.Opsf; BCDL-6.0pst; 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/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. LOTOMEM naealmora Mma Em fflffffU Illilliff M EN 3-31-3 ME 5x4 5x4 am 6 U4 = 3x4 = 3-1-12 3-10-4 7-0-0 3-1-12 0 8 3-,1-12 LOADING (psf) SPACING 2-0-0 CS11 DEFL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) 0.01 F >999 TL20 2451193 TCDL IOLO 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 8CDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/def I - 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 UpliftA--98(foad 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 roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft: 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. 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 36.3lb up at 4-0-0, and 45.01b down and 36.31b up at 3-0 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 an 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 (11b) Vert: 13-45.0 C--45,0 CDC-D 3-31-3 1 1 53906902 ICJ5 IROOF TRUSS 16 11 FLeferenc9 -- — 9p ional)__ s, lnc,, Burlington, NC 27215, Jeff Kerr 5,000 s, Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 1-- 3X4 4- 10-15 0-0-12 LOADING ( psf) SPACING 2-0-0 CS1 DEFIL in loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1,25 TC 0.27 Vert(LL) n/a n/a 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 WS 0.00 Horz(TL) -0.00 C n/a BCDL 10,0 Code FBC2001 Matrix) 1st LC LL Min I/def I - 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 Herz B-1 15(load case 5) Max UpliftC--1 16(load case 5), B-77(load case 4) NOTES ( 3) 1) Wind: ASCE7-98 per FBC20011; 110mph; h-25ft;TCDL-6.Opsf; BCDL-6.Opsf; occupancy category II; exposure 13; 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 an 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. U1UW= 2MMM2= 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 Job (Truss (Truss Type w 53906902 -1 CJ3 JROOF T"'` 6 1 IJ,b Reference U—niversal F6rest—Pro—d-uc—- --- ts,l—nc,,—Burlingt-on—, -N--C--2--7-2-1-5, —Jeff Kerr---5-0-0-0-s Feb 20 2003 MiTek Industries, Inc Scale ® 1:7,! 2-10-15 2-11,11 2-10-15 2 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TOLL 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/defI - 240 Weiaht: 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-1 94/0-3-8, D-28/Mechanical Max Horz B-73(load case 5) Max UplifIC-66(load case 5), b--04(load case 4) NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6,Opsf; 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 66 lb uplift at joint C and 84 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 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. 19=22R88= N 1 7' — Q 4 9 Alffurpiq Job Truss 53906902 Cil MM ROQEZaUqq_.. IN a Job -Reference (optional)______ i Industries, Inc, Wed Apr 23 08:31:07 T 15 Q-fllll 1 Rwmm LOADING (psf) SPACING 2 O 1 CSI DEFL in (loc) I/clefl PLATES GRIP TCLL 20.0 Plates Increase TC 0.06 Vert(LL) n/a - n/a TL20 245/193 TCOL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.00 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/defl - 240 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 0-11 -11 oc purlins. ROT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B=133/0-3-8,E-9/Mechanical,C-0/MechanicaI Max Herz B-41 (load case 4) Max UpliftB--1 02(load case 4), C--27(load case 5) Max Grav B-1 33(load case 1), E=9(load case 1), C-29(load case 4) FORCES (11b) - First Load Case Only TOP CHORD A-B-21, B-C--26, C-D--4 GOT CHORD B-E-0 NOTES (3) 1) Wind:ASCE 7-98 perFBC2001; 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. 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 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 i 0 Mari 4011 MMIMERMU0014001MIMUNK 1 I I I HANG ER LEGEND TYPE DESCRIPTION LUS 48 FACE MOUNT - FLOOR 20'-8" 8» 5'-8" 24 " 0. C. c I ml HELD BACK 1 16 z. a o 10Z IxZ) m z 0 0 00 zo Fo to '- ltS' olZz - Azy2 0 z2-jzow.56o 5 00wa, 0011'0w Z- y-ol qm C, f;i 0 a zz F zz 0-, fiffz07 ss C? C? toco O C? OF N 7-0-0 S.B. kCJ5C EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 CJ5 CJ3 3-- T- IZ- cc r-- mum 7-0-0 &B, LO CJ3C / CJ"5 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 ER EJ7 H18 H19 I I HANGER LEGEND TYPE DESCRIPTION l + HUS 28 1 MEDIUM DUTY — ROOF I z Igo gaoazQ an zwzio sr+o.o IZ 0 O-J Li "fo 0 ocfsZ. in m zm cm o Q) Q cry C) rl C) Z c5F 0) z Z" zL) 6jVI) (1 -10 U5 ZO- D0 (L a:lx_ DRAWN BY: 7DN CHECKED BY: DRAWING NUMBER 1510002 994 I.-S QA- STM- SKINI 77, 2 77Fu 20 Gk A#t E TO OOOR HMZQ-T IA x $40WITVjIft&MATTACkM PaTmw 4, MwM wowV-AM LISTED i7 r-V Oaw =04 K'" S&ICXM not wc, R 'EPOR7# 6- j o6c c 20 41. U-Sn N IV L—.— , \' oprOV4 wn" Xmt Lvv POSITIONYV?M i 1+ ZzXzxama MI" a" T I rLwOt T" f^VIYI kw K C#=ArropWSyw ITOtear ,nr t"54MV& Um E 771 wxrl as 001 I.4 2-4 ya"m 20 WNI " Y. cm 00 Ira u. GA V, F= *nVL STU A04TA L7S. QQUw WMIL TUCK U71 Moo7-T. ap.",= A4-/ 164f.'4 FMKM SCOW* WN w I/Ir.i. rov umwHSNP2me re WK ar tv L' WN a I 010 i .tt 12 U. "Y' S= top R AMM AOUZR swXV, pch or 000k *" SA'4kV' wmxSTU ag w Ttr ZV W" X* L P TAQQM LQ101 OR T" Ile w. x4m tNa C. DQVTS" xmo 2' ov. umr. STU, is 61" $rm MUSM S= coo P'L STU MXAcpawo-Z ST&L gum CQO.V* F'x fZW23" TA" U-w 4—M 20 " Q&v. 21c" r~ V-qm V*wA3 N OESION LOADS: +2CO PSF & -24,5 PSF QM- YCU' jtPV4TK 30 KS1 ACK om m4c E,48 S" TEST LOAM, +36,0 PSF -k -37.0 PSF OF 004K Krogo FCA r4 StAwoc OR w Acwguwx am$ Ukc SOLT *MA VJMVkT UALW4 MOU M TWC LA49 UPTED C*i A =00 IPART NO,: w ut" LOX TM 0111= MAwwrw - LY? We Yp%k 7- TAPN4ITT C*MLocx CH 202 st— w-- IDEAL 12 $1 suh 1.10 TOLERMCESFDESCRIPTION: 400EL SRST W4 16-0 x 8-0: 24/-24,5 DESIG14 LOAD 4 11 C.ILY W7104 1^41M. 000 DRAWN SY! 64M DATE 4/18/00 SCALE: STS B Z 7h1fdA, 104 044me cKcKED sy: ,Mww CAM ,/18/00 SHCEr I OF I a« wNn ,,,/// / P-j 4-Ela,` "AM 'owo' NO, 10213a F REV, NO, i 4 CC Div, Wa O sONADON: Them+a-Tru fn-Swinq Door Wood %rames System 3 MAX PB' O.C. Single positive. 67.0 PSF Negative 67.0 PSF r jAnyn [Ydf`RAtr tNA( S€7 5ingte up to 5'4 x 8'0 w/wo s;dartce ti' h Doubts up to B'4 x B'0 w/wa aidv&!es '. .` a •. Single withStdeDtes Positive 64.0 PSF Negative 60.0 PSF t,, tJc ar E r`ONfiOL!RaTiGNc• z Double w/wO Sidelaes positive 47.0 PSF Negative 47,0 PSF X, OX, XD, OX.O. M OXXO O h`aCrrAi nFStRtPT}ON The hood and side jambs ors rnger pint pine I C) S a min. 4-9/46- with a /1- rabbeted stop. C ui Qm Q W - t TYPE ANCHOR 3" l4tX te' CIO, 3/fe- IAPCW g f s a FLV&4 TYPE ANCHOR tt aRrAA1t LiASONW LetifL 'o ti t' tX ieiJJ L yy vqq: yy$ tSL < iS« t. 2) - ^• PFH 1nY oat. i£AO JANB in ,4,+ BLOCK w 0aMEAT+ .i44$ F y . Pp 2X 500-SUCK 2 t 1 TO tX SU8-Bti.X v a .v tuirwAtl M N •S ` PX BUCKY • 6 E- T t r S FtRRl.3 ZO 233 48. $tfEV: RAT4N0} 3/1e' t y y, • (See nee I) fy) Cc PFH AS 3/W TAPCONp e• d Z Y TYPE AA04OR m-, t sr+uA sPAc INa 643.684,3$$t This system has Wen evchuatod for use in locations 1,dreirq to the Florida Swlcing Code F and « prison mqu4mrntAs as determined by ASCE 7 WW rium s for Buildings DATE`/ f02 fi' and Other Structures W rwt uc the design pwmru ratings rated herein. 2. For instaffations where the sub -buck h has than 1-1/2' (FBC seq&on 4707.4.4 Anchorage Methods cW. BY, R_W and sub -sections 1707.4.4.1 and F707.4.4.Z) Tapcon type concrete anchors must W used and the DRAYl4NO Na._ fength must bs a minimwrt f - T/4' engage nsnt of the 7apcan into the masonry wall is obtoinsd. T-022O4 s sn t of t Out-Sirg Do— Weed rmr f System 94 vaji;jbj Zf&" &QhOAL SIZE, SiftSfo Lip t. 54 . B'D /we 5;d.1't" 11791& Positive 67 0 PSF Negative 67.0 P;F S YSinglewith4defitesPositive60.0 PSF Negative 60 O P ck-ble p to S'4 . 8,0 ./w. sidolite. Positive 47.0 PSF Negative 47,0 PSF X, Ox. = OX0, U, OXX0 7Oubls w1wo Sidelifes az E& p SCRIEMI Thro hood and Side jambs are m#czVmq a min. *-9/16- with a I/V rabbeted stop, —RY 1 2 FtRRiNC ORYWALL 3 'IS' TAPCON 1 75 8 x 2-1 PrH WS FAD 5 7 1.15. Aix Ewa. 1r MAX SMW SPACE t/2 PFH WS ill 6- TAPCON TYPE ANCHCR I W O.C. Wkx is' is r1 qh, ALL STY/PE AhCk'OR T Tx BUC( — 25" MAX. Swet SPACE Lxrz=s 3116- TAPCON 77PE ANCHOR EDHEAD JAWS To IX SUS-BLCK CONCRETEMASONRY 6LOC- 3/16' TAPCON rrPE ANCI-IOR ELCO TAPCON CR EC"AL M U SHEAR FAnW) 25, S41, SPACE 1.25, Iw. LIM NOWAW.&M 2 FIRRWO I . i i , - !.!" VERTICAL SiX AWS \-f)( VJCKV, c I t ED m Ix 91.3-BLiCK FMINCI. I`r,. system has Men —ktod for use in toc,,t—s odho-9 to the n,dc Suildiiq Code 15, UK and where Pressure requ—ments, as detormmoo by ASCE 7 Minimum Design Loads for SuilIgn9s 4C-SWK ORMILL ZX SLICK and Other Structures do —f exceed the dejign pIesures ratings listed herein. tF vERMAL SIDE JAMS TO ZX SUB-OLCK Z ffu Forinst*W where the sub -bock 4 ess Nn t-T/V (Fac section 1707.4,4 Anchorage Methods and sub -tides 1707.4.4.1 and 1707.4.4.2) T49can type comrt. .—hors must be used the 1" 90, must be that a um 1-114' "ago-aM of the Topcoj into the nasahrl wall is obtoirrod. J. Vwn using a IX sue -buck a 6-9116' jW" is required to allow far min, edge spacing to, 7cp=n type anchors Ile, Ivy COMSULTAKMINC 513.684- Wi GATE: 4/ 3/02 SCALE: N. T-S. DWG, By-, W.Lm- CHK. Sn FLW. DPLAWWG NO, T-02203 WOES I OF I I I Thermo—Tru in —Swing / Ot. t—Swing Door wood Frames System 21661 bML8AL SIZE Single up to 5'4 x 5'0 i,,Iwo sidefites Double up to 8'4 x WO v/wo sidefites X, Ox, X0. OX0, xK Oxx(j rrNFRAL DESCRIPMN7 The head and side iambs ore ringsdoint Pine measuring a min. 4-911e* with a 1/2' robbetod stop. DOUBLE 2x H&WER Yti od 2. W-ADSt zx STUD 2X SND a 7/2 1.4lta= PFH WS j5, AOL 25' MAX ShW SPACE fTl VERMC SIDE uu—e 15' MW., EMIL DESIO PEESIja &TlNg; Single Positive 67Z PSF Negative 67.0 PS" Single with Sidelites Positive MO PSF Negative 60.0 PS' Doubit W/wo sidelites Positive 47.0 PSF Negative 47.0 PSF 3M This system nos been evaluated for use in locations adhering to the Florida 90ding Code and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Build;.i;s and Other Structures do not exceed the design pressure ratings listed herein. ccUJ Q z Q Lu Lh Ln ct: Z LIM E CAM 4/3/02 SCALF-- hLT,S. OWG. BY: W..LML C K. By; FLW. 04AWWC40-, THERMAGTRU'' 1, THIS PRODUCT IS dETGNED To MEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR MAMI-DADS 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 ASSHOWNONDETAILS. ANCHOR EWBEDIVENT TO BASE MA7ER' SHALL BE BEYOND WALL DRESSING OR STUCCO. 4, DESIGNED PRESSURE RATING SEE TABLE PAGE " 5, THIS PRODUCT DOES NOT MEET THE WATER REOUtREMENTS FOR MLAMI-WE COUNTY. 6. WAMI-aADE APPROVED IMPACT RESISTANT SHUTTERS I 7-- SIOELfTES ARE AN OPTION AND C4N BE USED IN A SINGLE OR DOUBLE CONFIGURATION- R Fa F-,bergicss avg. min. y;efd strength Fy(min)-6,000 psi0,07 minimum skin thickness 0, 110" minimum skin thickness CQtg djZj= Polyurethane foam core. wifh7.9 tbsl density by BASF. 44Xta&jj= The n) The inf,br 4 ej ski, is constructed from a 0.070' thk- ra' (!Z11 - rarity (Wed with 1-9 too, sheet MMM9 convoudensityWFpolyureffiam foam. The n,,f face sheets are glued to the wood saes Lulls. The LA latch sGk srntarcdr th . -.d lack b1bk atg 2375 x t4.0 fang at the stye and deadbolf ipsatim The hinge FtU is fr Wnted Pine and the top anam mil Ofe Of c wood composite manerfal. In the double door appEcotion the imtim door is fiffed withanextrudedaluminumastragol (Wind Jwbef g) of 5063-T6 allay. The Irwne is cormiruoted from Pincer jointed Vie. The o' the si io. bs with (3) 169C- 11r crown x 2' long ion staplesateachside. The jom are sesunedi together vn a vdefite oppkCt' using 18 x 2' long PFH Wood Screws (6) sures per ewn mullion. The units use an mowing Saddle thmsWd measuring 5.75' x 1,548', iqThe S;deme ponefs am samwich glazed ' two NAAMy aredryglazedontheexterwwithan178gthk =UiOl u)q tr h (acmes are held St)-ffTopcaufkedwitskcone- The Re fro a 8 x 1 12 tang Plascrrx I TABLE OF CONTENT`t, FSHEET If I DESCRIP71ON 37,5 MAX, OVERALL 11101H PANEL WIDTH U, M W ul CL Of ci 4 e 16IX IL L 74.5 MAX. OVERALL FRAME WIDTH 36.525' MAX PANEL WIDTH I W/ AS7RAGAL ti- Q, M us105, 5- MAX, QVLKALL tKAmt wlufn 36,625' MAX. PANEL WIDTH WIASTPAGAL IN 15, 5' MAX. FRAA4E WIDTH Z LJ 73.75' MAX. 0 CO WIDTH DQl0Co7.725 MAX. CL 0 M: M ZC) n Ui D.L,O. WIDTH 00 Ell IT111 I I If' DESIGN PRESSURERATINGC-EMMAJ 'I'T wW E IN ILT ION UNIT TYR REQUIREMENT tS NOT NEEDED SINGLE + 67 0 PSF - 67Z PSF DOUBLE + 55, 0 PSF - 55.0 PSF MANUR 55,0 PSF - 55.0 PSF I m w a N t6 16 Clco Q W0 13 13 17ZQda7 U7 7 2a JJt'j 20 g OUJo f— O O g g29N Ito 2 tn x c. a 42 a 2 z Y m z n 4 a if ' 43trra d °' 38 v 33 oD..` o o SEE NOTE y 7 34 d'o 5 SHT. 4 ztn ( Cy4tewso'', ° 41 i r g 6 w MOTE SHT. 4 z vtia x tYi 5" MIN. x 0 0 o J cease rHK. oo f Ri R< EXTERK7R C Rr R 3 25 do g 1.68' MIN. 67. d o r FOAm CASKET N PANEL THK- o o c StUCONE CAP BEAD ddci o Q 1.68' MIN. PANEL THK. 42 Q,o.: 5 443 and TS i T9 9P 19 a z 14 SEE NOTE P35SHT. 4 Z14m29 z ur ev n v 73.684,3831 sr u: t /2' — P m TJH 6 R_ TLG1€ f "O""' c ac ar: RW t PTICat R0lz5 S Ot1 2 SfaEL(TE PAN a. 2MkDOORPANELs ate or 8 M A157 24 6 7 U% SEE NOTE 2 SHT. 4 27 co ems` I6 CC a INACTIVE ACTIVE ZL ntt) t3 J j LJ E o F \ h CO y'<6s W 00 ZCL g' 3 30 r RETAINER 31 1 j z a BOLT B.0" LG. TOP I Rf Rgz x? BOTTOM (2) BOLTS z AT TOP & (2) AT BOTTOM SEE NOTE 6 3 n o 1 & SHT, 4 FoAm GASKET tc zti i }(afAE CPOSS SE a3 su E CAP BEAD N 3 AST SEE NOTE 5 SHT. 4 34 v T 1 43 33 gq U07& 25 MCC FE-RI a t.15" MIN. Q a' EMB, Q. o 625 ` MAX. SHIM 15` MIN. FOAM GASKET & o v e`' O . O Q Q Y C-SINK SUGONE GAP BEAU c o o m EE NOTE 43 5 SHT. 4 34 z Y 4 36 33 25 x eui 41 v 1 6 26 S i0 29 _° a S E NOTE 1 0 Z 37 SHT, 4 a 13 SEE NOTE 4o2HORNTRr N o 3 ® HINGE JAMS TO SIUEUTE Y Z YNY55. ik+ Y 813684.383t 29 41 1"iii aM U, `L1k ws C 08 Ia Oi wvr: f 2 = 1 t 6 35 SE NOTE I SHT. 4 l jj (( 1ri AN ACTT LFi Onp o . es: 7JH a+x, sr; RVd Fk' E`RfiS+ i tU 11' HHSJiLZ LY o 5-2151 3 I SIUEL11E TO BUCK 1.I5' MIN EMBED. 5 C-SINK 7 73 21 31 25' MAX SHIM SPACE @lTcZlQ- ll- sTO Sucl NOTES: 1. SPACING FOR FTEU NO. 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VER77CAL FROM THE TOP DOWN ON SIDES; 5.5 16. 5-. 27-57, 38.375-, 49,375- & 60-375-. HORIZONTAL THERE ARE (2) SCREW BOTH Top AND BOTTOM AT 2-125- IN FROM EACH CDRNER. 2. SPACING FOR ITEM No. 27 (18 x I' PANHEAD SCREW) ATTACHINGTHEASTRAGALToTHEINACTIVEDOORISASFOLLOWS: FROM THE TOP DOWN 1' 3, 5', 18,25. 40. 5', 59,25, 74.25, 76.25' & 7&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) 16GA. It 112' CROWN x 2.5* STAPLES AT BOTH SIDE. 5. THE SIDELTTE IS DIRECT SET INTO THE AMB WITH (12) ITEM NO. 43 (18 x 2' PFH, WOOD SCREW), THERE ARE (4) AT EACHVERTICALJAMB. FROM THE Top DOWN AT 13.57, 31-, 48,5- 66-. THERE ARE (2) AT THE HEADER AT 4- IN FROMTHEOUTSIDECORNERSOFTHEFRAMETHEREARE2) AT THE SILL, 4' IN FROM THE ourstoE CORNERS, 6. SPACING FOR ITEM NO. 43 (18 x 2' SCREW) SECURING THEMULLIONSTOGETHERISTHESAMEASTHEPERIMETERANCHORING SCREWS. 6' DOWN FROM THE TOP AND Up FROMTHEBOTTOMWITH (4) MORE SPACED AT 13.7- O.C. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE SUCK USEITEMNO, 12 (110 x 2' SCREW) WHEN ATTACHING THE HINGE To THE jAmq ANDSSIDELFE AT THE MULLION USE ITEM NO. 37 (110 - 1 3/4- SCREW). m I. IJ min. 15' MIN. 13 C-SINK 7 10 almQ 4 6 2 2 c 25'MAX. 4 HINGE JAM6 TO SUM SHIM SPACE SEE NOTE 6 SHT, 4 SEE NOTE 5 SHT 4 A 36 41 SEE NOTE I SHT. 4 00 N I ITIKE JAMB 11 SIIELTE T SEE NOTE 7 SHT. 4 11 SEE DETAtI, -F- SHT. 5 6 I SEE NOTE 3 SHT. T--T cv SEE NOTE SEE DETAIL = v QJ) 6 SHT. 4 SHT, 5 0 TYP, TYP. SEE NOTESEEDETAILSEE SHT. 4G' SHT- 5 TYP. SEE DETAIL 13 SEE NOTE R. SIT. 5 4 SHT.4Dt-- TYR. 13 - SEE DETAIL TYP. SIT. 5 74 8 14 TYR 14 TYR I - -f-- 3, 4 3- 6 6 3 3' 6. O.A.F, ftNTRAL FLOWDA B MANUFACTUR7ERNAME, MASTER FILFt;# A 0.357' SOLT DEEP 7 ENOUGHFORA2' 13 BOLT 774ROW 12 13 To 13 10 DETA 10 ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL ' E' STPwE PLATE TO FRAME AT THE THRESHOLD WnWN- SEE NOTE 4 SHT 4 I 3ERTM mEmm- mom I CENTRAL '3'01 NAJaloMp,,N JIFA, CTURER SEE DETAIL F' SHT. 5 Ir F 4 3 3' 3' 3 6 3' 6, SEE NOTE 3 SHT. 4TYP. SEE NOTE SEE NOTE 4 3 SEE DETAIL F_ AILET In SEE DETAIL TYR. SEE DETAIL 31 SHT. 4 5 SHT. 4 TYR. SEE DETAIL c- SHT. 5 3 SEE DETAIL TYP. DETAIL ` H' SHT. 5 -jt-- TYPI 5 TYR. SEE DETAIL K' -K' 5SEENOTE 'G, SHT. 14G4SHT. 4 TYP, 14 TYP. TYR 6-- - -H i— 6- 3 * ---4 -'t 6, . 6 3' DOUBLE DOOR 453' GLASS RITE I 1/8- TEMPERED25GLASS 0 15' AIR O 0 SPACE O z 1/8- TEMPERED GLASS 6 36 oz 41 SE NOTE 1 25- STEEL iNTEPCEPT SHT, 4 SPACER 4 SHT. 4 TYR E—,453- GLASS BITE 25 1/8- TEMPERED 40 GLASS 25' AR SPACE 0 6912 1/8' TEMPERED GLASS 36 2 41 SEE NOTE i SHT 4 Z 25' STEEL INTERCEPT SPACER 4.563' 1.063, T- r. 2 21 3 F7NGER JOINTED PONVEROSA PINE 1.92 1,734* O IL 4 g 4 1, 53 1 5lpELI, TOP do BOTTOMRAI FINGER JOINTED PONDEROSA PINE 526' L232'] 33 UP- 121-EffMiE rA7PLl[)FD BTS F2, 141' 697 5 It BOTTOM UQQ o.09' EXTRUDED VINYL WALL L LAJ,4 J: T 11 op pl lip ;TLLE Qt T- 7. 53 1 WOOD cOwpOsrrE D — 1531- --4 LL-Eaufk-aLL WOOD COMPOSfT 1,077- T i6 L 1.531 clnrtrrr AtAmle 1:U F STHF 36 2.375' L 30 FINGER JOINTED PONDEROSA PINE I Pt &JM LE -La FRAME QM=. -FCM 1, N I ss, ME HALL WOOD COMPOS17E 592' 579 31: I 53 '6 7 77, OL) LLI LoNLj 175' - ccLEI A 79" BY THERmA—TRU S F CELL ,E W5NRIJACKET YL JACKET 5_71Pa, ff2QD HINGE,CKET FOAM CELL CORE W/VIN 0 m I DRILL TRU FOR 357* Nk ASTRAaAL DRILL TRU FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS WIN R I WR T 111PLATE I B 1, 53 1' 31—LA T'"iTr# F CO'T 8. 0, aSTRACaI RETAIN MATERIAL, W R YE LLOW CHO&A E ASTFACAL HAS 2) 8, 0- BOLTs a BOTTOM 2) 8, 0- BOLTS 0 TOP i,767- za f 3IJN-21-2002 09*52 MILESTONE WINDOWS 40r? 323 9729 P.02 I Alan Plante, Chief Plans Examiner Orange County Building Division Administration Building, Ist Floor 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 32802-2687 407) 836-S760 This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida Extruder Window, Door and Muilion 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 an June 19, 2002, this letter was the agreed upon procedure for manufacturers to clarify the issue of "1X Buck" thickness nomenclature used on installation drawings. Builders/] nsta liers when pulling permits For Florida Extruders windows will have to include this letter with the installation details. Florida Extruders requests the Orange Coonty Building Division to file this letter against the Masterfile Numbers and installation Drawings identified on the attached listing. Based open a review of the signed and sealed engineering produced by Lildon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion Installation drawings, the thickness Of the buck in non-structural applications (i.e., buck thickness less than 1 14") d influence the lateral resistance capacity of the concrete screw (i.e- Tapcon). Therefore, buck thicknesses less than I Yi" are acceptable as non-strvcW" attachments when the window, door or mullion is installed using ai 3116' concrete screw with a minimum embedment on 1 1/6. Concrete Masonry Units should have a wall thickness of 1 VV and a precast sill's thickness will exceed 1 144. The drawings clearly delineate the requirement that a minimum embedment depth of I %" must be maintained by the installer. It is up totaller to use the appropriate length concrete screw so as to maintain the required minimum embedment on Therefore, for Florida Extruder installatJon drawings where a non- structural buck is used, nomenclature such as -IX buck by others" ot similar statements shall be construed to mean that a buck thickness of Iles& than I "h- is acceptable. The definon of a non-structurall buck is bamed on Sectiton 17074_4_1 of the Florida Building Code. JUN-21-2002 09:52 MILESTONE WINDOWS 407 323 97213 P-03 The attached lists all Florida Extruder drawings in the Orange CountyFenestration • affected by this engineering statement. Any questionsshouldbeaddressedtotheundersigned. am= Robert J. Amoruso, PE z PE Sealing Statement: The letter was signed and sealed A rubber stamp seal was also applied to Mcilitate reproducUon for Orange County Rullding Division Masterfile scanning. NUMBEEMEMER= 2540 34watt LanO, FL32,7YI-116" .(407)3"-330* -FAX (407) 322-3337 2 N 3' bath duc to roof cap w/fan 3' bath duct to roof cap W/fan 3=- dryer watt cap Scate-1/8'=V0, N Must have a mininum clearance of 4 inches around the air handler per the State Energy code. Alt duct has an r=6 insutation value. 42X42 A/C SLAB BY BLDR MIN 2' LRDM WALL Rating 0 u -S3 o ( v i 1 z 0 CJ CD ED u X 0 C-) L I Lam! X Cl/- CD CY z W f= CDC 1,1 u E:J E OD z o cn rn z t0 iL -iU)©0 Q W ONE BY WOOD BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE - WOOD BUCK RIGID VINYL / GLAZING BEAD W H. (TYP.) CWi DOW HEIGHT) CONCRETE OR MASONRY OPENING 1 BY OTHERS CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. IN CAULK BETWEEN B.W. 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, c EMBEDMENT INSTALLATION ANCHOR 3/i6' DIA, TAPCON SHIM AS REQ'D. 1/4' MAX, SEE NOTES) GLASS TYP.) (SEE NOTES) B.H. BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL PRECAST SILL 1 1BYOTHERS NOTES: SECTION A -A 1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1/4 D 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063_ 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN_ EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE_ 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK DR APPROVED EQUAL. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H. EXTERIOR OF WINDOW FLANGE. I— 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REO'D. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM Ei300 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_ 5/8 114. EMBEDMENT INTO WOOD BUCK, 10) FLORIDA EXTRUDERS 10GO SERIES SINGLE HUNG IS SHOWN_ THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 ELEVATIONSERIESSINGLEHUNGS. SHIM AS R[O'D. RIGID VINYL 1/4' MAX. GLAZING BEAD tSEE NOTES) TYP,) GLASS _ TYPJtSEE MOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE PERIMETER WOOD BUCK CAULK W.W- WINDOW WIDTH) SECTION B - B s W,W, 1 1) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUTWO BY WOOD HOCK, USE "10 SCREWS OF VIEWED FROM EXTERIOR SUFFICIENTNTLENGTHTOACHIEVE1-3/8" MIN, EMBEDMENT AT ALL INSTALLATION FASTENER LOCATIONS. I BY OTHERS CAULK BETWEEN WOOD BUCK & MAS' Y. OPENING BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS 1- 1/4® MIN. EMBEDMENT I> 0 THEIRS G' m m TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN IAMB SIZE SIZE 30asF TO 40PSF 41 PSF TO 70PSF 30PSF TO 40gsF 41 PsF TO 70PSF 12 I8 1/8 X 25 8 6 F,G F' G F, G F' G 13 18 1/8 X 37 3/8 6 B B F,G F,G 14 18 1/8 X 49 5/8 6 B F,G F.G 145 18 1/8 X 55 1/4 B 6 F,G F.G 15 18 1/8 X 62 6 6 6 F,G F,G,H3 16 la 1/8 x 71 B B F,G F,G, 17 18 1 8 x 83 6 B F'G F'G G1H2 25 1/2 x 25 6 B F,G F,G IH3 25 1/2 X 37 3/8 6 8 F,G F,G.H,1 1 H4 25 1/2 X 49 5/8 6 B F,G F,G.H,i IH45 25 1/2 X 55 1/4 6 F'G F,G,H,I I H5 25 1/2 x 62 B 6 B F,G F.G,H,i 1H6 IH7 25 1/2 X 71 25 1/2 X 83 6 B F,G,J,K F,G,J,K 30 1/2 x 25 29 1/2 X 25 6 6 B F, G F,G G30 I/2 x 38 3/8 29 1/2 X 37 3/8 8 F G F. 30 1/2 x 50 5/8 29 1/2 X 49 5/8 8 6 F'G 30 1/2 x 56 1/4 29 1/2 X 55 1/4 6 B F,G 30 1/2 x 63 29 1/2 x fit 6 8 6 F.G.H.I F,G,H,1 30 1/2 x 72 29 1/2 X 71 F G,J,K F,G.J,K 30 1 2 x 84 29 1/2 X 83 B 8 2236X2566F,G F,G 23 36 X 37 3/8 8 B F,G F,G,H,I 24 36 X 49 5/8 6 B F,G F.G,H,1 2 36 X 55 1/4 B 6 F G H,I F,G,H 125536X6238 x 71 8 F,G,H.1 D,E,F,G H,1 26 27 36 X 83 B 6 F,G,J K F,G,H,I,J,K 42 x 26 41 X 25 6 6 F.G F,G;H s 42 x 38 3/8 41 X 37 3/8 B F,G F,G,H,i 42 x 50 5/8 41 X 49 5/8 B 8 F,G,H,1 F,G,H,i 42 x 56 1/4 41 x 55 1/4 6 8 F,G,H,i D,E,FG,H,1 42 x 63 41 x 62 8 6 F,G,H„1 D.E,F,G,H,I 42 x 72 41 x 71 41 X 83 6 8 F,G.J,K F,G.H,1,J,K 42 x 84 48 x 26 47 X 25 B A,C F,G F, G,H,1 48 x 38 3/5 47 X 37 3/8 8 6 A C A G F.G,H 4 48 x Sl 5/3 47 X 49 5/8 6 A,C F G F.G,H,1 48 x 56 1/4 47 X 55 1/4 FG,H,i D,E,F,G,H.i 48 x 63 47 x 71 6 A,C F,G,Ha D,E,FG.H,i 48 x 72 47 x 83 F JK DEFGH.IJK 48 x 84 32 52 1/8 X 25 B A,C F,G F, G F,GGH,! 33 52 I/8 X 37 3/8 B A.0 A,C F,G,H,I F,G,H,i 34 52 1/8 X 49 5/8 B 6 A, C F,G,H.I D,E_F.C H,9 345 52 1/8 X 55 1/4 A•C F G H 1 D,E,F,G,H,1 35 52 1/8 X 62 6 8 A, C F G,H,I D,E,F,G.H,1 36 52 1/8 X 71 8 A, C F;G.J_K D,E,F,GJ.K.J,K 37 52 1/8 x 83 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES, TITLE: INSTALLATION DETAIL I SGL. HUNG FLANGE WINDOWS - SERIES 1000 , 1500 & 200C DRAWN BY: B B APPROVED BY: DATE_ 1 0/09/ 1 SCALE: NTS DWG__ FLEX00 1 6 PREPARED BY: PRODUCT & APPUCATIO14 ENCtNZERING. INC., 250 INTER,4ATIONAL P}(Y_, SUITE 250. HEATHROW, FLORIDA 32746—PHONE 407 805-0365 FAX 407 805-3366 ED INSTALLATION ANCHOR 8 WOOD SCREW us INSTALLATION 8 WOOD CAULK BE WINDr SHEATHING BY OTHERS SECTION A -A I' MIN, EMBEDMENT TWO BY WOOD BY OTHERS SHIM AS REQ'D. SEE NOTES) I I I I LeLl 1/4- MAX. SHIM SPACE 14 TYPE NDOW FRAME MARBLE SILL STOOL BY OTHERS TWO BY WOOD BY OTHERS I-- I'MIN, EMBEDMENT WINDOW WIDTH 1/4' MAX, SHIM SPACE: SHIM AS REOTWO BY WOOD D ( SEE NOTES) STUD BY OTHERS B r1p. NTpu4_L MANUFACITURE - 5 GLAZING ( 7yP.) SEE NOTES) Ful .1 WINDOV, WIDTH B 24' O_C. MAX. ( TYP.) WINDOW HEIGHT L' TYP,) s, mAmx,x, , Y,.) ELEVATION VIEWED FROM EXTERIOR I' MIN, EMBEDMENT SHEATHING BY OTHERS CAULK BETWEEN WINDOW FIN SHEATHING PERIMETER INSTALLATION ANCHOR CAULK 3 WOOD SCREW BY OTHERS STUCCO BY OTHERS SECTION B-B NOTES 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR- MAX- ALLOWABLE SHIM STACK TO BE 1/4"- 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLA71ON ANCHOR MUST BE OF SUFFICIENT LTH_ TO ACHIEVE MIN. EMBEDMENT OF I- INTO WOOD BUCK. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD, SILL & JAMBS_ 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME- 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE_ 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUDERS 1500 AND 2000 SERIES SINGLE HUNG WINDOWS. T T RS REVDESCRIPTIONDATEIR. "ER INTERNATIONAL, INC, D' k EXTu 1) 0 RITr-'L""TL SANFORD, FLORIDA T TITLE: INSTALLATION DETAIL W/#8 SCREWS SERIES 1000, 1500, SINGLE HUNGFINWINDOW2000APPROVED By- ppp 5_2DRAWNBY: BB APPROVED BY: T. L SHT I OF 2 A SCALE: N. S. DWG, F EX0026 DATE E: N. T. S. DWG, PREPARED By-- PRODuCT & APPLICATION ENGINEERING, INC- 250 INTERNATIONAL PKWY.. SUITE 250• HEATHROV, FLORIDA 32746 PHONE 407 805-0365 FAX 407 805-0366 INSTALLATION ANCHOR CHART-- CUANTITY IN QUANTITY IN HEAD & SILL EACH JAMBCALLWINDOW SIZE SIZE uP TO 70 PSF UP TO 70P`— 2024 23 1/2 X 27 1/2 2 2 22030231/2 X 35 1/2 2 32038231/2 x 43 1/2 2 32040231/2 X 47 1/2 2 32044231/2 X 51 1/2 2 32050231/2 X 59 1/2 2 2060 23 1/2 X 71 1/2 2 4 2070 23 1/2 x 83 1/2 2 4 2424 27 1/2 X 27 1/2 2 22430271/2 X 35 1/2 2 32438271/2 x 43 1/2 2 32440271/2 X 47 1/2 2 32444271/2 X 51 i/2 2 32450271/2 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 2830 31 1/2 x 35 1/2 2 2 2838 31 1/2 x 43 1/2 2 3 2840 31 1/2 X 47 1/2 2 3 2844 31 1/2 x 51 1/2 2 3 2850 31 1/2 X 59 1/2 2 3 2860 31 1/2 X 71 1/2 2 4 2870 31 1/2 X 83 1/2 2 4 3024 35 1/2 X 27 1/2 2 3030 35 1/2 X 35 1/2 2 2 3038 35 1/2 X 43 1/2 2 3 3040 35 1/2 X 47 1/2 2 3 3044 35 1/2 x 51 1/2 2 3 3050 35 1/2 x 59 1/2 2 3 3060 35 1/2 x 71 1/2 2 4 3070 35 1/2 X 83 1/2 2 4 3424 39 1/2 X 27 1/2 3 3430 39 1/2 x 35 1/2 3 2 3438 39 1/2 x 43 1/2 3 3 3440 39 1/2 X 47 1/2 3 3 3444 39 1/2 X 51 1/2 3 3 3450 39 1/2 X 59 1/2 3 3 3460 39 7/2 X 71 1/2 3 4 3470 39 1/2 x 83 1/2 3 4 3824 43 1/2 X 27 1/2 3 2 3830 43 1/2 X 35 1/2 3 2 3838 43 1/2 X 43 1/2 3 3 3840 43 1/2 X 47 1/2 3 3 3844 43 1/2 x 51 1/2 3 3 3850 43 1/2 X 59 1/2 3 3 3860 43 1/2 x 71 1/2 3 4 3870 43 1/2 x 83 1/2 3 4 4024 47 1/2 x 27 1 2 3 2 4030 47 1/2 X 35 1/2 3 2 4038 47 1/2 X 43 1/2 3 3 4040 47 1/2 X 47 1/2 3 3 4044 47 1/2 X 51 1/2 3 3 4050 47 1/2 X 59 1/2 3 3 4060 47 1/2-X 71 7/2 3 4 4070 47 1/2 x 83 1/2 4 INSTALLATION ANCHOR CHART v QUANTITY IN QUANTITY IN CALL WINDOW HEAD & SILL EACH JAMB SIZE SIZE UP TO 70 PSF UP TO 70 ps;, y 12 18 1/8 x 25 2 2 313181/8 x 37 3/8 2 314181/8 X 49 5/8 2 31-45'-.tij 18 1/8 X 55 1/4 2 15 18 1/8 x 52 2 4 416181/8 X 71 2 417i81/8 x53 21H2251/2 x 25 2 31H3251/2 X 37 3/8 2 31H4251/2 x 49 5/8 2 31H45251/2 x 55 1/4 2 41H5251/2 X 62 2 4 iH6 25 1/2 x 71 2 IH7 25 1/2 x 83 2 4 30 1/2 x 26 29 1/2 x 25 2 3301/2 x 38 3/8 29 1/2 X 37 3/8 2 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 4301/2 x 63 29 1/2 x 62 2 4 30 1/2 x 72 29 1/2 X 71 2 4 30 1/2 x 84 29 1/2 x 83 2 2 36 x 25 2 32336X373/5 2 3 24 36 X 49 5/8 2 3 245 36 X 55 1/4 2 4 25 36 X 62 42636x712 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 442x7241X71 3 4 42 x 84 41 X 83 48 x 26 47 x 25 3 3 48 x 38 3/8 47 x 37 3/8 3 3 3 48 x 50 5/8 47 X 49 5/8 3 3 48 x 56 1/4 47 X 55 1/4 3 4 48 x 63 47 x 62 4 48 x 72 47 x 71 3 48 x 4 47 x 83 Z 22 32 52 1/8 X 25 3 333521/8 x 37 3/8 3 3 34 52 1/8 X 49 5/8 3 3345521/5 X 55 1/4 3 35 52 1/8 X 62 3 4 4 36 52 1/8 X 71 3 4 37 52 1/8 X 83 3 Rev DES R N DATEII F1LIDA NAL, INC ICI J s N oR FLORIDA TITLE: INSTALLATION ANCHOR CHART - SOL. HUNG FIN WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY: APPROVE DBY.'DATF- 12112/ 01 SO LE_ 3WGX0026 SHT 2 OF 2 iu^c-n- SqR JAMS CT y P 'o o ISrH jf~ t i 030 11, IS H. JAMS I -;ypi) J B E,) M-0 i X S ADPT N.S, m SNlQNIA 1 6 X TUKE Kji--,OjN IS x T APP IN SM S SF -AS AN T' D'E TW - EN GWINDG% F LAP4 Ew 58 F ppTNG SM- I Q NI-w A I X 4 X I /a u 1-0E Mil-iLL T f N a x 1/2 s E L F TAF' P I NCG SM S J- \ SEA4 ANT 3---T'W;-7ElJLVTNUCYVLANG-S MULLION APPITN-"' SMS i x 2 x 3/8 T1 1 T IN TARRING A:; p iN Sl Ni S X X 3 8 j:,A- M B < TY P, 1 8 All i/2 sci-7 AppiNG SKS S7,L! AN7 -,N TAPPIN; 'SIMS C F ANCIES MULL N " X I X 4 X 21"S E: PAUlLL 113N jy 0. FFr-NTBAL 1 1/4' ''SIN. ONE- BY "WOOD -- BUCK EY 0'T'r4r-R'S G x ll/ 2 s L SEALANT, BE"WEEN' wlINlDq-'-.w F, AM-H-S MULLMON 7 ;NC" A-P, /-' fl fi/ } 3— fI ` 1 A DE-1)"AD- PM' TYP, EL- TAFF p 7tj, S. I I r7ulRlDE vT ERQ SrJftiid . AINC AFORA, FLORIDA T A 1r. rCiNCRETE OR MASL-NRY im 7 1 H --_ R SA Al"NCI-47-'R 3/ lcll DIA i A T—N l'-" PiCA; N ULUC 4 TO CIONCRE-i-E '-Q HEAD F J Si I/APPLIES TOH & LL ' WH'E I" X An EAD I t Uai7- IMIi7 IAiLd l" -R !I ANCHL DlAz TAP GINSCRE%4I A-MCHOR 'TY;:%` SILL lF 114' f4TN. E tl 3 I-E LH --- N STL! LiN3M t o ANC:E a X Jv; F i Li! i IEC T HERuDESH'--'- T 0 P) F OR 7— SS' R E CAPAC I T DRAWN BY: S I APPROVED BY: 4T)ATT.-P SC AT R WINDOW CALL SIZE 1.2 13 14 145 15 16 17 RESSURE CAPACITIESSERIES1000 & 1500 FLANGE VERTICAL DESIGN-P ------------ CAPACITY A IT A , P -AC ITf TiCkp-ACITY CAPACI CAPAC Y CAP CITY CAPACITY CAPACITTY 1 X4X I xCAPACITY1CAfyACITYICAPACITYix 2X4X3/8 8 1/8 4X3/8 ilX4X3/8CAPACI 8 MULL I TUBE MULLX2X8668TUEMULL 'TUBE MULL 18 BIX2X31X; I WINDOW lX2XI/ X3/1X2 7/1XI/S 1X2 7/1Xll/1X2 7/16X3/84X2 7/16X3/8: lX4X L JU E 6 ANCHORS 6 ANCHORS 1 /8 'TUBE MULL I TUBE MULL TUBE MULL TUBE MULL TUBE MUL HORS TIP -TO -TIP JUBE MULLJUBE MULL JUBE MULLTUBE MULLi 4 ANCHORS ANCHORS 6ANCHORS 4 ANC 2 ANCHORS 4 ANCHORS 2 4 ANCHORS CHORS 1 4 RS ANCHOSA-A(6) i SECT, A-A(6) I SECT. A-A(71 SIZE 2ANCHORS4ANCHO2ANRAiSECT71 i SECT. A ECT. !SE ECT. A-A(4) SECT. A 1 SECT. A( SECT. SECT. A 732i11791. 81 1187.721187.72 11187.72 81 336.52 1732.42 79 .42 ----------- ------- 19 692.83 1336.52 1 8 X 26 336. 52 732-42 740.20 740.20 94 43.47 70.20493.4746 --- 19 1/8 X 383/ 8" 209.72 6 •539.12 1429.55 209.72 .4456 6209.72 317.6 53.12i359.41 539.12 359.491271.83 152.75 52.75 1131.23152-751177.4691/8 X 50 5/8131.23479.33 319.55 319.55 460.17 479.33139.09135.81 194.97 94.13 127.29 1127.29 135.81 119 1/8 X 56 1/4194.13423.03 423.03 282.02 423.03 282.02947.8 119.85 136.64 97. 48 296.98 365.75 19 1/8X63 89.21 89.219296.8 2 t 2.62 212.62 i64.27i90.09 i 9.0958.81 .58.81 64.27 0 19 1/8 X 72 143.49 i43.49 -- 184.08 1294.03 131.7 9 i 184.08 55.84 1131.7955.84 39.83 39.83 - - q A -I& A5136.45 1 H2 261/2 X 26 262.87 572. 13 1262.87 541.2 0 1H3 q6 1/2 X 38 3/8157.93239. 21 157.93 323.48 IH4 6 1/2 X 50 5/8, 97.25 97.25 i 113.20 1131.51 1 H45 g6 1/2 X 56 1/4!69. 43 69.43 93.89 193.89 1H5 26 1/2 X 63 = 48.44 48.44 65.51 65.51 IH6 26 1/2 X '72 31.79 31.79 142.99 42-99 1 1H7 11 26 1/2 X 84 19.62 19.62T 26.53 i 26.53 22 1 37 X 26 1216.75 1471.75 23 07 X 38 3/8 122.22 185.12 24 07 X 50 5/8 i 73.34 173.34 245 7 X 56 1/4 1 51 .97 151 •97 4 f 25 37 X 63 36.01 36.01 2637X 72 23.47 7- 123.47 27 37 X 84 14.39 14.39 32F 7- 53 1/8 X 26 191-61 417. 04 33 53 1 8 X 38 3/8', 98.38 149. 02 34 3 1/8 X 50 5/856.23 i 56. 23 345 3 1/8 X 56 1/4! 39.32 39. 32 3 -5-Tt 53 1/8 X 63 26.92 26. 92 36 j 53 1/8 X 72 17.34 17.34 37 53 1/8 X 84 10.51 10.51 262. 87572.13 i 262.87 572.13 618.52 927.78 618.52 9 157.93 1343.74 1157.93 343.74 i 371.61 557.41 1371.61 1557.41 1557.41T-- 1113.20 14.3.71 113.20 201.45 266. 35 1399.53 1266.35 399.53 399.53 110 0 17 1102.59 1100.17 143.81 1235.70 1339.42 2135.70 1353.55 353.55 71.58 71.58 i 88-01 100.34 1236.83 207. 10 1,310.65 i 310.65 146.98 165.86 165.86 1155.44 1155.44 217.11 1217.11 267.38 46.98 28.99 i 28.99 40.64 140.64 i593 9. 95.93 133.99 1133-99 1214.02 216.75 471.75I 1216.75 it. 471.75 1216.75 i 122.22 250t32 122. 22 2.22 26600 1}__ 85.36 99. 17 185.36 1 108.37 i 85.36 70.28 70.28 74.98 176.79 174-98 48.70 48,70 53.21 53.21 165.43 31.74 31.74 34.69 334.69 48.62 19.46 E 19.46 121. 26 121*'2 6.. : 4 129.81 9rs-7V 1 98.38 65.45 53.17 36.40. 23.45 14.21 SERIES 1000 & 1500 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 A = I I 394.49 1191.61 i 417.04__, 201.51 198.38 214.14 76.04 65- 45 83.09 53.17 156.73 58.10 36.40 139.78 139.78 23.45 25.62 125.62 14.21 15.53 115.53 56.73-;t 48- 91 35.92 21.77 471. 75 1510 1765 1510 765 1765 266.00 1287. 57 1431. 36 1287. 57 431. 36 1431.36 151,91 1200.86 i 301.29 200.86 301.29 1 301.29 107.65 176.43 254.07 176.43 264.64 264.64 74.59 153.95 i 176.06 153.96 1230.94 30.94 2 48.62 114.76 11476 131.61 160.30 1197.41 29 81 170.3670. 36 98.27 198 27 1156.97 tJ7.CY4 -!450-85 r 676.28 j 450.85 1676.28 1676.28 2 A. 14 231.50 347.25 f 231.50 347.25 1 #6.-47 4. 00 1 .01 154.00 1231.01 7231.01 81.44 1- i 1133.48 192.22 133.48 1200.23 1200.23 1 5-08 1131.60 508 1172. 63 1172.63 35.92 8437 184.77 97.21 1118.41 1145.82 21.77 51.39 J51.39 1 -- 20-81 INTERNATIONAL, INC FLORIDA EXTRUDERS SANFORD, FLORIDA Ij- TITLE: - E F R E V E -R T I AL U DRAWN BY: - APPRO BY: LDATE: 0 1 / 3 l UD 2 SC Al E- DWG 1 VNI IF 1 X 2 X 1/8 1000 S,H- I JAMB S H J MB (TYP.-) TUBE MULLION JAMB (TYP.) _ MfflrmufL SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS , SECTION -A=A_Ul I X 2 7/16 X 1/8 1000 S.H. TUBE: MULLION 1000 S,H. JAMB (TYP,) r---4 JAMB (TYP,) 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A-L(3) I X 4 X 1/8 TUBE MULLION JAMB 0( TPH II I JAMB 0( 0YS.) - 8 X 1/2 SELW TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION - A=&- (5) TUBE: MULLI] 8 X 1/2 SELF TAPPING SMS 2 X 4 X 3/8 SEALANT BETWEEN TUBE MULLION WINDOW FRAME I MULLION 8 x 1-1/2 SELF TAPPING SMS SECTION A -A (2) 1000 S.H. 1 X 2 7/16 X 3/8 JAMB (TYP.) TUBE MULLION ff- wr"fm 1 1/8' MIN, EMBEDMENT SEALANT BETWEEN SEALANT BETWEEN #8 X 1-1/2 SELF --A WINDOW FLANGES WINDOW FRAME TAPPING SMS & MULLION MULLION SECTION A -A (7) 8ASELF- TAPPING SMS SECTION A -A (4) I X 4 X 3/8 TUBE MULLION YL TU BE U L k1cs M = ljftr="0 SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (Ej) TWO BY WOOD DETAIL C BUCK BY OTHERS SHEATHING INSTALLATION ANCHOR #8 WOOD SCREW ( TYP.) APPLIES TO HEAD & SILL WHERE 1" X 4- X 4" TUBE MULLIONS ARE USED APPLIES TO HEAD & SILL WHERE 1" X 2" 1" X 2 7/16" TUBE MULLIONS ARE USED INSTALLATION ANCHOR DETAIL B #8 WOOD SCREW I L F(TYP.) ILL CLIP I 1 1/8, MIN. EMBEDMENT t I I WOOD FRAMING AUXILIARY PLATE FOR ADDITIONAL ANCHORS, WHEN REQUIRED) G f G G) 8 SELF TAPPING SMS ( TYP,) -\- DETAIL B MULLION ELEVATION VIEWED FROM EXTERIOR DETAIL C G INTERNATIONAL, INC FLORIDAEXTRUDERSSANFORD, FLORIDA TiTu: SER, 1000/1500 FIN SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: M S H APPROVED BY: DATE. 2/6/02 SCALE: N T S DWG.-. 1VMFIN 01.83 403.6 403.67 25.78 251.57 1377.3-6- 251.57 183.23, 1274.84- 11 MIMI 5.70 135.52 143.77 3.09 124.30 39.1-1 a LIO 5. 9 2 X 25 -2 1315.32 315.32 157.66---- 1472.9 t5 1/2 X 37 38 1/2 X 49 5/8 160-08 25 1/2 X 627 752.79 65.865 1/2 X 7125 25 1/2 X 83 28.46 38.32 6476, 146.60 152. 34. 20.88 120-88 52 1 /B X 25 229.84 114.92 229.84 E # i is i344.77 2 1/8 x 49 5/;J v1044 SHEATHING BY OTHERS 1PERImETER SHIM AS RE'Q'D SEE NOTES) CAULK BETWEEN DOOR FLANGE SHEATHING A ' y a e 1- -i - ®_ i NNA I SLIDING GLASS DOOR FRAME SILL INSTALLATION ANCHOR 48 SCREW TWO BY WOOD BY OTHERS 1/4' MAX. SHIM SPACE 1-1/8' MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD EMBEDMENT 4 a 1-1/ 4' MIN. DOOR WIDTH SLIDING GLASS DOOR FRAME IAMB 4' MAX. SHIM SPACE TWO BY WOOD 1-1/8 MIN. BY OTHERS EMBEDMENT SLIDING GLASS I HOOK STRIP SHIM AS REQ'D. SEE NOTES) INSTALLATION ANCHOR 8 SCREW TEMPERED GLASS TYP.) SHEATHING BY OTHERS TEMPERED t STUCCO (TYP.) OR SIDING BY OTHERS SECTION B-B EXTERIOR EL_EVA I ION 2 PANEL DOOR SHOWN INSTALLATIONALLATION Ai%C R OD RS HOOK STRIP DETAIL NOTES- 1) DOOR MATERIAL; ALUMINUM ALLOY 6063. 2) #8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN- EMBEDMENT OF 1-1/8` INTO WOOD. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART. USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE $ CONFIGURATION TO FINISHED OPENING. PLACE INSTALLATMN ANCHORS. IN FRONT OF HOOK STRIP AS SHOWN- 8) GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS 9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. 10) JAMS / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 11) SHIM AS REQ'D. AT EA_ SET OF INSTALLATION ANCHORS. MAX- ALLOWABLE SHIM STACK TO EE 1/4'. 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS. 13) WHERE 'X- REPRESENTS MOVING PANEL AND -0' REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET, 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS 'A -A`, 'B-B' & HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS. 15) FLORIDA EXTRUDERS 10M SERIES SLIDING GLASS DOOR IS SHOWN- THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. a D LIBERALLY APPLE RE DESCRIPTION DATE IN I EXTRUDER'S CAULKING UNDER SILL FLOPI T. INC. SANFORD FL. OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/16' DIA. TAPCON TITLE: SLIDING GLASS DOCIR SECTION A -A INSTALLATION WITH #8 SCREWS DRAWN BY: BE APPROVED BY: ATE: 12/17/01 SCALE: NTS DWG #I LEXQII27 SHT I QF PREPARED BY- PRODUCT L APPLICATION ENGENEEaING, INC. 250 INTERNATIDNAL PKvr., SUITE 250, HEATHROW, FLORIDA. 32746. 4 37-805-4365 FAX 407- -0766 NOMINAL DOOR SIZE AND CONFIGURATION 4068 XX, OX, XO 5068 XX, OX, XO 6068 XX, OX, X13 806e XX, OX, X 0 10068 XX, OX, X11 5586 XX, Ox, x 0 6080 XX, OX, XO Soso XX, OX, x'(l 1008,0 XX, OX, x1l 50100 XX, OX, X0 60100 XX, OX, X 0 a 00 x x OX, X 001L 906)8 OXII 12068 OXO 15068 0XO 9080 —clx 11 12080 DXO 15080 OXF, 90100 —ox 11 120100 OX0 9068 xxx 12068 XXX 15068 XXX 19080 xxx 12080 XXX 15020 xxx 90100 xxx 120100 xxx 10068 Oxxo 12068 OxxD 16068 OXXO 10oso OXXO 12080 OXXO 16080 OXXO 100100 Oxxo Hi120100 OXXOu 160100 oxxo u O " 61, 10068 xxxx0 12068 xxxxll L61(00) (66, 888 xxxx 10080 xxxx 12020 XXXX 16060 X X X-X j00100 xxxx 120100 XXXX 160100 xxxx 8 1 SCREE INSTALLATION ANCHOR CHART DOOR SIZE 48 X 80 60 x 80 72 X 60 96 x 80 120 x 80 60 x 96 72 X '96 96 x 96 120 X 96 60 X 120 72 X 120 96 X 120 109 1/8 x 90 145 1/8 X 80 181 1/8 x 80 iog 1/8 x % 145 1/8 X 96 181 1/8 x 96 9 1/8 X 120 145 1/8 X 120 106 5/8 x 80 142 5/8 X80 178 5/8 X 80 106 5/8 x 96 142 5/2 X 96 178 5/8 X 96 106 5/8 x 120 142 5/2 X 120 119 5/2 X 80 143 5/8 X 60 191 5/e x eo 143 5/8 X 96 191 5/8 X 96 119 5/8 X 120 143 5/8 X 120 191 5/8 x 120 117 1/4 7 141 1/4 X 80 189 1/4 X E30 117 1/4 X 96 141 1/4 X 136 189 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 10 10 10 12 12 12 10 10 10 12 12 12 6 6 6 10 12 12 12 14 14 14 16 12 12 146TI4146 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 14 14 12 12 12 14 14 14 Is 18 18 12 12 12 14 14 14 18 18 Is12 12 12 14 14 14 16 12 19 2 1212 12 4 1414 14 6 1616 16 12 12 12 14 14 14 16 16 16 11 2 12 12 11 4 14 14 16 1616 19 QUANTITIES IN EA, JAiMB UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 8 10 10 10 10 10 10 10 10 10 12 12 12 1212 12 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 10 10 10 10 10 10 to 10 10 12 12 12 12 12 12 12 12 12 QUANTITIES IN EA. HOOK 61 STRIP UP TO 46 PSF TO 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 6 D 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 5 7 4 4 4 4 4 4 4 4 14 5 5 5 5 5 5 5 5• 5 6 7 6 7 4 4 4 4 4 4 4 4 4 5 5 5 5 5 7 7 6 7 4 41 4— 4 4 4 4 4 4 4 5 5 5 5 5 5 7 8 5 7 5 7 nl ANCHOR NOTES 1) FOR MASONRY OPENING WITWO BY \,/ODD BUCK USE SAME ANCHOR QUANTITIES. FLORIDA EXTRUDERS INT. IN. SANFORD, 'FL. SANRD, T L' X[ TITLE: SLIDING GLASS DOOR INSTALLATION WITH 48 SCREWS E ENGINEER:DR"' BB DATE, I2 21/01 DISCIPLINEz SCALE r CIVILNT,S, FLEX0027 F' L. M S-E E T, IREG. No- 47182- kEv- LETT2 OF 2 j 1. DO NOT SCALE THESE DRAWINGS: V4RITTEN DIMENSIONS AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER A17H ANY CONFLICTS IN THE PLANS BEFORE BEGINNING AORK. 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 D15CREPANGY OR OTHER OUFS71ONS PERTAINING TO THE DRAWINGS AND/OR SPECIFICATIONS. 3. IT 15 THE INTENT THAT THESE DRAAING5 BE IN CONFORMANCE N17H THE 2001 FLORIDA SUILDING CODE, AND ALL APPLICABLE LOCAL, CITY, COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAAS, REGULATIONS AND RESTRICTIVE COVENANTS GOVERNING THE SITE OF WORK. 4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND PERFORM ALL AORK NECESSARY, INDICATED, REASONABLY INFERRED OR REQUIRED BY ANY CODE AITH JURISDICTION TO COMPLETE THEIR SCOPE OF AORK, 5. ALL 54"X22" AND 36"X24" PLANS ARE DRAWN TO SCALE 1/4" = 1'-0", EXCEPT FOR THE 51DE AND REAR EXTERIOR ELEVATIONS ANKH ARE DRAAN TO 1/5" = 1'-0". ALL 1'1X11 PLANS ARE DRAYiN TO THE SCALE 1/5" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WSHICH ARE DRAAN TO 1/16" = 1'-0". WiluclawZ11=01.3Taii VANGARD • s_ Fox &JACOBS HOMES Kvl,qj?lcilNE ENGINEERING 407) 774-9003 FAX: (407) 774-8477 PA. BOX 161613 ALTAMONTE SPRKGS, Ft 32716 THOMAS J ANOERSON PEg 47819 r A2 A1.1 A3 A4 pt DESIGN ;'A F_TEf-,S BASIC WIND SPEED = 90 MJ=14, (FASTEST MILE) 110 M P.H. (3 SECOND CzUST) WIND IMPORTANCE FACTOR = 1.0 WIND EXPOSURE CATE<-ORY = B APPLICABLE INTEFNAL PRESSURE COEFFICIENT ± Oi8 INCLUDED IN DESk-N WIND LOAD) DE51GN WIND LOADS - WALLS = +22 , -10 P&P ROOFS = 420, -2O PSF 30 PSF AT OYERH,ANCsS) COVER SHEET FOUNDATION PLAN & DETAILS, WALL SECTIONS FOUNDATION DETAILS, CONT. FLOOR PLANS EXTERIOR ELEVATIONS ELECTRICAL/HVAC PLAN, INTER. ELEVATIONS, PLUMBING RISER DIAL_ ELECTRICAL RISER DIAL. LINTEL DIAGRAM & TABLES FLOOR & ROOF TRUSS LAYOUTS NOTE- SHEET A6-A.1-'A' GABLE DETAILS) STRAPPING SCHEDULE GENERAL NOTES & DETAILS CHIMNEY, STAIR, & REPAIR DETAILS STRUCTURAL STAIR DETAIL OPT. CVD_ PORCH DETAILS, OPT. STAIR RAIL DETAILS a x ,c,"p 5g 04 1 E g d 54 r da9®: 91-i2-A19 sheet c Of: L12' DRYWALL DoLeLr 2X- TOP PLATE — FH3EFr,LA55 SHINGLES OVER S' FELT OVER 3f?6' OSB OR Irt' CDX TI.,Es s D As ON LAYOUT P.T. DO OVER Dc8 CDR OVER 2X6 SUE5FASCIA W/ DGNT. ALL6'L VENTED 51T DBL, 2X5 R' FOR. 4'-6' MAX. , DEL- 2>10 ksAD£R FOR MAX OFEEIM UN J. MIDOW UNIT 2X 5TUD5 ® V' O.C. W/ R-11 I/8° STUCCO ON MTL. LATH OVER 35' FELT OVER. 1/16' O.5.5. OR 1r2' CDX 2x B0TT,21 PLATE ON 3/4' T, PLYWOOD R-M NSEX. V2' DRYit1Ai OCUBLE 2X TOP PLATE 2X4 EOTTOM PLATE OVER 3/4' T i G P — 2X4 CONT, BAND BOARD FLOOR TR4iSs $TRAPPED AS TR65 LAYOUT xy . OR DEL. ifi`S}i7. "D5' OR 0' DRYWALL ALT. 2-5TORY ATT OVER SX2 FURRwl DTL.. $"CIR4 1/7" DRYWALL OVER R-5 . LINTEL BLOCK W11 - 5 BAR Zx P.T. ETM. PfRECA57 WITH (1) - 5 PLATE W/ tf2 X8' 3-1/2' COW- SLAB OuJi-EN 6 FT R 6RE-ATER AEI. 32' O/C W/FIBERME DH OVER PRECAST CONC. BILL 34/2' C6NC. SLAB OVER 6 MIL VAPOR W/FIBERME5H OVER 5AMRIER OVER TREATED, MAS. FOASH OVER OVER 6 "L VAPOR COMPACTED FALL CMU BLOCK W DOWELS 5ARR£R OVER TREATED, clu I SPoW LOCATIONS ON FOUNDATION PLAN DS sPACTED FILL GRADE 3.5 BARS- IV _ WALL SECTION - FRAME OVER CMU VVD TWO STORYSTORY -- -- TOP 3'ia' CcNa SLAB tA/ RBERM£544 OVER 6 MIL VAPOR 5AFU741BR OVERTREATED, TELL COMPACTED FILL I RBERGLA55 SHINGL.E5 OVER IB' FELT OVER 1/16' 055 WOOD TF3U55E5 STRAPPED AS 590kUl ON TR155 LAYOUT P.T D<2 OVER TXS CDR OVER 2X6 ASCIA W/ CIONT, ALUM. VENTED SOFFIT DBL. 2X8 HEADER LRILE55 OTHERIVIBE NOTED CAI PLAN tIINDISW UNIT 7x IAOOD 5TUD8 - i6" O.G. l/8' 5TUCC0 C N MTL. LATH OVER 15® FELT OVER ,/16' 2x BOTTOM PLATE ON 3/4" T41- O.SB. 2X4 C444T, BAND EOARD FLOOR TR1 ,S 5TRAPPED A5 I`+ U ON TRU55 LAYOUT LINTEL BLOCK WA ' 5 BAR FNIS44 OVER CMU ELOCK cm SLOGK tit/Y5 EAR LCCATION5 ON FOLINDAVON FLAN 3 • 5 BARS '! " WDF YtTALL SECTION-0 FILLED CELL -TWO STORY STEM ALL - SINGLE LINTEL FIBS S OVER B'FELT OVER T ' O J5L OR 1,12' cDx STRAPPED A5 ON TRUSS LAYOUT 1x2 P.T. OVER Oc8 CDR OVER 2X6 ekR5FA_',CiA W/ CONT ALUM, VENTED SOFFIT DBL. 2X8 LEADER FOR iw4 DEL. 2XVrJ H>_ADER FOR 5'-3' MAX. OPFX UAO. umlclau U118T 2X _ WOOD STUDS s tb"Or. W/ R-N I/a' s ON MTL_LATH OVER 35' FELT OVER VI6" 0b05. OR art' CDX FLOOR TRUE5 S AS ON 5 LAYOUT OR ALT, 2-5TORY AT7 DEL. 2X - TOP PLATE DBL. 2X8 HEADER FOR 4'-6' MAX, DEL, 2XI0 HEADER FOR 5-9" MAX. OPENWG UNO, T 2x - UkSOP 5T 5 - vl'or W/ R-0 04SUL. a GRADE i 20° i. I v--- 3 ' 5 BARS f WALL SECTION_- FRAME 1)n aw0_STGRx ---- 3\\" CrobC. SLAB W/lABERIAESH C'vER 5 W VAPOR BARB#ER OVER TREATED CO2i.PACTED fAL cmu I"+ GRADE 3 5 BARS CMONOU rHIG SLAB - CMU TWO STORY 3 7 //2" CONC_ Sian W BERMESH OVER 6 VAPOR B RI£R OVER TREATED COMPACTED FILL vaRtE 3 / 5 RESaR C T. TO" 4i7" DEP RESSEDPRESSED SLAB BEARINGO GARAGE Twn ' zMr2v 2 K u F5Tt_ i STRA.I%ki T x1n - atE 2i¢' STL#RWAsALTERNATE 2-STORY ATTACHMENj_( WOOD/WOOD) z X2° 'TL. WAR ITC sTR,ars,T FIRPMEe 12' T4PEF. _13 Roll I/ Z' X a, A. 6. 90 D& ALTERNATE 2--STORY ATTTACHPAE Bwoci Y00D) 8,, 8 LNTEL FILLED W AW5 CEINT. i I VENIAL 12'FAP 5EE PAN SINGLE COURSE LINTEL 3/ 4 =i"-0 3\` CONC. SLAB W 11 MESH OVER5MIVAP6RAI, OVER 7; S.ATITICOMPACTED 'ILL 15 REBAR CONT. GRADE THICKENED SLAB NON BEARING 9 ENTRY - CONC. PATIOS NCN LOAD BRG. WALL 1 / 5 DEBAR CONT. ot. 3 1/2- CONC. SLAEI- W/ FeERWESH w OVER 6 mv_ VAPOR BARRIER > OVER TREATED COWACTED FILL n g^ DEPRESSED SLAB NON BEARING-0 GARAGE 3\' CQHC. SLAB W/F kX d. LAI OVER6RAILVAPORBARRIER. OVER TREATED COMPACTED ML sr>r COFIIER BAR _MNIT W157D_ HOOK -' 5 BAR Tm \Js HOMZ, BAR i Cr'N CONC. FELLED REBAR 5 $ TOPCASE 1D" 3 1 i0"' U7/9 • 5 BB i; 4iA' AR BOCK THICKENED SLAB LINTEL BEAM REINFORCING W BEARING WALL CHAIR BLOCK UNDER FRAME L( _ TWO STORY FOUNDATION DETAILS & WALL SECTIONS - MONOLITHIC SCALE: 1/ 4= 1 -O FO DAAT 1 _ Pik SCALE = I4^ i'_' Fffy l E G! EERI IG 407) 774- 9003 FAX: (4II7) 774- 7 P.O. BOX 161613 ALTAIAORTE SPFSMGS. 4A €r i i Capa THOJAAS d_ RNpEFGON PEP 47819 Ba MAXIMUM 5PAE_ INB E3F FILLED CELLS Lhl4GRElJTED CELLS THAT CAN RESIST A ADO M.PN, L OAn DESIGN WALL F'RE56LIRE T = 22 F5F MAXI ALL. Ea4ABLE ' ON Ha -LOW LORE UNITS 15 25 PST. - ALI. 579 TAKE ii SECTON FROFERNES 8" PARTIALLY &ROUTEI3 WALL = 95. 43' (MASONARY STFIETLRES A.'-1) M = .1- 1 /8, S = W'L'LX12/ 8XT = 95.43 , t = 10_4 FT. iJ,E 8'-0" NDFJZ. EPAT_96 - 9'-4' CELI a MAX. (FS = I a' 145E 5'- 0" EUp. Z. SPACIi - IT -CT" TO 1Z'-8' CLkLIP MAX. USE 5'- 0' H0AIZ_ 5FACRF - {2'-8' TO I8' CEASt,E, MAX. 4 ADD LINTEL W/ (t) 05 CONT. u 9'-4" IEiT. (t/- 8') 4 5TF37C HAS T® MEET LIR Izfl rtPcT5LOADT5APR17 OF THE 5TANDARD am noiE Cam e. o co TN J sm-2s SH-25 221 -24) (+221 -24) EGRESS -ESS VFLAT as Ai CAWETP-R BED5EDfZl 112 V" TOA VFW a-' CAWETFL- RCAM'El RRERRS i' ll-H 1`01 Y-2' 11-11 L12" m FN 2W AIC In 5AT iW gyp 2 k, L v fi-Al aA W_t r FLIVcv. rise rasa b ` w. ASS 4 Aln P_R 4 1 W- JE Z_ 7X6 hp- TE; Aip "'E HANDLERTO "A sham - MM.OF 4° CLEARAW-E CN ALL 511:>E8, AND ENGL0,-AIIRE BPAOE SHALL P-EMN. a' URDER TLAN AFPLL414- fl GAMERM MASTER BEDFM eKAT CLGL 8'FLA7 0-aC- 14FTIFTFIR Chi RP EEPESS SH- 25 221 - 24) S+4-2S 211- 28) E-- (+221 -24) f,221 -29) EBR- ESS 6L 240t '' , __l — __6L -aAl, 7-4" W-41 T ol 40'-0' ENGINEERING 4 7) 774-3 F_ 4a ) 77-m" W.l3 — — - 32- FAFMAL FP,(Jtff ELE,/ATION a MA5 L-25 gx SBRACR HATE2-V 24'q `, E. 10' 44e 31140 FZ., 2-40- 1 2-- fELEV- B ONLY) BE SC& E = 1/4 F-V NOTE: EXTERIOR WALLS WERE VEFFIED ALL 5Tf; u__TufZALWllor P Rll a"ICIENTFOR54-EAR LOADS TO 5E DOJeLE 2' X 10' ULE55 I NOTEDOT51_ NOTE: ALL INTERIOR WALLS TO BE 3 1/2' INLE55 OTHERWISE NOTE[), NOTE SEE FOUNDATION PLAN FOR NOTE: ELEVATM 'A' &, IOWQ FILLED CELL LOCATION. mp " a Vi - oS, PEE. r Im I ofivf--, 61-11, 4TT. ff-& I tlL ME ii HALUSTAIRI 'WELL AME M. it 11 CJJT DOM 2X12TREAD ENTF-Y ' V-1. on SH- Zl 112/- 24) 0 x E-8 KITCPEN NOOK e VfLAT 0-amrl Om RRBl FLAI Cta Vim FLR qtst I LALWNnPY I t215FIBF-_ DINING FV X RAT CLa FLP 17, WW STOP BW, WALL Llvl% RM 2 -CAR GARAGE 81 RAT CLa cac fLR201-0 3/al 7 WALL v HAT Cm C14RIET FIR IS' X - T OAD. He i FAN PRFCA TLNTEL RV 05 T_ UBL -25 Lr_ V'- 4- IMMMIMI\B C) 10 Ist FLOC R_PLC__ SCALE1/0= V-0' N let! 10\0001111 1 2 kj15tFLOORM2 7rd FLOOR 1441 STAjpl INFORMATION HEIGHTi 9'-' LOGHT: IV-4& TOTAL LIVING AREA. 25013 # RISERS: IS p 1 1/ 2" EAEH LANAI 00 TREA=14 @ If]" EACH ENTRY 15 d-Wd by. rA 2501::[ STAIF, r 421 by, 3ARAGE TOTAL AREA 511- ALE; RT. S. tWER FOOF 2951 sheet- t QTE, SEE STAIR DETAiL iy,& aAcr_ W STFIETURAL SHEETS PATJO FOR ADDITIONAL 7 2A2 STRIWER INFORMATION.) A2 TOTAL AREA comp 5i-4W,LES PiTCfI i2 2 PuR Y ittS55 PE D S z9 iYPFHSH 0'-0" a FIPdiSN FiOOR ROOF -ITCH YI ar 9'-d3e" TRSSS BEARU*iG].- - ---—— ---—___----- TFid;55 SEARU i-- SCALE SELL FP, NOTE= TOP OF TO BEAT LEAST 3' 5T PONT 194EFZE R PASSES TRW ROOF AND AT LEAST 2W4ER TWAN At PART OF TFE ROOF OR EMDM UT9H IV 400ZONTALLY, 3 3 i 1 5TUCw onF Y FRONT ELEVATION B' ROCf PiTOH Y m 1 9 i i—K+S uEARPKs - - ----- _ LJ WIVMyS•_4ah= .o OX T MATH-^ 74U , ------ -- --- ---_-.---'--------------- T______-___-.______.______ 7E D A FU fN4 CAE ROOF FiTCN 12 Ti' 44' T ___..___—_-____ _....-__ ffi-0° TkA45Y MASONRY FLOOR —? Ia FUSA GRADE SCALE = 18"- i'-m' Marla Virglinia Caparros, P.E. 3 #/f Eh:G3iVEIEFi!%i J z--- V! 0 w w V sa pyy 3_ cgs s n¢ C7 g o IN; Dp g Sgsa by-- 4 v aww shea- II4-22-0i Of. ELW. FAN ti CF" FFH (opP3 al GFM CEL4 FK (STD) KITCHEN A SCALE- 4 F-[y.... 6 Lr 4 STRiF v 0i. VANM' w i0 X TO VoaW,4ER5 SCALE = 1/4 = 1'-0 KI TCHEN5 5C4LE- 1. ICAL 1 LDSENIDGEffi. 9Y kdt4 (SSJJ I tXfP.-EX REG EYSi#35T fGN J{ v q? 230 r/OLT FiG 3HGki TOR sm J MR PiZKJfp,FG. eMW DETEGTOR (WALL e) a C FALLIi a f1YX LT3 ifvs-,o,' S& Tc+ED R- fl a-W-zCN Box E DIY.LA2#'cGT f—j PLUORE5C2A Fix cl) Fi.LY.JRG7TLF.7 i3 3 tfkT S:kTGiie'LP'AL'Ca'i? 4 UlkYSNAif`2, T F5£R 5UI7tON r` y fo SY,XJF &ELL F £ CE`,ED LY.aiiCYAPGR fTt25) CE)LWY FANFFc-OB - lz3 t9 _ KITCHEN __ C 5 VAMTY L i. LIR BATH-- D BATH E FOUVER RM F SCALE- i'= 1'-0° 5C,1R,.E- L4'-1'_p• SC E:Te=Fv NT-RIOR ELEVATi02' 5 3'Y7R LT v. TX LAYIt/L' WO. 1.....__. 3' T tJ--. _. tS-. i I3"Q L 3" z. z wli Lkv 9 } f1" u7L L' 3' 4• i 250 f i''LUM31t 1Cy RISER. z,fl L TO PFF 7 1 ir° YTR I I/ r 1 V2, 2 10 5ER GABLE fu R E & 3 9 w 6 A DRYER 10! 3 W3 PAt L L APP, T2/7 W3 UC*aP66 ClR W24 W3 4 BARE c-W, 8' GSROIND ROD SCALE = 1/ 4' = 3' 0" ENGINEER NG 2509 ELEGTRiCAL R15ER DlA6JI5C A 4 KRI E SER',/IC.E cl5 Q r% Ogg a a I ' Ta 2l---E yME Sy: M dr ay: d— design checked cry'. avm d.W Ot 22-f) sheet T cat: m IQVm n1 lpiyl: 4",ETIC2509 LINTEL SC H E B. LINTF-L LENGTH T 7 FENa cor rr sirs L I li' 4" b5 16-15AT ALLIED LINTEL A 15 L 2 "7`-6" &Fi6-OAT ALLIED LINTEL- A-5 5 T-6' 8Fi6-3BlIT ALLIED LINTEL; A 5 L 4 4'-6" 5F16-05AT ALLIED LINTEL A-5 L 5 -6" 8F'16-15AT L 6 { 4' 6" 2-i=I&-c2B/8T ALLIED L#*3TE1._ A-5 ALLIED LiNTFL A-3 L L T 4-6" bFI6 1:;B 9T ALLIED UNTEL A-3 SS L 8 'uRF44-05/IT TLLIED LINTEL. .a,-5 T ra 7 m i,CIj v o oaq q IN o 0. i f4a q48 revs? m +p r 4s a 1 2l33 5'd S3t2Sd/^. yi a 3FI&-15A iT E-)F-I2- 5AT 5F i-IDAT LINTEL SECTIONS AS RPBF AT ,-GP r 4 -- j_i/2° CLEAR wt m PZ B07AT3GT'ON q fl L#.4TEL ...TNTEL t-sF8•ACW 50TTo sz.WORG- Ne owJvtDED tN L TE.L s' raor arwL rnnr» NARlE5) F , PIL= "i9i GRC 13 = rRk-'.LELl r- OUANTrn OF - REB F A` i NI—INAL "C TH -i OUANTll OF IMLJ#^.{NAL 'NO&H.T _j - R?$AR AT TW T"i" 'E DEEIGGNATION IBMIllA. IN IN EPlG9NEEF i - 3tmi EM tlz d by M drawn by draw 4t'sign e7ekea by — date 0122-01 sheei): A; l i oi_ NOTES: I11 I CAST-CRETE SAFE LOAD TABLES MATRiAtS FOR GRAVITY, UPLIFT & LATERAL LOADS 1. F'c precast 1v 11e1s = 5500 psi, ---- --- - 2 f'c prestressed tIoteis = 6000 ps1. grout = 3000 psi wf maxlmum alb" aggregate. 4 Garrrete masonry units (OMIJ) per ASTM GSO w{ mini = net oroo aonrpresslve strength = 1900 psi_ 5, ROE -'a' prov*de. In precast ix3tel per ASTM A615 6R60, Meld rebar per ASTM A6i5 6R.40 or 63z60.. 6_ Prestressina strand par A5T1-I A41& .grade270IONrelaxation. 7. 7/32 were per A5TM A5iO, 8. Mortar per ASTM G270 typo M or 5, GENEFAL -NOTES i_ Provide fuH mortar head and bed joints. 2 5hare filled ilrte45 as rc ctvired. 3, irstoliation of Iirtef most comphy rilth the architectcrat and/or structural dro.7on5. 4_ Ltntais are rrrcmufact+ised ;with 5-f/2" song notc#-,es at the ands to accommodate vertical cell reinforcing and grouting, ire, All ILn{e!s meet or exooad L/360 vertical defloctlon, except l)nto3' IT-4" and larger rah a nosnlnal Inegn, of b' meet or exceed L/ietO_ 6. BOttorn field added rebar to be Iocated at the bOitcxm Of the Intel 4av1't4. 7. 7/52" diameter wire stirrups are wolded to the bottom steel for mechanical anchoroge. 5. Gast-tn-piece concrete may be provided in composite !Intel In Ile. of concrete m_cssonry units. 9 Sala laced ratangs based on ratie-I design analysis perAGI3i9and .,Gi 530 SAFE LOAD TABU MOTES_ 1. AAi3...csluves based on mintrnvm 4" bectng. Exception: Safe 4oad5 far unfE33ed Fwxte3s must be reduced by 20% if oa.rtrrg 9ength is less tYsc 6-1(21. 5-fe loads for adl recessed 4ntels dosed on b" nominal baarlog. 2. N.R. = Not Rated. 3. safe loads are total superimposed aliorable load on the section specified- 4, Safe loads based on grade 40 or grade 6-0 Reid re'asar-. 5. Addition.; lateral load capac"sty can obtained btw the designer bg providing oddtonal reinforced masonry above the precast Iinto! 6. One #7 rebar may be substituted for two #5 rebars to &" ilntei5 only- 7. -Fne designer may evaluate concentrated loads from the safe toad tables by colcvloting the mox?mixin re5i5ttng moment and shear at d-away from heFaceof !Apron. b. For composite Ian„et heights not shown, use safe load from next Sower height,. 9. Ail safe loads in units of pounds per !!near foot. 8" PRECAST Wj 2" RECESS -__DOOR _-_U—LINTELS 8" PRECAST -W/_.....2"_RECESS DOOR U—LINTELS REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR V %a O "a. ', CX. ar, ems+ P"E, 8" PRECAST & PRESTRESSED U—LINTELS 8" PRECAST & PRESTRESSED U—LINTELS F,EtiUGE VALUE E-T' 25% FOR &RARE 40 FIELD REBAR Nn 6 E"ALLIED i EL 1 J i MATERIALS 4 INSTALLATION L e' .r in precast {intet 6R60 per A5TM A&I5 2. r 12ar to F o o beam 6R40 per ASFM Ao75 3. 'c for precast lintels=4000psi 4, f c for field concrete 3000ps! 5, concrete masonryi,ts par A571-1 G-5O tor per ASTA4 G270 e M or 5 6. ooicvi.tIoos by- f24o'nxd;Newnan, PE_, Riddle Ne.-am¢n -IngIr-or" Inc 7, shore oil composite lintets 4" O.G. H. all G4 Pp ft9 beams ceIo';ated With 1-5 Ir tops of /,It 9_ s..se Dads #rased on nomdnot Ei"'oeinc 4' rrxxaUrarn}_ O oil loads shown in ps-dss per linear foot 1, or 9nmgthes not listed ire rrext ton9-1I.ngth For safe load FIELD REHAB 5 --R 40 4 CONCRETE FILL t -FIELD REf5AR 5 GR 40 y ALLIED UPWj __ D LATERAL SAFE LOADS FOR 8' C,WiCRETE "U" LINTELS - ALLIED GRAVITY SAS —LOAD TABLE FOR-8" cQNCRET L LINTELS LINTEL N4. LENGT — a xa^ e'xa' a x7i' axis a x2a a"xza L -' xzs^ a^xaz- UNFILL£ b25a 1012 6552 a. ).-... 20 F12000ILLED 12GL0 D FILLED FILLED FILLED FILLED FILLED 02 2238 .. al 9H4 i _ Ol6T 46106 i4 H6 7269 f3 93?40I A-4 5110 '.25 00850 Ialo 24b5 5 6 3?13 4n37 53.50 A-5 76 902 fO56 0844 1542 ' 32,14 4021 4740 5522 656 6, 6 M2 f5e4 ( 4994 2435 2402 3346 A-1 06" 489 4H3 H47 !i tO 1 1522 1H57 2217 255f, A c_-11'4" 612 1125 0530 2002- 2455 3 09 74 IO181 l6421 4bH3O012241604i46H2A-10 13 4 2203?362!04333H341 A- 11 140" 542 3Y3 690 45H 1233 1510 1506 2041 A-12 30a 354 bE8 a42 0015 3352 !624 IH7 A 13 { 174" 272 2155 436 bli HOD 98H dlbH 13b0 A i 20`0'... -225 3b5 473 84 6 1406 ] 69H )980 A 14344' 21 345 436 b50 052 1500 1570 12i3 L 8X6 l a r,xs 18-XI2- 8_X76` 8-X20- 8"X24- 8-X28" 9 X32' LATERAL LOAD 1SN LNC3_ LfNGTFi UNFUED-' FILLED i Fj1ED FILLED FILLED FILLED r FILLED FILLED - 8X8 FILLED I A- 3 4'6" O6 k05 424 SOCi00 1 0000 1r0000{ lCX700 0000f 44Ga A -I240" 3096 5150 9i -- 9H35 iHTb 5445 IO000 ?000G }0000 10000 i0000 2592 7 24 r. 00 8203 4440 ! 10000 10OCN71 '4E5 A-4 S i0 575 &03 1 2350 i 3319 4500 5505 6766 84H l77 A- 0 b _ a 252 756 { 1049 341 2 t43 2542 46a - — - A-776345O6biA !:j 9 4 22H HS 7 l 3214 A-Qj 4` 303 333 652 B7 dt70 1452 {p5{ 202H 451 A-ci 121H" 247 282 61115 760 441 1252 1464 16g5 377 A-iO 34" 253 253 510 703 H92 1109 13 509 320 A-11 ! 4'O" 225 324 473 652 524 iO28 704b 13H5 281 A-12 4`H" 4l 21b 442 609 769 955 u0b 2H0 262 A-I3 i7'4"- 05755 542 '174 1H523- A-114 420 525 657 -715 a2b 20 200"786 148 by 9 0 by des;yr c+recked by, awn date 01- 22-01 4x4 7X4 In ROOF TRUSS LAYOUT B N-TS. ROOF TRUSS ANCHORAGE: VQm- i ) USE (1) TYPE -C- (OR INTFRCHANGABLE TIE) FOR TRUSS TO FRAME WALL OR BEAM CONNECTION UNLESS NOTED OTHERWISE (U.N.O.) 2) USE (1) TYPE -A- (OR CH LE TIE) FOR TRUSS TO BLOCK WALL CONNECTION (uxo.) 3) USE E14UH26-N (OR INTERCHANGEABLE TIE) FOR ALL.MOIST HANGER CONECTIONS (UNO) 4) USE (3) 16d OR (3) -131 x 3 1/4- PASELODE GUN NAIL TO FASTEN JACK TO HIP GIRDER, (T&S) 5) TYPE "A" ORr)TllrT%XllEll7-(9O/C FROM CENTER OF TRUSS- 0-4 A NAIL VALUES: BASED ON "NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION FROM TABLE &Ek- - 'NAILS AND SPIKES - LATERAL LOAD DESIGN VALUES' NAIL SHEAR VALUE (lbs,) ald - IOd I rd 149 NOTE: SEE TRUSS MFG.'S ENGINEERING AND LAYOUTS FOR TRUSS -TO -TRUSS CONNECTORS w I no 17-4-12 PU--J-E HT, 8-0-0 PLATE FIT- LFcR POST SITIRAppm n-7=-7--F- FLOOR TRUSS LAYOUT 'A' & 'B' 7T —5— Maria Virginia Caparros, P.E, RLn!176c'.a.. Lice-i'30,1153039 NOTE: A PNEUMATIC EQUALfVALANT MAY BE SUBSTITUTED FOR AN HAND NAIL DE-SICNATIONS TAPR 17 2,003 i 7R 1 SGRiPTION AaTE1 i RS G3PDS ) UFLIFT GOD UGT LISTI i ANG MAX D L/SYP SFF= A META18 CONCRETE STRAP SBCCI 9603 1 I 14-10dx1.5, 2 I 10-16d 1500 1495 B H5 HURRICANE CLIP NER 393,422,432 4-8d, 4-8d 1485 455 265 C MTS16 TWIST TIE NER 413 14--10d 3116 1000 860 D LSTA30 STRAP TIE_ __- NER 413, 443 22-10d 1670 1670 E HUS26 SINGLE FACE MOUNT HANGER NER 393 14-16d 6— 16d 10000 1550 - 1110_ E HUS26-2 DOUBLE FACE MOUNT HANGER NER 393 4-16d 4-16d 8033 1080 _ -------- 775 ML MBHA3.56 7.25 MASONRU HANGER 8" --- SBCCI 9603 18-10d, 2 ATR 3 40 x 8" 5955 1885 1355 MH MBHA3.56 9.25 MASONRY HANGER 9.25 SBCCI 9603 14-10d, 2 ATR 34"0 x 8" 6050 3145 2260 MG MBHA3.56 11.25 MASONRY HANGER 12" 9603 14-10, 2 ATR 3 4"0 x 8" 6050 3145 2260 0 HDBA HOEDOWN TO 3" WOOD — ` SBCCI NER 393,469 3 7 8" A.B. 28667 6465 4650 Q SP4 TOP PLAT ANCHORS 4X^-- NER 432,443,499 6-10d x 1.5 2917 735 530 R SP6 TOP PLATE ANCHOR 6X NER 432,443,499 6-10d x 1.5" 2917 735 530 X HGT-2 HEAVY GIRDER TIE DOWN v HER 432 8-10d 3 4"0 or LBP 5 8"Ob 28333 8665 ---- 6485 AA BC4 POST ANCHOR & CAP 4x4 NER 421 3-16d 3-16d 3100 980 — 700 B B BC6 POST ANCHOR & CAP 6x6 NER 421 6-16d 6-16d 4700 1050 750 CC BC46 POST ANCHOR & CAP 4x6 NER 421 6-16d 3-16d 3100 980 700 CG HTS20 HEAVY TWIST TIE NER 413 24-10d x 1.5" 4430 1450 1245 li HD2A HOEDOWN TO 3" WOOD -- - NER 393,469 2 5 8"0 12150 2775 2000 MM HETA20 HEAVY CONCRETE STRAP NER 39, ,469 1 I 14-10dx1.5", 2 I 14-10d 1735 1495 LL HHETA20 CONCRETE STRAP NER 393,469 1 17-10dx1.5", 2 1 15-16d 2130 1860 00 MTT28B HOLDDOWN NER 393,432 24-16d AND 5 8" OR 3 4" DIA A 4455 4455 1. vAPR g( b 2093 SEs$ 0') Lo 2 $ N w O a ig 92_$ d br- bY eww zi± sheet A6.1 Of a C, U W/ IO-lVdNAIL5 WALL 5TLV5 4 i-ADER C' W/ 14-1471d NAJLSF - i5OT-TO?9 OF i-FAE'ER 4EACER 7) 2.10 W VZ' CDX FLITCH IVLI_ LEWTH WALL STUDS ROB FRAM*r, IIFMBER tK7D= IF A BLOCKED DIRRAGM ZONE tS CALLED FOR ON ROOF SEE COI4ECTOR C44ART fi-AN FIROVUDE 2.4 ELOCKm4G PLYWOOD PAWL FIX-E5 S6 DULEFORTFILDI RAGM ZONE HAIL5-41OC-FoFoLoc3 ED AF$* STP- 14-5) ad PAILS AT I,' OC. OR DOUBLE TOP ELATE Of- OR ad "L6 AT 4' FOUALIVALENT EQJALNIALENT45 ATIc F74LIEMATtC NAIL At I/ V" C155 OR CDX MAIL AT SUFF-C EGY S SUFFORTED EDGES AND EXTERIOR $ I-EAT4{1W, AND 5LOCI<ING AND IV or__ 12. OC- FIELD FOR OTHER NAILED Uj/ Od GALV, FIELD FOR SI4ADFLI AREAS AREAS OF FOOF 41 O.G. EDGES AND OF ROOF 12' O.G. FIELD 7x4 P.T.WALL STUD W/ 055 _1I_FAT"w_ 3) L'2' 1>14, OR IG' COX TTF_ BOLTS TO 5LOCI' , a IG' DIA_ . a' ANG9OR BOLTS EMBED &' MN INTO FOUNDATION Uj/ 21. 2"Alfal wA$f_eR11' LOCATED OTRW &* OF EACH END AND 3 " 00- 44--- 4_____ypdNAILS L4LW MAX ELSE RE 2 EIOTTOMOFWALL4HEADERLLID \1-1,4 1,T. BOTTOM PLATE tP STRAP EVERY OTTER 5TLD TYPICAL FRANINC; AND CONNEGTION5 FOR OFENING5 m RSN ROCIF SHEATHING NAILING PATERN- DETAIL FLOOR FRAMIW, HOM o 24" O/GJ L3 0CK-1tK, PROVIDE 2X4 BLOCKW- H TWE FIRST THREE FRAM1W, SPACES AT 40" O.G. REMAINDER TO BE &LOCKED AT S&' O.C. OR RAT RLN, F, 45TENR; FASTEN FLOOR 5HEAT4R4-' TO FRAMING W1 E aC S OF all HOT DIPPED GALVANIZED UcIFLSTPNAILSATTPEFOLLOUW, FAC1W- 1) ,' ON CENTER AT ALL PANEL EDGE FRAJ'194', J_TT2) 12' ON CENTEF' AT ALL tNTER-EE)IA7E FF_4M1Wt 1p", OS. B, S4-EATHN". 2X4 WD, & TLID5 - I&' OF, L 5LG-_ KIN-, a 40" 01C MAX, IN FIRST THREE FRANING 5FAC- E5 4 36' O.G. TLIEFZEFORE FLOOR 5RAQNC; -/'% T, ENEDWALLS WOOD TFJJ5 STRAF` TIE STRAPPED AS N ON TRUSS LAYOUT 5TLD CONTIECT01r, FLOOR TF126 TO 211j FLOOR STUD 2) 2X- TOP PLATE DEL.DEADERSTRAP_ I,2X84'-6' MAXTIE DBL. 2XIO TYp LEADERFOR 111- S, 2X- 5LOCK24, AT MID- IFAN -- MAXOF- G ulka 16, Or- STUD 2X- BLOCK94,- RAc_w MID-SP4N - INT, DOOR FOR INT, Bpi. FR4ME WALL 16" ac. STUD SFAf-W* PLATE EVERY CTI4FRAACHORFOR NT. BRG. FRAME WALL - STUD (TYR. TOP I BOTTOM) C O PLATE ANCHOR EVERY EXPANSION EVERY OTi_ ER STUD (TYP-) BOLT AW-90FZ46ESX-AI, I5ICN BOLT 24" 4NC"OR4GE 24, OC_-T 2X4 BOTTOM PLATE 3/4' - LYWO 2X4 BAND BOARD 16' FLOOR TRUSS 241, OL_ TR1155 ANC44OR PERTFV& S, PLAN 2. 5- Inw, ELATE TO R-OcIR TRUE` FRAMING & STRAPPING INTER- BRG, WALL @ D60R FFA1-11NG1STFRAFFING IINTEIR I:I W2 BRCj.WALL FRAING 2 5T0 y LIMITIN6, HEIGHTS EXTERIOR 12 STUDS STW tIATRAL 4 = ^ MAX 14T. 2' X 4' SFRLICE, FIR 24* OIC 2' X A- SPF110E, FIR V,' O,-_ 1'-4- 2' X 4' SPRUCE, RR 12' 0/1- 2' X 4' 5OUTHEW F WE24' CS 2'X 4' RN FNE 2' X 4' 5OUTPEFN PINE 12' O/C T2-w5_ 2' X r," SPRUCE, FIR 24' O/C 2' X 6' 5PFMJCE, FIR I(,' O/C 0' X 6- 5FF1JC-E, FIR Q- OIG X 6- 6OUTI-ERN F% E 24' 0,1- 2' X 6' SOUTHERN PINE Y,' 0,C III-01 SOUTPERN FINE17, O/C m1_81 2'X II' 5FI!a$ CIEE FIR 24' o1r: - _-F O' 2' X 5' 5-flaICE, FIR -V,' O/C2r-o" 2- x a- SFI LIcE' RR a- 0/c 24'_O 2' X 81* 6CVT f* 4E 24' O/C 1 M4 1'-4- M.", X5' 5OUTI-IEFZNF%4E ir,' O/C n1_1. 21 X a" SCUT;_ PINE 12, O/c WOOD TRUSS STRAPPED AS 5 POUNT TRUSS LAYOUT 2- 2X4T' ELATE k TOGM 2.4 STUD @PLATF AW-WOf EVERY OTHER STUD ( TTR STUD 4 BOTTOM) - L' 2' X 6' EXFAN5ION BOLTS 48' O.C. CM WALL rKWFRAMIN(G, & STRAPPING I VNFFW, I I nVFR (.Ml I - WOOD TF;Ik5 STRAIFFED AS 44c JAN ON TRY-$ LAYOUT - 7x- 5LOCKp1r. AT MID5PAN V" Orl_ STUD SFAC11*1 FOR ITT- 5Rra FRAME WALL PLATE R EVERY OTHER STUD ( TTP- TOP I BOTTOM) - L121Y.91 BOLTS 32* O- C, 54- ACW BET- F- DIATE I#',- E_, XJERI_0R WALL SHEATHING.- NAII- ING - PATTERN -DETAIL_____'__ n"xvl - fT 2X6 W/ 11V 1j, ( Ty _) T S5 i 2S =D "., - I FhT- i [F__FT_T1 ri T RT- 2X4 FILLER OJTNAILED ut, NAILS f'. T, 2X6 UJ/ V2' DAItt 'j, BOLTS MAX W1 ' I . E? 15FD(TTP) DETAIL: TT-FICAL JAMB F45TENJNr::; S 01/ Ef;;HEAD AF,'AC:;E D002 FSE REQUIREMENTS APPLY WHEN NOOW1 DOOR MANI. FA,CTLIFEF_5 FASTENING ET40D is NOT SPECIFIED. f'7j,'/ AX>-' F 11 01 5 Ij NAiL OR TEA,',1ER f'OkLER IIA;1-5 6' O/C AND 3' MAX, FROM ENDS Typ' w/ 11 MIN. E115EZIMENT INTO B- 10cr- 2) AL50 ADD 3ft( * DIA_ SELFTARR? 14G TWF,`J UENDOW/ DOOR FRAME F*W ( 8) KC44F5 FROM EIV5 MAX. AND FORTY (40) R-41--PES MAX. ONCENTER W/ 11 MIN. EMBEDMENT INTO BLOCK ATTA.:W WINDOW TO 51JOW W1 110 SOIZEall MAX. 8' O/C AND MAX 8" 01 AND MAX_ a, O/C FROM ENDS. m2x_pto I F_ _A_1i1p_p_ oOF_ ILALJER44TFU 1.) INSTALL 3/16' DIAI'ETER SELF TAPF`W C,-A4C A Er -,PT (6) f4CLES MAX FROM ENDS AND 24" ON CENTER MAX, W V MIN, EMBED INTO BLOCK FASTEN WNDOW/DOOR TO PT 5UCilS URT14 W 5cl_MI5 Ell oln- MAX AND MAX_ 5. FROM ENDS W/ 11 MIL EMBED. ONTO BUCK TYFIGAL E3LO(--K OPENING DETAIL R-,IR FT IWC:K FASTFT&r_ AqD 35 P-4 F-ATW,) I NAIL INTO 7NAILS, INTOTORFLATE rTOPPLATE RE ENG INEERED WOOD FLOOR TFN55 T 24- O.C. I-1A> AIL ffnF TOP PLATE@ FlB FRAMING & STRAP - Pf ' NG INTERIOR t, NTERIOR BEARING WALL 2X- 5LOCKW, ATMID5FAN - y" 0-1- STUD SPACING FOR INT. BRG. FRAME WALL- 2X P. T. BOTTOM PLATE --- EXPANSION BOLT E 32' OC, GENERALNOTES r_; 7KI; Z; ZDA1 , ROOF: 20per FLOOR 4Op5f STAR: 40T-F 2. WID SPEED IkZl,h 3- S- t,, 3, ALL U"RK, TO BE N ACCORDANCE WITH THE FJ3C, 20V CPAPTFR 4ONLY WRITTEN CHANGES APPROVED BY T ENGINEER SHALL BE PEFB E> TTE. CONCRETE -- L ALL WORK. TOBE IN STRICTACCORDANCE U9TI4 THE ACI 3S8 2 MIX DF5IGN CRITERIA. ALL Clow__F__TE TTf__ I PORTLAND CEMENT. ( AST" c SO) COMERE55NE STRENGTH - 28 DAYS, SHALL 7 FOR S, SLABWV FOCITIV F 5 AND 3000 MAXIMIZI WATER -CEMENT {LAND 5Y_ GLSPECIFIEDmC' 4_ AIR AIR FNTRAI?-Z0 ENTRAINIED STRENGTH ( psi)CONCRETE CONCRETE 2500 a6l 054 3000 OS113 0,46 ON GRADE 1. OTHER WATER - POTABLE c -ORVE - NONE 3. FROV DE NiORMAL UEI-,HT INCOMPLIAt4CE UTA TW RE(;WIF1_EMENT5 OF A5TM G 33 4- FOR SLAB TOBE AT ARIAT}O OF 15 LBEJYAF`D, FOUNDATIONS Y. FOOT-05DESIGN BASED 1714 MIN"LIM ALLOWABLE SOL BEARNG FRE55I.IRE OF 2000 I-E 2, IF FOOT W, ELEVATION 01-D-R& N DISTURBED)JNSTABLF OR U'rANTAB E THE ENGINEER ALL BE NOTIFIED AND NBCE55AF`f AD. RJ-TMENTfl BE MADE PER PIS R45TRUCTtON15. 3, PIRRIFARATION OF THE alBGRADIS TO FOLLOW AS CUTL- 94M IN THE GEOTECII1,0CAL REPORT 501L, 4. STEPS, IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF (I) VERTICAL TO (2) HORIZONTAL. 5. CAUTION SHALL BE USED UY,4EN OPERATING VIBRATORY COMPAI::TION EQUIPMENT NEAR EX15TR,V, STRIi TURE5 TO AVOID THE Rj&K OF PAMAGE TO THE 5TFLICTURE, MASONRY I, DESIGN' MATE R"'L AND SHALL BE IN ACCORDANCE UATH TIEAC4 STAI`4DAF21_ EIUU:>N CODE RE<WIIREI-F_NT' , FORCONCRETE MASCtRY 5TRJCT_UF5_=6 ACI 51301ACY530J Z CELL5 FbIDICATFD TOBE FILLED SH-IALL BE GROUTED OATH 3000 pal C.ONOFETF IS" TO 10' 3. PROVIDE 25' LAP FORSTEEL - ALL 1_01-- ATION5. 4, ALL CELLS ADJACENT TO CORNERS, END OF SHEAR WALLS AND LNDER CONCENTRATED LOAD, SHALL CONTAN VERTICAL REi7EORCYNG AND S44AL1_ BE FILLED WITH Cl-W-EETE. 5, CONCRETE BLOC" 51-4ALL CONFORM TO 45TM1_- 9O (25 DAY STRENGTH2000 P11) (r-ROO Pn0' LAID IN RLWNG 503J 6. MORTAR 644ALL BE TYPE N. T. ALL RE- 13AR, $HALL BE GRADE 40 LN' LE55 IJN_O. WOOED : 1, ALL U00D FRAMD r, AND PRE-ENGINEERED WOOD TRI35&E5 -'"&I-L BE DEISI6NED, DETAILED, At4D F:ABFJ,7-,ATED INN , DIACCORDANCE WITH THE FRCCBDL 5AND EE=Qj;REMENT$,:UTLn, 4ED R4 TPE LATEST A= ETIOOF TRE NATIONAL DF-5r N SPECIFICATION-5 FORWOODCONSTRUCTION2. THE WOOD TR1;SS_E5 SHALL BE SIZED AND OFTAILED TO FIT THE DPIENSK*6Aim LOADS R'VICATED. ALL DESIGNSHALL BE IN ACCORDANCE UT14 ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED AND /ED BY THE BU;LEING CODE- DESY- CALckLATSEALED BY A Lk_-EN5EP FRCIFESSIONAL ENGINEER ARE TO BE SUHiTi37ED TO THE E14SNEER FOR APPROVAL, 3- FEE0MA?ENT BRIT-GiNG PERFERDIIDiLAB TO T4AF SPAN OF THE TFIE55155 SHALL BE PROVIDED AS REOUIREE, BY THE TRJSS, MAkLFACTLIRER TRA5S MARIFACTLJRER 5WALL PROVIDE STATEMENT TI4AT BOTTOM CHORDOFROOFTRUSSESAREBRACEDDURINGUPLIFTCOVDITtON. 41 FOR 5TRIY- 77URAL LUMBER, PROVIDE THE FOLLOWIPP, GRADE AND 5FECIE5: SOUTHERN F144E SURFACES DRY USEDAT 15% MAX- M, C. GRADE 1402 OFSPRUCEPINEFIRSOUTHGRADENO2F, FROyIDE GALIAANUED METAL HANGERS AND FRAMiW, AW-POR5 OF TNE SIZE AND TYPE RED By THE MAjArA_-TLLRER FOR EAC'.4 USE NCLLIDING RECOMI-EENDED NAILS, ( Arl"E_5 Co FCTOF25 OR EOUIVALENTJ 6. ALL EK>-TS USED FOR WOOD CONSTRUCTION B;4ALL BE A MN"," OF V2' DIR-IFTER AND 6' IN LEN TP (ASTM A_aojl UgTpr"L 1 1M1"2, DIAM LIAS;_ ep _ UND T. PROVIDE OF SIZES AND OF EIPAC0143I5 SWcUN, ORIF NOT 5+;OUN, COMPLY WIT; 4 LIMITII,r, STUD HEIGHTS (-_44R7_ DO NOT SIPLIO-E STRI'fc-RERAL I"EtIBERS BEETUE' EN 5 ORTS a- AND_IOR AND NAfLII3s Ar, 5qouN, AND To OOMF1_-Y UATH THE REED NAILUr & OI-EDLILE FROM THE STANDARD BLITLEM45 =E, LATEST FIDIT101V 9- ROOF S44EATR 111&" 065 OR I2° CDX SEE DRAWINGS FOR NAILING PATTERNS. VEF,:11FIGATION OF FIELD GONEDITION5: 1, C-ot ITOR SHALL VERB ALL FIELD CONIEIMIi5 AND DRELATIVE TO SANE- ULA-EFE THERE ARE CONFUCT5BETWEEN ACTUAL FIELD GOIVITIONIS A?4D DATA FRESENTED IN T"E DR, 5LICP COVVTIO45 SHALL BE CALLED TO THE ARCPtTECT'5 ATTEWYON AND NECESSARY AD_w5TMENT5 MADE PER 415 W1STR1_ r_TION5_ 2, FOR ANCA-IOR BOLTS, U5E pik,4f15 OR EojtVALB4T (A-36 OF A-301 STEEL) 3- PROVIDE 2X4 BLCCKJri,', ON ALL SIDES OF THE RIDGE VENTS UXT44 eld NAILS AT 4' ON CENTER FRE ENGINEERED WOOD FLOOR TF3155 0 24' Or-, MAX. A Ak fOEI,IAtL FLOOR TRUSS TO TOP PLATE W 16 IFENNY NAH-5,(2) I ONE SIDE, 0014TOE OTHERDETAIL: INTERIOR BEARING WALL W1 NO UPLIFT i ryq,23 a Virm* mniza Caparro3fo .4., _'j 3 Aar fji ME Z) L0 1714 Jjj W 0 oIsMElid-4-d 14 by, d- design sheet S1Of: e T 058 SN£AYHR,Ks FLOOR PLAN PEllli. 24° O.C. 6) 2x4 CONT lD lfn2-ZX4 l/I6" OSB V* ' TOP PLATE -A o O EA. SIDE (TYP.) OR U2" CDS' O 2-2x413TOPPLATE o OR 1 B _ / 1/16" 055 O' g EORi/1" CDX SADDLE 2.4 F tDE " 1 X4 S1- / OR 1/2" CD LHCRICKET2x4BLOCKINGa !6" O/C COE 2X4 NAIL EA. SIDE (tYP-7 PROVIDE 2 TO EACH TR7U55 2x4 BLOCKING ZX4 Di GRIGKEY MEMBER ill/4 GABLE BRACE // 2X4 S7UDIradNAILSE36" O/C2X4F`7- 1_ E?OT. PLATE—` / CONT, 2X4 NAIL LH ME EACH TRUSS AS SHOlj-N F D NEA. SIDE (TYMBERP) ROOF TRUSS PE;sI.T. g 2A" O.C. _ STRAP E m a°o C STUD W/-B- ®r: LIPTO TOPCANE wcmL m1. / a BOY. PLATE ` WlVl o x L2 cm WALL .. IA&I SOLID CM WALL — ROOF TRUSS 05B OR 1/2" CDX FRAMING SECTION THRU CHIARNEY INTERIOP. CHIMNEY 41 U14LL SECTION FRONT ELEVATION SIDE iNTER10R CHIMNEY DETAILS CHIMNEY DETAIL EXTER#OR CHIMNEY DETAILS ELEVATION ICD CONNECTION HTS ECD - U) Q 2X 5TUD6 e16" OOa NOTE: 1 u2" SPAcs CLEAR T 3la" FLOOR SNEATN1Nc w }Q-F- ALL F MATEPAL5.E 5UM OF TWO RISERS -- ' ®® H f gNDONETREAD, EXCLUSIVE s . aFTHEPROECTIOdOF Z11/LESS 2XI2 TAN 24R EXCEEBE D 25' T- NOTE: SEE FLOOR ODPLAN FOR5' TO 1/2" GAP TYP- TREAD DE=TH13 — i6 ° WOOD FLF- 3/4" F OR SHE C — TRUSSES o NAx/ MEtA B CKETS =2Y,I2 2O" Q 2-2Xf2 @ BOTT0'l LL2x12STAIRS7Rl4GEERJI -A TL0FLArEzx6aRACNaj w w z L IX6 5 1/2x LHBRACKET.DET AIL- W , £ s & T J Iw m f lTREAD w o- Cz J. s j ,\, 7X4 WALL w 2Xi2 STRINGER FASTENED FReB ocK r ! =z m E n° DRYWALL 30TTOt 8 U EDGED d ` 2x STUD WA L xn FIR 3KftT BOARD — TOEN41LED INTO 2-2X.IQRAPED MALL w 2xI2 5 Z' TOP 1 a $a UPATSTAIRS2)TREAD Ilff 1x STUDS nth" O.c.gg V X STUD WALL TYFICAL_ 5Ii `OGLE _ - `s0 9mbDETAIL: AOru nl _ _ 2Y, tRL TO ALLp9 2x4 STRINGER FUN }\ I5 T - I m - i f l3, D"_ j" DR UA L A O KRi LEDGER _ _ 2 i BOAST TdSTALLATI'.---__------P.T_ZX4 NAILER ---___-- P.T. BOTTOM PLATE P.T. 2x4 NAILER a ; HANDRAIL3-3° 2x4 NAILER _________________________________________ TO WALL DETAIL: 5TAI TREAD WALL0101, ST,4IfR AND LANDING; DETAIL g _s H. tI- E MISSED FILLED CELLS CAN BE REPAIRED ' m S UPLIFT ° OF MTSVI MNd. IOd NAILS MN1 OF 3A6° ® m FROM T; SS STRAPS TO PEkUT. T TO CM PROPERTIES EPDXY GROUVNt , (1) 5 REBAR (SEE EPDXY g ± RTIES AND SPECIFICATIONS M AC1Ui R ( ) (EACH STPAP) (EACH STRAP) LIOJID LPL OR EI;WIVALFNT ") INTO BOND BEAM AND I 0-131 I l 4 S ON PLANS BUT NOT FILLEDIH THE FIELD 132- 14b0 2 1 4 PROVIDE b° MIL EMBED. AND 3/4"7 HOLE INTO E N G I pa ® aE E R I N G g'3 BOTH THE BOND BEAM AND THE FOOTING- (a 7) na-- M: (° 7) na-5- a z` IF AN "A" STRAP IS MISPLACED ^ ^ v a. eox ssisv3 sbr»torri sawucs. n z/ts g OR i-0R'OTTEN AFTER THE TOP t3CND SEAM 24" OR A3> oR (FCY, G) mou 5 . Eaves+ vc; a7s7s E g sF' O.?RING GF THE LWEL BEAM 5 AT 48" -]24° S E PL FOR 05T SIZE n AT TOP OF CM/ WALL THEN A PRE-ENGINEERED O.C. m o g SIMPSONMT5i& CAN BE 5LE!,STITUTED WOOD TFL155 FOR EACH MISSED ®A" STRAP (TYP- U.ON.) - - -' - - - - - Q V T PLEASE SECURE EACH MT5ib STRAP PROVIDE 20 Ga. GALV. PROVIDE (I) 5 AT 4a" FLASHii FOR TRUSS BOND BEAM W/ _ FOILTHEATTACHEDTABLEANDOL. VERT. AND {2) 5 TO SIT ON (V S CONT- (1) 5 CONT. }' ACCORDftYaTOTHEUPLIFTFROMPRIDE25, BELOW EA POST Z (2) S"flSON T522 (243OLb. max LA-LiFT) or THE TRUSS MANUFACTURER INSTALL ALL SPLICES (TYP.) LOCATION FILL ALL ; G-IpER (2) P1,11,HES RT22112 (2WOLb. max dlPLIFT) Or TAPCCNlS WITH 1-1/2" MN. EMBED- CELLS WITH 2S00 PSI _ PROVIDE OPEN ._. LONG. ALTERNATE HEAD JT. AT 48" Or (2) 5EMCO AD5-2 (34-12Lb. max UPLIFT). POO' S IN END, FOR WEEPS l-9 LINTEL BEAM W (1) 5 CONT. CM WALL FILLED CELL VAI2x4 POST SEE LS° GMU WALL-- - SLOPING 1) 5 VERTICAL BRACE EXTERIOR SIDE GRADE AWAY DOUBLE Toi' OF WALL DURING 8" Ct _ - FROM HOUSE PLATEFLAN FOR C3UANTITY _ COMPACTION OF THIS v - `"1 MP- 0N MTS* . AREA 5 48" O.G- A II a ,„ ;, , ".r a ,r° , ` 5(' '^ dl-byd-4esgn 9" MIN. d by: j- ATTACH TAPOONS T \ \\ EM8EDMENT . EVERY OTHER HOLE EPDXY GROUT 5 RE R daW date: OT-22101 O INTO FCOYVt i At$7 TOP OF FOOTER .;t _. BEW/ 6" MAN. EMBED. It CONT - 2 3° CLR COv. i f sheet - NOTE: 7APCONS SHOULD BE INSTALLED . AS ALL RESAR (TYP.) <7 T 7 T ?•`" 311 INSTRICTACCORDANCEUTHTFStiDtlAV 'l 'i '_. - _ - 7 mgy ye.o.. " w ° AGTLP; d-" REC ATIOd5 NOTE: EPOxr SWOILD BE N5TALLED IN WP RETAINING WALL AT PATIO STRICTACCORDANCEWITHTHEMANUFACTURER'S // REGOL9MENDATIO. 18. NOTE: BRACE SIDE OF WALL ADEC4,LTELY DUIRWI COMPACTION DETAIL for (2)2G Sur 3UTit M MISSED "A„ STRAP DETAIL _ PATIO SLAB. LEAVE BRACES for (ill c :r Eia C % _r p [-/ PAISSED FILLED CELL DETAIL Ir PLACE FOR T DAYS AFTER 3„. r•. - SVIi i. PATIO SLAB IS POURED of; rf rl 0 HAN®R.,41.[L TO HAVE A CIRCULAR, r-RO55 SECTION DIAMETER BETWEEN 1 1/2' TO 2", OR TO FROVIDE GROSS SECTION KITH F-OUIVALENT RA5PA51LIT"r'PERFORMANCE REFER TO FLOOR PLAN FOR STAIR SECTION 5FEVI'10 TO THIS MODEL fu 2XI:2 STRINOEF-5 AT SIDES 4 CENTER OF STAIRS W/ 2X4 SFA-CER AT SIVEENALLS. A77Ar-14 5FACER TO EACH STI.)D WITH (2)ICcI NAILS ILI M 94 RI42X12THEf x UVATI SUM OF (2) RI5F-F15 PLUS (1) TREAD MUST EQUAL 24" TO 25" 5/4' SUB -FLOOR 2X8 STAIR LEDGER CONNECTED TO FLOOR TRU5S YqITH 10d NAILSTATTAr-H EACH 2XI:? STRINGER TO LEDGER Y41TH (2)16,d NAILS THRJE LF-016ER INTO STRINGER AND (2)iOd NAIL5 TOE -NAILED ON EACH SIDE TTRTA RISER TO EACHERI,'V(5),E5d NAILS TO EACH STRINGER N1 (5)10,d NAILS TOTAL STAIR RUN TF;,'EAr:) = I" EXCLUSI E r- NOSING T"f"PICAL- 5TAIR cCN5TRUCTIALVirginia Caparros APR J 7 2003 13 - T lm z w u0 A wit C) Eli U-) HUIC'4wUlf de.o. d W- 14 decked by: away d.W-. Ul-22-01 sheet S2. 1 I9 2X4 BLOGKW, m 24"O,C. TYR ROOF a ROOF TRif55 .- (TYP. LATERAL TOP OF WALL ,f*. F ASS T ' R f2) t2d NAIL5 TO ROOF TRUSSES) V i idiKGLES OVER TRv 55 LAYOUT gg B• PELT OVER G a (iYP_) _ (V t2d NAILS (TYiP-) lF1o" O.Sb. -- - 2-2XIo UNLESS J _ OTHEfWSE NOTED 1/21 Df YUTV/ ..L_ ---2 - 2x, TOP PLATE WOOD T ES llii---_ _ .-_ ON F_OOF PLAN W/ 'a, 32` OfG STRAPPED AS 514OUN ON 1R" DfRMALL-...-_....__ R-H BATT it45,1LATV_N - TRUSS LAYOUT NI ( i_ STUCCO _._ TRAP TIES - 1/0' $TUCGO OVER METAL LATHFIN15H (ALTERNATE 2- D S5-OVER " FELT OVER OSS. tX2P.T. 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