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HomeMy WebLinkAbout165 Bristol Forest Trl - BR03-001759 - SFRC7 PERMIT ADDRESS SUBDIVISION t7 in CONTRACTOR PERMIT # 3_ 1 J DATE - 'G ADDRESS Centex Homes PERMIT DESCRIPTION 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 PERMIT VALUATION 407-661-2176 PHONE NUMBER CGC 049689 1 SQUARE FOOTAGE clC\ 1 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR 0 ` MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE Y CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at. 165 BRISTOL FOREST TR for which permit 03-00001759 has heretofore been issued on 5/13/03 has been completed according to plans and specifications filed in the office of the Buildi Official prior to the issuance of said building permit, to wit as ,A ;r,q-curvtily complies with all the building, plumbing, electri64d, zoning 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 DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Cj °l (S5 M• rkl:x- Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Drainage Maintenance Bond PUBLIC WORKS: Street Street Paved Name Street Signs I oltb 5`Lights Storm Sewer Driveway Street Work FEES PAID 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 7/17/03 10.00 01-APPLCTN FEE -PLUMBING 6/16/03 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: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at. 165 BRISTOL FOREST TR for which permit 03-00001759 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 6/10/03 35.00 01-POLICE'IMPACT - RESID 5/14/03 91.93 01-RADON GAS TAX FEE 5/14/03 14.95 01-ROAD IMPACT FEES 5/14/03 847.00 01-RECOVERY FD/CERT. PGM. 5/14/03 14.96 01-SCHOOL IMPACT FEE 5/14/03 1384.00 WD IMPACT:SINGLE FAMILY 5/14/03 650.00 SD IMPACT:SINGLE FAMILY 5/14/03 1700.00 o "s ry-\ 1o11L11CrS OWNER BUILDING OFFICIAL / DATE i CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: 0--)- n,'S A ADDRESS: CONTRACTOR: PHONE #: ( y0'1> 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. 1o/ g/03 ngineering Public Works Utilities ire n IL ping L icsing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANC' REQUEST FOR FINAL'INSPECT119io SINGLE FAMILY RESIDENCE***,— .o DATE: v: ° C c v o<v HCM , PERMIT# : a 3 - "l 1 CW' c'u"' 6 C„) v V V C ADDRESS: t W- LA - CONTRACTOR: PHONE #: y0'1 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. ; Engineering ire n Public Works ping `A alities iiceia'sing CONDITIONS: (TO BE COMPL ED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE. ty -- a-c 3PERMIT #: O`er- \-),5c1 ADDRESS: CONTRACTOR: PHONE #: t yo'l yU- 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 ire n IP ublic Works '' sPf.ning IA Utilities icensing n ,Q CONDITIONS: ( TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) w FF i FEDERAL EMERGENCY MANAGEMENT'AGENCY jO.M.B. No. 3067-0077NATIONALFLOODINSURANCEPROGRAMExpiresDecember31 200E ELEVATION CERTIFICATE Important: Read the instructions on pages 1.7. SECTION A - PROPERTY OWNER INFORMATION For insurance Company Use: BUILDING OWNER'S NAME Policy Number CENTEX HOMES BUILDING STREET ADDRESS (IncludingApt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 165 BRISTOL FOREST TRAIL CITY - STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 60, PRESERVE @ LAKE MONROE BUILDING USE (e.g.; Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: D GPS (Type): 110 - ##' - ##.##" or ##.##### NAD 1927 NAD 1983 USGS Quad Map Other. SECTION S - FLOOD INSURANCE, RATE MAP (FIRM) INFORMATION B1. NAP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE SEMINOLE COUNTY 120294 SEMINOLE FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOODELEVATION(S) NUMBER B5. SUFFIX 86. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding) 1202940035 E 4/17/95 4/17/95 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in 89. FIS Profile E FIRM Community Determined Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: E NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area orOtherwise Protected Area (OPA)7 Yes E No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings* Building Under Construction* E Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building forwhich thiscertificate 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/A1-A30, AR/AH, ARIAO Complete Items:C3: a-i below according to the building diagram specified in Item C2. State thedatum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used forthe BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum_ Conversion/Comments pe Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes E No o a) Top of bottom floorjinduding basement or enclosure) . 14. 3 tt.(m). o b) Topof next higher floor 23.8 ft.(m) c o c) Bottom of lowest horizontal structural member (V zones only) N/A. ft.(m) o 0 o d) Attach6d garage (top of slab) 14. 1 ft.(m) E. 1 o e) Lowest elevation of machinery and/or equipment w i° servicing the building (Describe in a Comments area) 13.8 ft.(m) E- o f) Lowest adjacent (finished) grade (LAG) 12 ,1 ft.(m) z' m o g) Highest adjacent (finished) grade (HAG) 15. 1 ft.(m) o h) No. of permanent openings. (flood vents) within 1 ft..above adjacent grade 0 3 o i) Total area of all nnanent o nin s (flood vents) ' C3 h 0pegin (sq. cm) SECTION D --SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME: WILLIAM R MUSCATELLO, JR LICENSE NUMBER:. 4928 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUTH STR ET E.18 ORLANDO FL 32803 SIGNATURE DATE TELEPHONE 10/13/03 (407) 426.7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions I — IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 165 BRISTOL FOREST TRAIL CITY STATE ZIP CODE Company NAIC Number iSANFORDFL32771 SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner, COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL; MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT Check here 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 for useas supporting information for a LOMA orLOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed —see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. Thetop of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(crn) 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's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E forZone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, a C, and E are correct to the best ofmyknowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) . The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below, G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. ,(Indicate the source and date of theelevation data in the Comments area below.) G2. Acommunity official completed Section E fora building located in Zone A (without a FEMA-issued or community -issued BFE) orZone A0. G3. The following information (Items G4-G9) is provided forcommunity floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: ft.(m) Datum: ft(m) Datum: _ LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 60, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGESr1.2-15 OF THE PUDLIC RECORDS OF SEMINOLE COUNTY, FLORIDA' PC NOTE:: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS.THE THE REQUIREMENTS SET FORTH IN THE \ S OCITYOFSANFORDCODECHAPTER6, SEC. 6-7(A). SS k yT FST ; OP S S p cly12.2 A Ri r O ly`.•,;:. C / - GRAPHIC SCALE Fgs Me r `SQO ti2'\ 0 15 ooti'' LOT 59 O ;. fT;.. , O V'7+QP OA - \ter •!/ \ O- hO0 163 ;.' \ \ A v PI ry , 5• .°iS°, sF, iyRFr St„ SOSSl •-T1 s°r60 k roAlgrr°q"<' o, S OO. old r rp9c , j/ y,S + O! qr 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 10-7-03, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLANE ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY - VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 60 BEING S 54'23'11" E PER PLAT. FIELD DATE:) 6-6-03 REVISED: SCALE: 1 = 30 FEET APPROVED BY: WRM FINAL 10-7-03 CKB ASM 39674 FORMBOARD 06-13-03 CKDJOBNO. PLOT PLAN 04-01-03 CKB DRAWN BY: LOT FIT 12-12-02 CKB LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE EXISTING ELEVATION O-CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR, PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/W CONCRETE WALK 5/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS , POC POINT OF CURVE ORLANDO, FLORIDA 32801 (407) 426-7979 FIFIED TO AND FOR THE USIVE USE OF: IERCE TITLE COMPANY IERCE TITLE INSURANCE COMPANY MORTGAGE COMPANY, LLC OFND 1/2-IRON ROD AND CAP LB #68 (10/07/03) - QFND NAIL AND DISCLB #68 (10107103) OFND 1/2"IRON ROD AND CAP LB #6393 (10/07/03). CNA CORNER NOT ACCESSIBLE A DENOTES DELTA ANGLE L .DENOTES ARC LENGTH C.B. DENOTES CHORD. BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES. POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT CHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON, LINE' PCC POINT OFCOMPOUNDCURVE 30 1 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 611317- 6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. io- Id-o3 FOR LK - MM YM *( THE FIRM R. M SCATELLO A SM#4 28 DATE PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 60, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PU(3LIC RECORDS OF SEMINOLE COUNTY, FLORIDA PC NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE eR/STDCITYOFSANFORDCODECHAPTER6, SEC. 6 JJF /rF( C• YlOF `)T C) x 141. OJ994ii8ig O J J6SS cFti12.2 SQ,' RioyTF`FNe\ o. s 1 r i .:".C/7.}.:.•.,.: C .i O.^7O - GRAPHIC SCALE v0O ' 'ry2h \ 0 .. 15 30 LOT 59 J/ Pi Q J I- !v SFr Sr J fF'sso Feor F,P < c4r% <, oo, p0 So. At h A, VJ 4T10 Ph JJ P2 JO V 15.0 c, so T JJ .,(0 SQ J 00 , r A 4 LOT 61 CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE . BEEN FIELD VERIFIED AND ANY LEGEND FND 1/2- IRON ROD AND CAP INCONSISTENCIES HAVE BEEN NOTED ON THEO LB 068 (10/07/03) SURVEY, IF ANY. BUILDING SETBACK LINE FND NAIL AND D15C CENTERLINE 1 s LB N68 (10/07/03) 2. PROPERTY CORNERS SHOWN HEREON WERE RIGHT of WAY LINE FND IRON ROD AND CAPOSET/FOUND ON 10-7-03, UNLESS OTHERWISE EXISTING ELEVATION 39LBN63 (10/07/03) SHOWN. CNA '. CORNER NOT ACCESSIBLEOCONCRETEpDENOTESDELTAANGLE 3. THE SURVEYOR HAS NOT ABSTRACTED THE LB LAND SURVEYING BUSINESS L DENOTES ARC LENGTH LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF LS LAND SURVEYOR C.B. DENOTES CHORD BEARING WAY, RESTRICTIONS OF RECORD WHICH MAY PRM PERMANENT REFERENCE MONUMENT PC DENOTES POINT OF CURVATURE AFFECT THE TITLE OR USE OF THE LAND. PCP PERMANENT CONTROL POINT PER PLAT PI DENOTES POINT OF INTERSECTION PRC • DENOTES POINT OF REVERSE CURVATURE M) ) MEASURED PT DENOTES POINT OF TANGENCY 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN FNo FOUND TYP TYPICAL ' A/C AIR CAL TIONER LOCATED EXCEPT AS SHOWN. C/WS/W CONCRETE WALKSIDEWALK CBW CONCRETE BLOCK WALL CP CONCRETE PAD RP RADIUS POINT 5. NOT VALID WITHOUT THE SIGNATURE AND THE CSC CONCRETE SLAB CHORD LENGTH OHU OVERHEAD UTILITY LINE . ID IDENTIFICATION ORIGINAL RAISED SEAL OF A FLORIDA LICENSED PK PARKER KALON POL POINT ON LINE' SURVEYOR AND MAPPER. R RADIUS PCC POINT OF COMPOUND CURVE POC POINT OF CURVE I HEREBY CERTIFY, THAT THIS BOUNDARYIHAVEEXAMINEDTHEF.I.R.M. COMMUNITY PANEL SURVEY, SUBJECT TO THE SURVEYOR'SNO1202940035EDATED4/17/95 AND FOUND NOTES CONTAINED HEREON MEETS THE APPLICABLETHESUBJECTPROPERTYAPPEARSTOLIEINZONEX. MINIMUM TECHNICAL STANDARDS" SET FORTHAREAOUTSIDE100YEARFLOODPLANEBYTHEFLORIDABOARDOFPROFESSIONALELEVATIONSSHOWNHEREONAREBASEDONSEMINOLECOUNTYSURVEYORSANDMAPPERSINCHAPTERVERTICALCONTROLASFURNisHED. 61G17-6, FLORIDA ADMINISTRATIVE CODE BEARINGS SHOWN HEREON ARE BASED ON PURSUANT TO CHAPTER 472.027, FLORIDA THE NORTHERLY LINE OF LOT 60 STATUTES. BEING S 54.23'11" E PER PLAT. l 1 h1-Gb-03FIELDDATE:) 6-6-03 REVISED: SCALE: 1" = 30 FEET APPROVED BY: WRM FORFINAL10-7-03 CKB rAMERICAN SURVEYING MAPPING ASM39674 CERTIFICATION OFF AUTHORIZATION NUMBER LBN6393 TFtE FIRMitfFORMBOARD06-13-03 CKB JOB NO. 320 EAST SOUTH ORLANDO, STREET, SUITE 180 FLORIDAPLOTPLAN04-01-03 CKB LOT FIT 12-12-02 CKB WILL IAM R. M SCATELLO JR. SM#4 28 DATEDRAWNBY: 32801 (407) 426-7979 i h CITYOF SANFORD EERMTT APPLICATION Permit # Da Job Address: C i Description of Work: Historic District: Zoning: Value of Work: S 4(oc Permit Type: Building Electrical Mechanical v Plumbing Fire Sprinkler/Alarm Pcu Il . Electrical: New Service — # of 9MPS Addition/Alteration Change of Service Tempor* Pole Mechanic4 Residential :' Non -Residential Replacement New (Duct Layout & Energy Cali. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines #rof Gas Lines Plumbing/New Residential: # of Water 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 require.& fov oicliter iban X) Parcel #: Owners Name & Contractor Name & Address: Phone & Fax: Bonding Company: Address: Mortgage Lender: _ address: Architect/Engineer: _ Address: Attach Proofof Ownership & Legal Description) Phone: License Numbe Phone: Fax: 0 7 5ds36046 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COb TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. j NOTICE: In addition to the requirements of this permit, there may be additional res "lions applicable this county, and there may be additional permits required from other govemmenta unties such as w Acceptance of permit is verification that I m I I notify the owner of the propeM Hof the Signature of Owner/Agent Punt Owner/Agent's Name Date Signature of Notary -State of Florida Date in compliance withajl"applicable: lr.ws regulating ICE T MAY RESULT IN YOUR PAYING ISULT ITH YOUR LENDER OR AN pe that maybe fo nd iii the public t ecords of ent districts state gencies, oi; f(sdera.l agencies. n FS 713. Stgnatur oV,Mmaetor/Agent / / Dale ROMRT G. DELLO RUSSO IlConti- actor Agent's Nam Simature of No-n-State olrFlonda Date Owner/Agent is Personally Known to Me or Contractor/Age a Personal'., Known to Me or Produced ID Produces :D Al'PLICA1 ION APPROVED BY: Bldg: Zoning: Lr:.:::a: FD: Initial & Date) (Initial & Date) I & Dal: ny'Py •., MIFUNDA C. TURNER neciafConditions: ;$'= Y MMISSION#DD212893 EXPIRES: June 14, 2007 ip OP•• Bonded Thru Notary Public Urtderrvriters S-06-203 12:S2PM FROM l f I! ,I J Y;v: )• i!; J •"V '.'1, t: '..1..t ,. , r.14, CM OF SA-NFORD PERMIT APFUCATION \\ // 4Permit1 Date: Abnc D` Job Address; Description of Work: 1rA , cl C7C. l_%+S 11( r1 e s/ Historic District: I Zoning: Value of.Work-, 5 Permit Type: Building Electrical X Mechanical Plumbing Firc Sprinkler/Alarm Poctl _ Electrical: New Service - # of AMPS Addition/Altera6on Change of Service Tempotlry Polc Mechanical: R,esidmtial' Non -Residential Replacement New (Duct Layout & Fnergy Gay Required) Plumbing/ New Commercial: # of fixtures 9 of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential Commercial Ind=hal Total Square Footage: Construction Tyne: _ # of Stories: # of Dwelling Units: _. _ Flood Lone: (FEMA form required rot, utuer Pyrce1 n: (Arrach Proof of Ownc"nip & L.egat Description) y Owucrl game & AddrmS: Centex Homes 385 Douglas Ave.. Suite 2000 Al tamnnte Springs, FL 32714 Pttonc: 407-661-2150 _ I Co0te4ctorwamc&Address: Approved Electric Co, of Florida 4874 S. Orange Ave. Orlando FL 32806 $rate License Number: EC0002494 none , Fax: Fax 4(n7-851-1 22fi Contact Person:John Findlay Phone: 407-851-1220 liondlo Company'. — cdre;c tort s c Lender Arglulcct/En;;incer. 10(c:si Phone: VAX: npphcauon .s hereby trade w obtain a permit to do the work and installations ss indicated. I certify that no work or installanon has commenced pr.,, I:: I,,c ssuan c cf a permit and that all work will be performed to meet Standards Of all laws regularing construction in this jurisdiction. 1 understand that a sepu-dtc prrmii mus;'oc secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES. BOILERS, HEATERS, TANKS, andA!n : `'OfTtONERS, etc. O WNER'S AFFIDAV rr: I certify that all of the foregoing infomtation is accurate and that all work will be done in compliance with all applical>Ir. iu ,: I ci;Lianng Oruw-^.on and zoning, WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RHSUI:I IN `; C JJPR u'ICE FOR QvfPROVEMENTS TO YOUR PROPERTY. rF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANn'.'FO cY BEFORE RECORDrNG YOUR NOTICE OF COMMENCEMENT, NOTI F.; to aadibon to irbe requiremerits of this permit, there may be additional restrictions applicable to this property that maybe found in the public rrcor= o: his cunt, and there may be additional permits required from other governmental entities such as water management districts, $talc ugencics, or recic;,l arcncic> Acccpaccc of permit is verification that I will notify the uwncr of the property of the req S:gnatwe of Owner/Agent Uatc P:ic! Owner/Agent's Namd g tarn e or Notary -Stare of Flond;t - Datc i-)wncrrAgcnt is _ Pcr$onall% KR01171 to Me or induced IU J,N AI H(OVEI) liy, 131db Guuinb Initial I.)te; — Zoo gnaturc of Contractor/Agent Daic Charles Cannon __- Print Conuactor .-\gcnt's Name a urc of Nn ry-$,ale of Floncc Dote 11* PA-I'RICIA A. KADUL C ; X t `OIvIMiSSI0NDD013206' Contrtclpr/Ar; .; ,Prnun;,l., Known ,o M w4o'4a EXPIRES: March28,2005 I tudot:":.J 1-8o 3 tI )TARY FL Notary Service & Bonding, Inc.' L;...•. _ rD: Initial t)atrl (Initial & i)atc) ( . i I l ti Ua:: x R" Smm77s, 'ilJ'i '°tS .': d -k v i \ t: ' S"4€i^t+'xt"W`" k 1,71 Y, ;• 9 IS` ff CITY OF SANFORD PERMrr'APPLIICATION >f Permit # : O 3 ./ %. / Dare Job Address: TAe_ L /dI re i' f 74L • L / ?0 t4 r 0 e 4°r 4g_., Q_a. v P , Description of Work. Historic District zoning: Value of Work: sa Permit Type: Building -. Electrical Mechanical Plumbing Fire Sprinkler/Alarm PoQI , r Electrical: New Service # of AMPS Addition/Alteration Change ofService Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calq. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets --3 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: ey n p Phone: _ Contractor Name &"Address: __ /%'aGd K't /L / Xe604.4 o ? l4 . 3 21 State License Number: C r C O S 760 A' Phone & Fax: Contact Person: Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated..I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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 record; 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 FloridaLienLaw, FS 7,13> D Signature of Owner/Agent Date Signature of Contractor/Agent Date =o' cfWtQ r r /G t;-*-,t. 44 Print Owner/ Agent's Name Print C r 4ge ame a Mn x o is- co CD c Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date raa a o' Zs° dar2p Owner/Agent is _ Personal]% Kno%%n to Me or Contractor/Age-: is _ Personali. Known to Me or Produced ID _%P oduce :D Q w M.; APPLICATION APPROVED BY: Bldg: Zoning: Ua'::.ties: FD: Initial & Date) (Initial & Date) (Initial K Date) (Initial & Datc Specia! Conditions: REVISIONS PERMIT I/ ADDRESS CONTRACTOR CENTEX HOMES / PATRICK J. KNIGHT PH #- 407-661-2176 FAX 407 - 661- 4089 DESCPRITION OF REVISION: ADD PLUMBING RISER DTAr.RAM Tn PIANq UTILITIES FIRE BLDG- 1 1/2" V.T.R. II/2" II/2" LAv LAV W.C.1 3" 211 TUB 2" V.T.R. 1 1/2" V.T.R. LAV 1 1/2" 3" Li W.C. 3 COMB. W+v TUB 1 1/2" 3" 2- K.S. 2" 3° 2" 311 211 Li Wm. LAV 1 1/2" 3„ 211 3" W.C. 3„ 41 250 f PLUMBING i@IS R O 411- Cd c7 L tLcro I P I COUNTY OF S[MINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 1O3-7 473 DATE: ..... .... ... BUILDING PERMIT NUMBER:: (CITY) 'COUNTY NUMBER: UNIT ADDRESSx I65 -------- ' ---------- RjIL TRAFFIC ZONE: ___ JURISDICTION: 06 CIT_OF _........ .... ___ .... ....... SEC: 22__ TWP: l9__ RNG: _8_ PARCEL: SUBDIVISION; IE HARY PLAT BOOK: bZ_ PLAT BOOK BLOCK: LOT: CEVIEX HOMES OWNERNAME: ADDBESS: _ g.e 7. _ ______.......... ... .... .... .... _.... ... APPLICANT NAME: - --------p;-B 2{f--------'------------------------'---------' ADDRESS: .............................. USE CATEGORY: 001 - Single Family Detaahed House TYPE USE: Residential ' WORK DESCRIPTION: Single Family Mouseu Detached - Construction ` F E BENEFIT RATE FEE UNIT RATE PER # & TYPET8TAi, UE 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 $ 54.0O SCHOOLS CO - WIDE O dwl unit $1,384.00 1 $ 1,384.O0 AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: JACKIE £I8NATURE PLEASE PRJNT NAME) 9i DATEu/___`// NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT It! YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1- COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** . PERSONS, ARE ADVISED THAT THIEI IS ASTATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE .OF A BUILDING PERMIT. PER ONS ARE ALSO ADVISED THAT ANY RIGHTS OF AE APPLICANT, OR OWNER, TO APPEAL THE OF THE OAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE ' EXERCISED BY FILINS A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF TI(E / L/ COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS -\ MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. pAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT , 30O NORTH PARK AVENUE // MP` SANFORD. FL 32771 ~ | PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD R[FERENCE THE STATEMENT NUMBER AND CITY BUILDING F'ERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ' THISSTATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** LY BUILDING PERMIT****#*************** CITY OF SAN,FORIPERNIIT APPLICATIONFIN Permit No.: ^ S Date: Job Addre 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 3 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 Ftg:41' !& Value of Work: S 10 91Y22-60 Type of Construction: CONC . BL K. /06 Flood Zone: Number of Stories: Number of Dwelling Units: 1 Parcel No.: ' 22-3-9-30-502-0000- 06ig 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 (PATRLCK J. KNIGHT, PRESIDENT) State License Number: CG. C049689 Contact Person: MIKE ENWRIGHT Phone & Fax Number: 407-661-2184 *** 407-661-4089 Title Holder (If other than Owner): N/A Address: Bonding Company: N /A Address I Mortgage Lender: N/A Address: _ Architect/Engineer HURRICANE ENGINEERING Phone No.: 407-774-9003 Address: P.O. BOX 161613, ALTAMONTE SPRINGS, FL 32716 Fax No.: 407-774-8477 i Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit'and that all work will be'performed to meet standards ofall laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all 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. APR 9 200 APR 9 200 Signature of Owner/Agent Date Signature of Contractor/Agent Date ! PAT KNIGHT PAT KNIGHT Print 0 er/Agent's Name Print Contracttw/Agent's N e 9 zoosAPR092003AP, IR, 2 t Y vkM, SiJ6iJtur6 of Notary -Slat Florid Date 91,91nature ofNQ' ' ay,-- t -o Flori e Date KiMS Fit Y A StC1! ! t5S1r lF hUtS9Nc( 039 900KIMBERLYA, BROWN EXP ,LS 24gPnderwntersHoded TtfU ^c.aty?uucUDD 093590Wilr Mftp *_ 29,900, Bond tTttu', 1:^o";cJnaeywnters uwc+riavr,- raas+ew swasx Owner/Agent is X Per onally Knownto Me or Contractor/Agent is XX Personally Known to Me or s Produced ID Produced ID APPLICATION APPROVED BY: J. Date:' Special Conditions: Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL a i 5rinenc t C`rxll ; Ofrdv -Appraiser I I111 16. First St. it'll rtl 1.1.-12771 111^-nn_a51AA GENERAL Parcel Id: 22-19-30-502- S3-SANFORD 0000-0600 Tax District: WATERFRONT REDVDST Owner: CENTEX HOMES Exemptions: Address: 385 DOUGLAS AVE STE 2000 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Property Address: Subdivision Name: PRESERVE AT LAKE MONROE Dor: 00-VACANT RESIDENTIAL 1 ® C 2003 WORKING VALUE SUMMARY Value Method: Market Number of Buildings: 0 Depreciated Bldg Value: 0 Depreciated EXFT Value: 0 Land Value (Market): 13,680 Land Value Ag: 0 Just/Market Value: 13,680 Assessed Value (SOH): 13,680 Exempt Value: 0 Taxable Value: 13 680SALES 2002 VALUE SUMMARYDeedDateBookPageAmountVac/Imp Find Comparable Sales within this Subdivision 2002 Tax Bill Amount: 2002 Taxable Value: LAND LEGAL DESCRIPTION PLATLandAssessMethodFrontageDepthLandUnitsUnitPriceLandValueLOTLOT60PRESERVEATLAKEMONROEPB 62001.000 13,680.00 $13,680 PGS 12 - 15 OTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem taxirposes. If you recently purchased a homesteaded property your next year's property tax will be based on JusUMarket value. http://www.scpafl.org/pls/web/re_web. semi noIe_county_title?PARCEL=221930502000006ON... 4/7/03 Cityof Sanford Building Divisiong 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 footcr sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. "The State of Florida requires bathroom compliance with Florida Accessibility Code. C. An elevation of all exterior walls - east, west, north, and south_ Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure, bearing and non -bearing interior and exterior walls, show all components of wall sections. e. Framing plan for floor joists where conventionally framed_ Plan is to indicate span, size and species of materials to be used. r f. Engineered truss plan with details of bracing, engineered beams for spacing openings toicarryandsupporttrusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: I. Garages/Carports sq. ft. 2. Porches/Entries sq. ft. 3. Patio(s) sq. ft. 4. Conditioned Structure 10 sq. ft- 5- Total Gross Area 1?-M 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. i 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit issued by Seminole County Health Dept- C. Arbor permit when trees to be removed from property. Contact the Engineering Dept. for details regarding the arbor ordinance and permit. d. Seminole County Road Impact fee statement. C. 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. Date APR 0 9 2003 Owncr/Agent Signature -- CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661-2150 Fax: (407) 661 -4089 www.centex-oriando.corn TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will serve as authorization for Jackie Caines or Nan Holmes to sign permit. applications and energy calculations for any lots owned by Cented Homes, obtain permits for same and receive Certificates of Occupancy, -in my name and license, for the subdivision and lot specified below: SUBDIVISION: PRESERVE AT LAKE MONROE PATRICK J. KNIGHT CGC049689 STATE OF FLORIDA LOT COUNTY OF SEMINOLE The foregoin instrument was acknowledged before me this PR 0 9 2003 by Patrick J . Knight, Division President of Centex Homes - Orlando). He is personally known to. me and did not take an oath. NOTARY PUBLI W—CU E;FiRES: I:f2r,h 2y, :2004 Bonded Tnni Nckar; Plib!ic undenvrlers CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661-21 50 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 CityofSanfordandathebasisfortheissuanceofPermitNo. for the following work: LOT I Q , , PRESERVE AT LAKE MARY SINGLE FAMILY .RESIDENTIAL (SFR) CENTEX HOMES 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 y F HoMFA v o c CENTEXHOMES ROGER DIXON, INTERIM CITY MANAGER Paqe 2 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 SI re Printe /Typed Name S e Printed /`Typed Name STATE OF FLORIDA ) COUNTY OF SEMINOLE ) Owner) Signature PATRICK J. KNIGHT Printed / Typed Name Title DIVISION PRESIDENT The foregoing instrument was acknowledged before me this APR 0 9 2003 day of by PATRICK J. KNIGHT as DIVISION PRESIDENT for CENTEX HOMES Elwho is personally known to me or who produced their Florida DriveCs License as identification. KIMBER, t iVYIV MY COMMISS;ON d CJ 098159C, EXPIRES. March 29 ;004 Bonder' 7h,u Nc(ary Pubuc 6nd,iiuIntets dNPryvblic Print Name - My Commission Expires: This Instrument Prepared By: KANYMNE MOP CLERK OF CIRCUIT COURT SEWINOLE COUNTY NAME: Debra A. Riggs -Centex Homes BK 04779 PG 024E 385 Douglas Avenue, Suite 2000 CLERK'S # 2003061302 Altamonte Springs, FL 32714 RECORDED 9%8505 FM Permit No. RECORDING FEES 6.09 RECORDED BY H Aolden NOTICE OF COMMENCEMENT 9 SEMINOLE STATE OF FLORIDA n COUNTY OF ORANGE THE UN13ERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement, l: Description of Property: LOT , PRESERVE AT LAKE MONROE Recorded in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. ' Y 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 ofFee 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 i 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 otherE 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 ifi Section 713.13 (1) (b), Florida Statutes: NONE I 9. Expiration date of Notice of Commencement (the expiration is date is 1 year from the date of recording unless a different date is sp ified) E Debra A. ,Rigg OFFICE MANAGER FOR CENTEX HOMES, )SS DOUGLAS AVENUE SUITE 2000, ALTAMONTE SPRINGS, FLORIDA 72714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS j APR 0 9 2003 BY DEBRA A RIGGS., - OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION nW& 2723 HOLDING CORPORATION, A NEVADA CORPORATION. DEBRA A. RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH. APR ffi4 NOTARY PUBLIC FNm CERTIFIED COPYCKIE CAINESMARYANNEMODEblicStateofFaridaCLERKOFCIRCUITCOURYn Expi. P ;fan 21, 200nSEMINOLECOUNTY. FL4R sion # CC891727 i ® Epllnl CI,t:RK , ` z SH-25 SH-25 22/ -24) (+22/ -24) EBRESS ii EGRESS----I-RA6- 6'FLAT CIACAWO BEDRM 03 j; BEDRM 112 B RAT CLG. e' I,,11I RAT M& II CAI7PET RR F8' CAM-TRR n' wr. 5 l0 N 8'-III!!' 2'-0" 3'-2' l'-II IR' 3'-9' -- OK, TTAAV 60H0 &-FOLD 0M68266E2X6coI FR 15 70" 2610 u6 Ii: BATk< yi L 1BATH. BRAT be 166E M 6B71$ I VB R 9 L 3'-n• 3'-9• n'-n I/2 766E 1- R . 9 2X6 NOTE: AIR HANDLER TO HAVE 9 0 MIN. OF 4" CLEARANCE ON ALL SIDES AND ENCLOSURE m SPACE SHALL BE MIN 12" L-. 011DER THAN APPLIANCE BEDRM " 4 OPT. GAMEN p.,1 MASTER BEDRM 6' RAT B'RAT Cm CAPo' EFLRT RR CARPETRRIS'-3 1/2" Ell 20'-4 1/1' C 4: 4 0 2X4 EE= RESS coL a SH-25 4X6 IV COL SH-25 SH-25 22/ -24) I7BL-25921/ -28) 22/ -24) 22/ -29) 9 EGRESS T- 10" 1 2'-10" I51. 6,_13" 4 l•_4" 1 CIACNT vATION ' 5* PARTIAL FRONT ELEVATION "B" d MASTER BEDROOM e ENTRYWAY WOW. SEAT m DW 6TPwR W 0I31-25 v!'osBFura1NTATE (+21/ -23) 24%WU SEAT 10,4- Iol3040 F. G. 2'-10" 2'-_V' (ELEV. B ONLY) 22/ -29) PARTIAL 2nd FLOOR FLAN 11511- SCALE • I.'• r-0' SCALE = 14'= I'-D" NOTE: EXTERIOR WALLS WERE VERIFIED SUFFICIENT FOR SHEAR LOADS ALL STRUCTURAL WOOD HEADERS TO BE DOUBLE 2' X 10" LINLESS NOTED OTHERWISE NOTE: ALL INTERIOR WALLS TO BE 3 1/2" 1 NOT : LEGEND UNLESS OTHERWISENOTED. SEE FOUNDATION PLAN NOTE: ELEVATION " A° SHOU,N. FORFILLED CELL LOCATION. W-0" AFF. BRA WALL ERICA NE ENGINEERING 4 7) n+-9f10.T FA(- (+ 7) 774-Un PO. MX 161613 ALTAR . M 5PB911:-5, R 3271E THaMlS 1- DERS6N PE11 —19 D% L`. I 3 14'-3' T-S' B SH- 23 b• 6yg d SH-25 SH-25 R(+22/ 24) cFrr Pan° 22/ -24) 22/ -24 o o - 6-0 X 5-8 5G1 36' FP PL- qAT 1E L I, I KITCHENNOOK o VgATCL4 9 6'RAT aA O FMwom>, RR - a FAMILY RM 0 5 RAT CM CARPET RR M K 1 1 S/ACX = 4 2'- 4' 2666 iLAUNDRY ' c 131;r. BALL K FIAT CLG. NNTL qRz ITT. I I' Y e UaLL 2 -CAR GARAGE DINING RM C'R`R B'FLATCIA 6 CAR E1qR11S _ 2,_. n 3'-2 20'-0 3/S" m 0 S 9 R' HIGHSTOPBRiWALLipaR1FC-- 111 Bidi 6NLL M I I 1 j1 LIVING RM I I I1 I 6' FLAT aA IB I GAfd'ET RR 8 i 16' X ANEL I' MCAST 1 LNIEL V N S TLT. ql I DBL- 25 21/ -28) 6'-2' Pi T-10' 2'40' 2'-S° 40'-0' LI H IIBERM. #4/ II HALL/STAIR WELL GAME RM. ii 11 11 IIINEGUT DOWN 2x12 TREAD ENTRY I. PWDR. RM. IX& BACK 2x12 5TRINGER STAIR INFORMATION HEIGHT: 9'- 4' LL LENGHT: II'-8• RISERS: 15 99 1 1/2" EACH TREADS: 14 P 10" EACH 1 2509 STAIR 8 RUN DETAIL SCALE: N. T.S. NOTE: SEE STAIR DETAIL IN STRMTURAL SHEETS FOR AE] DITIONAL CONSTR JF- TION INFORMATION. ) 41 50. FT. CALCULATION5 let FLOOR 1062 2nd FLOOR 1441 Ip TOTAL LIVING AREA 2509 111 LANAI 0 ENTRY 15 * OTHER 0 GARAGE 421 111 TOTAL AREA UNDER ROOF 2951 PATIO:', TOTAL AREA. u 0 MeggW o bli! Q 0 F Vi p to N i fill levistons: aa1r. a:.. n lr designedby. 1d drawn by. dr11w design date: 01- 22-01 sheet: A2 Of. i FINISH GRADE LEFT SIDE ELEV- SCALE ='V= 1'_0" I I GOf1P. SHINGLES OPT. FP. NOTE: TOP OF Y TO EAST Y ABOVE HIGHEST POINT i WERE R PASSES AND AT LEAST Z' HIGHER THAN ANY PART OF THE BUILDING UTHIN IV HORIZONTALLY. 1 CRICKET I F I i I I FRONT ELEVATION 'B' SCALE: VA*•I*-V, ROOF PITCH 12 J, 11 43ii iRU55 DEARM J V-4'/i TRUSS BEAPW I g,_m. TRUSS BEARING LFINISHFLOOR ROOF PITCH 5 2 n' TRU55 Y TRUSS BEARING—- tRg55 BEARING 0 t. B ------------- TEXTURED MASOM2Y FINISH 0'0" _ FINISH FLOOR w FINISH GRADE R,FF, ELEYADON SCALE =lie'= I'-0" SCORED STUCCO TEXTURED MASONRY FINU R(SHT SIDE ELEU. SCALE = t%"= 1'-0" ENGINEERING S 3gg i V 2 g. aE g Q CIS rn PIS V s3 O7 Lo N MH n3,.slo designed by. M drawn by dm design checked by aww data: 01-22-01 sheet: A3-B Of: PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 60, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA wor-Anuc rA1 r, II ATOWIZ (I nT nNl YT LOT 60 CONTAINS 6250 SQUARE FEET t LOT ONLY) THIS STRUCTURE CONTAINS 1487 SQUARE FEET t TOTAL CONCRETE 574 (WITHIN LOT ONLY) SO. FT. f TOTAL SOD 4189 SQ. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 32 t LOT 59 R " S F° so„r60 3' F sO OqO glfFO FQ rys c,F BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES 1, ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. LOT 60 UP TO CURB CONTAINS 6800 SQUARE FEET t PC THIS STRUCTURE CONTAINS 1487 SQUARE FEET t ly CONCRETE 907 SO. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 44.06 SO. FT. t 2~ P THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND -- THE SUBJECT PROPERTY APPEARS TO LIE,IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLANE BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 60 BEING S 54'23'11" E PER PLAT. FIELD DATE:) REVISED: SCALE: 1 = 30 FEET APPROVED BY: WRM JOB NO. ASM39674 PLOT PLAN 04-01-03 CKB DRAWN BY: LOT FIT 12-12-02 CKB S SSTO 7 F SO,O ( OQ. R/cyl S%' 2A, CF jRi 'I'r H2O,r 30' o GRAPHIC SCALE ti tihti \ o 15 30 2 Fr °SFO S ° J O1. PI 0 LOT 61 P 41 So. i 2P A, S1 AB ELEW,, FLOOR -- -ROWN N UST BE . 114 U LcSS OF ppJARW'SE ` rROVEU pTME LEGEND BUILDING SETBACK LINE MLW POS MINIMUM LOT WIDTH POINT ON BOUNDARY CENTERLINE PCC POINT OF COMPOUND CURVATURE RIGHT OF WAY LINE POC POINT ON CURVE XI'll, PROPOSED ELEVATION OR PD OFFICIAL RECORD PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW Z DENOTES DELTA ANGLE DENOTES ARC LENGTH CONCRETE C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE LB LAND SURVEYING BUSINESS PI DENOTES POINT OF INTERSECTION LS LAND SURVEYOR PRC DENOTES POINT OF REVERSE CURVATURE PRM PERMANENT REFERENCE MONUMENT PT DENOTES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL P) PER PLAT A/C AIR CONDITIONER M) MEASURED CBW CONCRETE BLOCK WALL END FOUND RP RADIUS POINT C/W CONCRETE WALK CS CONCRETE SLAB S/W SIDEWALK C CHORD LENGTH CP CONCRETE PAD SO. FT. SOUARE FEET PB PLAT BOOK NG NATURAL GRADE R RADIUS R/W RIGHT-OF-WAY PGS PAGES ORLANDO, FLORIDA 32801 (407) 426-7979 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE, TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN`. 3. NOT VALID 'MTHOUT TI4E SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. A -Z-d',47 0 AM R. MUSCATELLO JR. PSM# FOR ThIE lT FIRE B CONSTRUCTIONFLORIDAENERGYEFFICIENCYCODE FOR BUILDING Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2509 LMR 04oO Builder: CENTEX-FOX & JACOB! Address: lelo_< BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central I. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6, Conditioned floor area (ft') 7. Glass area & type a. Clear - single pane b_ Clear - double pane c. Tint/other SIIGC - single pane d_ Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. Raised Wood, Adjacent c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Adjacent c- Frame, Wood, Exterior d. N/A c. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A IL Ducts a. Sup: Unc. Ret: Unc. All: Interior b. NIA New 12. Cooling systems Single family a_ Central Unit 4 b- N/A Yes _ 2509 ft' c. N/A 258.O f' 13. Heating systems 0.0 ft' a_ Electric Heat Pump 0.0 Jr, Q0 ft' b- N/A W=0.0, 162.0(p) ti c_ N/A R=11.0, 399.Oft' 14, llot water systems a. Electric Resistance R=4.1, 802.0 R' R=11-0, 310.0 ft' b. N/A R=11.0, 1176.O ft' c. Conservation credits HR-Heat recovery, Solar m I)HP-Dedicated heat pump) R=30.0, 1741.0 ft' 15. I1VAC credits CF-Ceiling fan, CV -Cross ventilation, IIF-Whole house fan, PT-Programu able Thermostat, Sup, R=6-0, 1.0 ft Mz-G-Muttizone cooling, viz-H-Multizone heating) Total as -built points: 31902Mass/Floor Area. 0.10 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: TE: hereby certify that this building, as designed, Is to compliance with the Florida Energy Code, OWNER/AGENT. DATE: { Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Cade. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. i Cap: 42.0 kBtulltr _ SEER: 12.00 Cap- 42 O k13tiOrr _-- HSPF:8.50 _ Cap: 50.0 gallons EF: 0.86 EnergyGaug a (Version: Ft_RCSB v3.2) mmzl= SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details BASE AS -BUILT GLASS TYPESS 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2509.0 25.78 116427- Single, Clear W 1,0 16-2 32.0 53,47 1.00 1705.6 Single, Clear W 1,0 14,2 10.0 53,47 1.00 532.7 Single, Clear W 1.0 18-0 40.0 53,47 1,00 2132-1 Single, Clear E 1.0 16,2 32,0 59.31 1-00 1891.2 Single, Clear S 1.0 16.2 32.0 44.66 OM 1420.6 Single, Clear E 1.0 6,2 32.0 5931 0,97 1847.8 Single, Clear W 1.0 62 16,0 5147 0-97 832,9 Single, Clear W 1.0 6.2 16.0 53.47 0,97 832.9 Single, Clear E 1,0 10,2 32.0 59.31 0.99 1886.8 Single, Clear E 1.0 8,2 16.0 59.31 0,99 942.3 As -Built Total: 258.0 14025.1 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 310,0 0,70 217,0 Concrete, Int Insul, Exterior 4.1 802.0 1.18 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: 38.0 124.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1741-0 2.13 3708.3 Under Attic 30.0 1741,0 2-13 X 1.00 37083 Base Total: 1741,0 3708.3 As -Built Total: 1741.0 3708.3 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 162,0(p) 31.8 5151.6 Slab -On -Grade Edge Insulation 0.0 162,0(p -31,90 5167,8 Raised 399.0 3-43 1368-6 Raised Wood, Adjacent 11.0 399.0 1,80 718,2 Base Total: 6520.2 As -Built Total: 561.0 41449,6 INFILTRATION Area X BSPM Points Area X SPM = Points 2509.0 14.31 35903.8 2509.0 14.31 35903,8 EnergyGauge@ DCA Form 60OA-2001 EnergyGauge®R/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 1pgq l I A41 AS -BUILT Summer Base Points: 48834.7 1 Summer As -Built Points: 52710.2 Total Summer X System Cooling— Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 52710-2 1,000 1,087 x 1,150 x 0,90) 0.284 1,000 16851-5 48834.7 0.4266 20832.9 l .2 527101.00 1.125 0.284 1.000 16851. 5 EnergyGaugeT" DCA Form 60OA-2001 EnerqyGauge@/F1aRES'2001 FLRCSB v3,2 FORM,60OA-2001 I 1 11 1111111lJ1111111 111ilillTT"00 I 1 1-1 L I 1 11 AS -BUILT GLASS TYPES 18FX Conditioned X BWPM =PointsJXX Overhang Floor Area Type/SC Ornt Len Hqt Area X WPM X WOF Point,, 18 2509.0 5.86 2646.5 Single, Clear W 11.0 16.2 32.0 10.74 1,00 343,6 Single, Clear W 1.0 14,2 10-0 10,74 1.00 107.4 Single, Clear W 1.0 Mo 40.0 1034 1.00 429.5 Single, Clear E 1.0 16.2 32.0 9.96 1.00 319.6 Single, Clear S 1,0 16,2 32.0 733 1.00 2463 Single, Clear E 1.0 6.2 32,0 9-96 1.01 321.4 Single, Clear W 1.0 62 16.0 1014 1.00 172.2 Single, Clear W 1.0 62 16.0 10,74 1,00 172.2 Single, Clear E 11.0 10.2 32.0 9-96 1.00 320.0 Single, Clear E 1,0 8-2 16,0 9-96 1.00 160,11 As -Built Total: 258.0 25923 ALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 310.0 1.80 558.0 Concrete, Int Insul, Exterior 41 802,0 3.31 2650,6 Exterior 1978,0 2.00 3956,0 Frame, Wood, Adjacent 11,0 310,0 1.80 558.0 Frame, Wood, Exterior 11.0 1176.0 2.00 2352,0 Base Total: 2288.0 4514.0 As -Built Total: 2288.0 5560.6 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4-00 72.0 Adjacent Insulated 18,0 4,00 72,0 Exterior 20.0 5.10 102.0 Exterior Insulated 20.0 5,10 102,0 Base Total: 38.0 174.0 As -Built Total: 38.0 174,0 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1741.0 0.64 1114-2 Under Attic MO 1741.0 0-64 X 1.00 1114.2 Base Total. 1741,0 11114.2 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 111.0 399.0 1,80 718.2 Base Total: 387.6 As -Built Total: 561.0 1123.2 INFILTRATION Area X BWPM Points Area X WPM = Points 2509,0 0,28 702,5 2509.0 -0.28 702.5 EnergyGauge@) DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCSB v3.2 XNAUZENMIJ] III 11 p gill q 11 HOME= I Y I PERMIT #- 7- AS-BUILT Winter Base Points: 71 7358.6 Winter As -Built Points: 9862.2 Total Winter X System Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 9862.2 1-000 1_078x1.16OxO.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 EnergyGaugeTll DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCSB v3.2 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details AS -BUILT 17 WATER HEATING I Number of X Multiplier Total FTank EF Number of X Tank X Multiplier X Credit Total Bedrooms Volurne Bedrooms Ratio Multiplier 4 2564M 10256.0 1 50,0 0.86 4 1,00 2623.63 1 M 104945 As -Built Total: 10494.5 CODE COMPLIANCE STATUS AS -BUILT Cooling + Heating + Hot Water Total Cooling + Heating + Hot Water Total Points Points Points Points L Points Points Points Points 20833 4617 10256 35706 16851 4556 10495 31902 EnergyGaugeTll DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCSB v3.2 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 606,1,ABC,1.1 Maximum:,3 cfmlsqj_,w(tnqow area, 5 cfrpLsqq, door area. Exterior & Adjacent Walls 606A.ABC.121 Caulk, gasket, weatherstrip or sea[ between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed tothe joundationto the top fp_pLqtq_ Floors 606.1,ABCA2_2 Penetrationslopenings >118' sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to ttre e Penetrations and seams. Ceilings 606. 1,ABC.1.2,3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the _pedqjetor.At trafiqns and earns - Recessed Lighting Fixtures 606.1 .ABC,1,2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2,0 ctm from q9r1( tftronedspaco, jested MUlti-story I-touses____ 606. 1.ABG 1 -2.5— Air barrier orUerimeter of Roar cavil y_betweerr floors, Additional Infiltration reqts 606.1,ABC,1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded lay All residences4_ COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612-1 Comply with efficiency requirements in Table 6-12, Switch or clearly marked circuit bre eaker ( q_'e_r-!n1cLo_r _cutoff (g-?3)_!rrust be provided. External or built -In heat tra!piqrrip uired____ piq_ SwimmingPools & Spas 612.1 Spas & heated pools most 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 LL5 callons_pqr minute at 8 Slq. Air Distribution Systems 6101 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min- insulation, HVAC Controls 607.1 Separate reAdi accessible manual or automatic thermostat for oich-sy§ter", Insulation 604. 1, 602.1 Ceilings -Min. R-19, Common walls -Frame R-1 1 or CBS R-3 both sides_ Commonceiling & floors R-1 1. EnergyGaugeT" DCA Form 600A-2001 EnergyGauge@/FlaRES'2001 FLRCSB v3.2 ENERGY PERFORMANCE LEVEL (EPL)' DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3 The higher the score, the more efficient the home. L New construction or existing New — 12- Cooling systems 2. Single family or multi -family Single family — a. Central Unit Cap: 42.0 kDtuft _ 3, Number of units, if multi -family I — SEM 12-00 — 4, Number ofBedrooms 4 b, N/A 5- Is this a worst case? Yes 6, Conditioned floor area (ft') 2509 W c. NIA T Glass area & type a- Clear - single pane 258,0 W 11 Hearing systems t), Clear - double pane 0-0 f12 a, Electric Heat Pump Cap-, 42.0 kBtu/hr — c- Tint/other SfJ(;C - single pane 0,0 02 IISPF: 8,50 — I'mr/other SIIGC - double pane 0.0 W b. N/A 8- Floor types a, Slab -On -Grade Edge Insulation R-0-0, 162.0(j)) 11 c, NIA b- Raised Wood, Adjacent R=l 1-0, 399,011' c, N/A 14. Hot water systen-is 9- Wall types a- Electric Resistance Cap: 50.0 gallons a- Concrete, hit Insul, Exterior K=4,1, 802,0 ft' EF: 0.86 b- Ftame, Wood, Adjacent R=I 1-0, 310.0 it' b, NIA c- Frame, Wood, Exterior R= I L0, If 76.0 IF d, N/A c- Conservation credits c, N/A HR-1-leat recovery, Solar M Ceiling types DIP -Dedicated heat pump) a. Under Attic R-30.0, 1741 A W 15. HVAC credits b, N/A CF-Ceiling fair, CV -Cross ventilation, c. N/A IIF-Whole house fan, IL Ducts PT -Programmable Thermostat, a, Sup: Unc. Reu Unc- All-, Interior Sup. R=6-0, I .O It RD-Attic radiant barrier, b, N/A MZ-C-Multizone Cooling, MZ-11-Multizone hearing) I certify that this bonre has complied with the Florida Fnergy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) 0 in this home before firral inspection, Otherwise, a new EPL Display Card will be completed based on installed Code compliant featirres- IWO NA - Builder Signature: Date: APR 3_V7003___ 4 Z' ess of New mqqAddjIlome: 41,4"BRISTOL FOREST TR. City/F-LZip:-,, LAKE M 13?7 47 .4 NOTE: The home's estimated energy performance score is only available through the FLAIRE'S computer program. This is not a Building Energy Rating, Ifyour score is 80 orgreater (or 86jor a US EPAIDOE EnergyStarTMdesignation), your home may qualify for energy efficiency mortgage (EEAI) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwwfivec.urfedufor information and a list ofcertified Raters- For information about Florida's Energy Efflicieney Code For Building Construction, contact the Department of Community Affairs at 8501487-1824, EnergyGauget (Versiom- FLRCSB v3.2) AIGHT-J LOAD AND EQUIPMENT SfffilhART Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.1 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone-, J07) 831-2665 For. CENH)(fOX & JACOBS Weather. Orb AP, FL, US Winter Design Conditions Outside db 38 'F Inside db 70 'F Deskp TD 32 'F Heating Summary Bukfinq heat less 36350 131uh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat lead 36350 Bkh Infiltration Method Simplified Cortsbuction quality Average Repbees 0 Area (ft2) 1,110 CoZ Volume (fV) 20072 20072 A 0.70 0.40VATFV(A= ftn) 234 134 Heating Equipment Summary Mate XT4TROL Trade Effiderv-y Heating " Heating WW A= rise ctLjal fif-q fan Heating air flow factor WOOMER1=1 0 Bkh @ 47-F 0 'F 1400 cfm 0.039 d4vBkjh Outside db 93 'F Inside db 75 'F Desiy TD 18 'F Daily raW M Relative humidity 50 % Moisture difference 43 grAb Structure 29386 Bkh Ventilation 1485 Btuh DesiM ten-perature Swing 3,0 'F Use 44 data n RaWswirKj mulVier R98 Total Sens. equip, bad 30253 Bhjh Latent Cooling Equipment Load SizinG Internal gains 1380 BILh Ventilation 2212 Btuh Infiltration 3946 Btuli Total latent equo. load 7538 Bkh Total bad 37791 Btuli Req. at 010% SHR 3.6 ton Cooling Equipment Summary k/lale JA"1"ROL Trade Efficiency Sera-ile cooling Latent coofirq Total a Actual =g fan Cooling air floN factor Load senskile he- ratio 29050 Bb-jh 12450 Btuh 41,9W Bkh 1400 cfm 0.048 chTMb-jh Elm Boldfiralic values have been manually overridden Prirrtout cefted by ACCA to meet A requwements of Manud, J 7th Ed. VVU1j:_)htS4ZAt-_ Right -Suite Residential- 5-5.06 RSR26014 2002-Apr-03 16:42:13 E:\Fi1es\f\Fox & Jacobs 2002\250912509.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infillnabonAVF 010 ach x 20072 fV x 0.0167 234 cfm 2 Wnter infibation load 11 x' cfm x 32 'F Wrier TD 8243 Bluh 3. WnW irAlVafion HTM 8243 1296 ft2 Total NMndow -- 27,8 Btu"2 cloor area 1. Summer infiftrationAVIF 0.40 ach x 20072 ft3 x 0,0167 2 Summer ingralion load 1.1 x 134 cfm x 18 'F Sum-ff -1D 3 SumiTff Mallon HTM 2650 Btuh 296 ft2 Total window and door area Procedure C - Latent Infiltration Gain MITO. x43grA b moistd,ff- 134cfm= Procedure D - Equipment Sizing Loads 1, Se :zing Sen9ble ven&afion load 1.1 x 75 cfm vent Sensible " for stl-tJcture (Line 19) Sum of ventilation and shirture bads Ratirg and terrpaalure sv l mulliplier EqupTent sizM load - sensibLe 2 Latent svw)g " Latent ventlation load 0.68 x 75 efin vent Irden-d bads = 230 Bh-h Kkafion load from Proop-dure C Equprr"4 swM load - latent Cordrucoon Quality is: a x 18 'F TD = 1485 BhAi 29386 Btuh 3OB71 Bluh x 0.98 30253 Bfuh x 43 grAb moist.diff. 2212 Bkjh x 6 people + 1380 Bkh 3946 Bbh 7538 Bkjh No, of Frepboes is: 0 Boldlitalic values have been manually overridden Pri-dout catified by ACCA tD rned all recpamnts of Nbrival J 7th Ed. Z-_ VVr-jqhtSC)-Ft Right -Suite Residential- 5.5-06 RSR26014 2002-Apr-03 16:42:13 14CCK EAFiles%AFox & Jacobs 2002\2509\2509 rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AiR CONDITTO NING,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 C 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 1.0 1D 11D 52 54A 32D 0.0 PDR NOOK/ KITCHEN a n w a C n 0 d 1 1 90 to 1,0 11D 3.2 54.4 10.0 U b 11 W a C n 0 d 1 1 90 1,0 1.0 ito TO 54A 40.0 0.0 LDY DINILIV/ FOY a n e a C n 0 d 1 1 90 to ID 11.0 52 54A 32.0 U a n S a C n 0 d 1 1 90 to 1,0 11.0 52 30A 32D 0.0 MSTR. BR a n e C C n 0 d 1 1 90 1.0 to 1.0 52 54A 32,0 0.0 M. BTH[WIC BDRM2 a f) w C C n 0 d 1 1 90 1.0 1.0 1,0 5.2 54.4 16.0 0,0 BDRM3 a n w C C n 0 d 1 1 90 1.0 1.0 U 5,2 54A 16.0 0.0 BTH2 BDRM41GAME RM a n e C C n 0 d 1 1 90 to 1,0 5,0 5-2 54.4 32.0 0,0 a n e C C n 0 d 1 1 90 to 1,0 3,0 52 54.4 16.0 0.0 rights girt Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 k6h EAFiles%fTox & Jacobs 2002\2509\2509.r%r Page 1 113jffd WORKSHEET Infireouse DEL AIR HEA'"NGAIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREETLAKEMARY. FL 32746-6206 Phone; J401831-2665 Entite House FAALY PDR NCXA<4qT(;U" 2 to- ch deposedvwA 323D ft 54,10 ft4.0 R 30 ft 3 Rcmdrnonsions 17,0 x15,0 ft4.0 x 80 ft 24.0 x 11D ft 4 Cckwjs GonA Option 8.0 It hoo" d 8_0 R hw" 8,0 ftbed" 8.0 ft hK" TvVE CF CST HTM Area Load Ama Lsw A" Lixid W) AM Low" D4,09- IRE Na Htq Ckj (fF) Hkj ag f* 09 W) Ht9 C19 fn Hft9 C19 5 ctu; s a 14B 4.Zl 7 272 11, saendd lff Wbp*o c1Z1.9 1288 0 0 I pol-woris d Of oc006 vvg&V,6 a 1c Vf — 218v fm — 32 1183 c10 3m 55 dom b ac 37f - 4( 1478 — c c 40 1478 H-firg c 38- 0 0 1 0 0 Of c 0 c 0 0 e 0( 0 1 c 0 0 f Of c 0 0 7 V*xk)AcW NoM 0. c 0 0 0 01 c 9tass dxxs NEM 0- c 0 0 0 Coding EVV w 2% 12294 32 174 1 q) 272f SUM 0( c 0 0 0 0 1 0 1 soiAl W,3 0 0 0 00.. 0 0 0 0 8 Other door, a 11A 18.q12- 3 717 4841 18 340 Z?9 a c 0 01 b 11A 18.9 12- 1 0 0 0 0 0 c 0 0 Of 0,0 0 0 0 c 0 c c 0 0 14B 4f 2.1 8(- V 12C 3T6 iffil 240 1106 4W c c Z?2 I (V3 1W oposedb M 3 1. 2 31C 3 977 __Q 447 16632, 101 0 0 0 m-As zni c ZtE 117E7W22ffi 0 0 c c 0 0 0 paw— d Of 0 c a 0 0 0 00 0 e Of OX e 0 0 0 0 cc 0 0 0-c ff 0 0 0 00 0 1 10 ce s a 10G l' i 14 174 im 2413 0 0 264 279 311 b Of Of b 0 0 0 c 00 0 c 0.( Of 0 0 0 c c 0 0 d 0.( Of u c 0 0 c a0 0 0 0-( e Of c 0 0 0c0 0 f 0' f Of a 0 0 c0c c 0 0 It Floms a 22A 162 2501 0( 4190 0 54 w04 IN 34 88I b 1 0( f, worn b 19S 39 4530c0c 0 0 c Q.c 0, c 0 0 c0 0 0 pl- d OX 0_( c 0 0 c 0 0 0 for Skb e 0,( Of 0 0 0 0 0 fk--) C Of 0( c 0 0 0 0 0 c 0 01 01 12 InWa" a 27.E WrZ- 96 8243 2" 1392 448 0c 0 1 448 B — 33W 2w Im Less otnxi N*v 0 Less trawa c 0 Hea" "ktribution c 0 0 14 Did km VIN w — 10/ 1 w KY/1 A 10% w 15 ToW ass = 13+14 225 16 lntgairs NO* @ 3x law 4 12M 0 c AppL 12CO 18c0 c 0 0 1 120C 17 S&" Fn-igjm7-*EL+l2il6 2t5714 4278 Le5s exielm =*)g 0 LF___ " EAT o 0 Cooing m* kbjbon c 18 Duct Wain 10.4 2671 l(Y14 4 3B WX 7' 10-' 1W 51C19 ToWRSHqw"l7+l9)11LF 1- oo 29386 100 4706 ljoo 4 00 im ' 571 20 Air "It (din) 224 P" Dtt mOW ACCA to med Right -SuiteResWenfial- 5 506 RSR26014 2002-Apr-03 16:42:13 EAFiTes\f\Fox 8 Jacohs 2002k250912509. rsr Page 1 n PnGtpTORKSHEET 0 CXe DEL AIRd HEATINGAIRCONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET iLAKE MARY i FL 32746-6206 Phone: (407) 831-2665 Wal( V_,t Ah FA2 U"A)o("xnWv" 3 Roornd"rnwm 4 Ceirgs C"It C TYPE a: CST E) FCGUW NO, I 5 a 14B Elposed b 13C VA43ad c 12C paffi— [ d e f i oa j-- t 7 V*dwz aNodh Boss do"S WAM co(" ENV SEnN RiAl Harz 8 Merdoas a 11A b 11A 9 W al 1411 ap— d b 13C MA3 aTa c 12C pations d Ief lm 1111 1 11 1 RcKs a 22A 04t mom b 19G c Cs isp), d ftx Slob efk-1) f 12 htfttk) n a 13 &,v11+ 12 Le,—, eNkff" hedlu Less ta- dw f-lea" wi("bhon 14 Dud k)% 15 ToW k)ss = 13414 16 k* gam: P-Pkl Cc Appt @ 17 SLf" RSHV*F7+8-fV+1 Lff;Sex" moing Le-s" tirdffoxkvnxk*h" 18 Ew gain 19 T(M RSH Upwy(17+18)W 20 Air reqAred ( Cil LDY DRIMFOY NISTP, BR MBTfVm U ft 64- 0 ft 40.0 ft 30,0 ft 16,0 x ROft 19D x 22-0 ft 21,0 x 19,0 ft 13,0 x 16.0 R n 0 fl hx" 8,0 fti hoaVtol0 a hx" 0 ft hm" HIM Ama Load ( BkO Ajea Land Atea Load PLO Afm Low Ah) R9 G19 ftj H4 Gig F#g clu if) Hig C19 ft) Htg Ckj 4,( Zl 4t 376 0 0 3 1,2 136 C 0— 2 t9 0 m 240 01 0,0 C C0 0A (10 0 0 W 0. e0 0 37.( — 64 m I 11K 0 0 37f — 0 0 0 38, — 0 C 0 0 0 I C 00 0 0 Of0 0 1 0 0 Of 0 0 0 0 u 0 0 0 a O.0 1 0 0 0 0 C AA 0 32 1741 32 1741 0 C 0. 0 0 a 0 0 C 0 v 973 0 0 C 0.0 0 0 C 0 C 1K 12 0 0 20 378 255 0 0 0 18. 127 0 0 0 C 0 0 C 0 0 C 01 Re 0 0 0 C 0 0 0 0 4( zi 4E 221 99 2T 1346 R)l f 0 0 31 0 136 428 1) 0 0 0 Z, tc C 0 0 0 C 28B m w 240 oc" lim 0-( O. 0 0 0 0 0 0 0 0, 0, 0 0 0 0 0 0 C 0 0 0 0, 0 0 0 0 0 0 0 0 1. 1, 0 0 0 0 300 421 5m 209 220 28t 0- R 0 0 0 0 0 0 0 0 Of 0.( 0 0 0 0 0 0 0 0 ff O. 0 0 0 0 0 0 0 0 Of Of 0 0 0 0 0 0 0 0 Of 0.( 0 0 0 C 0 0 0 0 0 1% 0 64 1659 0 0 0 0 0 1-1 Of 0 0 0 0 399 453 0 0 Of ff a 0 0 0 0 a 0 0 Of Of 0 0 0 C 0 0 0 0 0 W W 0 0 0 C 0 0 0 0 0 Of 0. C0 0 0 0 0 0 0 0 27. 9, 0 84 2339 IT 32 wi 2efi 0 0 1 0 0 W5 C C 37M911 C 0 0 0 101/ 1 0 38 C5 w 0 10A m101A 091 414 V 4196 1( m 300 0 1 3w 1 30D 0 1 1 coo i 4781 aw P— C 75 0C0 0 70 V/ I, 1 Oj 3" 10% 7ljDD 7 69 OD WO 383 I 361 21 AAA RnW ceffed by ACX-- A to ffedal mWmmeds of Mama J 7th Ed. Righl-Suite Residentialw 5, 5.06 RSR26014 2002-Apr-03 16:42:13 E Tiles\ffox & Jacobs 2002\2509\2509.rsr Page 2 109 IG iTdtjnJre DEL AIR COMMERCE STREET LAKE MARY, FL 32746-6206 Ah Ed NarneofKun c%e HEATINGAIR BDRW ORKSHEET Phone: COND11IONING,R 831-2665 BDFW B" Job: 2509 BDFIAGAM RM 8.28.01 I 2 Lertjhduwsedv" 15.0 ft mo R 6,0 R 420 ft 3 Rxm clinionSwis 15,0 x 17,0 R lao x 15,0 ft 16.0 x 6.0 ft 18,0 x 18,0 ft 4 CR&)gs CmIL Option 0 0 ha*x)A 110 It 110 It h%IbA 8,0 ft he." TYFECF CST HTM fim Loadp Lood" DFOSLUE NCL Htg Clq ftj V09 cig m Htq C19 W) HU C19 W) Hkj cig 5 closs a 446 4.( 21 0 0 b 3- Dpmed b M 3_ T 0 0 W*" c 12C Z. 1.9 120 4( 3a6 0( Pathons d 0'( 0.0 0 0 n 0( e 01 0'c a 0 f W O'c c 0 66 ftxbm." a Ic 3TC - V 48 1774 glass dom b 8c 37.c - c t 0 0 tieo" c 9C A7 - 0 0 d 0. 0 0 e 0.( 0 a f Of 0 7 V*dw4,i-d North O.0r,15A4.4 0 0 0 0 qViss dom NEM OX 0 0 0 0 Cooling EAN 1 870 16 wFe 48 2611 0.ccu6w9C 0 0 0 0 South 30A 0 0 0 0 Horz 0.() c 0 0 0 8 otherdom a 11A 18.9 127 0 0 0 0 0 c 0 0 b 11A 18f, I27 0 0 0f 0 0 0 c 0 0 Rc Of 0 0 0 0 0 0 c 0 0 9 Net a 14B 4_( 21 0 0 0 c 0 0 0 0 0 epx*A b m 31-2 0 0 0 0 c, 0 0 0 wals and G 1 "c 2'T 104 3w 202 20B 4011 48 138 288 B29 5a wth- o"s d Of Of 0c 0 0 0 0 01 01 c 0 0 e Of 0.( 0c 0 0 0 0 0 c c 0 0 f 0_( Of 0c 0 0 0 0 0 0 0 010 Gek% a 16G 1.1 IA 255 209 353 19 91 101 VI 314 312 34241 b 0_( 0.( O-C 0 0 0 V0 1 0 000'( Of 0c 0 0 0 0 c 0 0 00( dOfOX 0 0 0 a c 0 0 OC 010.( 0 0 c 0 c 0 0 f Of 01 01( 0 0 c 0 0 11 F—Ioma 22A 25_ of 0 0 0 0 0 T' Wbq room b 19G Ti 0.( 0 0 0 0 0 0( pesyrelerG. 0.( 0'( t 0 0 0 0 is dw X ft do' 0 c) 0 0 c 0 k wstabe L0 0 Ul v 0 0 0 0 flo—) f OX 0.01 01 0 0C 0 0 0 0 12 Kiloton a 27. 9__ 1 446 16r 446w 0 1337 430 13 tjb:)U low.A 112 1605 Ht18C 18CLess e*w" Nxioq 0 c 0 to- 3str_zwdw0 0 0 Heats- q re(t*bjfion 0 0 14 W1 k)ss I(P 161 U/1 01 1 Q/1A 428 a15 Total Uz = 13+14 17G6 m 264 4711 16 K it R-* @ 300 c 0 0 0 0 0 A[# @ 1200 c 0 0 0 0 0 17 Subtat RSH qpir-7+&_+ 12+16 1-fic9m 4(ff Less edw-a cocing0 0 Less blaniff 0 0 k-)* g wdsh bAon0 18 Duct gain 1 W/, 1571 WX IEB 10% z 10% 4(f 19 ToU RSH qai-r-j17+18)1AF IDD U216 1 180571 1W 4q' 1.00 44q 20 Ak reqxW (can) n) 82 71 861 1 1 4181 21 RutO ca" by ACCA to ff)M al of Mmd J 7M Ed Right - Suite ResidenfialTM 5.5-06 RSR26014 2002-Apr-03 16:42:13 E AFiles\AFox & Jacobs 2002\250912509.rsr Page 3 Joo Truss Iruss 53906902 Hi HIP Universal Forest Products, Inc., Burlington, N M M 1 0-r 4-fi-5 7 0 0 12-1-1 17-0-6 21-11-1 Q 26-1 Q 15 32-0.0 36-0-0ii _1 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 a 1'.61.r 7x10 = 5 nn FTC U6 = 5x6 = U6 = 9x6 = 5x10 .- 500 = S R a P 0 N M L K 5x6 - 5xi0 M1116H= 5x6 -- 5x6 = 5x6 '- 5x7 = 5x6 = 500 MII16H= U4 == 7 1 12 121-1 17-0-6 21-11-10 26-10-15 31-10-4 36-0-0 7- 1-12 4-11-5 4-11-5 4-11-5 4-11-5 4-11-5 4-1-12 PI t f3ffsets XY [B 0-2 7 Edge] [D 0 7 0 Q2 4L F 0 4.0EQ 3 OJ jl 0 7.12_0 2 f] LOADING ( psf) SPACING 2-0.0 Cal DEFIL in loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0,96 Vert(LL) 0.88 O-P >486 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.92 Vert(TL) 1.25 O-P >343 BCLL 0.0 Rep Stress Incr NO WB 0,78 i Horz(TL) 0,19 K n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/deft = 240 Weight: 214 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2 2 X 4 SYP SS, T3 2 X 4 SYP SS 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) i ! 1 00( load case 4) Max UpliftB--1 1 BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-8 oc bracing. FORCES ( lb) - First Load Case Only TOP CHORD A-8-26, B-C--7013, C-D--6879, D-E--8894, E-F--9852, F-G--9846, G-H--9407, H-6-7470, I-J--4352, J-K--2947 BOT CHORD B-S-6407, R-S-6371, Q-R-6371, P-Q-8893, O-P-9407, N-O-7469, M-N-7469, L-M=3929, K-L-219 WEBS D-S=332, 1-L--1018, C-S--62, D-Q=2897, E-Q=-1216, E-P-1110, F-P--633, G-P-507, G-O--900, H-O-2243, H-M--1799, 1-M-4066, J- L3945 TES ( 10-11) 1) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7.98 per FBC2001; 11Omph; 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) All plates areTL20 plates unless otherwise indicated. 5) WARNING: Required bearing size at joint(s) B 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 verify 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.Olb down and 177.61b up at 32-0-0, and 385.0Ib 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 it may relate to a specific building. Any references to job names and locations are for administrative purposes only uj` and are not part of the review or certification of the truss designer. .r15 11) Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow ° U—tSimpson instructions for installation. LOAD CASE(S) Standard Z cli 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (pit) Vert: A-D--60.0, D-1-130.6, I-J--60.0, B-K--43.5 Concentrated Loads (lb)' Vert: D--385.0 6-220.0 f, 1 • 0 A Via. +iw I• 1 04 61L 6 Job Truss Truss Type Qty Ply Centex -3 1 , a 53906902 'H2 HIP 1 1 JJob Reference (oticanal) Universal For'ast Products,inc„ Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, inc, Wad Apr 23 08:30:56 2003 Page 1 1-0- 5.8-14_ -- 9-0-0 1-0-0 5-8-14 3-3-2 7-0-9 6-10-13 7-0-9 6-0-0 Scale - 1:52.' 5x7 .- 5x8 z EM 5x7 = 3x7 = Q N M L K J I 3x6 = 3x8 = 3x8 = 3x8 = 5x6 = 2x5 iI 3x6 r 9-1-12 16 0-9 22-11-7 -- 29-1o:- 36-0.0 9-1-12 6.10-13 6.10-13 6-10.13 6-1-12 Pith Cffs tsA,Y) [f 0 5 420 2 8jA E Q_4 0,0-0j fG 0 5-4 0 2 w LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft PLATES GRiP TCLL 20.0 Plates Increase 1,25 TC 0.61 Vert(LL) 0.29 L-M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1,25 BC 0.75 Vert(TL) -0,49 L-M >871 BCLL 0,0 Rep Stress Incr NO WB 0.57 Horz(TL) 0,11 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 181 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No-2 TOP CHORD Sheathed or 2.11-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-7 oc bracing, WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1498/0-3-8, 11427/0-3-8 Max Herz B-115(load case 4) Max UpliftB--423(load case 2), I--395(ioad case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C--3061, C-D--2820, D-E--3380, E-F--3173, F-G-3173, G-H--2151, H-1--1361 BOT CHORD B-O-2764, N-O-2587, M-N-2587, L-M-3391, K-L-1916, J-K-1916, 1-J-180 WEBS 0-0-309, 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 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 DOL1.33. 3) Provide adequate drainage to prevent water pending. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint B and 395 lb uplift at joint I. 5) Truss shall be fabricated per ANSI/TPi 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4° of interior joints, Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, 6) H28R: Right end may be attached to 2x8 So. Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation, LOAD CASE(S) Standard hWam:110i plat Job russ Truss Type y Centex-Orlando/2509-Afjsk/3-31-3 53906902 H3 R9040 USS Job Reference _(9ptlor1al------ UWIv Fsa—IV&est Products,inc., Burlington, -N-C27fi-5,—Jeff Kerr s Feb 20 2003 MiTek Industries, Inca Wed Apr 23 08:30:57 2003 Page 11-0 5- -_0 6-0- 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 Scale - 1 6X6 = 2x3 11 5x6 = 3x7 = M L K J I 3x7 = 3x6 = 3x8 -= 3x8 — 9-3-14 8-6-2 B-8-2 9-3-14 Plate Off- s '(,Y)' F:0-3-0,0-2-41 LOADING (psf) SPACING 2-0-0 TC GSI DEFL in (loc) I/defi PLATES GRIP TCLL 20.0 Plates Increase 1,25 0.45 Vert(LL) 0.22 K 999 TL20 245/193 TCDL 10,0 Lumber Increase 1,25 BC 0.80 Vert(TL) 0.43 K-M 999 BCLL 0,0 Rep Stress Incr YES WB 0.23 Horz(TL) 0,13 H n/a BCDL 10,0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 167 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOR CHORD Sheathed or 3-2-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) H-1427/Mechanical, B-1498/0-3-8 Max Horz B-1 31 (load case 4) Max Upliftfi--328(load case 3), B--382(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3046, C-D--2782, F-G--2789, G-H--3057, D-E--2829, E-F-2829 BOT CHORD B-M-2749, L-M-2371, K-L-2371, J-K-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 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-1.33, 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 a. 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 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. C - ANUMMUNPI pff Rm MW EM 9 ILUM age I 1-0-0 6-5-3 6-6-13 10-0-0 6-6-13 6-5-3 Scale - 1:61, I 5X6 =-- RM 5x6 3x7 M L K J I 3x7 Us = 3x8 == 3x8 = 3X8 = U6 9-3-14 8-8-2 8-8-2 9-3-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.54 Vert(LL) 0.18 K 999 TL20 245/193 TCDL 10.0 Lumber Increase 1,25 BC 0.79 Vert(TL) 0.39 K-M 999 BCLL 0,0 Rep Stress Incr YES WB 0,1818 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 Herz B-149(load case 4) Max UpliftH--319(load case 5), B--389(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C--3071, C-D--2769, F-G-2776, G-H--3081, D-E--2365, E-F--2365 BOT CHORD B-M-2777, L-M-2174, K-L-2174, J-K=2176, I-J-2176, H-1-2788 WEBS C-M--394, D-M-552, F-1-560, G-6-400, E-K--252, D-K=284, F-K-280 I 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-11.33. 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 ANSi/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints, Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, 6) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. V" U AR; ilk . to 0 * 110 0111139=91qmm Alomlrem -10359 "40 *Q HIRE #17M 01 06141.011UL011VA T s Irruss type aducts,lnc., Burlington, NC 27215, Jeff Kerr Ewa 9-A/jsk/3-31-3 1-Q- 6-5-3 11-10 14 15 0-0 21-Q-Q 24 1-2 29-6-13 36-Q-Q0 _-1 i — 1-0-0 6-5-3 5-5-10 3-1-2 6-0-0 3-1-2 5-5-10 6-5-3 Scale ® 1:61.4 5x6 `= 54 = a n E F 30 N M L K J 3x7 3x6 = 3x8 _ 5x10 = 3x8 3x6 = 9-3-14 1$-0-0 26-8 2 36-Q-0 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offspts X Y jD 0-4 003-0](E p 3 0 0.2-4j [F O_3_0 0 2 4]jG O R 0,0`3 0 LOADING (psf) SPACING 2-0-0 CSI j DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.43 Vert(LL) 0.17 L a999 TL20 245/19c 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 1 Cod® FBG2001 Matrix) 1st LC LL Min I/deft - 240 Weight: 183 lb BRACING TOP CHORD Sheathed or 3-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing, Max Horz B168(load case 4) Max UpliftB-413(load case 4), 1-343(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3063, C-D--2770, D-E--1983, F-C=-1983, G-H=-2778, H-I=-3073, E-F--2021 BOT CHORD B-N 2768, M-N-2265, L•M-2265, K-L-2268, J-K 2268, I-J-2779 WEBS C-N -371, D-N 496, G-J-504, H-J -377, E-L 505, F-L 504, G-L--596, D-L -593 NOTES(5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 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-1.33. 3) Provide adequate drainage to prevent water ponding, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 343 lb uplift at joint 1, 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) H28R: Right end may be attached to 2x8 So. Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard r 1 f bro Ct ARMIRM 1"' "• + ii' Ir1 a "1""i ngton, JLOra heLer rjqe 11rer _tcp1lqr!s, ek Industries, Inc, Wed Apr 23 08:30:59 2003 I 11-10-14 17-0-0 19-0-0 24-1-2 29-6-13 36-0-0 1-0-0 6-53 5-5-10 5-1-2 2-0-0 5-1-2 5-5-10 6-5-3 Scale . t61 5X6 = 5X6 - 3x7 = IN M L K J 3x7 = 502 = 30 = 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offsets jX Y) _[D-.'Q+0 0-3-0j, [E,0-3-0 LOADING (psf) SPACING 2-0-0 CS1 EFL in (loc) I/clefl PLATES GRIP TCLL 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 BCLL 0,0 Rep Stress Iner YES WB 0,75 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl = 240 Weight: 183 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1498/0-3-8,1-1427/Mechanical Max Horz B-186(load case 4) Max UpliftB--435(load case 4), 1--364(load case 5) FONCES (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-6-3067, E-F-1812 BOT CHORD B-N-2762, M-N-2278, L-M-2278, K-L-2261, J-K-2281, I-J-2773 WEBS C-N-353, D-N-484, G-J-491, H-J-359, E-L-524, F-L=523, G-L-696, D-L-693 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 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 -Umber DOL-1.60 plate grip DOI_-11.33, 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 ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints, Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, 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. lamzd R AM011 Mm MUM& ZEN Jab- - ]--Truss Truss Type Oty Ply Centex -Orl an do/250 9 -A[J sk/3 -31 -3 53906902 tT7 ROOF TRUSS 1 1 1 1 . Job Reference a tlanal OnWjris d Forest Products, Inc-, 000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:59 2003 Page 3 1-0-0 6-5-3 5-5-10 6-1-2 6-1-2 5-5-10 6-5-3 Scale SX6 5.00 rf2- 3x7 - M L K J 3x7 = 3X6 = 3x8 = 3x8 == 30 = U6 = 1 8-0-0 26 - 8-2 36.0-0 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offsets (,Y): LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.44 Vert(LL) 0.18 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 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 174 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No,2 TOP CHORD Sheathed or 3-3-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. REACTIONS (lb/size) B=1498/0-3-8, H-1427/Mechanical Max Horz B=1 95(l oad case 4) Max UpliftB-444(load case 4), H-374(load case 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=-306i BOT CHORD B-M-2760, L-M-2281, K-Lm2281, J-K-2284, I-J-2284, H-1-2772 WEBS C-M--349, D-M-481, D-K--704, E-K=1052, F-K--708, F-1-489, G-1--355 NOTES (4-5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; I 10mph; 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint B and 374 lb uplift at joint H, Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilit) for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5) H28R: Right end may be attached to 2x8 So.Prne BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation, zldflmz C" Min I fiF.-M -*M-49 401MV —a"Mo-Rol, IM0140111F M1,21041611111OU4 111RAIN 9 MWMMTI M 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, I 5X6 5 oo rf2- E 3x7 N M L K J 3x7 3.6 = 3x8 3x8 = 30 = 3x6 9-3-14 8-8-2 8-8-2 9-3-14 Plate OffsefsCX,Y LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0A2 Vert(LL) 0.18 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0,38 L-N >999 BOLL 0,0 Rep Stress Iner YES WB 0:80 Horz(TL) 0,13 H n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/clefl - 240 Weight: 176 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11.15 oc bracing. WEBS 2 X 4 SYP No,3 Max Horz B-- 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 root live loads have been considered for this design. 2) Wind: ASCE 7.98 per FBC2001 -1 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-1,33. 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 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 ti A AMIFFMMM ME entex-Orlando/2509-A/isk/3-31-3 0-0 6-5-3 0-14 P6-R-_O91Q_ 1-0-0 6 5-5-10 5-1-2 2-0-0 5-1-2 5-5-10 6-5-3 1-0-0 Scale - 1:614 a 5 oo F12- 5x6 = 5x6 E F 30 = 0 N M L K 30 3x6 = 3x8 = 5X12 = 3x8 3X6 26- -2 6-0-9 9-3-14 8-6-2 8-8-2 9-3-14 M0 9-9 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC OA2 Vert(LL) 017 M 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) 0, 3 8 9 BCLL 0.0 Rep Stress Incr YES WB 0,74 Horz(TL) 0,13 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/clefl - 240 Weight: 185 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing, WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8-1497/0-3-8,1-1497/0-3-8 Max Horz 13-178(load case 5) Max UpliftB--434(load case 4), 6-434(load case 5) FORCES ( 11b) - First Load Case Only TOP CHORD A-B-22,B-C--3054,C-D--2770,D-E--1944,F-G--1944,G-H--2770,H-1--3054,1-J-22,E-F--1809 BOT CHORD 8-0-2759, N-0-2275, M-N-2275, L-M-2275, K-L-2275, l-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.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 434 lb uplift at joint B and 434 lb uplift at joint 1, 5) Truss shall be fabricated per ANS I/TP 1 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, 0 6, 10 aMOTIMM* IEM. MMOWER 53906902 H10 RO Job Universal Forest Products,lnc., Burlington, NC-2-7-2-15-,-Jeff -Kerr 5--.--O—OO--s-Feb --20 2003 MlTek In( 11-10-14 15-0-0 21--0-0 -1-2 29- '13 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 Jz' 5X6 = 5X6 = 30 = 0 N M L K W = 3X6 --- 3x8 = 5X10 = 3X8 = U6 = 9.3-14 1 8-10-10 1 6-8-2 9-3-14 8-8-2 8-8-2 9-3-14 Plate Off ets D:0+00-pl-pm:Q_13-0 0- -.4J,LF:Q-3-010_-'g:4J1 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (lac) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1,25 TC 0,41 Vert(LL) 0.17 M 999 TL20 2451193 TCDL 10.0 Lumber Increase 125 BC 0.70 Vert(TIL) 0,38 M-0 999 BCLL 0.0 Rep Stress Incr YES W13 0.65 Horz(TL) 0,13 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 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-1 497/0-3-8, 1-1497/0-3-8 Max Herz 13-1 59(load case 5) Max UpI iftB--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-1-30601 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 Omph; h-25ft; TCDL-6,Opst; 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 pending. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 413 lb uplift at joint I. 5) Truss shall be fabricated per ANSI/TP1 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. suaflmaffulm= 10MM&O 91 53906902 IH11 niversal Forest Products,Inc., W Job Reference s Feb 20 20 03 MiTek Industries, —Int 1-0-0 6-5-3 6-6-13 10-0-0 6-6-13 6-5-3 1-0-0 Scale - 1:61 5X6 = 2x3 11 5X6 I 6 3x7 — N M L K J 3x7 3X6 US = 3x8 3X8 = 3x6 um RM LOADING (psf) SPACING 2-0-0 CS1 DEFL in loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.18 L >999 TL20 245/193 TCDL 10.0 Lumber Increase BOLL 0.0 Rep Stress Incr 125 YES BC 070 WE3 O 18 Vert(TL) -0.39 Horz(TL) OA3 L-N >999 H n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defI - 240 Weight: 173 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-10 oc purlins, BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1497/0-3-8, H-1497/0-3-8 Max Horz B--1 41 (load case 5) Max UpliftB-389(load case 4), H--389(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3068, C-D--2766, F-G--2766, G-H--3068, H-1-22, D-E--2362, E-F--2362 BOT CHORD B-N-2775, M-N-2171, L-M-2171, K-L-21171, J-K-2171, H-J-2775 WEBS C-N--394, D-N-552, F-J-552, G-J-394, E-L--251, D-L-282, F-L-282 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft;TCDL-6.Opsf; BCDL-6.Opsf; occupancy category ]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. 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 8 and 389 lb uplift at joint H. 5) Truss shall be fabricated per ANS I/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 far 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. lmaffl AMUTF-M 70WA400 russ 53906902 IH12 n 29-6-1 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 1-0-0 Scale - 1:61., SX6 20 11 5X6 - 71 '9 1 30 = N M L K J 30 3X6 = 3X8 = 3x8 = 3x8 = 3A 9-3-1 4 18 9-3-14 8-8-2 8-8-2 9-3-14 Platy Offsets (X Y)Llq: 0 -3 - [F,,0-3-0,0-2-41 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0,43 Vert(ILL) 0.22 L 999 TL20 245/193 TCDL 10,0 Lumber Increase 1.25 BC 0,79 Vert(TL) 0.43 L-N 999 BOLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/defl - 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-17-2825 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--3091 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.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 382 lb uplift at joint B and 382 lb uplift at joint H. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, X WOMMMMEV N 53906902 IH13 ml WVIIFI Aflflm NMM= lt -0-0 5-9-1 9 0 t 1-0-0 5-9-1 3-2-15 6-0-0 6-0-0 6-0-0 3-2-15 5-9-1 1-0-0 Scale - 1:61 5X6 = 5X8 = 5x6 = 3x7 = 0 N M L K 3x7 3X8 = 3X10 M1118H= 34 = 300 M1118H= 30 9-1-12 8-10-4 8-10-4 9-1-12 Plate Offsets 1p: 0-3-0 -2- 0.0-2-41 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1,25 TO 0,36 Vert(I-L) 0.28 M 999 TL20 245/193 TCDL 10,0 Lumber Increase 1.25 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 BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/def I - 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-- I 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, G-H--2813, H-6-3067, I-J-22 BOT CHORD B-0-2771, N-0-3284, M-N=3284, L-M-3284, K-L-3284, J-K-2771 WEBS D-0-788, G-K-788, C-0-252, H-K--252, E-0-825, E-M-106, F-M-106, F-K--825 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001 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-1.33, 3) Provide adequate drainage to prevent water pending. 4) All plates are TL20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 413 lb uplift at joint 1. 6) Truss shall be fabricated per ANSI/TP1 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 0- 53906902 IH14 Inc,, Burlington, NC 27215, MM 0 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 - 1:61A 700 = MMM 5x6 = 24 11 5X8 = 5X6 = 7x10 = 5X10 = Q P 0 N M 5X10 = 54 = 5X6 = 700 M1118H= 5X6 = 5x6 = 12 12-6-14 18-0-0 7-1-12 5-5-2 5-5-2 5-5-2 5-5-2 7-1-12 Plate Offsets QX: JB-.0-2-7,Ed :0-3-12 -4-01 1.0- A9JJPI 11 + 0-2-dqe7,E 010-S LOADING (pst) SPACING 2-0-0 CS1 DEFL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.79 Vert(I-L) 0.81 0 529 TL20 245/193 TCDL 10.0 Lumber Increase 1,25 BC 0.77 Vert(TL) -1.16 0 370 BCLL 0.0 Rep Stress Incr NO W13 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 BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Sheathed or 1-9-8 oc purlins. T3 2 X 6 SYP No.2, T2 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 *Except* W1 2 X 4 SYP No.2, W1 2 X 4 SYP No.2 W1 2 X 4 SYP No.2, W1 2 X 4 SYP No.2 REACTIONS (lb/size) K-3079/0-3-1 0 (input: 0-3-8), B-3079/0-3-1 0 (input: Max Herz B--86(load case 5) Max UpliftK=-1 129(load case 3), B--1 076(load case 3) FORCES (lb) - First Load Case Only TOPCHORD A-B-26,B-C--7065,C-D--6987,D-E--9397,E-F--10284,F-G--10284,G-H--10284,H-1--9397,1-J--6987,J-K--7065,K-L- BOT CHORD B-Q-6456, P-Q-6499, O-P-9394, N-0-9394, M-N=6499, K-M-6456 WEBS D-Q-290, I-M-290, C-0-34, D-P-3247, E-P--1253, E-0-1001, F-0-687, H-0-1001, H-N--1253, I-N=3247, J-M=34 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC20011; 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-1,33. 3) Provide adequate drainage to prevent water ponding, 4) All plates are TL20 plates unless otherwise indicated. 5) WARNING: Required bearing size at joint(s) K, B greater than input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1129 lb uplift at joint K and 1076 lb uplift at joint B. 7) Girder carries hip end with 7-0-0 end setback 8) Special hanger(s) or connection(s) required to support concentrated load(s) 385,011b 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/TP 1 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-D--60,0, D-1-1130A I-L-60.0, B-K--43.5 Concentrated Loads (lb) Vert: D-385,0 1-385.0 X goo Iiruss truss Type 53906902 HJ7 ENDJACK TRUS Univdrsal Fofest Products,lnc., Burlington, NC Jeff Qty Ply Centex -0riando/2509-A/jsk/3.31-3 1 Reference (captional s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:03 2003 Page I 1-6-8 5-8-3 4-1-13 Scale a 1:1 K, 5-8-3 4-1-1 0-0-12 LOADING (psf) SPACING 2-0-0 CS! DEFL in loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.03 F•G >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.06 F-G >999 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 E n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well - 240 Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B435/0-3-8, E-408/Mechanical, D222/Mechanical Max Horz B-193(load case 4) Max UpliftB--242(load case 2), E--64(load case 3), D-179(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-24, B-C=-858, C-D-46 BOT CHORD B-G-800, F-G-800, E-F-0 WEBS C-Gw169, C-F--877 TES (3) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL6.Opsf; BCDL6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 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 responsibilitt for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-B-60.0 Trapezoidal Loads (plf) Vert: B-0.0-to-E-49.5, B-2.2-to-D-148.5 a F x 53906902 !EJ7 1ROOF TRUSS 125 L _ ion opt_4)__ c., Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc, Wed Apr 23 U4 = LOADING ( psf) SPACING 2-0-0 CS1 DEFL in loc) I/cleti PLATES GRIP TCLIL 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 0.211 Vert(TL) 0.17 A >80 BCLL 0,0 Rep Stress Incr YES WB 0.00 Horz(TI-) -0.00 C n/a BCDL 10,0 Code FBC2001 Matrix) 1st 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-1 98/Mechanical, B-346/0-3-8, D-68/Mechanical Max Horz B-1 59(lGad case 5) Max UpliftC--1 65(load case 5), B--75(load case 4) NOTES ( 3) 1) Wind: ASCE 7-98 per FBC20011; 11 Omph; h-25ft; TCDL-6.Opsf; BCDL-=6.Opsf; occupancy category 11; exposure 8; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1 .60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint C and 75 lb uplift at joint B. 3) Truss shall be fabricated per 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. ARMIRM OR-1MORTROAM4 FRAIIIIIIIIINE PROM 0 roWNUDIMIXAMA ffm I _ Job Reference crest Produc4s,inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. 1-0-0 5-10-9 1-1-6 5x4 - Scale - 1:1 2x3 II 3x4 6-0-4 6-11 -4 7-0-0 6-0-4 0-11-0 0-0-12 LOADING (psf) SPACING 2-0-0 CSi i DEFL in loc) l/defl PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0,41 Vert(LL) 0,07 B-H >999 TL20 245/193 TCDL 10.0 Lumber Increase 1:25 BC 0.36 Vert(TL) -0.19 B-H a436 BCLL 0.0 Rep Stress incr YES WB 0,08 1 Horz(TL) 0,04 E n/a BCDL 10,0 Code FBC2001 Matrix) 1st LC LL Min I/deft - 240 Weight. 30 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No:3 REACTIONS (lb/size) 8=346/0-3-8, F--126/Mechanical, E-392/Mechanical Max Horz 8-148(load case 3) Max UpliftB--156(load case 4), F--126(load case 1), E--48(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, s 1 1 WEBS C-H--419 TES (4) 1) Wind: ASCE 7.98 per FBC2001: 110mph; h 25ft; TCDL 6.Opsf; BCDL 6.Opsf; occupancy category II; exposure B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint B, 126 lb uplift at joint F and 48 lb uplift a joint E. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances: The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, v 1 1CDs, s ruse I Truss Type I Qty I Ply rt CM Job n ___L __Reference-opj qr ngton, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 1-0-0 3- 10-8 — ----- — 1-0-0 3-10-8 3-1-8 Scale. 1:1 5x4 = RM 1-4 51111111111il LOADING (psf) SPACING 2-0-0 CSI DEFIL in loc) Wefl PLATES GRIP TCLL 20,0 Plates Increase 125 I TC 0,27 Vert(LL) 0.18 8-H >442 TL20 245/193 TCDL 10,0 Lumber Increase 1.25 BC 0.76 Vert(TI-) -0.33 B-H >249 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0A4 E n/a BCDL 10,0 Code FBC2001 J Matrix) 1st LC LL Min I/defI - 240 Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No,3 REAC11ONS (lb/size) B-34610-3-8, F--83/Mechanical, E-348/Mechanical Max Horz B-1 02(load case 3) Max UpliftB--1 49(load case 4), F--83(load case 1), E--75(load case 3) Max Grav B-346(load case 1), F-9(load case 4), E-348(load case 1) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--71, C-D-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=6.0psf; 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 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 I 4-7-13 Ei-7-14 8-7-15 10-8-1 12-8-2._.__ 14 8 3_ 16-10-0,-- 19-4 0 2-6-0 2-1-13 2-0.1 2-0-1 2-0-2 2-0-1 2-0-1 2-1-13 2-6-0 Scala: 319"=1 5.GOJ2 5x8 3x6 = 3x®- 2x3 II 3x8 = Us = 5x8 _ g C D EUs F Q H I r 5x6 R Q P S Q N T M L K 3x6 II 5x6 7x6 = 5x6 == 5x12 = 7x6 = 5x6 = 3x6 II 5x6 = 2-7.12 4-7-13 6-7-14 8-7-15, 10-8-1 _ 12-4-0 1 -8 2 14-8-3 16-8-4 16 -8 19-4-0 2-7-12 2-0.1 2-0-1 2-0-1 2.0-2 1-7-15 0-4-2 2.0.1 2-0-1 0-0-4 2-7-8 a Offsets (X.Y): [A:0-3-6.0 0-01 ffl:0-5-1 2.0-2 81. [C:0 3-6.0-1-81.1D;0 3-8,0 1-81.fE:0-3-6,0-1-81.I0:0-3-8,0-1-61,[M:Q-3-8,0-1-81, fl:0-6-0,0-2-81,fJ:0 3-6,0-0-01, [M:f LOADING (psf) SPACING 2-0-0 SCLL OD Rep Stress Incr YES LUMBER TOP CHORD 2 X 4 SYP No.2 `Except` T2 2 X 4 SYP SS BOT CHORD 2 X 8 SYP SS WEBS 2 X 4 SYP No,2 CSI DEFL in toe) Vdefl PLATES GRIP TC 0.78 Ved(LL) 0-54 N-0 >420 TL20 245/193 BC 0A2 Vert(TL) -0.85 N-0 >270 WB 0.62 Horz(TL) 0.07 J n/a Matrix) 1st LC LL Min Ildeft = 240 L___Weight 454 Ib BRACING TOP CHORD Sheathed or 4-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A=7994/0-3-8, J=5903/0-3-8 Max Harz A=21(load case 4) Max UpliftA=-2713(load case 2), J=-1995(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B=-17555, B-C=-26432, C-D= 33583, D-E=-37439, E-F--36512, F-is=-36512, G-H=-34015, H-1=-24179, I-J=-14664 BOT CHORD A-R=16310, O-R=16606, P-Q=26431, P-S=33583, 0-S=33583, N-Ch37439, N-T=34015, M-T=34015, L-M=24178, K-L=13691, J-K=13621 WEBS B-R=1902, I-K=453, B-0=10697, C-Q=-32841 C-P=7887, D-P=-1935, D-0=4252, E-0=152, E-N=-1021, F-N-29, G-N=2753, G-M=-1349, H-M=10849, H-L= 4693, I-L=11418 NOTES (10) 1) Special hanger(s) or connection(s) required to support concentrated load(s) 65.01b 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. 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 - 1 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 - 1 row at 0-9-0 oc. Attach chords with 1l2 inch diameter bolts (ASTM a-307) with washers at 2-0-0 on center. Special hanger(s) or conneotion(s) required to support concentrated load(s) 65,01b down and 22.31b up at 16-10-O on top chord, and 3075.01b down and 1057.01b up at 12-4.0, and 22.Otb 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 roof live loads have been considered for this design. 5) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL-=6.Dpsf; 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. 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 lb uplift at joint J. 8) This truss design allows for the following max. bolt holes along the member cAmes 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 124-0, and 22.O1b down and 7.6Ib up at 16-8-8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 10) Truss shall be fabricated per ANSVTPI 1-95 quality requirements Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE S Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-60.0, B-D=-60.0, D-I=-98.0, W=-60A A-S= 734.0, S-T=-746.0, K-T=-34.0, J-K=-20.0 Concentrated Loads (lb) Vert: 1=-65.0 K=-22.0 T=-3075.0 W) 53906902 _'HJ2 iJ Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000S BE 5-0111111--,------"--,--"--I--,-,-------------------"--,,---,---9- -1 1 1-5-0 3-5-11 3,54 ff2- Is A U4 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) I/deft PLATES GRIP TOLL 20,0 Plates Increase 1,25 TC 0.16 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0,03 Vert(TL) 0,04 A >446 BOLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defI - 240 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No,2 TOP CHORD Sheathed or 3-5-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C-39/Mechanical, B-159/0-3-8, D-20/Mechanical Max Herz B-63(load case 2) Max UpliftC--38(load case 5), B-- 1 73(load case 2) NOTES (3) 1) 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-I .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. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1,25 Uniform Loads (plf) Vert: A-B--60,0 Trapezoidal Loads (plf) Vert: B-2.4-to-C-553, B-0.0-to-D--18,6 MMUFM tof"Ogg Aq-m-*1190-1 0 Imul 411MAN010400MMI 0 Oil , a russ iiruss mfflnfl 11111111M M N Scale . 1:7.: LOADING (psf) SPACING 2-0-0 CSI TEFL 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) 0.011 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/def I - 240 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-6-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C-52/Mechanical, B-178/0-3-8, D-23/Mechanical Max Horz B-62(load case 5) Max UpliftC--54(load case 5), B-137(load case 4) FORCES (lb) - First Load Case 0 TOPCHORD A-B-22,13-C-16 BOT CHORD B-D-0 I NOTES (3) 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 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 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. MEZUREGREEM 1=5 C= MOW IM. row- 01AW401 "I : I M 0. AM 01 53906902 G15 I MO Inc., Burlington, NC 27215, Job Reference ek Industries, Inq FEW NM 2-0-0 0-6-0 Scale - 1:7,; LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) I/clefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(I-L) 0,00 A-C >999 TL20 245/193 TCDL 100 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.00 A-C >999 BCLL 0 0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 C n/a BCDL 10,13 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOR CHORD Sheathed or 2-6-0 oc purlins, except end verticals, BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A-141/0-3-8, C-366/Mechanical Max Horz A-51 (load case 3) Max UpI iftA--33 (load case 4), C--1 02(load case 5) NOTES (4-5) 1)Wind: ASCE7-98per FBC2001; 110mph;h-25ft;TCDL-6,0psf; BCDL-6,Opsf; occupancy category ll;exposure B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33, 2) Provide 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 3.811b 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/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 specc 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 (Ilb) Vert: D--331,0 40 IFff.91relIT, f I 1*MFTff4MML 539069019 IH13 JACK niversal F&est Products,lnc., Burlington, NC 27215, Jeff Kerr FMM LAI 3x4 = 12 1 _JJab Reference 06 s Feb 20 2003 MiTek Industries, Inc 4-2-3 4-2-3 3,54 JT2- T1 Bi 23 08:31:06 2003 Pagel I 2- LOADING (psi) SPACING 2-0-0 CS1 DEFL in loc) Well PLATES GRIP TCLL 20,0 Plates Increase 1 25 TC 0A6 Vert(LL) n/a n/a TL20 245/193 TCDL 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) 1st LC LL Min I/defI - 240 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Max Horz B-70(load case 2) Max UpliftC--56(load case 5), B--1 78(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--1 9 BOT CHORD B-D-0 NOTES (3) 1) Wind: ASCE7-98 perFBC2001; 110mph; h-25ft;TCDL=6.Opsf; BCDL-6.0psf; occupancy category ll;exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1,60 plate grip DOL-1.33. 2) Provide 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 (plf) Vert: A-8-60.0 Trapezoidal Loads (plf) Vert: B-2.3-to-C-63.6, 8-0.0-to-D-21-2 0- M M IN011X09I'M121M# p Y4,11TO-PuTow SO F9, runs Jlruns lype I uly I t-ly 53906902 JEJ3 4, WTr-T R U SS 12 11 Mallm LOADING (pst) SPACING 2-0-0 CS1 DEFL in (loc) /defl PLATES GRIP TCLL 20,O Plates Increase 125 TC 0,08 Vert(LL) n/a —n/a- J TL20 245/193 TCDL 10.0 Lumber Increase 125 BC 0.04 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/deti - 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 Horz B-73(load case 5) Max UpliftC--67(load case 5), B--84(load case 4) NOTES (3) 1) Wind: ASCE 7.98 per FBC2001; 11omph; h=25ft;TCDL-6.Opsf; BCDL-6,Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1,33. 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 G. 3) 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, LOAD CASE(S) Standard AMOFFM Truss Truss Type I City r Ply I Centex-Oriando/250 I H1G HIP st Products,inc., Burlington, NC 27215, Jeff Kerr 5,000 s reb 20 2003 MiTek Industries, Inc. W( 3-0-0 1-0-0 3-0-0 Scale - 1:11 5A 5x4 3x4 = U4 = RX LOADING (psf) SPACING 2-0-0 CSI DEFIL in loc) I/defl PLATES GRIP TOLL 20,0 Plates Increase 1.25 TC 0,07 Vert(LL) 0,01 F >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0,15 Vert(TL) -0.01 D-E >999 BOLL 0,0 Rep Stress Incr NO W13 0,03 Horz(TL) 0,00 D n/a BCDL 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. ROT 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 REACTIGAS (lb/size) A-331/0-3-8, D-331 /Mechanical Max Herz A--29(load case 5) Max UpliftA--98(load case 4), D--98(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-572, B-C--497, C-D-572 BOT CHORD A-F-491, E-F-497, D-E-491 WEBS B-F-52C-E-52 I 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.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 98 lb uplift at joint A and 98 lb uplift at joint D. 5) Girder carries hip end with 3-0-0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 45.01b down and 36,31b up at 4-0-0, and 45.Olb 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 on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, 8) Right end may be attached to 2x6 So,Pine BC of two or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Regular: Lumber Increase-11,25, Plate Increase-1.25 Uniform Loads (pit) Vert: A-B--60,0, B-CF-70.6, C-D--60,0, A-D--23,5 Concentrated Loads (lb) Vert: 8--45.0 C-45.0 Z OW& 4ATOMFF. N - 2 61 #1311 4-10-15 4 11 11 0-0-12 — LOADING (pst) 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 BOLL 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: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-11 -11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C-135/Mechanical, B-268/0-3-8, D-48/Mechanical Max Horz B=1 15(load case 5) Max UpliftC--1 16(load case 5), 6--77(load case 4) NOTES (3) 1) • ASCE 7-98 per FBC2001; 110mph; h=25ft;TCDL-6,Opsf; BCD L-6. Opsf; occupancy • 11 exposure B; enclosed; MWFRS gable end zone cantilever left • right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33, 2) Provide mechanical (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 note• Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling • • members only and do not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all • information on this sheet f conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no I , ponsibiS, 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, UVEEn MIaICUU03A J *i i AMI Mm .1 M 101 53906902 ICJ3 I ROOF M91 M M 2 11 2-10-15 0-0-12 LOADING (psf) SPACING 2-0.0 CS1 DEFL in loc) I/clefl 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 BOLL 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/clefl 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11 -11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C-69/Mechanical, B-1 94/0-3-8, D-28/Mechanical Max Herz B-73(load case 5) Max UpliftC--66(load case 5), B--84(load case 4) BOB NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; I10mph;h-25ft;TCD1--6.0psf; BCDL-6.0psf; occupancy category ll;exposure B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide 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, C= CL 0 1 a russ lype Cil I 5, Jeff Kerr 5.000 s IN wmla: si Rvm LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/clefl PLATES GRIP TOLL 20.0 Plates Increase 125 TC 0,06 Vert(LL) n/a - n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0,00 A >999 BOLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st 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. BOT 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-O/MechanicaI Max Horz 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 (lb) - First Load Case Only TOP CHORD BOT CHORD B-E-0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft;TCDL-6.Opsf; BCDL-6,Opsf; occupancy category 11; exposure 6: 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 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. ZRMZR 14 9 to io moil 0 : 1 V 0 0 a 6 $ V 4 Arom 0? R Job Truss Truss Type 53906900 FT1 FLOOR "' INELVEIM Ply I Centex-Oilando/2509 2nd/jsk/3-31-3 scale - A C? 3x4 = 3x6 FP= 3x4 = 20-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl PLATES GRIP TCLL 40,0 Plates Increase 1,00 TC 0.05 Vert(I-L) 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 S n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min Well - 360 Weiaht: 92 lb LUMBER BRACIING 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) AJ-52/20-10-8,5-29/20-10-8,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-147/20-10-8, AC-145/20-10-8, AA-145/20-10-8, Z-147/20-10-8, Y-147/20-10-8, X-147/20-10-8, W-147/20-10-8, V-145/20-10-8, U-153/20-10-8, T-116/20-10-8 Max Herz AJ-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--6, C-D-6, D-E--6, E-F-13, F-G--6, G-H--6, Hd=-6, I-J--6, J-K--6, K-L--6, L-M--6, M-N--6, N-0-6, O-P--6, P-Q-A Q-R--6 BOT CHORD Al-AJ=O, AH-AI-0, AG-AH-0, AF-AG-0, AE-AF=O, AD-AE-01 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-1-1-6, S-T-6 WEBS B9AI-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--I 34, O-V--1 32, P-1-1-1 38, Q-T--1 08 NOTES (6) 1) All plates are 1.5x3 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 3-1 r>d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. C> CM era MOW& 01021MA 5x4 1,50 A I X sow EM 3A 3X5 3x6 FPS 3A = 1.50 11 3x4 R C, I-) F F a 9 11 s r-eu eu zuu:j mi i eK inousines, inc, 3A U4 H I Jsk/3-31-3 Scale - 1:34A 5x4 = 3X5 = 1,50 J k y 9 3x4 = 5X5 c Us 3x4 = 3x4 = 1,50 11 300 M1118H FP-- 3x4 = 3x5 == 5X5 == 3x4 U4 = 0 4 6 0 0 078 11 1Q8 48 6 10 8 4 8 0 8 20-10-8 PlateOffsetsLX,y): fikEoge -j:8Lfq' -1-8 .0-1- :9-1 -P,Eq ,dEpjdq_ gel LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/def] PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 031 Vert(LL) -0.45 Q-H >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 I/cleff - 360 Weiqht: 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 FORCES (lb) - First Load Case Only TOP CHORD W-X--1 122, A-X--1 121, L-Y--1 123, K-Y--1 121, A-B--1 162, B-C--2934, C-D-4088, D-E--4088, E-F--4600, F-G-4600, G-H--4704, H-6-4103, I-J--2930, J-K-- 1164 BOT CHORD V-W-58, U-V-2195, T-U-3641, S-T-4530, R-S-4800, Q-R-48001 P-Q-4548, O-P-4548, N-0-3636, M-N-2196, L-M-58 WEBS K-M-1 503, A-V-1 501. J-M--1 436, B-V--1 436, J-N-1 021, 6-U-1 028, I-N-982, C-U--983,1-0-649, C-T-622, H-0-620, E-T--61 5, 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 ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building, Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Job J I russ 11russ lype i uty I my I uentex-uriano 53906900 JFT3 ..... IFLOQR ['Jolb Reference riler-s-al --- Forest rodu6ii lnc,, Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, li I A 6 G D E F G H 55:25-2-003 Scale - 1:2W i K 3x4 = 3x4 = 12-10-0 LOADING (psf) SPACING 2-0-0 CS1 DEFL in loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0,05 Vert(LL) n/a n/a TL20 245/193 TCDL 110.0 Lumber Increase 1,00 BC 0,01 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES W6 0.03 Horz(TL) 0.00 L n/a BCDL 5,0 Code FBC2001 Matrix) 1st LC LL Min I/defI - 360 Weight: 58 lb LUMBER BRACING FOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals, BOT CHORD 4 X 2 SYP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No,3 REACTIONS (lb/size) V-52/12-10-0,L-27/12-10-0,U-148112-10-0,T-147/12-10-0,S-147/12-10-0,R-147/12-10-0,Q-147/12-10-0,P-147/12-10-0, 0-145/12-10-0, N-153/12-10-0, M-113/12-10-0 FORCES (lb) - First Load Case Only TOP CHORD V-W--48, A-W--48, L-X--21, K-X--21, A-B-5, B-C--5, C-D-5, D-E--5, E-F-5, 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=51 R-S-5, Q-R-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-M5-107 NOTES (6) 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 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/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. LOAD CASE(S) Standard C\J a M AJM$ MR M jiW0 01141214H k WAIN EM M 53906900 FT4 1-3-0 1.50 A 3x4 FLOOR ton. —5,Jeff -k 3x4 B T-A' ___L4ob5,0070—s Feb 20 26-dMiTek Ir C 3x4 Scale 1:11 U4 0 1. 50 L U4 = U4 5- 0 aio Offsets (X.Y): fB:0-1-8.Edael. [C;0-1-8.Edael. fl):0-1-8,Edael LOADING ( psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1,00 TCDL 10.0 Lumber Increase 1.00 BCI- 1- 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2001 LUMBER L29L& i LVILT11111 CSI DEFL in loc) WWI PLATES GRIP TC 0.30 Vert(LL) -0.01 H >999 TL20 245/193 BC 0.14 Vert(TI-) -0,01 H >999 WEI 014 Horz(TL) 0.00 E n/a Matrix) 1st LC LL Min I/def I = 360 Weight: 39 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 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 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. 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 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 C' J cc, lZ Niolawl" MM ;R WSPIONOU0111412M ME 1 i___1-3-0 _I 5x4 1.50 A Iw U4 A FLOOR io--n. -NC 27215.-Jeff Kerr --5-.Odb--sF M 3x4 3x4 = 3X6 Ffl= 1,50 11 1.5x3 11 3X4 r D F F a H Ply Centex-Orlando/2509 2nd/isk/3-31-3 1 Job Reference (optjonall idYaiTek- Industries, Inc. Sat Apr 19 1155:26 2003 Page I scale: 3/8".1 5x4 = 3x4 = 3x4 = 1,5x3 -- I i K x 30 = 5X5 = 3x4 = 3A = 3x4 3x4 = 30 = 300 M1118H FP= 5X5 = 3x4 3x4 1j_e-20 19-2-0 Plate Offsets_(XYLJk,E d e LOADING (psf) SPACING 2.0-0 CS1 DEFL in (loc) I/defI PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0,38 Vert(LL) -0.32 Q-R >706 TL20 245/193 TCDL 10.0 Lumber Increase 1,00 BC 0.97 Vert(TL) -0.44 Q-R >514 BOLL 0.0 Rep Stress Incr YES WB 0,55 Horz(TL) 0.08 L n)a BCDL 5.0 Code FBC2001 (Matrixl I st LC LL Min I/def I - 360 Weiqht: 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-I 028, L-X--1 029, K-X--1 028, A-B--I 057, B-C--2631, C-D--3604, D-E--3604, E-F--4051, F-G-4051, G-H--4051, H-1-36041 I-J--26311 J-K--1057 BOT CHORD U-V-53, T-U=1 991, S-T=3245, R-S-3935, Q-R=4051, P-Q-3935, O-P-3245, N-0-3245, M-N=1 991, L-M-53 WEBS A-U-1364, B-1-1-1300, 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--901 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/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 A m N Truss Type -dfy-,- - -Ply- C-entex-Orlando/2509 2nd/jsk/3-31-3 FLOOR - 3 1 Job Reference Burlington, -NC 272f5-,T6ff -Ke-rr 5.OR0 s Feb 20 2003 MiTekIndustries, Inc. Sat Apr 19 11:55:27 2003 Page I 5x4 1'5X3 A w lklli-p scale: 318"-1 U4 3x4 = 3x4 = 3x6 FP = 1 50 0 1.5x3 11 3x4 = 3x4 = 3x4 R C D E F G H I i 5x4 = 1 50 KI x 9 3x4 = 50 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 3x10 M1118H FP= 5X5 = 3x4 U4 1--1 - ------ --,- A - t7A9------L --- lq-940 19-2-0 P71atoft t - I - - dX,Y Q'Q:1-8 d9eUR'0- --8 E ge] JA.'dge,0-1 -81 1K'0-1 -8 E LOADING (psf) SPACING 2-0-0 CS] DEFIL in (loc) I/defl PLATES GRIP TCLL 40,0 Plates Increase 1.00 TC 0.38 Vert(LL) -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 WEI 0.55 Horz(TL) 0.08 L n/a 6CDL 5.0 Code FBC2001 (Matrix) 1st 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 purfins, 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-1034/0-3-8 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--4051, F-G-4051, G-1-1-40511, 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-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/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 J 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:5390690OFT6 Truss P-1-y- 53906900 FT7 FLOOR 4 1 Universal Forest Products,Inc., Bbriinit,-n,-t4C-2-7-2i-5,-Jiff Kerr 9 2nd/isk/3-31-3 Inc. Sal Apr 19 11:55:27 2003 11 1 1-3-0 5x4 1,5x3 A R 3x4 = 3A = 1.50 11 3x4 B C D E 3x4 = 3x4 F 0 Scale - 1 26, 5x4 z- 1,5x3 H 3x4 = 6A = 30 = 3x4 = tbO 11 3x4 = 3A = 5x4 -- 3x4 15-9,-8 15-9-8 Plate Offsets X 8Ed H-,Q-1L8Eclge,Q- _0- I, - geJ,L-_ [00-1 d LOADING ( psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl PLATES GRIP TOLL 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 BOLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.05 1 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st 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 puriins, 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-S-844, H-S--843, A-B--851, B-C-2025, C-D--2719, D-E--2719, E-F--2622, F-G--2040, G-H--846 BOT CHORD P-Q-44, O-P-1 592, N-0=2449, M-N-2719, L-M-2719, K-L=2470, J-K-1 587, I-J-44 WEBS H-J-1091, A-P-1097, G-J-1031, B-P-1032, G-K-629, B-0-602, F-K--598, C-0-590, F-L-212, C-N-366, E-L-131, D-N--164, 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 ANSI1FPI 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 UJ CZ) J C:) I, u C\ 1 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 M 3x4 li 5X6 11 A FLOOR Burlington, NC 27215, 5X6 11 US 11 13 C karr—_ 5,000 s Feb 20 2003 Us 11 3X6 11 D E 3X6 11 F if - Apr 1 9 14—:011 4 2003 Page 1 Scale. 1:26' , U4 11 5X6 11 5X6 11 a 1-1 3x4 = 5x5 = 30 — 30 = 3x4 = 3x4 = 3x5 = 5X5 = 3x4 -z 15-9-8 Plate Offset Y t&q- 9gLqS_K _L -t-9JLQ_ LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/def] PLATES GRIP TOLL 40.0 Plates Increase I .00 TC 0.21 Ved(LIL) -0A8 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0,81 Vert(TL) -025 M >752 BOLL 0,0 Rep Stress Incr NO WB 0.65 Horz(TL) 0,07 1 n1a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min Vdefi = 360 Weight: 106 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purims, except end verticals. BOT CHORD 4 X 2 SYP No.1 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=1253/0-8-0 FORCES (lb) - First Load Case Only TOP CHORD A-Q=-1246,H-I=-1246,A-B.-1183,6-C=-2876,C-D=-3869,D-E=-4207,E-F=-3869,F-G=-2876,G-H=-1183 BOT CHORD P-Q=O,O-P=2208,N-0--3522,M-N=4197,L-M=4197,K-L=3522,J-K=2208,1-J=O WEBS A-P=1610, B-P=-1486, B-0=968, C-O=-937, C-N=503, D-N=-474, 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 strongleacks, 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 moans, 3) 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 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 (plf) Vert: I-Q=-10.0, A-H-1513 Z') CIA X Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906900 Contractor/Job: 209 2ND FLR A & B Date Req:04/24/2003 Draw No:53906900FG7 ME 7 11 IAf 3x4 A FLOOR Inc., Burlingtct-n7WC-27-2-15, i6flf -KeW--- 3x4 = 3X4 = 3x6 FP= 3x4 = 3x4 A C D E F s Feb 20 2003 MiTek Ij 3x4 U4 G I I anal at Apr 19 11:55:28 2-00'-3Page 1 Scale • 134. 5x8 = 1,5.3 11 1 5X3 11 3x6 I J K ' L 3A = 3x5 = 3A v= 3x4 = 1,5x3 11 1,50 11 3x4 = 34 FP= 5x5 = 3x4 11 3x4 = 3x4 = 3x4 11 3x4 = 7- 9-0 9-0-I-__L__10:3-4 20- 7-6 Plate OffsesJ.Y qe,N,,0-1 dg-l1991P0 el LOADING (pst) SPACING 2-0-0 CS1 DEFL in (loc) I/defl 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 I .00 BC 035 Vert(TL) -0,22 V-W >890 BCLL 0. 0 Rep Stress Incr YES WB 0.53 Hurz(TL) 0,04 P n/a BCDL 5. 0 Code FBC2001 (Matrix) 1st LC LL Min I/def I - 360Weight: 111 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 cc put [ins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 4 X 2 SYP No.3 6-0-0 cc bracing: P-Q,O-P,N-0. Max UpliftM-- 309 (load case 2) Max GravM- 108(load case 3), Z-07(loacl case 2), P-1576(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 2-AA--812, A-AA--81 1, L-M-229, A-13-809, B-C--1937, C-D--2452, D-E--2452, E-F--2523, F-G-2187, G-H--1310, H-1-160, I-J-418, J-K- 418, K-L=418 BOT CHORD Y-Z-421 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--1 157, N-0-418, M-N- 0 WEBS I- P--1 649, A-Y-1 043,1-0-1327, B-Y--985, H-Q--121 6, B-X-582, H-R=828, C-X--550, G-R--787, C-W-1 67, 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 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. 4) CAUTION, Do not erect truss backwards, 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 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) 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 rc 03 III* I . a•I I I & L6MIR-M MK4111MAN1111112121111iff 4 Alm r.-M orw7n FLOOR Buc., rlington, NC 27215, Jeff Karl- 5.000 s Feb 20 201 Inc. Sat Apr 19 11:55:29 2003 3x4 1.50 A I " 3x4 = 3x4 M 3x6 FP = 3x4 3x4 3X4 = 3x4 A n n F F C. H Scale . 1:34 34 7 1.50 11 1.50 11 Us I i K IL 3A == 3x4 = 3x4 = 3x4 = 1.50 11 1 5x3 H 3x4 = Us FP= 3x4 = 3x4 II 3x4 = 3x4 3X4 11 3x4 = 6 7-9-9 -al -3-4, -7-12 - 0_4 - 4 10 _1_?_ _ 5_ 20-7-8 LOADING (pst) SPACIIAG 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 CS1 DEFL in loc) I/clefl PLATES GRIP TC 0.33 Vert(I-L) n/a n/a TL20 245/193 BC 0.04 Vert(TI-) n/a n/a WB 0.04 Horz(TL) 0,00 0 n/a Matrix) 1st LC LL Min lidefl - 360 Weight: 111 lb BRACING TOP CHORD Sheathed or 6-0-0 oc pui lins, 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-305120-7-8,R-298/20-7-8,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 HorzZ-78(load case 1) FORCES (1b) - First Load Case Only TOP CHORD Z-AA--8I,A-AA--BI,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-J-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,R-S-103,Q-R-94,P-Q=5,0-P=5,N-0=-I0,M-N-0 WEBS I-P-182, A-Y-311, 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--1 31, F-U--1 23, L-N--1 3,1-0--19, J-0-74, K-N--1 51 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. 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. 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 C3 Ilk, CL 1U Jot) I cuss 53906900 FT11 j-ersal Forest Pro 3x4 1.50 = A w 3x4 H U4 C 10 1 err mm 5,000 s Feb 202003 I-P-Y-A-i U4 = 3x6 FP= 1.5x3 11 3x4 D E F a Job Rqfefer n_ce J994 qopt ek Industries, Inc. Sat Apr 19 11:55:30 2003 Page I 3x4 H 3x4 = 3x5 3x4 = 3x4 = 1.50 11 3x4 3x6 FP= 30 3x4 11 3A = 1 5x3 11 U4 = 6- 0-06_s-a 7 .9-0 6-9-FS 11 3 8 13.9-8 15-2.0 16-1 2 17- 1-12 LOADING ( psf) SPACING 2-0-0 TCLL 40O Plates Increase 1.00 TCDL 10.0 Lumber Increase I 00 BCLL 0,0 Rep Stress Incr YES BCDL 5.0 Code FBC2001 V 31110mayn MAJ011111, 0 CS1 DEFL in (loc) I/defl PLATES GRIP TC 0.31 Vert(LL) -0,14 R-S >999 TL20 245/193 BC 0.77 Vert(I-L) -0.20 R-S >918 WB 0A2 Horz(TL) 0.04 M n/a Matrix) 1st LC LL Min I/def I - 360 Weight: 94 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, Except: 6- 0-0 oc bracing: M-N,L-M. 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--1 914, C-D--2417, D-E--2417, E-F--2476, F-G--2476, G-H--1 828, H- 1-698, I-J-49 BOT CHORD U-V-42, T-U-1503, S-T-2303, R-S-2476, Q-R-2476, P-Q-2241, a-P-1402, N-0-1402, M-N--90, L-M--97, K-L-0 WEBS I-M--1 007, A-U-1 033, I-N-11 052, B-U--975, H-N--979, B-T=5721 H-P-592, C-T--541, G-P-575, C-S-1 59, G-Q-320, E-S--81, E-R--93, F- Q--120, I-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 zt C:), 1) C\A a_ I# A 1 $21111111 A MOMMno -WA"s mo-n-1111no-141012 ffi W 53906900 JFT12 FLOOR 1 1 Lotb Referencee UrtiVeir-s-al Forei-tPT-6d-`r6t-sln-c-., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc, Sat Apr 19 11:55:30 2003 M U6 FP= 3x4 = 3x6 FP= 7-9-Q_ LOADING (psf) SPACING 2-0-0 CS1 DEFL in loc) Well PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(I-L) n/a n/a TL20 245/193 TCDL 10,0 Lumber Increase 1,00 BC 0,01 Vert(TL) n/a n/a BOLL 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/defI = 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=147117-1-12, Z-147/17-1-12, Y-144117-1-12, W-146/17- 1-12,V=147/17-1-12,U-147/17-1-12,T-147/17-1-12,5-146/17-1-12,R-151/17-1-12,Q-129/17-1-12 Max Herz AD- 6(load case 1) FORCES (lb) - First Load Case Only TOP CHORD AD- AE--48, A-AEA48, P-AF--40, AF-AG--40, O-AG-40, A-13-6, B-C--6, C-D--6, D-E--6, E-F--6, F-G-6, G-H--6, H-6-6, I-J--6, J-K--6, K-L--6, L-M--6, M-N--6, N-0-6 BOT CHORD AC- AD-01 AB-AC-0, AA-AB-0, Z-AA-01 Y-Z-0' X-Y-0, W-X-6, V-W-6, U-V-6, T-U-6, S-T-6, R-5-6, 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 1,5x3 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) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted, Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, LOAD CASE(S) Standard 53906900 __rBA Universal Produ A 1.50 11 1.50 = F FLOOR Burlington, 27215, Jeff Kerr 5.000 s 0 M - Qty Ply Centex-Orlando/2509 2nd/jsk/3-31-3 2 1 Rat Job ncqF1_ Tqreb2O 0-03MN-ek Industries, Inc, Sat Apr 19 11:55:31 2003 Page I c t5X3 11 1.50 Scale - 1:7 1 ea 1 3-6-0 . 3-9-0 . LOADING (pst) SPACING 2-0-0 CS1 DEFL in loc) I/defl PLATES GRIP TCLL 40,0 Plates Increase 1.00 TC 0,16 Vert(LL) n/a n/a TL20 245/193 TCDL 10,0 Lumber Increase 1.00 BC 0,11 Vert(TL) -0.02 D-E >999 BCLL 0.0 Rep Stress Incr YES WB 0,04 Horz(TL) 0,00 D n/a BCDL 5,0 Code FBC2001 Matrix) 1st LC LL Min I/defI - 360 Weight: 23 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No,2 TOP CHORD Sheathed or 3-9-0 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) E-186/0-3-8, D-186/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD E-F--64, A-F--64, D-G--64, C-G--64, A-13-3, B-C--3 BOT CHORD D-E-155 WEBS B-E--184, B-D--184 NOTES (2) 1) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 6d 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 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 Cc 6- AGMIM no 071WAni- 10111011214" I 40'-0" HANGER LEGEND TYPE DESCRIPTION LUS 48 1 FACE MOUNT - FLOOR 20'-8" 5'-8" 12'-4" I I 0 HELD BACK 1 O D 0 W ;7 5o E,8 3i 3 zyyz .jr sz=:,s Uj Co I-- i CY r C> C)r C,) Ll Lj 0 DRAWN BY: TDN CHECKED BY; DRAWING NUMBER 1,310001 I I 7-0-0 S.B. LO C) CJ5 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 Tl' co CN r p CY) EP EJ7 EJ7 A EJ7 ER X EJ7 CCJ5J5 EP CJ3 Cl) 27-0-0 7-0-0 S.B. XM ER ER ER EJ7 EJ7 LO m IN T 7— ER EJ7 T — EJ7 EJ7 EJ7 EJ7 EJ7 H18 H19 I HANGER LEGEND TYPE DESCRIPTION HUS 28 MEDIUM DUTY — ROOF z Z pJzAyAy zo Z.i— S-2--o-8Za La X- mz Z ZS po g cra Q:) =j Z_ LJ cj O L OLI- Q) 41 C> C) z La L.Lj flo LJ LjI aRAWN BY: TDN HECKED BY: RAWING NUMBER 1310002 a 2 REVISIONS ikR.MfEaixfE 7Cat rm' ws9C oamt. ram'=a w! r°C-x-'acs e° REW. NO,. ZONE: fiAFE: ECN N0. hPPvO: CiESCRfPTtON t 62 it/06 - www I QFY (i) WAS (2) FOR TRACK 804T WN, o TrA ATr-NrfSoiC0DOORWOO wwk.Lut Po ARl I\k \ Ik (SCat, Dti3Tau w axaYjak yr Y ( h wsw B` as o4 6kv. SPCfl. alga 4M490. 31 it` xa-4Jaq aO'c000 W Wstf+ LISTED jj C kiNEYr 'G' it XY Y Ol4Y, srLt7. TarC4 WdY. PMtx }rwCwfa4S51 .60a' ,. J I \\ i REPORT 9606C' n MtA J asraiaza Qt Iwo u- ow L „ ewc . CiC7 f•. mJa` >+Cr.x +cwors M W A =k LAY. . I Q m tJa'.3 6' '111 scAm areNnrvaEYi4{ va to r•-g• fwca coaeasr or cy ((s v±v« . eswt C av carte uuwAa .feu uxt met , w sraa sr ( to LM r-c $++ ca+asasr W tm (wr k (iur war Y ro a x r«nma /' m1i1dXL W 6TG(aX W MCT Ua G. 7ae M* Vzw MEao ad aw. cer_v, rtw srae B z' iN K UXsa ON,S4 6i W N, mmw tiR i4 1 cxaeo XWE / s usi sEa a s-a zm W, srrr i 3/+' PAN wua y wm s/tr++ a y' wu S- eKw loAn* *Ut* a-ro rm. tto out ur'W rE f S aQ$t RNGKV= GL,vwtdtrYc, •- 0.'w IJxYw SCcam" -, I CiF414T8 (zcoa 7/Im` I4. 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SfArev1. .GnoRlu az iK'a'(m ttt La€Rr Mfrfi Scsm. wyoe tuurm,m s'rxZ F,G i m " twv, Mt. ruawo sue+a, A 4 t " n E oasxw as ns S x3vaL ¢ sx s 0E54Ct1 t0 63: +24, PBF St -2a,S PSF ua. riac, sneer tta » Yed ours JE o"N see 4s n ersa saaenr as rnE awaaimmrwAt or TEST LdwAS: +36A PSF d( -37.6 PSF 1' EE" a' rxit . 7A Gy CALV. ST(Fa. tt-Rya (7ao YUC( BCI,7 K-04 of Coax. ,,p cu r xr aas i a a.y... w..m .s Rum • ..a C? w . z-,-x-t a ttirta a.t, r*o u- s snag oa vaa(s »3 cwa+c .. ra x wwn rx 4s msn PkR4 NO.: a morrau srcrar«, o u a aw KW uzc Yom" p seanaw I. EAnx a-,sdaa ATTACMW "W& wu ate; twusss Stoue asn.r.a.s T7'} 7''T,( lid Mm ,t SL iu{b IBPavnrai o t Ya a' siV T taCY ON w ( j i{[j Cincirmo ESf 452 2 ava warms ( so scc awe m TCRANCES a. [iJ LJd1 tt. wa t-Sta }q; a• 1°"' a" '"°a' °`a im ife. i-;4}fez-s5t4 etrtton a- x natnt ntws an wfer w.a++t L ,4`b • .OSS6ESCRiPTiON: MQgEt bRST W 1b-4 Y 6-0: 2b/.26.5 DESiCR 6 4 Q w. cu.v. rmw7U ma v- ` "• ` rrpo. t,4a, OFt*WN BY: sum OATEt 4/1e/4c SCALE. fiat's OWG. ARr went 413 tams{m' L Jsus / rJ Fh(ra trm' T CHECKED SY: 4 GATE: 4/1e/00 SHEET I OF I SIZE s` `« m9 s u w. skaue om.rob« a oj+et a cauet+tti uu wa ems, 6WG, NO.; t 42 t38 REV, 40 i CD Cc i Th*mno-Tru in -Swing Door Wood ;'toimes System nqle up to 5,4 x 8,0 ./.o sidc t,a Doubig up to 8,4 - 8,0 w/-0 sidtait*. X, ox. XIDI CXO. V. WO(c arum&L pacBLE=&, The head and side jambs ors rn9*Ij0iAt Ping mo.surkV a min. 4-9116- with a '/Z- robbet-d StOP. rrpE ANCHDR Mkwwr 2 PFW WS TO V SUB-SiAc DFMGN PRESSF R67iNc Singia Positive 67,0 PSF Negative 67.0 PS-rSingle with Sidelites Positive Mo PSF Negative 60.0 PSF 0" tb4 w1wo Sideiites Positive 47.0 PSF Negative 47.0 PSF WAX TH, O.C. 1/2' D"Au 1 r 2 F4ZAP4 U- 50hurr LWTFL Ix SUCK J/ 16- TAPCON K17 — TO t-X -SUS-WCK 1/ 2* DRYWAU wt4. Ix J/ W TAPCON 7 2X t= I/Z rIPE ANCHOR 1 2 FW04 S= TAPCON of ECUAL M LE SHW MATWGi r 77See -t. Z} t PFH n TAPCOM Tl9z ANCHOR SsW IPACI 77-- rO tX SLM-BLI-K hers 1. Th4 system hoe boon —aiuotod for use in locotons ,dhering to the Parida ff.Winq Code and where prostuft s, dstanmnod by X-CC 7 M—rrm Design Loads for BuildingsBuildingsTo ZX SLI-Sucx and other Structures do not exceed the design pressure nsti.9a listed horitin. 2, For wistallabons wthe sub -buck is IW4 than 1-1/2' (FBC section 1707.4.4 Anchorage Methods wid sub -sections 17074A 1 and 1707.4.4.2) Tcpcon t)" concrete onchors m&a;t be usedand the ftn9th must bt such that a minimum ? - t/4- anqcte rent of the Topoon into the masonry w.0 is cbtcirid. a: C> O n Cr X LO I own C'RCti PRESSliffE RRnNC: Th*rn,c-T- O-t-S-ihq Door Wood f7ra s SyH*m 3- 1 UAX 18, 0 C PSF N&qdtN& 57.0 PSF Couple, up to V4 8'0 -/-. si"Ams -4 Single with Sidelites Positive 60.0 PSF Negative 60.0 Pir Ox, m OX0, OxxO C.C. ouble W/wo sidefftes Positive 47.0 PSF Negative 47.0 PSF MA'NLJM C106LL hjQkjN&_=L, Singh up to 5'4 . 9'0 /.o sid.Vtos Single Positive 57,0 7ho head and was j—hs are ran-jloiM pnv rnec,uriN 0 Ini, 4-9/16' wish . I/Z' rabbeted slap, UASONRY LwM 3116- TAPCON 17RMNG TYPE ANCHOR -3.1 DArfALLgaiWASONRYUNMT2FIRRING DRYWALL r 3116 -CON TYPE AKCHOR fx BIUC< TIPS ANCHOR T-71-1 25' WAX Sktit SPACE T_ Lam= J/TV TAPOOM rYPE ANCHOR HEAD iAufa 1 75 TO IX SUS -BUCK8x2-I PFN WS CONCRM CANONRY' SLOCX -25' UkC 7pACE 2-5, ksoLIM iM cue. 7APCON3/f6 r, TYPE ANCHOR 3/76' IAPCOHELCOTAPCONOREQUAL V," La. SHEAR FAr,-c) l. 15' Aw TYPE ANCHOR 25* MAX, OMM -7SH%f SPACE Lam= z=w rL 1 75J8 *: w IS 2-112 PF'H WS t 2 PRRING DRYWALL AMSVERMALS*E IX BLCK TO Ix Sua-aUCK ILTMO 2 F7RPJNG I. This system has peon evaluated for use in ;oactions adhodrIq to the Floidc Building Cod. and -he,* pressure requirements as dotehinoc by ASCE 7 tdimmum Osigh Load. for &.4dingsILL ZX SUCK and QVw sbn cfuras do not 4.ctod the design pr*23urs ratings Ustod herein, VEPTICAL SIDE TO 2X SUB -BUCK 2, For lrat*14ations where the sub -buck is loss t*,n I-T/V (FBC section M7.4.4 Anchorage Methods and sub-sacuons 1707,4.4.t and 1707,4.4,2) T4,=on type aoncrete .-h— musk b. used and the length must be such that a minimum 1-1/4' engagement of the Topcon into the masonry wall is obtained- J. When using a IX sub -buck a 6-91W jornb is roquimd to *11cw for min, edge spacing for Topton typo crano's 4y 4' I 14A I Thormc—Tru In —Swing / Oat —Swing Door Wood rrGM&3 SYStOrn M QYLSALL HQWN&_2ZF Single up to 54 x 8'0 ./wo sidelites Double up to 84 x WO vlwo sidakes X. ox. X01 CXO. XX. Dxx(j The head and side jambs are ringerjoint pine measuring a min. 4-9/le' with a !/Z' robb*tod stop. DOUBLE 2X HEADER a 2x WLAUY ZX MO 2X STUD wq r 25' "AX Sr011 S.-ACE vvrr-AL ME -Ads 1. 15' MKEua Single Positive 67,0 PSF Negative 57,0 P!;,' Single with Sidelites Positive 60.0 PSF Negative 60.0 PS' 7 Double w1wa Side9tes Positive 47.0 PSF Negative 47.0 PSF M 9 This system has been evc$ucted for use in joccGons adhering to the F70ridc Building Code and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Suildi.i;s and Other Structures do not exceed the design pressure ratings listed herein. THERMAoTRU" C " SWOLEAW DOUBLE 1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR MIAMI-DADLE COUNTY, 2, WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LLSTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EWBEOWENT TO WE WATER' SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1, 5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR WiAMt-DARE COUNTY, S. MLWI-DARE APPROVED IMPACT RESISTANT SHUTTERS ARE R OU}RED FOR SID£L€TES ONLY. 7. SIDEL TES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. IM Face sheets. Fiberglass cvg, min, yield strength Fyy(min.)56,000 psi SrnoothSter - 0.070`` minimum skin thickness RberOIcsstc - 0.110minimum skin thickness Care design, Polyurethane €oom core, with2.9 Ice. density by BASF The et skin is cans ed from c 0.070` thk. t gm {SM£J. The rater or is tdeed with 1.9 tbs. density . anet loom. The loco is are glued to the d ih4 Lot latch Ae s reinforced with e wood ck k g 2.375 x f4.0 I of the strike is FF Jointed Fine and the top rnd bottom row are of o wcad e material to the double door sppk1161,n the door is Fitted gift on ed otum' astr (wnd Janzer k) of 5063-T6 alloy. r - The I is ed rr jointed Nre. The er rs Ian o the side " bs with (3) J 1/crown x 2 long st at each side. The ions we togett in a ten lion using 8 x 2` krnj PFH Wood Screws (6) per each mullion. ne units an Inswing Saddie Weshold neasunng 5.75" x 1.548'. The sidelite poneis ore sandwich glazed vs s q o two p+ccerome. hey are dry glazed on the exterior rth on rJ8` thk. ceJtLr pfaxngtope( (Stfg -II Tapes ek caulked wffh sifcane the the frames are held rw (A a /6 x f /2 long Plascm•. TABLE OF CONIENTS sHEET j{ DF_SCRfN 37. 5" MAX. OVERALL WIDTH 36 MAX --_.z PANEL WIDTH v w = z4 i r a o J ® O a g i g m cv w ct13LLNG tlwT 1 74. 5` MAX. OVERALL FRAME WIDTH 36. 625 ` MAX. PANEL WIDTH --€ W ASTRAGAL i cs 17 w xw a m Do IB F I rrtc. uNtT 105. 5 MAX.. (3VEh'ALL ttYRML rryum PANEL " MAX. 15.5` MAX E PANEL WIDTH F E WIDTH j W/ASTRAGAL 13, 75" MAX. p vJ WIDTH7. 125` MAX. 0 D. LO. WIDTH C3 S Li O t W Q Z if o o' uy uy InJ ' ice DOUBLE W/StDELITEs rNSWtNG UNii z 6g, 5`MAX. OVERALL WIDTH ALLLt0DEL5m a ARE N WCD 36` MAX. t5.5` MAX. FRDM INTERfOR PANEL WIDTH FRAME WIDTH 13. 75` WIDTH f 7, 125' s D.L.O. WIDTH w / y o t f t • i 27733 0 Oaf @6 I On INTERIQRb. 0 1,68- WIN- C? PANEL TW, D.0- 29 42 m 4333 34 SEE NOTE 5 SHT. 4 cl ul 41 Li ul NOTE I SHT. 4 z MR GLASS THK cc EXTERQ 25 FOAM CASKET & SILICONE CAP BEAD 6 1,58' MIN, PANEL THK. 42 SEE NOTE 5 SHT. 4 Is Em 2LIgzo scqz: 1/2'_f_ By. TJHwc! sr: RW o LrasJmkIa '_:W, I S-2151 SEE NOTE 2 SHT. 4 /--, ACriVE 7 7_ r ASTPAGAL RETAINER BOLT 8.0' LG. TOP BOTT014 (2) BOLTS AT TOP & (2) AT SOTTOM 0 ASTRACAL 1. IS' WIN. EUB- f--25- MAX- SHIM UNW9 0o 7 36 li 6 29 z Li 4T SE NOTE 1 35 SHT, 4 0 SIDELITE TO BUCK FOAM GASKET & SEE NOTE [ SiUCONE CAP READ 5 SHT. 4 n34 Lu 9 29 S NOTE 1 37 SHT, 4 SEE NOTE 7CYlHQRIZQM Oms SECTID 0 HINGE JAMB TO SIDELITE t I momm 1 15- MIN. 7— EMBED. 15' miN. C-SINK 7 25' MAX. SHIM SPACE ECTION@1TIZC,2,2"a TOSUCK, NOTES: 1. SPACING FOR rTEM NO. 41 WTE FRAAAE SCREWS) IS ASFOUOWS: VERTICAL FROM THE Top DOWN ON SIDES; 5.5-, 16.5', 27.5, 38.375', 49.375' & 60-375" HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125- tN FROM EACH CORNER. 2. SPACING FOR rrEU NO. 27 (18 . 1` PANHEAD SCREW) ATTACHING THE ASTRAGAL To THE o4CTNE DOOR IS AS FOUOWS. FROM THE TOP OOW`N 1', 3, 5, 16.25, 40.5', 59.25*, 74.25, 76,25' & 78-25'. es WITH3, THE HEAD JAMB 15 ATTACHED TO THE SIDE JAM 3) 16Gk x 712' CROWN x 2' STAPLES AT BOTH SIDE, 4. THE THRESHOLD IS ATTACHED TO THE S0E JAMBS WrTH2) 16GA. x 112' CROWN x 2.5' STAPLES AT BOTH SIDE. 5, THE SIOELTTE IS DIRECT SET INTO THE AWB WITH (12) ITEM No. 43 (18 x 2' PFH, WOOD SCREW), THERE ARE (4) ATEACHVERTICALAMB, FROM THE TOP DOWN AT 13,5-, 31', 48.5' 66. THERE ARE (2) AT THE HEADER AT 4- INFROMTHEOUTSIDECORNERSOFTHEFRAMETHEREARE 2) AT THE SILL 4' IN F'ROM THE OUTSIDE CORNERS' 5. SPACING FOR ITEM NO. 43 (/8 x 2® SCREW) SECURING THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7- O.C. 7, WHEN ATTACHING THE HINGE TO THE fAMB AND THE RUCK USE ITEM No. 12 (110 x 2' SCREW). WHEN ATTACHING THE HINGE TO THE JAMB AND THE SIDELFTE AT THE MULLION USE ITEM NO. 37 (J10 - 1 314' SCREW). 1. fl, MM EMBED. 15- MIN. 13 C-SINK 7 10 jk 4 Zy To 6 26 9 2 .25' MAX. 4 HINGE JAMB TO BUCK. SHIM SPACE i U) 41 SEE NOTE I SHT. 4 HORIZONTAL CROSS STRIKE AM8 To S"ELITE I 'JkIWH' L/ SEE NOTE 7 SH7. 4 11 rlq SEE DETAIL 'F' SHT- 5 HEED 6'6. 3 . 1 II 666. 6' 3' 3. 3. 3 3- Y II 13MSHT. yp T p 7 TyP. SEE NOTE SEE DETAIL Typ, 3 SHr, 4 0SEENOTEa r 5SrHT, 5 SEE DETAIL 6: 4 SHT 5 gyp. SEE DETAILSEEVET 'L NOTESEENOSEE 46SH7. TM 3' 3 u SHT. 5 TYR. SEE DETAIL i3 SEE NOTE Typ. 4 SHT. 4 14 TYP TypITM 6' SEE NOTE 3 SHT.. try 10 u Tlyp Ll cr1.1TSEE DETAIL 01— E" SHT. 5 @ Typ SEE DETAIL Ic, Typ, G, SHT 5 TYR. 6' SEE NOTE3- 3' 4 sHT. 4 3" FLoRMA B.O.A.Fo L2WLL22QR WZUILM CENTRAL MANUFACTuRER NANES MASTER FUF,,,-1 A o.357' BOLT DEEP -1ENOUGHFORTHAO" 13 BOLT RW 12 10 13 to V L=F DETAIL H10ATTACHASTRAGALTHROWBOLTASTRAGALTHROW BOLTS MA1L STRIKE PLATE () WTo FRAME DELL AT THE THRESHOLD A lkN, m 1 10T.:=- 613. W.3a3l Tt 5 or CENTRAL - A MANUFACTURER a SEE DETAIL F- $Hr 5 T AST FMB 6• 3- o 3. L ... 6` 3 ! 1 I ! 13 SEE NOTE T—Tf3 TYP, 3 SHT. 4 SEE NOTE SEE NOTE in SEE DETAIL e 3 SHT. 4 6 SHT. 4 rs 'F` SHT. 5 o o u 93 N O T?'P SEE DEML oG' SHT. 5 C7 43 — _ SEE DETAIL SEE DETAIL M SEE DETAIL TyP. o i "E' SFfT. 5 E' SHT. 5 'H' SHT. 5 ui PYR, TYP SEE DETAIL -K' 'K' `M" o SEE NOTE 'c" SHT. 5 94 94tUI4+ 4 SHT. 4L i 3® 6-t— `36663SEENOTE6` 6` 94 4 SHT. 4 3" 3" TYR DOUBLE DOOR StNGLE /StOEC. M 453" GLASS SITE 463' GLASS BITE 33 34 Ri t 32 4t7 1 32 P GLASSTEMPERED 25 1/ 9` TEMPERED 25 GLASS O aD .25' NR 25' AIR Q o .p o SPACE Q o SPACE o '7 1/8' TEMPERED z 1/8" TEMPERED GLASS z sr , GLASS ( R 36 z Y 4 9 v vz SEE NOTE36 m 2 6 41 v row 6 1 SHT, 4 V 25" STEEL SE NOTE 9 25" STEEL tNTERCEPT _ INTERCEPT SHT. 4 SPACER SPACER 5` INSULATED G 5" fKSUtATED G n arc i rrffRal.F C# A7t C DE7 IL SOS LITF FRAME 4gtNG DETAIL m Lllltli'V if " L, jj' - -1 — I - 4.563' 1.063, In c 2! 2.: T 2 2 ffW12 E96M 3 FINGER JOINTED PONDEROSA PINE 0 m ILL 097' x 4 STEEL2QQff-blhC&E 1,077'--j 531 212ELIIL TOP _&_BOTTOM RAIL FtNCER JOINTED PONOSPOSA PINE 526' 7 .232' 33 FXTRUDFD STS 2-141' 1.691 T- c INSWING 22EQ 31mm-aol 0.09, EXTRUDED vINYL WALL u T 1 7 2 WOOD COMPOSITE 1 .531- ---4 FC,, 601MM M WOOD COMPOSITE NLjy.JHE, -, I4 1.077- ctncr RC at ANk' 1 10F 'Mir 36 I 4 526' 2.713' I 1, 2.375' 7ate. .east N.T.s FY: T,[H TL 21- RWmDRIA*cNo" 300 S-2151 WOOD LOCK -7 ' FINGER ANNTED PONDEPOSA PINE Ll rn WOOD COMPOSITE 592' 579 5, 77 Q cc 2 R M: zo, C.:I Ld 175' 179" co 2. R I THERWA-TRU F CELL F2,AM BY ONYL JACKET FOAM FOAMCELL CORE W/VINYL JACKET N m I DRILL TRU FOR Z57' DIA. ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS pFt4 WOOD SCREW 2PLCS WfNMAM20 tf fRjdL lEaLKj--EL6-TE 10, 1,531' 51 T<FILE p 'T ASSTRAGAL ! Al /R CMATERIAL, C/ I YELLOW CH OMA E ASTRA4" 1,LHAS 2) 8.0 BOLTS 0 BOTTOM 2) 8.0- BOLTS 0 TOP I . 716 7' za O 46 4- 6z EmmmislopmE JON-21-2002 09:52 MILESTONE WINDOWS 3 9729 P_03 tableTheattached +CountyFenestrationMasterfileaffectedbythisengineeringstatement. Any questionsshouldbe + r to the undersigned. Robert J. Amoruso, PE t r The letter was signed and sealed r appliedA rubber stamp seal was also r facilitate reproduction for r. CountyBuilding Division Masterfile scanning. NUUME192KEE= 1 N 3' bath duc' to roof cap w/fan 3' bath duct to roof cap w/fan 1-11 T ram; dryer wattc p Must have a nWrlum ctearonce of4 Inches around the air handler per the State Energy code. AU duct has an r=6 insutation value. 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL Rating A _ i m ri Q'` El LJ x LJ z o cY z LU Qo Z —j 1) ry 0 Ct ONE BY WOOD jUCK BY OTHERS STUCCO BY OTHERS W INDOk HEIGHT) L PERIMETER CAULK BY OTHERS CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK, OR APRV`D. EQL_ PERIMETER CAULK BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS d R --/ rs CAULK BETWEEN &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. e EMBEDMENT NSTALLATION ANCHOR 3/16" DIA. TAPCON SHIM AS REQ'D. 1/4' MAX. SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS TYP.) (SEE NOTES) B.H. BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL PRECAST SILL BY OTHERS 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 J VULKEM 116 ADHESIVE CAULK OR APPROVED EOUAL. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W,H, EXTERIOR OF WINDOW FLANGE, 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 REOUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY. 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN- 5/5 IN. EMBEDMENT INTO WOOD BUCK- S 0) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG t5 SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 EIEV AT I ONSERIESSINGLERUNGS. SHIM AS REQ'D- RfG€D VINYL I/4' MAX. GLAZING BEAM ( SEE NOTES) TYP.) GLASS TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE 8 WOOD BUCK W.W. WINDOW WIDTH) SECTION B-B W,W% 1 1) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #I0 SCREWS OF O EXTERIORSUFFICIENTLENGTHTOACHIEVE1-3 8- MIN_ EMBEDMENT ATVIEWED ALL INSTALLATION FASTENER LOCATIONS. 1-[/4' HIN EHBE DmENT FHERS I m i o PERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK 9, MAS'Y. OPENING BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB SIZE SIZE 3OPSF TO 40PSF 41psF TO 70PSF 30PsF TO 40PsF 41 PsF TO 70PsF 12 18 1/8 X 25 B B FG F,G F,G F,G 13 18 1/8 X 37 3/8 6 B B F,G F.G 14 18 t/B x 49 5/8 B B F.G F.G 145 IS 1/8 X 55 1/4 B 8 F.G F,G t5 18 1/8 X 62 B 8 B F,G F,G,H 1 16 18 1/8 X 71 B 6 F.G F,G,J,K 17 18 1 8 X 83 B B F,G F.G 1 H2 25 1 j2 X 25 8 8 F.G F,G 1H3 25 1/2 X 37 3/8 B B F.GF,G,H.1 1H4 25 1/2 X 49 5/8 B F,G F,G,H,I IH45 25 1/2 X 55 1/4 B 8 F,G F,G,H,1 iH5 25 1/7 X 62 B B F,G FGH,1 1H6 25 1/2 x 71 B B FG,J,K F,G 1H7 25 1/2 X 83 B 34 1/2 —.26 29 1/2 X 25 8 B B F.G F.G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 8 B F,G F, F.G 30 1/2 x 50 5/8 29 1/2 X 49 Sj8 B 8 F•G F°GH`I 30 1/2 x 56 1/4 29 1/2 X 55 1/4 B B F.G,H.i 3o 1/2 x 63 29 1/2 X 62 B B B F.G,H ,IG, F G,H,4 30 1/2 x 72 29 1/2 X 71 B B F.G,J.K F,G,J,K 30 1 2 x 84 29 7/2 X 83 B 82236X25 B B F,G F,G 23 36 x 37 3/8 B B F,G F_GH,t 24 36 X 49 5/8 B B F,G F,G,H,i 245 36 X 55 1/4 8 B FG Hj F,G,H,t 25 36 X 62 36 X 71 B B F G,H,1 D.EF.GH,t 26 27 36 X 83 B B F.G,.f.K F.G.Ht,J,K 42 x 26 41 X 25 8 B 8 B FGF, F,GH t 42 x 38 3/B 41 x 37 3/8 8 8 F G F,G,HJ 42 x 50 5/8 4t X 49 5/8 B g F,G.H.t F,G,H 1 42 x 56 1/4 41 x 55 8 F,G,H,1 D,E,F,G,H,t 42 x. 63 41 X 622 B F,G.H.1 D.E,F,G,H.i 42 x 72 41 x 71 41 X 83 B B F,G.J.K F,G.H.1,J.K 42 x 84 48 x 26 47 X 25 B A,C A C F,G 48 x 38 3/8 47 X 37 3/8 8 B A,C F,G F,G,H,I 48 x 50 5/8 47 x 49 5/8 kC F G if I F,G,H,I 48 x 56 1/4 47 X 55 1/4 8 A,C FG.H,I D,E,F,G,H,1 48 x 63 47 x 62 47 X 7 i B A,C F,G,H,I D.E.F.G,H,t 48 x 72 47 X 83 F G J K D E F G H I J K 48 x 84 32 52 1/8 X 25B A,C F,G FG F, G F, G.H.tFG.H.1 33521/8 x 37 3/8 B B A C A, C F G,HJ 34 52 1/8 X 49 5/8 @ A,C F,G.H,I D.E.F,G.HJ 345 52 1 j8 X 55 1/4 B A,C FG,H,I D.E,F.G.H.I 35 52 1/8 X 62 52 1/8 X 71 B A,C FG.H.t D,EF,G.H,I 36 52 1/8 x 83 B A,C F,G.J.K D,E.F.G,J.K.J,K 37 37 SIZE NOT A`JA,LABLE IN 1000 OR 1500 SERIES. FL i M A INTERNATIONAL, ANFORDI, FLORIDA TITLE: INSTALLATION DETAIL SGL. HUNG FLANGE WINDOWS - SERIES 1000 I SL i 2DD0 BB Dy3_ € VED BY: L10/ 09/O G TSsE_N0ar _ PREPARED BYPRODUCT & APPLICATI EkG1NEERING, iNC. 250 INTERNATIONAL PYY_ SUITE 250. HEATHROW. FLORIDA 32746 PtftllvE 407 805-0365 Fax 407 8G5—=J366 INSTALLATION ANCHOR 8 WOOD SCREW STUCCO BY OTHERS mm INSTALLATION 48 ',W0 0 D STUCCO BY OTHERS CAULK BE WINDO SHEATHING BY OTHERS SECTION A -A I' MIN. EMBEDMENT1/4' MAX - WINDOW WIDTH SHIM SPACE TWO BY WOOD FBY. OTHERS SHIM AS REQ'D TWO BY WOOD SEE NOTES) STUD BY OTHERS SHIM AS REQ'D_ SEE NOTES) •F. CF I' MIN, EMBEDMENT 1/4 MAX, IL GLAZING CTYP.) SHIM SPACE B (SEE NOTES) SHEATHING BY OTHERS FIN TYPE WINDOW FRAME CAULK BETWEEN HEADER FIN TYPE WINDOW FIN GLAZING (TYP.) WINDOW FRAME & SHEATHING JAMB SEE NOTES) WINDOW PERIMETER INSTALLATION ANCHOR WIDTH CAULK #8 WOOD SCREW A BY OTHERS STUCCO 1 BY OTHERS 14 TYPE NDOW FRAME MARBLE SILL STOOL BY OTHERS TWO BY WOOD BY OTHERS MIN. EMBEDMENT 24' O.C_ MAX- (TYP.) WINDOW HEIGHT If SPACE TYP,) CTYP.) 6' MAX. (TYP.) ELEVATION VIEWED FROM EXTERIOR SECTION B-B NOTES: I)SHIM AS REQ°D. AT EACH INSTALLATION ANCHOR - MAX, ALLOWABLE SHIM STACK TO BE 1/4-, 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063- 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF I- INTO WOOD BUCK. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD, SILL & JAMBS_ 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME. 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR OUANTITY LISTED WITH NEXT LARGER SIZE- 7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THISPRINT ALSO APPLIES TO THE FLORIDA ETRUDERS 1500 AND 2000 SERIES SINGLE HUNG WINDOWS. INTERNATIONAL, INC] REV DESCRIPTION DATE INI T, N 7L01"ll"'A EATRUT FLORIDAUr -. SANFORD, TITLE: INSTALLATION DETAIL W/#8 SCREWS SINGLE HUNG FIN WINDOW SERIES 1000, 1500, & 2000 DRAWN BY: BB APPROVED BY: DATE- 12/13/01 SCALE N. T. S. DWG.:FLEX002G SHT I OF 2 32746 PHONE 407 805-0365 FAX 407 805-0361S FIREPAPED Br-- PRODUCT L APPLICATION ENGINEERING. INC- 250 INTERNATIONAL PKIWy., SUITE 250, HFATHPOV, FLORIDA INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN HEAD & SILL EACH JAME3 CALL WINDOW SIZE SIZE UP TO 70 PSF UP TO 70 Fis = 2024 23 1/2 X 27 1/2 2 2 22030231/2 X 35 1/2 2 32033231/2 X 43 1/2 2 32040231/2 X 47 1/2 2 32044231/2 X 51 1/2 2 32050231/2 X 59 1/2 2 2060 23 1/2 x 71 1/2 2 4 2070 23 1/2 X 83 1/2 2 4 2424 27 1/2 X 27 1/2 2 2430 27 1/2 X 35 1/2 2 2 2438 27 1/2 X 43 1/2 2 3 2440 27 1/2 X 47 1/2 2 3 2444 27 1/2 x 51 1/2 2 3 2450 27.1/2 X 59 1/2 2 3 2460 27 1/2 X 71 1/2 2 4 2470 27 1/2 X 83 1/2 2 4 2824 31 1/2 X 27 1/2 2 2830 31 1/2 x 35 1/2 2 2 2838 31 1/2 X 43 1/2 2 3 2840 31 1/2 X 47 1/2 2 3 2844 31 1/2 X 51 1/2 2 3 2850 31 1/2 X 59 1/2 2 3 2860 31 1/2 X 71 1/2 2 4 2870 31 1/2 X 83 1/2 2 4 3024 35 1/2 X 27 1/2 2 3030 35 1/2 X 35 1/2 2 2 3038 35 1/2 X 43 1/2 2 3 3040 35 1/2 X 47 1/2 2 3 30 44 35 1/2 X 51 1/2 2 3 3050 35 1/2 x 59 1/2 2 3 3060 35 1/2 x 71 1/2 2 4 3070 35 1/2 x 83 1/2 2 4 3424 39 1/2 X 27 1/2 3 3430 39 1/2 X 35 1/2 3 2 3438 39 1/2 X 43 1/2 3 3 3440 39 1/2 x 47 1/2 3 3 3444 39 1/2 x 51 1/2 3 3 3450 39 1/2 X 59 1/2 3 3 3460 39 1/2 X 71 1/2 3 4 3470 39 1/2 X 83 1/7 3 4 3824 43 1/2 X 27 1/2 3 2 3830 43 1/2 x 35 1/2 3 2 3838 43 1/2 X 43 1/2 3 3 3840 43 1/2 X 47 1/2 3 3 3844 43 1/2 X 51 1/2 3 3 3850 43 1/2 x 59 1/2 3 3 3860 43 1/2 X 71 1/2 3 4 3870 43 1 2 X 83 1 2 3 4 4024 47 1/2 X 27 1/2 3 2 4030 47 1/2 X 35 1/2 3 2 4038 47 1/2 X 43 1/2 3 3 4040 47 1/2 x 47 1/2 3 3 4044 47 1/2 X 51 1/2 3 3 4050 47 1/2 x 59 1/2 3 3 4060 47 1/2 X 71 1/2 3 4 4 7 47 1/2 X 83 1/2 14 INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN CALL WINDOW HEAD & SILL EACH JAMS SIZE SIZE UP 'TO 70 PS; UP TO 70 PsF 12 18 1/8 X 25 2 2 313l81/8 x 37 3/8 2 14 18 7/8 X 49 5/5 2 3 31-45''- 18 t/8 X 55 1/4 2 15 18 1/8 X 52 2 4 16 18 1/8 X 71 2 4 17 18 1 8 x 83 4 1H2 25 1/2 X 25 2 2 31H3251/2 X 37 3/8 2 1H4 25 1/2 X 49 5/8 2 3 1H45 25 1/2 X 55 1/4 2 3 1H5 25 1/2 X 62 2 4 1H6 25 1/2 X 71 2 4 1H7 25 1/2 x 83 2 4 30 1/2 x 26 29 1/2 X 25 2 3301/2 x 38 3/8 29 1/2 X 37 3/8 2 33131/2 x 50 5/8 29 1/2 X 49 5/5 2 3301/2 x 56 1/4 29 1/2 X 55 1/4 2 30 1/2 x 83 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 4 2 36 X 25 2t 32336X373/5 2 32436X495/8 2 324536x551/4 2 42536X622 26 38X71 2 4 27 35 X 83 2 4 42 x 26 41 X 25 3 342x383/8 41 X 37 3/8 3 342x505/8 41 X 49 5/8 3 342x561/4 43 x 55 1/4 3 442x6341x623 442x7241X713 442x8441X833 48 x 26 47 x 25 3 3 45 x 38 3/8 47 X 37 3/8 3 3 48 x 50 5/5 47 x 49 5/8 3 348x561/4 47 X 55 1/4 3 448x6347X623 43 x 72 47 X 71 3 4 48 x 4 47 X 83 4 32 52 1/8 X 25 3 2 3 33 52 1/8 x 37 3/8 3 34 52 1/5 X 49 5/8 3 3 345 52 1/8 x 55 1/4 3 3 35 52 1/8 X 62 3 4 36 52 1/8 X 71 3 4 37 52 1/5 X 83 3 4 REV DES RVJ)N I DATE ' IN ' L0 EtXT TT E"S INTERNATIONAL, INC SANFORD, FLORIDA TITLE: INSTALLATION ANCHOR CHART SGL. HUNG E I N WINDOWS - SERIES 1000 , 1500 & 2000 I DRAWN BY: BB APPROVED BY: I DATE- 12f 12/01 SCALE. NTS IVWGFLEX0026 SHT 2 OF 2 4 moo &R jA;IqB "TYF:) JAMB TYP) 1 X 2 X Va TUBE MULLION so. AMP CTYP.) TAP X 1/2 SELF TAPPING -s"Ms S'E':ALAINT BET AD04 FLAKES MULLION Q x in/2 SEV_ TAPPING SMS SECTION A X E 7 6 X 8 TUBE MULLION 1 X 2 X 3/8 TUK- 48 X 1/2 SELF TAPPING SMS T SEA — -- — TWE EjLA -.,T RE-s,, VNEDW 48 X 14/2 SE& 7APPINQ SMS SECTION A --A (2), X 2 7-1-16 X 3/8 1 CjC, 0 S H. — TUBE MULLICiN jAM3 (TYFO 48 X 1/2 SELF TAPPLNG SMS SEALANT BETWEEN WINDOV FLANGES L KWENV_ IA/2 SELF TAPPING SMS SECTIOAQ 0--A Q X 4 X 1/2 TUBE MULLION icoc S.Hl — JAMB J40 2 X 1/2 SELF TAPPING SMS NQ_ SEALANT BETWEEN VINDOW F-LANC-ES MULLION 8 X 1-1/2 SELF TAPPING SMS 2 x 4 x 3/2 TuK MULLIDN 8 X 1/2 SEW - TAPPING SMS oco S-.i' jAMIB <TYP,) 48 X 1-1/2 SELF— WINDEPW FLANGES AM U L L 1; DN 1- 49 X !-1/2 SELF TAPPING SMS 1TWON A-0 1' 4 r-1 X 4 X 2/8 TUBE MULLIGIN F t::4NryukL ENE BY WOOD- 3UCK EY ETHERS 1 1/4' MIN; A EMEEI>ENT /I 8 X 1/2 SELF TAPPING SmS SEALAINT BETVEEN WINDr-l'w' FLANGES MULLION ECTION A A f -7 DETAT C F TAPPINE SMS TTYF, SELF VIEW'E:'EXTER OR TAPPING SMS ------- — mot` 14 1 N3- JW GES L KQ-_IN 46 X 1-U2 SELF TAPPING SMS SECTi, f 9 F! ET/sl L Cc CCNCRETE BY ! 7_,'TH_PS A ST ALLATI N ,.N4C-:4E:;R 3/16' :117- 1 S: PNAL MULLTOI S , A LT 2% - L TYPiCAL MULLiCN TO CONCRETE i HE AZ,, PPUES TO HEAD & S-SILL 'RHERE 1 " x' 4' JA 2 " X 4" TUBE MU;_Li0,NS ARE "LISEC) iNSTALLATION - ANiCHU'l3/16' DIA. TAPCCiN I SCREId ANCHOR TYP," 1-1 SILL CMIP A 1 114' M IN EMKIIHENT FTECAST SILL By &HERS AUX01APY Pi V02 ADDITIONALL ANCHORS. kw tF:N PECUTRED) W UzTii i sea mm - 1 t 1 T-11AIT TT INTERNATIONAL, INC r n A EjATR DER L) SANFORD, FLORIDA F7 F1 E. T 1 CD TITLI& 1000/11500 FLANGE STHE F 2:' V T DN SEC N's E RL_!L 1",IULL -! N 1 11 f-11" - KEE! EITHER 5; 1 DE ( SHEET JR OF 2) F D AR DESIGN PRESSURE CARACITHES DRAWN BY: MS, ll-i APPROVED BY: f _f A nATnKYO01El SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES i CAPAl- TY CITY CAPACITY CAPA ITY CAPACITY CAPACITYCAPACITYCAPACITYiCAPACITY :1 1 X4X 8 2X4X3/8ICAPACITYlX4Xl/8 1 X4X3/8 i 7/16Xl/8 TUBE MULL ;TUBE MULL2XWINDOWlX2Xl/8 1 X2X3/8 1X BE MULL!; TUBE MULLWINDOWlX2XI/8 MULL ,TUBE CH HORS 4 ANCHORS 6 ANCHMULLMULLTUBEMULLJUBEMULLLLORS6ANC ORS 6 ANCHORS CALL TIP -TO -TIP TUBE MULL 'TUBE 2 1 2 ANCHORS CT. A-AK,5) SECT. SECT. A-A(7) NCHORS A ANCHORS A -A 6 SECT. A -A 6 SIZE SIZE 2 ANCHORS 4 ANCHORS 2 A ECT. A-A(3) A -A( 2 Lq A-Affl !S SECT. SECT. _A=AL1_j !SECT. A- 11187.7211187.72 791.81 11187.72 336.52 1692.83 336.52 1732.42 336.52 732.42 12 19 1/8 X 26 3.36.52 732.42 740.20 429.55 209.72 .46 209.72 456.46 493.47 740.20 493.47 1740.20 209.72131191/8 X 38 3/8209.72 1317.66 359.41 539.12 359.41 539.12 539.12 5 271.83152.75 193.92 152.7 14 ii 9 1/8 X 50 5/8 131.23 1131.23 152.75 177.46 - - - -------------------- 479.3371319.55 460.17 i479.33135.81 139.09 135-81 145 119 1/8 X 56 1 /4,94.13 94.13 127.29 127.29 1423.03 97.48 4 282.02 423.03 282.02 _J 423.03119.85 15 19 1/8 X 63 65.97 65.97 89.21 89.21 365.75212.62 '296.98 296-98212.6264.27 64.27 i 90.09 90.09. 16 19 1/8 X 72 43.49 43.49 58.81 1131.79 131.79 184.08 184.08 294.03 39.83 39.83 155.34 5-5.84136.45 i 36.45 17 19 1/8 X 84 26.96 26-96 t 927.78 1618.52 1927.78 1'927.78 572.13 i 262.87 157 13 618.52 1H2 26 1/2 X 26 262.87 1572.13 262.87 1541.20 262.87 557.41 371.61 1557.41371.61343.74 157.93 1343.74 157.93 1239.21H3q612X383/8, 1 157.93 323,48 157.93 1399-5.3266.35 1 399 53 266.35 !.399.53 113.20 i 131.51 113.20 143.71 113.20 '201.45 1H4 I6 1 /2 X 50 5/8 97.25 97.25 235.70 1353.55 1353.55339.42143.81 1235.70i93.89 93.89 100.17 11102.59 1100.17 1 1 H45 6 1/2 X 56 114 69.43 ,69.43 1 -1- -1 310.65 1310.65100.34 1207-10 1236.83 207. 10 65.51 65.51 171.58 188.01 lH5 26 1/2 X 63 48.44 48.44 267.38217.11165.86 i 155.44 1155.44 1217.11 - 1H6 26 1 2 X 72 :31.79 "131.79 142.99 142.99 146.98 146.98 165.86 1214. 02 95.93 ''133.99 133.99 1 28. 99 40.64 40.64 '95.93 - 19. 62 126.53 26.53 28.99 IH7 26 1/2 X 84 !19.62 765 765i471.75 1510 1765 1216.75 1471.75 i 216.75 216.75 471.75 22 37 X 26 11216.75 1 1 Ll U i 0 1287.57 431.36 1287.57 431.36 1431.36 250. 32 122.22 266.00 1122.22 266.0 23 P7 X 38 3/8 i 122.22 185.12 122.22 12- 00.86 i 3t31.29 200.86 301,29 1301.29 F1-08-.37185.36 1151.91 185,36 '99 17 185.36 X505/8 73.34 173.34 j ------ 264.64 264 64 1176.43 254.07 74. 98 176.79 74-98 1 107.65 245 7 X 56 1/4 151.97 151 97 170.25 170.28 1 4 1230.94 176.06 74.59 1153.96 153.96 230.9 j 53.21 65.43 48.70 148,70 153.21 2537X63 36.01 36.01 1197.41 48.62 34.69 i 114.76 1114.76 131.61 i 160.30 31. 74 31.74 1,34.69 48.62 26 1 37 X 72 23.47 23.47 98.27 156.97 29. 70.36 170.36 198.27 1 19.46 19.46 121.26 121 :26 '29.81 81 27 37 X 84 14.39 14.39 676. 28 676.28 1191t450. 5 1676.28 450.85 417.04 2 53 1/8 X 26 191.61 417,04 191.61 394.49 4347.25 347.25 i9 231. 01 F231 ()I 9.3 4201-51 8.38 214A 4 A.l 4 2tl.50 347.25 231.50 149. 02 ..38 8,; 98.38 - _= I 154.00 33P31/8 X-38 3/ 1231.01 T134.00 11t.17 83.09 56.23 165.45 76.04 6-5 45 133. 48 1200.23 1200.23 34 3 1/8 X 50 5/a,56.23 53. 17 156.73 58.10 56,73 133.48 i 192.22 345 53 1 /8 x 56 1/439.32 139.32 53.17 - ----- :-., 1115.08 1172.63 55.76 1 5.08 - - - --------------- 11,31.60 T- c, 136.40 172 63 36. 40 139.78 39.78 148 .91 1118. 41 35 _T5 1/8 x 63 26.921___ 126.92 ------- 1145.82 184.77 '97.21 25. 62 125.62 35.92 135.92 84.77 36 53 1/8 X 72 17.34 17.34 23.45 23.45 71. 78 120.81 F51.3 9 171.78 21.77 21.77 151.39 14. 21 14.21 15.53 i 15.53 37 1 53 1/8 X 84 10.51 10.51 SERIES 1000 1500 FLANGE VERTICAL INTERNATIO, INC NALFFLORIDAEXTRUDERSSANFORD, FLORIDA 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 I ___ , - __ - - - - . ___ A ': A TIT T : Ej FE S f- F, 0 TU1ERTALVLAPPROVED BY: DRAWNBY: TDwG ma's' !- E. jvw u C, 2 DATE: "11 /I r_ 1000 S.H. JAMB fTYP.) I- 1000 S.H. JAMB (TYP.) e 1 X 2 X 1/8 1000 S.H. TUBE MULLION JAMB (TYP.) SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A (1 ) A --41 X 2 7/16 X 1/6 TUBE MULLION 1000 S.H. JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A= (3) 1 X 4 X 1/8 TUBE MULLION 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A (5 TUBE MULLIli 2 X 4 X 3/8 SEALANT BETWEEN TUBE MULLION WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A (2) 1000 S.H. 1 X 2 7/16 X 3/8 -IAMB (TYP.) TUBE MULLION 1 1/8` MIN. EMBEDMENT SEALANT BETWEEN SEALANT BETWEEN # 8 X 1-1/2 SELF- WINDOW FLANGES WINDOW FRAME TAPPING SMS & MULLION MULLION SECTION A —A (7) 8 X 1-1/2 SELF TAPPING SMS SECTION A —A (4) 1 X 4 X 3/8 TUBE MULLION 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A —A (6) TWO BY WOOD DETAIL C MUCK BY OTHERS t SHEATHING INSTALLATION ANCHOR #8 WOOD -- SCREW (TYP.) APPLIES& 2' X 4" TUBE MULLIONS ARE USED APPLIES TO HEAD & SILL WHERE 1" X 2" 1" X 2 7/16" TUBE MULLIONS ARE USED INSTALLATION ANCHOR DETAIL B 8 WOOD SCREW TYP.) Ir SILL CLIP 1 1/6, MIN, EMBEDMENT SHEATHING I a WOOD FRAMING AUXILIARY PLATE FOR ADDITIONAL ANCHORS, WHEN REQUIRED) G S SELF TAPPING ` SMS (TYP.) -\\-- DETAIL B MULLION ELEVATION MEWED FROM EXTERIOR DETAIL C 4111 r- -] TE NATION , INCLINTERNATIONAL, S FORD, FLORIDA SER. 1000/ 1500 FIN SKEET 1 OF 2 VERTICAL MULLION SECTIONS SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: ICI S I I APPROVED BY: DATE:2d6d02 SCAU-NTS .: 1VMFIN i 0 CAPACITY Mori 403.67 25t.57' 251.57 RMAKE, 91.61 183.23 13 6.55, 71.88 95.70 BIKE, 62.15 63.09 39-1.1 25 1 2 X 25 315.32 25 1/2 X 37 3III 8M 5 1/2 X 49 5/ / 135.'79 100.72 25 1/2 X 62 52.79 105.58 158.31: 31.40 43.22 45,.:43 90.87 136.31 25 1/2 X 83 19.38 28.46 260 6 X 37 3/8 146.60 5 44.97 75.39 24 48.96 39.24 52.24 1.91 31.91 F33.54 34.05 19.56 19.56 20.88 20.88 56.21 52 1/8 X 25 229.84 2i4.84 2 1/8 X 37 3/ 118.02 am 2 1/8 MEM WAGA# i39.05 58.67 t, Ub 6 34 5.25 well] MOM, 0 SHEATHING OTHERS STUCCO ___J OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS SLIDING GLASS DOOR FRAME SILL is SHIM AS RE'Q'D SEE: NOTES) CAULK BETWEEN DOOR FLANGE SHEATHING M INSTALLATION ANCHOR 8 SCREW TWO BY WOOD BY OTHERS F 1/4' MAX. I SHIM SPACE 1-1/6' MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD DOOR HEIGHT EMBEDMENT 1-1/4' MIN, LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/16- DIA_ TAPCON SECTION A -A DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB TEMPERED GLASS T Y P.) 550FMWM SECTION B-B 4' MAX. SHIM SPACE TWO BY WOOD 1-1/8 MIN_ BY OTHERS EMBEDMENT SLIDING CLASS I HOOK STRIP SHIM AS REQ'D_ SEE NOTES) INSTALLATION ANCHOR 8 SCREW SHEATHING BY OTHERS TEMPERED C STUCCO (TY P.) OR SIDING BY OTHERS EXTERIEiR ELEVATHIN 2 PANEL DOOR SHOWN SLIDING G1 INTERLOCK INSTALLATION ANCHOR HQ[1K STRIP DETAIL WOOD RS 1-1/2, MIN. EMBEDMENT t=s: 1) DOOR MATERIAL: ALUMINUM ALLOY 6063. 2) 48 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 SILICGNIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF BOOR. 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REG'D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE & CONFIGURATION TO FINISHED OPENING, PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN. 8) GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS 9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. 10> JAMB / SILL CORNERS ARE TO BE SCALED WITH A SMALL JOINT SCAM SCALER. 11) SHIM AS REQ'D AT EA_ SET OF INSTALLATION ANCHORS, MAX. ALLOWABLE SHIM STACK To HE 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 COliFIGURAT IONS ARE: AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET, 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN 13N THIS BRAVING, HOWEVER INSTALLATION SECTIONS 'A -A'. 'B-B' & HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS- 15) FLORIDA EXTRUDERS !NO SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. REVI DESCRIPTION DATE ICIr--n r--- I - r-, A EXTRUDERS IH it If INT. INC. SANFORD FL TITLE: SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS DRAWN BY: H I APPROVED BY: ATE: 12/17/01 NTS IDWG #FLEX0027 SHT I OF PREPARED By- PRODUCT L APPLICATION ENCENEERING, INC_ 250 INTERNATIONAL PKvY., SUITE 250, HEATHRUV, FLORIDA, 32746, 407-805-0265 FAX 407-805-0166 NOMINAL DOOR SIZE AND CONFIGURATION 4068 XX, OX, XO 5068 xx, Ox, xO 60GS XX, OX, XO 806e xv-, Ox, X0 10068 XX, OX, XO 5080 XX, OX, XO 6080 xx, Ox, X0 8080 xx, ox, X0 10080 xx OX, x1l 50100 xx, Ox, X0 60100 xx, Ox, X0 80100 xx Ox, ", X0Au 9069 OX0 12068 OX0 15068 OXO OX0T080 12080 OX0 15080 OX0 ox15-0100 0 120100 OXO xxx9068a 12068 XXX 15068 XXX 9080 xxx 12080 XXX 15080 XXX 90100 xxx 120100 xxx 10068 Oxxo 12068 Oxx[l 16068 Oxxo looso oxx[l 12090 OXXO 16080 11XX13 100100 OxxO 120100 Oxxo 160100 Oxxo 10068 xxxx 12069 xxxx 16068 xxxx 10080 xxxx 12080 XXXX 16080 XXX-X i00100 XXXX 120100 XXXX 160100 XXXX 8 . SCREW INSTALLATION ANCHOR CHART N 48 X 80 60 x 80 72 X SO 96 X 80 120 x so 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 20 145 1/9 X 60 131 1/8 x 80 log 1/8 x 96 145 1/8 x 96 181 1/8 x- 96 109 1/8 X Y20 145 1/8 x 120 106 5/8 x 80 142 5/8 X 80 178 5/8 X 80 106 5/8 X 96 142 5/2 X 96 178 5/8 X 06 106 5/8 X 120 142 5/8 X 120 119 5/8 X 80 143 5/8 X 80 191 5/8 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 11/ 1/4 X 80 141 1/4 X 80 189 1/4 X 80 117 1/4 X 96 141 1/4 X 136 139 1/4 X 56 117 1/4 X 120 141 1/4 X 120 189 1/4 X 120 QUANTITIES IN HEAD & SILL Lip TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF_ 6 10 10 12 12 12 8 10 10 10 12 12 12 6 6 6 8 8 8 10 LO- 12 12 12 14 14 14 12 12 12 14 14 14 16 1 16 16 12 12 12 14 14 14 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 4 14 12 12 12 14 14 14 is 18 IS 12 12 12 14 14 14 12 18 is 12— 12 1L, 14 14 14 18 12 11) 12 12 12 14 14 14 16 16IE> 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 19 QUANTITIES IN EA. JAMB UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF e 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 a a 8--S 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 8 10 10 10 lo 10 10 10 10 10 12 12 12 12 12 12 10 10 10 010 100 10 12 12 12 12 12 12 12 12 12 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 QUANTITIES IN EA. HOOK STRIP UP TO 7- 46 PSF TO 61 PSF TO 45 PSF 60 PSF PSF70PSF 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 51 5 5 5 5 5 5 5 6 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 4 5 5 5 5 5 5 5 5- 5 — 4 4 4 4 4 4 4 4 4 5 5 5 5 6 7 6 7 6 7 4-4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 7 5 7 5 7 ANCHOR NOTES: 1) FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIES. FLORIDA EXTRUDERS0INT. IN. SANFORD, 'FL. F 'I- R D F L* ETITLE: SLIDING GLASS DOORI INSTALLATION WITH #8 SCREWS 2dENGINEERDRMBBDA'F' 12121101 aEsctPLar E- 'CIVIL SCALE: L XN.T.S. FLEXED1027 FL. REG. NG- 47182- REV. LETTER: D-YEETI 2 CIF 2 liols - -uI Kwill Now6pfI's DE51GN PARAMETERS BASIC WIND SPEED = 90 E"T,P_I-I. (FASTEST MILE) 110 M" --H, (3 SECOND UST) WIND IMPORTANCE FACTOR = 1.0 WIND EXrOeURE CATEGORY = B APPLICABLE INTERNAL PRESSURE COEFFICIENT ± 0.T8 INCLUDED IN DESIGN WIND LOAD) DESIGN! WIND LOADS - WALLS = +22 , -10 PSF ROOFS = +20 , -20 PSF 30 PSF AT OVERPA S) VANGUARD/ FOX & JACOB ORLANDO DIVISION GENERAL NONOTES-timEET INDEX 1, DO NOT SCALE THESE DRAWINGS: WRITTEN DIMENSIONS AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE BESINNINS WORK, 2. ON -SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE SUB -CONTRACTORS, EACH SUB -CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER OUESTIONS PERTAINING TO THE DRAPSIN05 AND/OR SPECIFICATIONS. 4. ALL TRADES SHALL FURNISH ALL LA R, E:Wff-MENT, MATERIALS, AND PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR REOUIRED BY ANY CODE W€TH JURISDICTION TO COMPLETE THEIR SCOPE OF WORK. 5. ALL 34"X22" AND 56"X24" PLANS ARE DRAWN TO SCALE 1/4" = EXCEPT FOR THE SIDE AND REAR EXTERIOR ELE`/ATIONS WHICH ARE DRAWN TO 1/5" = C'-O ALL 1iX11 PLANS ARE DRAWN TO THE SCALE t/5" = 1'-0" EXCEPT FOR THE 511;>E AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/1&" = VANGARD S FOX t kCOBS HOMES BY +ENTEX 1 (407) na-9003 FAX: (407) 774-@art P.6. 63X 161613 ALTAMONTE SPF&4GS, FL 32716 THOMA.S J_ kiDERF0 PE.I 47819 C COVER SHEET Al FOUNDATION PLAN & DETAILS, WALL SECTIONS A2 FOUNDATION DETAILS, CONT. A1,1 FLOOR FLANS A3 EXTERIOR ELEVATIONS A4 ELECTRICAL/HVAC PLAN, INTER. ELEVATIONS, PLUMBING RISER DIA., ELECTRICAL RISER DIAL. A5 LINTEL DIAGRAM & TABLES A6 FLOOR & ROOF TRUSS LAYOUTS s1 GENERAL NOTES & DETAILS S2 CHIMNEY, STAIR, & REPAIR. DETAILS 2.1 STRUCTURAL STAIR DETAIL S3 OPT. CVD. PORCH DETAILS, OPT. STAfR RAIL DETAILS V21 DR DOUBLE 2x- TOP PLATE FIBERGLASS 54404GLE5 OVER MELT OVER IA&' OS5 OR V2' CDX OP TRISSES STRAPPED AS ON TRIr,5 LAYOUT P.T. DO " CDR OVER 2Xr, _'UIBFA_',CIA w COW,' vrh D 5OFFIT DBL. 2X5 HEADER FOR 41-61 MAX_ OPENNS, DBL_ 7>do HEADER FOR 5'-e'KAX UNO- w4DOv UNIT 2x WOOD 55 - Y" alc;. w/ R-11 NSUL' 1/ 8' 6TUCX_O C14 MTL_ LATH OVER 15' FELT OVER IA&' O.SB. OR 1/2' CDX 2X BOTTCM PLATE ON 3/4' TAIS PIL-TIWOOD R- IS MuL_ 112' DIRMAL DOU E 2X TOP FLATE 2X4 BOTTOM PLATE OVER 3/ 4'T t G FLIlit- IOD — 23< 4 CONT- BAND BOARD FLOOR TRUSS STRAPPED AS69OUN ON TRtB,5, LAYOUT OF DTL, 'FF'_'W, -D5- OR L12' DRrWALL ALL 2-STORY ATTAC44-TENT OVER Da FURRRI' DT SPOUN1/2'1 DRYWALL OVER PI-5 INSUL, LINTEL BLOCK WA - El BAR 2X P.T. P-Tt-LONDOW Lw PREGA5T V714 (1) - t, PLATE W1 1/2X8' 0 4EH & FT OR GRATER AB. 32, 0/c 3- 112, coxcSLAB wjFIBEFB_T5F4 OYER PRECAST C-OtV-. SILL3-L12' G04--, SLAB OVER & I1% L VAPOR OVER BARRJER OVER TREATED, M4S FNI-%4 OVER OVER 6 t-RL VAPOR FILL LL7, m_ CM BLOCK Wl-, DOUEL5 X/ - 6HOU4 LOCATIONS ON rOLNDATI1: N PLAN BARRIER OVER TREATED, COMPACTED FILL --\ 3's BARS 20' YWIALL SECTION — FRAME OVER CMU CT' TWOSTORY woz 1/ 2' DRYWALL OVER DO RUFdRw1 OVER MULATLON — 3, I CO-'. SLAe, W1 FLOE B3'IE_1A4 OVER6MIL VAFIOR 5ARRIER OVER TERMITE - TREATED, DELL cot-R- Ar_TED FILL 01 FOBS ASS SHINGLES OVER S' FELT OVER IA6' 065 WOOD TRUSSE5 STRAPPED AS & HOUN ON TRUSS LAYOUT P.S. IX2 OVER D(a CDR OVER 2X6 VJBF45C1A W CONT. ALLIK VENTED 6OFFiT DBL.. 2X8 kEADBR LPL&E56 OTHEFMAIE5 NOTED ON PLAN UM41DOW UNIT 2X a" OOD STUIDS - vl* ac We,' STLV; G0 ON r-ITL. LATH OVER L-,' FELT OVER 11% - 2x BOTTOM PLATE ON 3/ 4' Tt- 065 2X4 CONT. BOARD FLOOD $TRAFFED AS 440W ON TFa185 LAYOUT LNL TEBLOCK WA . 5 BAR LNTEL :,GREEN MASOFAzZY FINEW OVER CM ELOGK m E=LOcr_ wm 5F LOCATON FOLNDATION PLM F, BAR& _/ 4_2' _ YWALL SEC-"ON-0 FELLED CELL —TWO STORY WDF MALL C-"ON-0 L C STEM W 0 L TEM_ WALL — SINGLE LINTEL54LE5OVER1B,' PELT OVER 1/ 16. 05.13, GZ w"cDx SPOUN ON TRISS LAYOUT D<2 P. T. OVER IX& CDR OVER 7X6 5UBFASCIA W/ CGNT_ ALLP' L VENTED 50FRT 7X5 HE 4R FOR '-&' MAXt-IHEADERFOR5'-3" MAX. OPENNG UNO um4DOLU LPOT 2x - ILUOD STUD$ - 1610G. Wf R- 4 N5LA- 711v STUccc ON MTL_ LATH OVER r" FELT OVER Ilv" 0_605, OR 1/ 2' COX OR ALT- 2-5TORY ATTAC34-IENT SWOUN DOL. 2X - TOP PLATE DBL. 2X5 HEADER FOR 4'-6'r' x oPENW, DBL. x10 FtEADER FOR 5? , MA> C OPEN#,* Ulqfl. IPME 7x - WOOD BTUDS - VIIOG, wy R- N B61L_ 0 O I 3 - 5 BARB SECTION FRAME (WC; WALL 3 OHC_ SLAB W/ IFIBERMESH 0 6 WL VAPOR BARRIER DYER TREATED Cr GMRACTED FILL C, GRADE3 f 5 BARS MONOLITHIC SLAB CMU G020 STORY 3 CONC. SLAB ZRBERMESH CVW' 5 W VAPOR6RIEROVERTREATEDCOMPACTEDFfLL, VARIES 3J4 5 RECAP C T. 4DEPRESSED SLABBEARING@ GARAGE fW6 STORY 2)j SLAB W/ RBERMESH 6 M#_ VAPOR BARRIER OVERTREATED COMPACTED RLL 3 # 5 RESAR B THICKENED SLAB W A:RING WALL TWO STORY2'>2' STL_ ACi 1/2' TW CAD Ran a-2O/ r 2*)Q* STL- WSER ALTERNATE 2—STORY ATTACHMENT WOOD WOOD 2- 12' 5TI- 1_ 9-t0Z 1/ 21STRARWFmfuwl TFRJEADED T 1/2' X 8' Aa 32'011- ALTERNATE 2—STORY ATTACHMENT( BLOC WOOD) LNTEL RLLED W1 N- 5 FEW. VIER r_^L RIFYIP SE£ Fink SINGLE COURSE LINTEL 3/ c=1 -0- 3\ CONC. O-AB W ESR 0 R 6 MIL VAPOR R'ER OVER TREATED COMPACTED FU I # 5 REBAR CONT LADE THCKENED SLAB NON BEARING x "j NNOE ENTRY — CONC. PATIOSNONLOAD SRQ WALL AR CmT 1 1 5 BARCONT- AIL 3 I/Z- Come, SL A W/TMERVESH OVER 6 WIL VAPOR 8 OVER TREATED A COMPACTED FILL DEPRESSED SLAB NON BEARING GARAGE CHAIR BLOCK UNDER FRAME GORIER BAR ,T t— L - V STD. POCK 5 BAR cm COW_. FILLED TOP WA LINTEL BEAM REINFORCINGFOUNDATION DETAILS & WALL SECTIONS - MONOLITHIC SCALE-' 114' = 1'-o' EGUIND.AILON ELUM SCALE =/ 4'= I'-O' P"RKIC,4NE ENGINEERING 407) 774-0003 FAX: ( 407) 774-a477 P.O. BOX 161613 ALTAMOtffE " L327145 THOMAS J, j7,,,Wfar1a MR MAXI_ M SPACAW-3 (IF FILLE11 CELLS U4EFOUTED CELLS THAT EM RESIST A K30 KRK LOAD DESK -AEI WALL FRI25EiIRE T = 22F-,F MA>GM21 AL TENSON ON FOLLOW CORE LUTS IS 25 Pat, - AiLl -'a TABLE 101 Sf--TION FROFERT9:S 8 PARTIALLY CRIAITED WALL = 99.43' (MAYONAR" STFW_ TLRES ArJJ M - .1-1 A5. S = W'L-L>a2/ 8)(T = 95-43, 1 = 93 4, FT' LISE 8'-0' HDRIZ SFAF- Rr, - 9`4'CEILOF MAX. (FS 1.6E E,'-O' HI3PjZ. SFAEN46 - r3'-D' TO IZ-8' ILEPLK. MAX LIOE U-O' HDRIZ, EPALING - t7-8" TO ' F_EfLJW. MAX 4 AM LWTB_ W 0) $5 F-ONT, #9 9-4' HIBT. (-/- W2 THIS 5TRLrTURF K-5 EIEEN DESIE NEEI TO MEET OR E>T-EM THE Ito MPA 1 EL Ekr TS "ffll LOAD RB]IURE S 07 CITOE 2MI, THE STANDARD affl_Uff. License # 53989 1 ca 401 3V L a ¢ di ski-Z3 6•• SF#-ZS i-ZS us os 221 -241 {+221 -24) {+27J -z4J `'° (+22f -Z4) {.22/ -24 mc t - c P EC-.E54 _I-P f 5 6-E} X 6-5ie W.l _ SS°I _ 8`RAT CL: i! t{B t R.As' BED *3 5EDR1 *2 E; _q " g t KITCHENN a si[ATct. getua. ; r { eaAras. e`R-' CARM6-8' €tsi fi - - _i C T' fv aRRRR a i IIW ! YS BRAT C(b fRR Q v T STACK _ o 2 C"fi 7. r-q° or. A-Wr65b2),6 tp 7 , pYarSNkL/iU?V E iiCmmm r B€ss vFALLzn.uaaLRtS —t,TR.RL B RATte aaa> 3`."l-aTi$+ = 2-GAR GARAGE ZI- _- - r r12' DNENG FtlQ — L 3'-H° 3`-5" CY-q V1 &'RAt aa 6 I NOTE. AIR tgANDLER TO HAVE@. a^y 8'-"8° -3'-2 rt 2m'-0 3/8" MR-L OF4' CLE CN ip —..- /W ALL _-VS3 AND ENCLOSURE r LL SPADE SHALL BE MK V .---__ UDER THAX LANCE In F 0 BEDEV = 12, hILLmow( * t 4 kzG4 STOP WLL OFT. GAMERM MASTER AT BEDF t MFf - — ----------------------------- Ct {' ET fiR -- C S' pAT CL, GA3ET FLp Efa3z WALL — LIVING RP1 i z r RR 6 ( g4 Y EEREES ig P PEt• `%t 7 0RD. (+19/ 2-3)` ua czx— ,, `° SH-ZS -__ -- PANEL _ Pf CWT f L9dEEi ae nts € ,I Ltffi-- (+ 2Z1 -24S $xs M. crx_ „SN-25 SH-2S { S/ -Z3) ra 4 {+ 22/ -24) 4721 -29j m f+ztl -28) to ttx EGRESSv a i s T II s a Izs -- - - 2 NO° 1 0- 6 W i -4' b -8" C+Zt/ nL-- 2s d' 1'-m° 2P-8° i 34 I, ENGINEERING 6'-2' 6`-2° 2'-f0° 2`-f° 2'-8' m} rr+-sao3 Rax: CwT) Ty+-sa» - PAfMAL FROdT ELEVATION °B° B Mle5TER BE Pn. eox ,as+a xx szrre IfA VATi(t rows a. v+c rz o vr + ars e ENTRYtUAY t 7 f1. SEAT yr o R tt1 FLa E — — _ xx . sear 1. •-q° lifSCALE = P$"= C a-O" CV2'- 2'- Vie°. g NLY) 650, FT. C,4LCULATION5 r m {+ 271 -29) H t Lst FLOOR M2 0 j ( } C ( 11 Ed F3ELi€?# i.41 PPS i t iceCAfi E l fi i. FtALUSTAIR WELL STAEi2 P FOi P1AT1C i 2rtct FLOOD 1441 — SCALE €g°= C- m° 6 9 HE h 9'- 4' LE 4r s° TOTAL LIV€W-:; AREA 2E01 t 4 PIS S: G :j _ V2' EACH LANAI 0 P 4 f4gtO' H ENTRY a d__®_ a.,__.uw®_ Maria Virginia Ca mos, P.E. -- -- - -- GAR,4 a 5 aTAIICs421otaTNOTE: 2x CUT TFZAD ` ' ih€ 4 _ EL '•'' EXTERJOR MALLS WERE VERIIECJALLsT6EADERS } % Eht fRY t" . v Sc . N.P.S. MTOTAL R 21nfi t aFFIGIENT POR 6HEAR LOADSTODEDaUeLE2' X W V LESS NOTED 07WER ASS &a { k FiE,: `£ STAR iiETAti I U s PX& BACK ENS SNIEETS -:PATIO 4Qi NO FUR M - TE: AU MERJORFALLS TOBE31/2" 2x12 sTRlr# Era nor r r4 rt 4NFor nnn ,s. 3 L E_% OTL-ESENOTED- NOTE LEC ENI SEE FOUNDATION PLAN FOR TOTAL A" ROTE: ELEVATION "A" FILLED CELL LOCATION. 8' 0 A,'=. s-!d#Ate 6• ° $ = €Tf_ TkU55 li -- wo TEXItORED SOOREP n 9 t coy TUB GRADE 44WIGLE5 ROOT P1TC4# A4-, - L, UT _ 54LL TEXRRED 4-1FCNSii 1 —E SCALE ='V- P-m" OPT. F-P NOM TOP OF TO 7 Y ST POW f iT PASSES 40 AT L£A57 2' ANr PAS CP TPIE W ALLY, t f t q I f f r_-___.- _ 5TLCW D00 MW FROND" ELEVATION °15' ROOF PUC44 r - 5— ff f I Say% L______ Y-T BEAR4L __— h t 54S 3 m E gII FYi3 E —i'.s ® 1 - Fsu g Q SCALE = ie 1'-0" g ROOF M04 mt Tf 1- ---------- -------------------------- ---- MAGOWr FLOOR b C—F E------------------ 5GALE = Rig t 1'-0' CN 4S: tb!® daFn try. br LIT 'A — gsarro , P.E. Vrtt€ Flo, A3-B n Of - IV CELWI FIRS PFEW-VOPTi — •—" j-'!/ j} '= E.C1&Y FrY{CP"l f 4I GFY Eg fCi Xb jj Xb i AA-1 e X <I ss 95 ti f TO TARS 4.. - 235 cFw rt } CELRY F, 4 (STD) ri1dLIF C I4-CAL K-4LE t 1,4' = V-®" 9 S KITCHEN A KITCHEN_._-- — B KITCHENC SCALE-%'=E'-P' 5l_4Lf-'/"-1- 6 CF:A?T SFr^ct$> i{EI OY7. YCSATY __.. Ll TOE 4 GPI "tqVCdiRYt TM PATH E) BATH E FOUVER W [ F SCALE- 1i41_P-0° 56ALE- s°=E'-0' E- l44._1-O` INTERIOR ELF—VATIOM& kl4"=C-O" EX ;C. Es".hILT FGti 2 3?GKE 6ET C£ srw WATER Pry F' REO. X€ DETECTOR f 4LL P 4T) GRGx10 FGd2T RE— YEiENW-kt Q4, `- X : D FEC. fsJ AT i 5o ,t PGpr Q K-OORCUTLETt§—$t TRY LY.MiNXxe Cw 9 WAY SSW C14 R..YA LKx4tF eiAMDz CElLM Pox ice FAR &IS'Pui h ti-'i.'EGE3SEbLKst#F a01OR 5FLL fgGEfbED L*WT (VAPOR FROG) I CE(1. N,K: FM Pkf3YAF£ 31 VIP LAY 4 le' CCfiB " aLV TUB L pF K5. 3` b wnLAY k M 4- _ 2 Oa Pr UM8lPJGRISER TO PP 5GdLE = t/4" = 1'-0' 2' VTR U99r tn° E in° Sv Lkv 11IC" N ENGINEERING SER GALE EE_ tQl3CCFAMSE a13 WZ q C^i0 DRYER'P FSUh APE, U/1 ama L6i4TW, r_:R 4/74 e15 4 6. t GPI 8' p,g 2501? ELECTRICAL RISER i7(A0/{SO A 4 Vki{RE SERVICE cgL V £ o CD E Y E n mg s e E I desegrred b4`- ni Erawn tiY: tlsnw rredtsd by: zw ems: as-zz rT w E--- Y a{ Iz 3%..1akcE E E f a f ze 00 Lli y - -- - a i ¢E a O r Ogg g % bg Ega t p m iffi S $Eg5 a. Gg21 R i n®- ¢ s. jg Oc E ffi Q ``; a%{{ry x9 S ga two fbEd .0 d5ni 6 4 4g rys. Q yg fig`,-g ` O 666zzx9 p- M 1-'{ ga4 g g k 'N' g 604 a% t%Tie o WLLJ g lmss ;s'imas3Q Eg gm a®6e aE..s E q gS g< -j£4OE£gggE ga '5 g g6tiQ 0pa Ek, goi ° a a 9 8 E gU gauze g° a a E 2509 LINTEL SCHED, LINTEL LENT, T"rFE NO. r—OMME ! T S LI 8E16-t81ii ALLEEL> LINTEL: A-13 L 2 " 7 6" &FE6-t81(TALLIED LINTEL: A-5 L 3 " 7` 6" 5Fl&-i6%€T ALLIED LINTEL: A-5 L 4 4'-6' &F16-05/1T ALL€ED LINTEL: A-3 L 5 - T` 66" &Ft6-lB/IT ALDED ALLIED LINTEL: A-5 L 6 4` 6" 81716-05/1T LINTEL: A-3 L 7 4'-6" 6F16-0B/1T ALLIED LINTEL._ A-3 L 8 4'-6 8R=k4 OSI1T ALLIED LINTEL: A-3 0 av El U V LYE t 6xgy &3 g wx. i s a `= a ss spa F- RU FFI&-(B/ lT aF12-€BAT E)€=8-IB/I T LINTEL SECTIONS 5 AT TOP i) REO k-172' GtEP.R h Q ROUT9V— r' REBAR AT BOT70" g c> F LN7E•L.. C^V r i BOTTOM RE'-Y=ORGF t6 T-`8' AGTU iRG^JfD'F N LINTEL E` NGM41' AL YLt hH fiJAREES% BOT OM OF LN `?ELL GAIA Y rid— lB/ IT rasat rust - L coaxrtrr c s RZB. AT TO T f=' E DESION TION r r # Maria Virginia rj, .E We 5' " tr ed e. AP R 0LLI . fmE E g 0 E Fig die€ 5 by, N 6d2tetll-22- 01 Sft2EC: of_ i CAST-CRETE SAFE LOAD TABLES MATERIALS [ FOR GRAVITY, UPLIFT & LATERAL LOADS Fc precast lintels = 3500 psi. ----- 2 F'c prestressed Itntets = 6000 psi- 5 Vc grout = 5000 psi w/ moximvm E115 aggregate. 4. Goncrete masorrq un€ts (CEW) per I GRO wl mttnimum net area compressive strength = i000 psi, 5. Reber provided in precast [Intel per A57M A&l5 6R60_ Field rebcir per ASTM Ably ,5R40 or &F'W. 6, Frestrossing strand per ASTM A416 grade 270 low re{axation. 7/32 rare per ASTM A510. g Mortar per ASTM G270 type M or 5. GENERAL NOTES t_ Fravide full mortar heard and bed joints. 2 Shore filled ilntels as regvired. 3 IneLailation of lintel myst comply with the architectural and/or structural drawings. 4. Lintels are rnareuf oct-ed with 5-€/2" long notches at the ends to occo7radate vertical eel€ reinforcing and grouting. 5 All Iintets meet or exceed L/360 vert}ca1 clefioctlon, except lintelsT'-4" ®sd longer with a nomiraI height of 6" meet cr exceed L./W. 6 Bottom- Fief& added read, to be located at the bottom of the iintef cavity. 7 7/32' diameter w!re ster,ups are r,slded to the bottom steel For mechcn', aEtcharage_ 8. Gast -in -place ogncra£e may bs provided it ccnrrrositc Intel In lie, of cancrc,te mosortry snits. q Safe 10.6 rat€ngs based on ration{ design analysts perA!,l 316 and AC-1 530 SAFE LOAD TABLE _MOTES I Ali vaatees based on m€n,irr m 4" bearing. Exception! Safe loads for unfilled lintels ,zest be r.du_d lo 20% if beorhe €ength is less than Safe Los for at{ recessed flntets based on e" r aminal bear_ 2. N.R. = Not Roted, 3. Safe hods are totot svper'"osed allowable loop on -the section so-a'ified. 4. Safe loads based on grade 40 or grade 60 Field ebor. 5. Add€t#or,oi fateraf Eogd capacity con be obtained by thse des% -as.' b provlding addionaf rohforced masonry a'aove the prenost lime€_ 6. One 47 reba- may be s"b5tltuted for two 45 reb-. s Pn &, lintels onGy. 7. The designer mxor cvaluote carcontroted loads From the safe food tables try colc.Ioting the resisting momort and shear at d-a ox from the Face of support. a. For composite lintel heights not shown, use safe load from next tower height_ 3. All safe loads to units of pounds per 1`rear foot_ 8" -PRECAST W/ 2" RECESS -DOOR U-LINTELS 8" PRECAST tN 2"--_RECESS DOOR U-LINTELS REDUCE \/ALUE 5Y 15% FOR GRADE 40 FIELD REBAR 8" PRECAST & PRESTRESSED U LINTELS 8"_-- PRECAST -_& PRESTRESSED U-LINTELS Milaria Virginia a ap4grrs yP.E. REDUGE VALUE E`r' 2556 FOR GRADE 40 FIELLi REBAR NorEs: i ALLIED_. LINTEL__ TABLES MATERIALS N5TALLATION 1. rabo, in precast iirrtzl 6R60 per AST4 A61 2robarIlrepouredbegs&F,40400 per A57N A6I5 GRAVITY SAFE LOAD ,TABLE FOR 8" CONCRETE °'U LINTELS 3. f' o for ocarst €€leis=4G70ppsi — - -- - € 4, f' c fer Fie Ed concrete=3000os[ 8"X8" $"X8" 8"X 12" 8"X16" 8 X26 fi' X24' E 8"X28" 8'X32" LINTEL NO. FE S. concrete mgscrry units per ASTM G-40 -;_ - — UNFfLLED F2LED FIL-LED FELLED FILLED FELLED FILLED FILLED mortar per ASTM G270 t e M ar - - A ( i0" - 6549 625'1 10125 t2oO6 12C00 t2000,152000 yp 56. calcu( aticr2 by: Rtchcrd O. twmcr, P`c., - - — g Riddfe Newrrran Englneering Ire. A 2 36° 3b36 3858 5257 &55"' 440 2000 t20o0 12000 7 sf-, ore all co gait.- tinieis 4" OC_ sg 8, all composite beams calculated with 1X5 A' 3 6" 2081 I9't4 3367 46€6 6186 726a bpi 4924 €€€ s § frtop of beam A 4 510" E28 10&0 Ialo 2483 3 36 5913 46 7 5550 ! E 4. safe foals CD a 4 m n? mum). ._ '` 5 _..... 76 _... 402 1056 Ib44 2542 321,4 40 a _4790,,,_3522 CO. all loads shown gable per !near foot A -/2 q 4" 656 656 1€12 i534 19G4 2436 f 2902 5546 %() IL for kengthosnotlistedusenettforge- --- _.__ _.___ —_ __. __ - - _:...__ _.----- ._ t y to nth Far safeload A 7 5 lcl&_ 489... 483 84i 1170 1522 I857 1 2_2-17 25._5. 602 WFEEL[ 2ESAR 144" 33&4 4k l0 0272k 85E, q00 Cn 40 A 412a' - a A O 13 _ 4 (. ;a 3 4i9 774 1053E 8[ t6 12 20 4 2541tt 4 _ -p— f6C i _ _42 373 1 b40 Eq3bE2315loIb08 041..s, A tl 4O" -3.- Si I_-f <i _ A a 674 -_ 272 285 48b bkE 3 l352 1624 [ 1874 " ( A €2 148" 508 554 61bH42i408Li-1IP264_ C5 QtSi@g3 - ELD REBtR ¢ 052 Q 4 °'J CsR40tE33ALLIED UPLIFT AND LATERAL SAFE LOADS FOR 8 COfidCRETE U LINTELS I M1 1-5J8".4,TUAL --- Enid EL F®. LENGTH 8X88X88 X12 8 X16 8 X20 8 X2 8 X 8 r 8 X32 L&TER#L LOAD tYEIFk D ,,, F€LLEFJ "'M FILLED FILLED FILLED I RLLED FILLED 8X8 FILLED A- ( 210' 507 ` a"30 4E44 l0000 d0OOl3 I00001 I0000 4408 578, 5445 10000, 10000 100001 i0000I I000o 2542 O1{}}} E00 _IvIlllsA 5 iG a 054224 5400 0203 10 5 3E0+3a14 4-Oo 303 676(7&4e, 7M solt 7 (46.% 2€A 5 A 2 225 246 166= 2CY1 2 42 2-1-4- 7 423a4 A 4 -756 fO4-i i 1541 If6225 2547 329 Y4 . 1 303 333 1 652 447 H70 1452 1751 202b 451 A- 129124- 7 282 6S5 7b0 49t 1232 1464 1615 4 557 A-10 34 253 2= 510 _703 842 H04 f303 1504 320 A ({ 4 0 225 524 4 75 652 a24 102a tt96 i385 2aa A-12 14a' 14t 2b 442604 76ri 95ff - lfo& 1280 _262 A ( 3 74 45 1-1253 551 4b3 6O5 755 542 474 85 A-14 v 4 Ia 1a _.. 508 420 — - ---- 25 657 745 826 Zia A-Irj 200 74 203 24f 405 504 } 630 l 6a0 7e,6 - I 14a— dx dy, -- 62Ye. sheet- ., _ A5. 1 of: 13 4.4 2X4 0 11 ROOF TRUSS LAYOUT NJ.& ROOF TRUSS ANCHORAGE: FUk o) "'E -C- (OR NTERCW44GABLE TIE) FOR TRUSS TO FRAME WALL OR BEAM COMECTION UNLESS NOTED OTHERMSE (U_HO) 2) USE (1) TYPE W (OR KTERCRVr TIE) FO R1470.) BLOCKWALL3) USE EHUH26- N (OR NTERCHAI,*EABLE TIE) FOR ALL JOfST WrAR CONECTK)W (LM) 4) USE (3) 1&d OR (3) .131 x 3 1/4' PASELODE " NAJL TO FASTEN JACK TO HP QRDER. ( T,&B) 5) GABLE TRUSSES REQUIRE D TYPE 'A' OR 1) TYPE -C- STRAP AT . O/C FROM CENTER OF TRUSS. 0— NAA VN UFS_ BASED ON 'NA- 00NAL DESIGN SPECIFICATIONS FOR WOW CONSTRUCTION FROM TABLE 8 ' & - -NARS AND SPIKES - LATERAL.LOAD DES iGN VALUES" NAH_ Si~ VALUE ( lb..) 8d 10d 16d T49 NOTE: SEE TRUSS MFG.'S EINGINEERING AND _T5 LAYOUTS F ORTRUSVTO -TRUSSCONN=ECTORS Fit EJ3 EJ5 17- 4- 12 PLATE HT. 8-0-0 PLATE HT. I FLOOR TRUSS LAYOUT ' A' & 'B' Maria Virgmpua Caparros, P.E. A PTF- PNEUMATIC EQUALrVALAMT MAYBE SUBSTITUTED FOR ANY HAND NAJL. DESIGNATIGS APR A 3 2610, 13 f FLIFT G©0i7UGr D SGRiPrIC N LISTN ANGE FASTENERS MAX, ht L04DL/SYF ) U 5P A META18 CONCRETE STRAP SBCCI 9603 1 1 14-10dx1.5 2 I 10-16d 1500 1495 B -- — HS--- HURRICANE CLIP -- NER 393,422,432 4-8d, 4-8d -- 1485 455 265 C — MTS 66 TWIST TIE NER 413 14-10d -- 3116 1000 860 D LSTA30 STRAP TIE NER 413, 443 22-1Qd 1670 1670 E HUS26 SINGLE FACE MOUNT HANGER NER 393 14-16d & 6— 16d 10000 1550 1110 F 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 18-1Od, 2 ATR 3f40 x 8" 5955 1885 1355 ML# 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" SBCCI 9603 14-10, 2 ATR 3j4" x 8" 6050 3145 2260 0 HDBA HOLDOWN TO 3 WOOD NER 393,469 3 "s A.B78. 28667 6465 4650 SP4 TOP PLAT ANCHORS 4X NER 432,443,499 6-1Od x 1-5" — --- -- 2917 735 530 R SP6 — TOP PLATE ANCHOR 6X NER 432,443,499 6-10d x 1.51' 2917 735 530 X HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d & 3 4"0 or LBP 5 8"b ' 28333 8665 6485 A,A BC4 POST ANCHOR & CAP 4x4 NER 421 3-16d & 3-16d 3100 980 700 Be 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 GG HTS20 HEAVY TWIST TIE NER 4 33 24-10d x 1.5 _ _ 4430 145Q 1245 it HD2A HOLDOWN TO 3" WOOD HER 393,469 2 5 8" 12150 2775 2000 MM HETA20 HEAVY CONCRETE STRAP NER 393,469 (1)ply 14-10dx1.5", 2 1 14-10d — 1735 1495 LE HHETA20 CONCRETE STRAP NER 393,469 1 I 17-1Odx1.5", 2 I V 15-16d — 2130 1860 00 MTT28B HOLDDOWN HER 393 432 24-16d AND 5 8" OR 3 4'° DIA A — 4455 1 4455 r ENGI EERINO APR a' W1 fo-Od NAILS WALL STUDS 4 HEADER C' UY W406 MAILS BOTTOM OF HEAD HEADER HEADER STLID5 WALL 5T-LVS- CORiECTORS- ROOF FRAMING, t-Et' 11 A BLOCKED CXAP ZONE IS, CALLED FOR ON ROOFJ SEE C`t CTOR CHARTFf 2.4 BLOCKING - ALL PLTU100D PA#,IEL EDGESM-- F FOR TF&SS MAILS & 4- OC. FOR EILOCXEC, DiAPi ZL4-E- STRAF-.) 86 NAILS AT 61 OC. OR TOP PLATE Od NAILS AT 4' OD EQUALIVALENTDoLqSLEE=AJ-fVALENT 4LEZIC F14-EMIATIC NAIL AT NAjL AT EDGES SUPPORTED EDGES ANDI/yll clee OR CDX AND 5LOCKR,-, AND IZ" O.C_ t2* CC- FIELD FOR OTHERNAILEDEXTERIORSPEAE- FIELD FOR 5PLADED AREAS AREAS OF ROOFUl( kOld GALV 4' OC, EDGES AND OF ROOF OJC. FIELD 7x4 PT WALL STUD W/ 1/i6I OSB, S9EATFI OR 1/71 COX TY'Fl BOLTSTO BLOCK 1,12" DIA x &' ANCHOR BOLTS EMBED &I MIN- NTO FOUNDATION U31 2..2-xl,S- U14&T-ER5, LOCATED WITHIN 6' OF EACH END AND 32' OC. a 1 0- 11011 NALS - BOTTOM MAX ELSEUIPERE OF WALL 4 HEADER STUD 'I-2x4 F.T. BOTTOM PLATE U" STRAP EVERY OTHER STUD TYPICAL FRAMING AND CONNECTIONS FOR OEENING5 I 6NrPROOF SHEATHING NAILING ATERN DETAILS FLOOR FRAM6rr 24" O/C) pj-oCKW- (HEEpj -. PROVIDE 2X4 FILOCKW IN Ti-F- FIRST THREE FRAMIWS SPACES AT 48- OC. REEMANDER TO BE IELOC-KEDAT 9,6' O.C. OR RAT F&LIN, FA&TENIT, FASTEN FLOOR 6I-EATPW- TO FFAt-VW UY UNTIL ad Cot CYIS OR aAl HOT DIPPED GALVAMZED NAILS AT TPE FOLLOUW- SFACIW- P A" ON CENTER AT ALL F4-NEL Er),,E rP-AMIW- 2) V ON CENTER AT ALL INTERIEDIATE FFAMIW lAl' OEBI r4-EAn4ftL-. 2x4 uf- STUDS i&, OC, E3LOCKIt4-, G 4e3" O1r- MAX IN FIRST T!-4REE FRANIW, 51"ACE5 4 90' O.C. TPEREFORFE FLOOR 5RAC-INI- AT ENDWALL& 2 0) STRAP TIEWOODTF4-1&5 STp-`sF`PFIO AS -1441-UN EVERY -'Ird ON TFU55 LAYOUT STUD CCKTFGTfW, FLOOR TRUSS TO 2-1 FLOOR STUD - 2} 2X- TOP PLATE - TDEIL2 "' HEADER ER, X T-kFOR4'-6'MA)l "'ERrn- 2x- EILOCKIN(lOFENING, DBL- 2XIO FADER FOR 51-13, AT MIDSPAN - MAX, OPENING UN-O, V I OC- STUD 2x- ISLOC<Iw- - - -- --- - SPA'-w, AT Mir.) -SPAN -INT' DOORC FOR INT, B l FRAME WALL ATE ANCHOR 16" OC. STUD &FIAGWI EPLVERY OTHER FOR INT. EIPla FRAME WALL - - STUD (TYP. TOP 4 BOTTOM) -- PLATE ANCHOR EVERY CGNG. EXPANSIONLEVERYOTHERSTUD (TYP.) - - BOLTfL-- A-4c"CRAGE EXPANSION BOLT 24' OC. At PAGE 24' O.C. 2X4 507 TO" PLATE 3/4'PLYU.OO 2X4 BAND BOARD FLOOR 7RJS& 4- OC TRUSSANCHOR PER TFW65 PLAN FLOOR TFW5' FFIBOWDFRAMING & STRAPPING INTER. B.Rr,- WALL !P--Do-QR_ OIEW2 -AMIW, 4 STF-4F'PIW, INTEF- 5FRG, WALL FRAMING 2 STORY WOOD TRUell 9TRAPPED AS 341AIN 17 - N TRUSS LAY OJT 2-2X4 TOP PLATE 2.4 TUDS, V, OC ---j 9FLATE ANCHO-, EVERY OTHER STUD IT P. STUD A BOTTCX',) W, x a, EXPANSION BOLTS48" OC. CM UIALL FRAMING & STRAPPING V; -KNPFWAH OVFR CMIJ LOOD TRUSS STRAPPED AS HOW ON TfaZS LAYOUT 2X- mccy-"ll AT MM*PAX WEII Or- STUD SPAC4,V, FOR w- 15IRG. FR4ME WALL QfFLATE AmOw EVERY OTHER STUD (TrF, TOP 4 50TTOMU - E BOLTS 32, OC -- S E_XTLIRICR WALL SHEATHINGw3N NAILING 'i_VGNAILING PATTERN DETAIL ex6XV, - F T, 2X6 Wl 1/2" DWI, 'J" F C3111, ITIP.) "4.EDl_=' T_T\T_H fF_ _T_T__T_l PT- 7X4 FILLER CUTHAILET" UP 8-106 NAILS F-T, 7X6 0-w 1,121 DAIM, 'J' BOLTS 40- MAX W1 6' MhlL EMBED. (TYPJ DETAIL_ JAME3 FASTENINr:; 5, OvERPEAF-> 2TE4ESF REaWREMENTS, APPLY UX-EN INDGWI DOORM4ILFACTUREfS, FASTFtOI6 iETPOD IS NOT SPECIFIED. FPTIr:J,7?-5 29 ak4p 7 AND 00 -S -ff - 46-P --F U NAIL W1 J05 DIA OR HEALER POWER NAIL 5 a. 01C AND 3' MAX FROM ENDS TYF'W1 V MN, EMBEDMENT INTO BLOCK 2 ALSO ADD 3/16' DIA SELF TAPFT-I', CON C TPRU am'IDOW/ DOOR FfRAME Er (81 INCHES PROM ENDS MAX AND FORTY (40) INCHES MAX, ON CENTER W/ I' MRt EMBEDMENT INTO BLOCK ATTACN4 WINDOW TO SUCH UY so MAX 8' O/C AND MAX 8' O/C AND MAX, 0' O/C FROM ENDS. FOR WINPOUr. AND-POO 5 li INSTALL 3/16' DIAMETER SELF TAFF-W, C.ONC ANCHORS EIGHT (a) NCWES MAX, FROM ENDS AND 24' ON CENTER MAX. W/ I' MJ?,L EMBED, INTO BLOCK FASTEN WINDOUVDOOR To FIT WITH '10 SOWS a' O/C MAX AND MAX a' FROM ENDS W1 I' MR Fr-rEt>- INTO BUCK TYPICAL BLOCK 2FSNING DETAIL FOR FT BUCK FAflTEwrl AID 35 FSF RATW.) I NAIL INTO 2 NAILS INTO TOPPLATF JOPPLATE PRE Er-INEEIREP WOOD FLOOR TRLISS, -- t-I------- 1 14' OC, A>--- AL DCUE'LE T<-Il PL ATE - - @ FRAMIJNGB -3; SjRAPPI.NG--. INTERIOR BEARING -WALL 2X- 5LOCKlilk-, AT "OSPAN - V" 01C, STUD 6-ACRIel FOR KT- FRAME WALL - 2X P-T- BOTTOMPLATE ---- Exf,AN&boN BOLT E 32' OC, GENERAL NOTES f-i'ENEF'AL - 1, LIVE LOADS: ROOF- 20psr FLOOR-- 40;-F STAIR; 4Op5f 2, U*4D SPEED nOmph -I-- goats 3, ALL WCq;Z<: TO BE IN AC. CORDLIKE WITH THE FBC. 2001 CHAPTER I6- 4, ONLY kIR37TEN OPANSr& AFFF17`VED By THE EWNFER -5I-4ALL BE PERMITTED. CONCRETE - L ALL SOW TO BE N STFlY-T ACCOFX>ANCF WITH TPE ACI 318, 2, MIX DESIGN CRITERIA, ALL CCNDRETE TYPE I PORTLAND CEMENT. (ASTM C 50) COMPIRESSNE 5TRENGTR ® 28 E:,AY5 SHALL BE 2500 FOR SLABS AND FOOTTS AND 3000 I EL RE I Ir.". MAXIMUM WATER -CEMENT RATIO BY u'FE T FOLLOUr- SPECIFIED NON -AIR AIR cor-IFRE55IVE ENTRAINED ENTRAINED STRENGTH (p,,T) CONCRETE CONCRETE 2500 01,11 0,54 3000 055 0.46 SLUMP -SLAB ON GRADE 1. OTHER WATER - POTABLE CHLORIDE - NONE 3 PROVIDE NORMAL WEIGHT AGCsP-El:iATE5 IN COMPLiANGE WITH THE FEOUIREMENT& 0 'TM C 33' F AS 4, FIEIEFIl'IESH FOR SLAB 70 BE AT A RATIO Cl-15 LBS,'YARD: FOUNDATIOBIS : 1, FOOTWS DESIGN BASED ON MIN N-t" ALLOWABLE SOIL BEARING PRESSURE OF 2000 P.F. 2- IF FOOTW, ELEVATION OCOLOR5 N DISTURBEE)JINSTAELE OR UI4SUITA5LE THE ENSR4EER SHALL BE NOTIFIED AND NECESSARY ADAISTMEWS BE MADE PER HIS INSTRUC 1 3, "FIFFAF-4TION OF THIS 6U5lFZADE TO FOLLOW fRECOr'"FNDATt0NS AS OUTLINED IN THE GEOTECW#C REPORT SOIL, 4. STEPS IN WALL FOOTINGS SHALL NOT EXCEED A FLOPS OF (1) VERTICAL TO (7) PORIZORTAL E- CAUTION SHALL BE USED UPEN OPERATING VIBRATORY CC IACTION ECUlf"ENT NEAR EX15T W- STRUCTURES TO AVOID THE RISK- OF DAMlVE TO THE 5TRIII-TUBE, DESIGN, MATERIAL AND P SHALL BE IN ACCORDANCE W17I4 THE Ar-1 STANDARD BUILDING COVE REadIREME-W& FOR CONCRETE MASONRY STIRICTURES ACI 5301A10-1 5301 2. CELLS INDICATED TO BE PiLLED, SHALL BE GROUTED UAT" 3OOO psl CONCRETE. (8' To 10' 6LUI-1,P) 3, PROVIDE 7S' LAP FOR STEEL - ALL LOCATIONS. 4. ALL CELLS ADJACENT TO CCRI4EFe., END Or &REA31F WALLS AND R COW-ENTRATED LOADS SHALL C-ONTAN VERTICAL RE#,FOf-1-PV, AI,D `OPAL. BE FILLED arI4 C04 CRETF- 5, Cc7e f TE BLOCKS 54ALL ColFORM To A$TM C-9e, (28 DAY STfRSNSTN 2000 psl) (F'.mf&,W P.v' LAID N IRkk"W, BOND, 6. MORTAR SHALL BE TYPE K 1, ALL RE -BARS SHALL BE GRADE 40 UNLE55 UN.O. WOOD I ALL WOOD FRAMNIG AND PRE-EWINEEFRED LCOI-1 TRUSSES SHALL BE DESiCREP, DETAILED, Ak4D FABRICATEDIN ACCORDANCE uRT4 774E PROCEDURES6JAD RE=TS CLITLft45D IN THE LATEST EDITION OF THF- NATIONAL DESIGN ET-EC1F"TION5 FOR WOOD CONSTFWCTIOK 2, TI- F WOOD7F-I355ES SHALLBE SiZFZ> AND DETAILED TO FIT ll-E D11"IENStON5 AND LOADS ItIlDfCATED. ALL DESIGN SHALL BE IN ACCORDANCE UT" ALLOWABLE VALUES AND SECTION PROPERVES ASW-IIEDANDAPFROvEDBYTHEBUILDINGCODE, DFrlka4 CALCULATIONS SIGNED AI'* SEALED BY A LrGrNSED SESSIONAL. EWP-4E--RARE TO BE SUE'MITTED TO THE -W,4,EERFORAPPROVAL- 3. p== F JANENT IER!D'-WG FERPBNDICULAR TO THE SPAN OF THE TR.165ES SHALLBE PROVIDED AS RE "I- - AC TURE TEMENT THAT R, SHALLPROVIDEPRSTAATBOTTOMCHORD OF RO101= TRUSSES ARE SPACED DURW- UrLFT CONDITION 4. FOR STRUCTURAL. LUM15ER, PROVIDE THE POLLCOW- GRADE AND 5FECIES SOUTI-ERN PINE SURFACES DRY USED AT IS% MAX, M C. GRADE NO-2 OR SPIEbce FINE FfR SD.nH GR ADE NO2E. PROVIDE GALVANIZED METAL HANGERS AND FRAMIW, ANCHOIR5 OF THE SIZE AND TYPE RECOMMENDED By TWE MANIJPACTLr-ER FOR EACH USE INCLUDING, RECC*-IMEt,40ED NAILS, (6#jsI4E5 C.0 4NECTORSOR EOWVALENT) 6- ALL BOLTS USED FOR W,>D CON5TFUCTION SHALL BE A MN"JM Or 1/2' DIAMETER AID 6' IN LENGTH (ASTM A-501) WITH MN- 1 1/2' ElIAM- WA844ER. UND, 1. PROVIDE FRAM41IS F5 OF SIZES AND OF SPACING$ SACW OR F NOT Y WITH LIMfTh&G STUD HEIGHTS, CHART. DO NOT SPLICE STRUCTU2AL MEMBERS BETUEFN SUPPORTS. a ANCHOR AND NAILING, AS &IJOUN AND TO COMPLY UATP T"E D NAILWS SCHEDULE FROM THESTANDARD 5UWDr, CODE, LATEST FDiTtl-'". 3, ROOF SI- EATWff4-- I/vIlOSFI OR W21 CEIX SEE DFAUMkS5 FOR N,,JLh'r, FATTFR 6 VERIFICATION OF FIELD CONDITIONS -. t: CONTR4CTOR 64ALL VERIFY ALL FIELD CONVITIC?,* ANID DIMENS40N6 RELATIVE TO SAME, UJWERE THERE AF--ir DOWLtCTS BETWEEN ACTUAL FIELD C,0MOITION5 AND DATA PRE IN THE 6, SUCH CON CIITIC" 46 SHALL BE CALLED TO THE ARCI-ItTECT'S ATTENTION ARV NECESSARY ADJLrTMEt4T5 MADE PER WSIFN& TRUCTIONI5 2, FOR ABHOR BOLTS LL5E S OR E,'JTVALENT (A-36 OR A-301 5TEEL) 3PROVIDE 2X4 BLOCKIW, ON ALL SIDES OF THE FIDGE VENTS WITH ed NAILS AT 4" ON CENTER - PRE EIS MEREzz) WOOD FLOOR TF41S524' O. C. MAX ffos' P bWK9lC.4/ YE Maria VirgmlaCapan' ENGINEERINC3I.- P- t A o "a" TOENAIL FLOCR TRU8.5 TO TOP PLATE Wl I& PE W KMLS, (2) APR 3 N0,03 ON ONE SIDE, (1) ON THE OTHE DETAIL: INTERIOR BEARING WALL W1 NO UPLIFT Lu ssa 2i pm C:) wj Z4 o I bf- ' g d-- try_ d- d-, W f &-*.d by- - I 01-22-01 sheet sl r ass suEATHWto c® FLOOR P=-4) E1D.T. s 24' CC, a ,.('r, m ti 2.4 CONT 2-7X4 6" O/C 1fI6° OSB V` TOP PLATE o ss i t c _ C EA. SfDF (TT"P) OR If2" CD5" 0 i F i a as 2 2x4 TOPPLATE ` o WWI, OSB 1 / 11I6" OSES pp tt E OR OR" CDX g,qp v -PROVIDE 2X4 STUDS / OR I/2" CD' L1A CRiCK£7 2x4 BLOCKW, e F' ROYtDE ib" o/C B CONT, 2X4 NAIL c EA SCDE STYP hd BLaGKNG T TO EACH TFJJSS .. 2X4 DIAC / E-8 WS74 . GABLE '=F / ZX4 S7t 2 106NAILSE . O/C 2XdP,T, BOT- PLAT ({ [ CCW ZX4 NAIL J-BaL.TS _ 1 i F C m TO EA& TRJSS /} -' AS - ,.a' ra R I @ EA_ 54DE (T-F ) ROr. F TRtr^-5 PE.W,T- 24" O.C_ - 5TRAP E --- - m - STLv Wl-B- O ti C141 u r zCArE — a rCUP TO TOP L w 5 fBaT. FL.ATE. V o lrri Q [i u- CidE WALL — CM IA& SOLID Ct'Ai tUALL ROOF TRt6S OSB OF 1/2, COX--.—..--- FRAAAihdG SECT! N THRU CHfMN_EY- IN ,FRIOR CHIMNEY H 41 WALL SECTION FRONT ELEVATION SIDE iNTEi iOR Ci (iE hJEY DETAi(_S CHIMNEY DETAIL C ELTEIIIQR CHIMNEY DETAILS EL vnTla f) CONNECTIONN;5" 9 V2" H vE 3/ 4" FLOOR 5LIEATPIW - zx s uDs ^ a W E l I/2°SPACWY_s CLEAR `TQ I" CF TWO R4SERS ---_-- LLMA7ER€A--- -._w AND 6NF TREAD, EX0.USPF_OF TGtE PROJECTION OF Z W __ NCSWY, S44ALL BE NO LE55 -_ 2X12 TREAD - L !"AN 24" NOR EXCEED 25' NCJTE_: SEE FLOOR w ci Azawcxa _ PLAN FOR - HANDRAIL -_ III° TO f/2° G-A,PTYP, TREAD C3EPTt-i p i6" WOOD FLR.— fy TRUS5E5 Ya MAX. W 0 g 3f B" RACKET. - rlXG RISE E34G.KINCs2X! 2 2" O.C,METALBTSor. 2xf2 STAI2 STR ER -1 m- - 2 zxrE`---eFLoATTTS 2X6 2X* iAIL 6) <& ctt zxLEER STAIRT AD - I ly s Z Y WALL2Xt2 5TRlNCsER FASTEESCD \ if1EBLOCK94i1".DRYWALL 9 BOTTCM $ WEDGED 4 TOENAILED INTO 2-2X! P 2x STL3D Eta L 4xe2 RR SKART SOAJz a TOP AT ET HALL axttTFAaSIR. -AE.R ` 2x 5 smow` or- _ A7 S7Ai£ r Q {ems r ajie sss DETAIL" Jt, j --_ E[::] n. rxx2X SitSiJ ILALL F E 4`3=c+_ -,D TAIL=_( LEtXaE ER "_ I UN & f A I _.-_. t 1a"-.PT, 2X4 NAILER P.F. Eb7iG4Y PLATE PT 2Yd teA€LER -_ i ro1 ______ __-______ o' MHANDRAIL 3 _2x4NAILER _______ _____ _____ ___ ______ _ _ ___ _ STAIR_AND LANDING DETAIL _ Oat TO WALL DETAIL, 5T, 4[ TREAD WALL --_ - -w ;_ a all I'LFT ° OF NT5i1 MIN. iOd NAIL5 MN. ° OF 3K ° THE MISSED FILLED CELLS CAN BE REFWRED Bill F TRU55 STRdWS TO PEJU.T. T TO BY EPDXY Wei W S F-BAR (SEE EPDXY FFZOPERTISS At SPEGIRCATtONS " CONCR! hE54VE ( 8 Ii Mf.FR (S ) ( EACW STRAP) (EACFI S ) LIOUD LPL OR EGUtVALENT ') 44TO BOND f BEAM ` . 41,0 MTOT4 FOOTWdGd FOR ALL FILLED CELLSP4l0-131 ! 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