Loading...
HomeMy WebLinkAbout157 Bristol Forest Trl - BR04-002366 - SFRd PERMIT ADDRE S 1 SUBDIVI Orl": CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Centex Homes 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 407-661-2176 CGC 049689 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE PERMIT # L%- 4362 DATE i!/ 3 PERMIT DESCRIPTION PERMIT VALUATION / SQUAREFOOTAGE d 7rl 0 d City of Sanford Certificate of Occupancy This is to certify that the building located at 157 Bristol Forest Trail for which permit number 04-2366 was issued has been completed according to the plans and specifications filed in the permit, to wit as New Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: B. Oden Engineering: D. Richards Public Works: J. Crumpton Utilities: R. Blake Fire Department: Zoning: Centex Homes Property Owner 12/21/04 12/22/04 12/28/04 12/22/04 12/28/04 Building Official Date CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION j New Single Family**** i DATE: 12/ , PERMIT #: 04 ADDRESS: 157 Bristol Forest Trail CONTRACTOR': Centex PHONE #: Brant 44'7-947-2045 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 approvedWith conditions. Your prompt attention will be appreciated. ngineering...., y ©Fire OPublic Works Zoning OUtilities OLicensing CONDITIONS: ( To BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) DATE: PERMIT #: ADDRESS: PHONE #: CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION New Single Family**** 12/20/04 04-2366 157 Bristol Forest Trail Centex Brant 407-947-2045 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 DPLublic Works Utilities Fire Zoning Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD 12/20/04 x Address Misc. Information Inquiry 16:59:2 Locatan`ID 248045 Parcel Number . . 22.19.30.,502-0000-0640 Alternate location, ID' Location address . . . . 157 BRISTOL FOREST TR Primary related party Type options, press Enter. 5View detail Opt Description Free -form information PLANNING & ZONING COMMENT PRESERVE AT LAKE MONROE CUSTOMER SERVICE NOTES *******'******** LOT 64************* CUSTOMER SERVICE NOTES SW DEV FEE $1700.00 WA DEV FEE $650.00 CUSTOMER SERVICE NOTES BP04-2366 PD 6-29-04 SEE REC #6976 CUSTOMER SERVICE NOTES 3/4"WA METER SET FEE '$190.00 PD 6-29--04 CUSTOMER SERVICE NOTES REC#6976 F2 Address F3=Exit FS=Special Notes F9=Parcel Notes F12=Cancel FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200.r- ELEVATION CERTIFICATE Important. Read the instructions on pages 1.7. SECTION A - PROPERTY OWNER INFORMATION For Insurance CompriyUsix BUILDING OWNER'S NAME Policy Number CENTEX BUILDING STREET ADDRESS (Including Apt., Unit, Suite, arKVor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIL Number 157 BRISTOL FOREST TRAIL CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax ParceliNumber, Leo Description, etc.) LOT 64, PRESERVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, Inecessary.) RESIDENTIAL LATITUDFILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE- 0 GPS (type): Of' or ##.#####) 0 NAD 1927 [__1 NAD 1983 0 USGS Quad Map 0 Oftr SECTION B- FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COMMUNITY NAME & COMMUNITY NUMBER 82. COUNTY NAME -T7m STATE CITY OF SANFORD 12029 SEMINOLE FLORIDA B4. MAP AND PANEL B7 , FIRM PANEL K SASE FLOOD ELEVATIONS) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISEO DATET88. 1 FLOOD ZONE(S) Zone AO, use de0of flooding) 12117CO035 E 4117M 4170 X WA I tsiv. inarcate me source orme vaser-iocia wevation tort) cacti orcase rioco aepin enterea in use. FIS Profile0 FIRM rl Community Determined 0 Other (Describe): BI 1. Indicate the elevationdatumused for the BFE in B9: 0 NGVD 1929 0 NAVD 1988 0 Other (Describe): BIZ Is the buildinglocated in a CoastalBarder Resources &stem (CBRS) area orOtherwise Protected Area (OPA)? C3 Yes ED No Des!eatlon Dat@__ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) D1. Building elevations are basedon: [I Construction Drawlngs* n Building Under Construction* Finished Construction Anew Elevation Certificate will be required when construction of the buildrig is complete. 02. Building Diagram Number 1 (Select the bullclingdagram most similar to the building forwhich this certillcate is being completed -seepages 6 and 7. Knodiagram accurately represents the building, provide a sketch orphotograph.) C3, Elevations — Zones All -A30, AE, AH, A (with BFE), VE, V11430, V (with BFE), AR, ARIA, ARIAS, ARIAI-A30, ARAH, AR/AO Complete Items C3.-ami below according to thebuilding diagram sped1fied in Item C2. State the datumused. W thedatum is different fromthedatum used forthe BFEin Won B, convert the datumto that used for the BFE. Show fieldmeasurements and claturnconversion calculation. Use thespaceprovided or theComments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVU29 Conversion/Comments NONE Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? OYes ®No a) Top of bottomfloor (Including basement orenclosure) 14, §.ft,(m) b) Top of nerd higher for 24. Ift.(m) c) Bottom of lowest horizontal structural member (V zones only) N/A d) Attached garage (top ofslab) 14. 5 t(m) W e) Lowest elevation of machinery and/or equipment czl_ servicing the building (Describe in a Comments area) A IfL(m) 1) Lowest adjacent (finished) grade (LAG) 14. lfL(m) g) Highest adjacent (finished) grade (HAG) L4. 11(m) h) No, of permanent openings (good vents) within I ft. above adjacent grade Q 3 I) Total area of all permanent openings (flood vents) in C3,h Isq, in. (sq. an) 0C1%* r1^K1 f% 01 IM IEV^15 Mkt^_1L1L-En ^r!kA nALAW!rnr ^rn'PW1^ A'PI^Lf I nis certirication is m oe signea ana seaiea oy a tana surveyor, engineer, or arenitect autnonZed by 19W to Certity elevation intormation. I certify that the information in Sections A, 8, and C on this ceffificate represents my best efforts to interpret the data available. I understand that any false statement M be pynishable PX line or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME: JAMES J. JILES LICENSE NUMBER - 4997 TITLE: PROFESSIONAL LAND SURVEYOR& MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 1030 N. ORLANOD AVENUE, SUITE B WINTER PARK FL 32789 SIGNATURE DATE TELEPHONE X, 0.tW 12114/04 (407) 426 7979 FEMA Form 81 -31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A- For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 157 BRISTOL FOREST TRAIL CITY STATE ZIP CODE Company NAIL Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram mostsimilar to the building for which this certificate is being completed — see pages6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top ofthe bottom floor (including basement orenclosure) of the building is _ ft.(m) —in.(cm) [] above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is ^ ft.(m) _in.(cm) above thehighest adjacent grade. Complete items C3.h and C3.i on front ofform. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, ifavailable). E5. For Zone AO only: If no flood depth number is available, is the top ofthe bottom floorelevated 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 for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, Q and E are correct to the best ofmy knowledge. PROPERTY OWNERS OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here ifattachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the oommunitys 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, orarchitect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section Efora building located in Zone A (without a FEMA4ssued or community4ssued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _ _ft.(m) Datum: G9. BFE or (inZone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: — LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 64, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THECERTIFIEDTOANDFORTHETHEREOUIREMENTSSETFORTHINTHEEXCLUSIVEUSEOF: CITY OF SANFORD CODE CHAPTER '6, SEC: 6-7(A), COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE' COMPANY, LLC CSX RAILROAD R/W bl0 MAIN LINE TRACK UNPLATTED PER THIS PLAT) sx N 54*23'1`1" W '' 50.00' a I1 j 1" 30' 1 GRAPHIC SCALE I1 f0 15 30 in LOT 64< i 6800`$0. Ft. t' xu 6:6 O 11 40.D'$ zr LOT 65 0 rn a W LOT 63 CC TWO ORY CONGR TETBlAOCK 8 NET 0) o (b C: E RESFINISH FLOOR o t47 In ELEVATION-14,83' 'o rn Csy x COVEREDL20Q, ENTRY O'1 µ Nj 1 0, 5,O' I 3' C W t CONCRETE DRIVFWAY 111 in N 10' UTILITY EASEMWAAIS4 $jIN WALK IS 0.2' OFF' p 1 0.2'lOff iz S 54 2 11 E 50.00 jw CENTERLINE OF RIGHT-OF-WAY 225.52` o1m 'L,p m 205:55' PI; 4vP[ , 5 54'23'11" E 431.07' BRISTOL FOREST TRAIL 50''RIGHT-OF-WAY NOTE: 1. ALL DISTANCESCES HAVE BEEN FIE D VERIFIED AND LEGEND INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY, BUILDING SETBACK LINE CENTERLINE FNO NAIL AND DISC 2, PROPERTY CORNERS SHOWN HEREON WERE RIGHT OF WAY LINE L8 A68 (12/13/04) SET/FOUND ON 12--13-04, UNLESS OTHERWISE` EXISTING ELEVATION FNO 1/2- IRON ROO AND CAP SHOWN. 3y,.,4 LS 16393 (12/13/04) CONCRETE CNA CORNER NOT ACCESSIBLE 3. THE SURVEYOR HAS NOT ABSTRACTED THE lB LICENSED BUSINESS L DENOTES ARCDEL.ANGLE DENOTES ARC LENGTH LAND SHOWN HEREON FOR EASEMENTS,: RIGHT OF LS LICENSED 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 PLAT PI DENOTES POINT OF INTERSECTION PAC DENOTES POINT OF REVERSE' CURVATUREPP)PER MEASURED PT DENOTES POINT OF TANCENCY 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN FNO FOUND TYP TYPICAL A/C AIR CONDITIONERLOCATEDEXCEPTASSHOWN. G/W CONCRETE WALK S/W SIDEWALK COW CONCRETE BLOCK WALL CP CONCRETE PAD RP RADIUS POINT 5. NOT VALID WITHOUT THE SIGNATURE AND T'HE CS CONCRETE SLABCCHORDLENGTH ONU OVERHEAD UnLITY 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 1POC POINT OF CUM POO POINT:: ON BOUNDARY I HAVE EXAMINED THE F.I.R.M, COMMUNITY PANEL I HEREBY CERTIFY, THAT THIS BOUNDARYNO1202940035EDATED4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, SURVEY, SUBJECT TO THE SURVEYOR'S NOTES AREA OUTSIDE 100 YEAR FLOOD PLAIN iw ww • CONTAINED HEREON MEETS THE APPLICABLETHESURVEYORMAKESNOGUARANTEESASTOTHEABOVEINFORMATION, PLEASE CONTACT THE LOCAL MINIMUM: TECHNICAL STANDARDS" SET FORTH PAA A. AGENT FOR VERIFICATION, BY THE FLORIDA BOARD OF PROFESSIONAL ELEVATION$ SHOVM HEREON VERTICAL CONTROL AS FURNISHED, ARE BASED ON SEMINOLE COUNTY SURVEYORS AND MAPPERS IN CHAPTER 61C17•-6, FLORIDA ADMINISTRATIVE CODEBEARINGSSHOWNHEREONAREBASEDON ' PURSUANT TO CHAPTER 472,027, FLORIDATHENORTHWESTERLYLINEOFLOT64STATUTES. BEING N35'36'49"E PER ECLAT, FIELD DATE:) 07-26--07' REVISED: SCALE: 1" - 30 FEET APPROVED BY: SJ L FINAL 12-13-04 CKS AMERICAN SURVEYING & MAPPING 3r/FOR JOB N(, ASM39676 ': 0RM8baRQ 08<zt-.04.:VH CERTIFICATION OF AUTHORIZATION NUMBER LB' 6393 THE PLOT PLAN 4/16/04ySOO t030 N. ()RLANDO AVENUE, SUITE B WINTER PARK, FLORIDA' FIRM DRAWN BY: LOT Fit 12-12-02 CK8 32789 (407) 426-7979 JAMES JAY ALES PSM #4997 DATE B7. FIRM PANEL B9. BASE FLOOD ELEVATION INDEX DATE EFFECTIVF.dREVISEDbATE B9. FLOOD ZONES) (Zone A0, use depth offlooding) FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077NATIONALFLOODINSURANCEPROGRAM . Expires December 31, 200W ELEVATION CERTIFICATE Im ortant:: Read the instructions onp es 1 7. SECTION AL- PROPERTY OWNER INFORMATION Fortnsumnoa Company Use: Policy Number ng Apt,,, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. ' Company NAIC Number STATE 'ZIP CODE FL 32771 lock Numbers, Tax Parcel Number, Legal Description, etc.) E esidential, Addition, Accessory, etc., Use a Comments area, tf necessary.) HORIZONTAL DATUM: SOURCE: GPS (type): n NAD 1927 0 NAD 1983 USGS Quad Map © Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 4UMBER 82. COUNTY NAME U STATE SEMINOLE FLORIDA S) X ' WA nation (BFE) data or base flood depth entered in 89. d Community Determined a Other(Descrihe): 3FE in B9: 0 NGVD 1929 0 NAVD 1988Cl Other (Describe): Resources System CBRS area or Otherwise Protected Area OPA ? 0 Yes Q No Designation pate SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Itnrction Drawinge [] Building Under Construction` 0 Finished Construction 1 when construction of the building is complete. '. Iding diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no ckagram a sketch or photograph,) In BFE), VE, V1-V30, V (with BFE), AR, ARIA, ARIAE, AR(A1 A30, ARIAH, ARIAO the building diagram spelled in Item C2. State the datum used. If the datum is different from the datum used for the BFE in or theBFE. Show field measurements and datumconversion calculathn. Use the space provided orthe Comments area of tournent the datumconversion. NQNg elevation reference mark used appear on the FIRM? 0 Yes f No int or enclosure) 14. 8 ft.(m) 24. lft.(m) b member ( V zones only) 14. 5 tt,(m)' equipment;.,, . Comments area) 14 . A ft.(m} •, G) 14. 3it(m)1 is) within 1 ft. above adjacent grade 0 good vents) in C3.h Q sq. in: (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION ad by a land surveyor, engineer, or architect authorized by taw to certify elevation information. .. S, and C on this certificate represents my best efforts to interpret the date available. be punkhable by fine or lm risonment under 18 U.S. Code, Section 1001. LICENSE NUMBER:4997 t & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, NO, CITY STATE ZIP CODE WINTER DARK FL 32789 r r DATE TELEPHONE 12( 14/04 (407) 426 7979See reverse Side for continuation. Replaces all previous editions B4. MAP AND PANEL NUMBER B5. SUFFIX B6. FIRM 12117CO035 E 4f17/95 41171911 5 FEMAForm 81-31, January 2003 FEMA Form81-31, January 2003 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 157 BRISTOL FOREST TRAIL CITY STATE ZIP CODE Company NAIC Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentloompany, 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. ffthe Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. Ifno diagram accurately represents the building, provide a sketch or photograph.) E2. The top ofthe bottom floor (including basement orenclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 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.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: 9 no flood depth number is available, is the top of the bottom floor elevated in accordance with the communitys 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 for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE Zip SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by lam 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 Cwas 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 the elevation data in the Comments area below.) G2. A community official completed Section E fora building located in Zone A (without a FEMA-issued orcommunity -issued BFE) orZone AO. G3. The following information (Items G4-0-9) is provided for community floodplain management purposes. G4. PERMITNUMBER I G5. DATE PERMIT ISSUED I 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: LOCAL OFFICIAL'S NAME COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ft.(m) Datum: T ft.(m) Datum: Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT OF ' SURVEY DESCRIPTION: (AS FURNISHED) LOB 64, PRESERVE AT LAKE MONROE ; AS RECORDED IN PLAT BOOK 62, PAGES 12--15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE:' THE FINISHED FLOORELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE CERTIFIEDTOANDFORTHETHEREQUIREMENTSSETFORTHINTHEEXCLUSIVEUSEOF: CITY OF SANFORD CODE CHAPTER '6, SEC. 6-7(A), COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC CSX RAILROAD R fWOLD MAIN LINE TRACK- UNPLATTED PER THIS PLAT) N 54'23'11" W 50.0 I 1I^ . 30' I GRAPHIC SCALE 10 15 3a I ; LOT 64 6800 50, FT. t 6 6. 6' C jA. I ' r k 40, V N©Ln i z'Z J1 LOT 65 cp 00) a C' I,.. ( LOT 63 n - IP C, two STORY T, CONC8FCTE LOCK MEr cn C RESIDENCE c m FINI H FLOOR d ELFiV31N-14.83' 'o m, LO 0 + m i m COVERED y 20. 0` ENTRY Q I V I 0, 5.0' iI 3' C' W CONCRETE LIRIVFWAY ; r 1 in u I r2, qi f0' UTILITY EAS EMNTr •.: g I 16.. 0 , ' WALK IS WALK IS 0. 2' OFF I I 5 54*23'11" E 50.00 tl_r OFF CENTERLINE OF wRIGHr-DI'-WAY Irn225. 52', rm 205:55' PI S 5#'2311" E BRIST+ Ok FOREST TRAIL 5W RIGHT-OF-WAY NOTE: DIRECTIONS DISTANCES HAVE BEENLFELDVERIFEDNANDANYLEGENDINCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. BUILDING SETBACK LINE CENTERLINE FND SNAIL AND DISC 2. PROPERTY CORNERS SHOWN HEREON WERE RIGHT OF WAY LINE 13L24 LB # 66 ( 12/13/04) SET/FOUND ON 12--13-04. UNLESS OTHERWISE EXISTING ELEVATION FND 1f2" IRON ROD AND CAP LB #6393 ( 12l13f04) SHOWN: CONCRETEA CORNER NOT 1 THE: SURVEYOR HAS NOT ABSTRACTED THE LB LICENSED BUSINESS A DENOTES DELTA ANGLE L DENOTES ARC LENGTH LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF LS LICENSED SURVEYOR C.B. DENOTES CHORD BEARING WAY, RESTRICTIONS OF RECORD WHICH :MAY PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT PC DENOTES POINT OF CURVATURE DCNOTES POINT OF INTERSECTION AFFECT THETITLEORUSEOFTHELAND. PER. PLAT PI REVERSE CURVATURE DENOTES POINTOFFP) M) MEASUREDPT DENOTES POINT OF TANGENCY TYP TYPICAL 4, NOUNDERGROUNDIMPROVEMENTSHAVEBEENFNaFauNtlC/W CONCRETE WALK A/C AIR CONDITIONER LOCATED EXCEPT AS SHOWN. S/W SIDEWALK COW CONCRETE BLOCK WALL NOT VALID WITHOUT THE SIGNATURE AND THE CPP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH RP RADIUS POINT OHU OVERHEAD UTILITY LINE 10 IDENTIFICATION ORIGINAL RAISED SEAL OF A FLORIDA LICENSED PK PARKER KALON POL POINT ON LINE PCC POINT OF COMPOUND CURVE SURVEYOR AND. MAPPER. Ro PRAo1TU,S Cv POS POINT ON BOUNDARY I HAVE EXAMINED THE F.LR.M, COMMUNITY PANEL I HEREBY CERTIFY, 'THAT i THIS BOUNDARY. NO 120294 0035 E DATED 4/17/95 AND FOUND SURVEY, .SUBJECT TL'f THESURVEYORS NOTE THE SUBJECTPROPERTYAPPEARSTOVEINZONEX, AREA OUTSIDE 100,YEAR FLOOD PLAIN. CONTAINED HEREON MEETS THE APPLICABLE THE SURVEYOR MAKES NO GUARANTEES AS TO THE FM MINIMUM TECHNICAL STANDARDS" SET FORTH ABOVE FEMAI AGENTFOR VERIICATION.NFORMATION, PLEASE TAC7 TWE LOCALBY THE FLORIDA BOARD OF PROFESSIONAL ELEVATIONS SHOWN. HEREON ARE BASSO ON SEMINOLE COUNTY: rnuranl AaAjPWSNCnSURVEYORSAND. MAPPERS IN CHAPTERVrRBrAI APPROVE) BY. SJ FINAL 12-13-04 CK9 AMERICAN SURVEYING & MAPPING ASM39678 FORMBOARD 06-2t-apt VI+ CERTIFICATION OF AUTHORIZATION NUMBER UB 6393 JOB NO, 1030 N. ORLANDO AVENUE, SUITE 8 PLOT PLAN 4/16/04;$00 WINTER PARK, FLORIOA DRAWN BY, LOT Fit 12-12-02 CKS 32789 (407),426-7979 JAN CITY OF SANF'ORD PERMIT APPLICATION 2Permit # ' f q -9 &6 Elate: Job Address: is! Description of Work: _ Historic District: Zoning. "Value of Work: S —6 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # ofFixtures # of Water & Sewer Lines #'of Gas Lines Plumbing/New Residential: # ofWater Closets 3 Plumbing Repair- Residential or Commercial Occupancy Type: Residential..} Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: , a Phone: Contractor Name & Address: r L. , (. State License Number: a tC 14 2A(O 2--=`. -- Phase &Fax: Slt%" $"- Contact Person: Phone: a/Yt'' 33$ Bonding Company: Address: Mortgage bender: Address: Architect/Englaeer: Phone: Address: Fax: Application is hereby made toobtain a permit to do thework and installations as indicatod. I certify that no work or installation has commenced prior to theissuanceofapermitandthatellworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permitmustbesecuredforELECTRICALWORK. 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 constructionandzoning. WARNING TO OWNER: YOUR FAILURETO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. h! QJICE In addition to the requirements of thispermit, there may be additional tt:strietions a ie to this property that may be found in the public records of thincounty, and there may be additional permits required finm other governmental antitres a ch water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of theproperty of themen 7fF tide , FS 713. f t Signature of Owner/Agent Date Si ' tutu of Coatracto / gent Date Print Owner/ Agent's Name rin Co maetodAgem's a PAY Signature of Notary -State of Florida Date Sign of ota f* 1 k MM/SStON# p0 642@6 nersonally NoueoftOwner/ Agent is ____ Personally Known to Me or Contractor/Agent is Known to IVC Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) ( Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: COUNTY OF SLi:MLi NOL„I; STATEMENT NUMBER 104,..,7 6 181 DA T i.;: ; ..,...,. l.UIL„D,LI•kG PERMIT 1=1LM i.:N1.O—alw(C..,I;""Y) 1.1NIY i..JN.l.I ADDRESS: TRAFFIC ANEW ` JUR.lSD I,l,.T:1:ON, ?.!.. t. l t l' lt! `lril 11 f ll.. ',..,. j , T'1•J} ` tt'XI"LrCE LOTBLt. PLAT +.OK 4ui` OWNER I hAlYll ; .......... .... . ........ yrYD S t iI1 , , .. i .... Ql .,... « APPLICANT NAME! LAND USE CATEGORY: f;.4.tORY: 001 Single Family Detached House TYPE USEN Residential WORK .C51...Sl:.It,lP T .Lt:N n Single Family Ht>tiw= Detachedi. d ,,, C;;=ot i?_.tr uc 1',:ton TV T<I,..1 k1..1 I:"C" RA T I::: FE.,L.. LI1 IJ.IATT`I'::; 1 L_R 0 ; & T"Y1 E (t.17<`7'... Dt:1,.: TYPE IEI1IS T SCHEDULE TTt.SC UNIT OF UNITS ARTL. R,LAl..S C.C! W:LDE 0 dwl un:I:`l :I;, 705„00 1. $ 705:,01';j ROAD COLLECTORS NORTH 0 d ens :, unit $l :L 4 2 , 0 0 :I, $ l` 142. LIBRARY CO —WIDE tdwl unit $ 54.00 I 54.00 CO —WIDE C:1 as l unit { I.., 3 ,k'4 ,. 0 a. sip 1,,,, .w€,ti ', ,< eat' AMOUNT DUE , I: 2,2a5.00 tt Y II'fI.I I RECEIVED B / ...... ` , : I: t., hf r "`i' l`i .L. PLEASE PRINT NAME) NOTE E TO RECEIVINGS IG AT""ORY/A PL..;It,.r•N ; FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY " FOR THE FEE. DISTRIBUTION: .L..C'.. t.11.lN"T'Y >. C.,•,L"T"Y 2—APPLICANT 4— COUNTY PERSONS ARE ADVISED D THAT THISISii ` IS ASTATEMENT A`f":.IYIi.,.N OF FEES WHICH ARE ?::L..'E AND PAYr^ti:;1.E PRIOR TO ISSUANCE OF A Bf.laa.,,X},f,NR;., I L::RlI:fT PERSONS ARE ALSO' ADVISED ED THAT ANYRIGHTS OF THE APPLICANT, OR OWNER;,, TO APPEAL TI• II::`- t:ALrC..UL..AT.LC1NS OF •T•L:E Fl.Xt`5D, LIBRARY SYSTEM AND_01T;C EDUCATIONAL '(SCHOOL) IMPACT FEES US"T BE li.,XL,.Rl:r.k.`.,1...D BY FILING A WRITTEN RLiiQL, il.,ST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE I"C. IREDATEABOVE, k3l..lT NOT LATER ER THAN l`:iil. R !'.II LC..P..CL,. OF:, OCCUPANCY `AI'ICY 01OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET "T'.F1E REQUIREMENTS Rl.. IsiL.:NlTSOF. THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES f,ik.i4.'l'aRN:f:NG APPEALS AY BE l"'. l.i...KED UP, OR REQUESTED, F'"I"lt.;M THE PLAN IMPLEMENTATION ITFk'_It..E';, 1101 EAST FIRST C" >Tf,I...I: T, S`sf7NFC:xR.D, FLORIDA 3:.771 ; (407) 665 7 474. r Y°1'"!,.` I°•i1" '..J'l1I,EL.l.} BE I''!ADE TOO CITY OF ..?AIdFC1RD BUILDING DEPARTMENT 300 NORTH PARK AVENUE PAYMENT SHOULD D BE BYCHECK K 1" RMONEY EYORDER, ,, ANDSHOULD REFERENCE THE STATEMENT I' d1,11YIBER t•`•iND CITY BUILDING PERMIT :RI''I:I'T NUMBER AT THE TO!::' LEFT OF THE NOTICE., THIS STATEMENT IS VALID D ONLY INCONJUNCTION WITH ISSUANCE t.1ANt:`EOFA*** FAMILY BUILDING PERMIT******************** ** CITY OF SANFORD PERMIT APPLICATION Permit# r.lf! Date: II7__r_GJ q lob Address: Description of Work: CONSTRUCT CONCRETE BLOCK SING FAMILY DWELLING Historic District: A/d "Zoning: Value of Work: $ /0 Permit Type, Building XX Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & EnergyCalc. Required) Plumbing/ New Commercial # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential !:n Commercial Industrial Total Square Footage: SZ5—A Construction Type: # of Stories: — # of Dwelling Units: % Flood Zone: (FEMA form required for other than X) Parcel#: 22-19-30-502-0000— Q/'' 0Jfr (Attach Proof ofOwnership &Legal Description) Owners Name & Address: CENTER HOMES 385 DOUGLAS AVE., STE . #2000 ALTAMONTE SPGS . , FL 32714 Aft I— Phone: 407-661-2176 Contractor Name &:Address: PATRICK J. KNIGHT timm, JSAME AS ABOVE at tc, s CG C049685 Phone&FaY: 407-661-'2176/661-4089 i=,ContactPerson: AC E''dA, 1 4ES hone: 407-467-2643 ' Bonding Company: NA ° " : F t k 1 1 Address: f,.tjAleI'll fMortgageLender` NA .' Address:; rl , Architect/Engineer: HURRICANE ENGFNEER '4 Phone., 407-774-9003 r Address: Fstx 407-774-8477 Application is hereby made to obtain a permit to do the work and installatt`ons as indicated; I certi no work or instltation has commenced prior to the issuance ofa permit and that all work will be performed to meet standards of all laws regulating construction in this jutisd'rction. I understand that aseparate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOIL; m;.'REATERS, 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, them 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 otify t owner of the property of the requirements of Florid Lien Law,FS 711 Signature' of Owner/Agent Date Signature o ontractar/Agent PAYMIGHT Print Owner/Agent's Name Print antractor Agce rlAY nt's Nam , 5 2004 Signature ofNotary -State of Florida Date Signature -ofNotary -State of Florida Date Owner/Agent is Personally Known to Me or Contractor/Agent isX X Personally Known to Me or Produced I Produced ID APPLICATION APPROVED BY: Bld a Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: lYYYlYtlIXn.• Y!•YYlYYYlYYMYYYf.. KIMf3ERL1' A. I'!01NNrtttUNlgkSAYP % Corn`"-1t000299442 I ! = r a`' Expires 'V912008 Bonded tnrui `OfK' •` (eoe)432.4284« SY Ysa:irtirlYYu:! Florida Not%y Asa 'i Inc CITY OF SANFORD PERMIT APPLICATION Permit # : H— .s2 .9 Date; Job Address: Lot #:;_, Description of Work: New Single Family.Residence Historic District: Zoning: Value of Work. S Permit Type: Building Electrical X Mechanical Plumbing , Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS 5= Addition/Alteration Change of Service Temporary bole Mechanical: Residential Non -Residential Replacement New (Duct Layout& Energy Cale, Required) Plumbing/ New Commercial; # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Wper Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Comrner ial Industrial Total Square Footage: Construction Type; # of Stories: # of Dwelling Units: Flood Zane: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: CentexHornes 385 Douglas Avenue Suite 2000 Altamonte Springs, FL 32714 Phone- 407-661-2150 Contractor Name & Address: Approved Electric Co. of Florida 4874 S. OranLe Avenue Orlando Florida 32806 State License Number: ECO002494 Phone & Fax: Fax 407-851-1226 Contact Person: John Findlay Phone: 407-851-1220 Bonding Company: Address: Mortgage Lender: Address: Arch itect/Engineer: Phone: Address: Fax: Application is hereby made to obtain apermmit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance ofa permit and that all work will be performed to meet standards of all Caws 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 pen -nit, there maybe additional restrictions applicable to this property that may be found in the public records ofthis 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 wil I notify the owner of theproperty of therequirements wigE57PS 713. Signature of Owner/Agent Date n ure of -actor/Agent Date Charles W. Cannon Print Owner/Agent's Name Pri ontractor/Agent's Name Signature of Notary -State of Florida Date 4ighifdre of Notary ate ("Florida a OwnerlAgent is Personally Known to Me Contractor/Agent is Personally rime-or . Produced ID Produced ID `,t, tmm tttmt 10 APPLICATION APPROVED BY: Bldg: Zoning: Utilities: ' FD;ur A Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: City of Sanford Building Division Submittal Requirements for Residential Building Permit 0 1. Two (2) recent boundary and building location surveys showing setbacks, from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets ofconstruction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these looters 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 - cast, west, north, and south. Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all watt 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. f. Engineered truss plan with details of bracing, engineered beams for spacing openings to carry and support trusses. 9- Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h, Square footage table showing footages: I , Garages/Carports sq. ft. 2. Porches/Entries sq. ft. 3. Patio(s) sq. ft. 4. Conditioned Structure sq. ft. 5, Total Gross Area sq. 0 3. Three (3) sets ofcompleted Florida Energy Code Forms. 0 4- Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure is to be built on fill, a report may be requested by the Building Official or his representative. 0 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. 6. Septic tank permit issued by Seminole County Health Dept. c: Arbor permit when trees to be removed from property. Contact the Engineering Depc for details regarding the arbor ordinance and permit. Seminole County Road Impact fee statement. e. Property ownership verification, f Driveway permit issued by City Engineering Department. 6. Application to be completed thoroughly arid 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 ciov ordinances. Date AY 0 5 2004 Owner/Agent Signature Seminole County Property Appraiser Get Information by Parcel Number Page I of 1 PARCEL DETAIL ISM==M= ..'< Back [7 1 0"e S 1101 V. FwNt M, aeai4ia il fl. 127? I 2004 WORKING VALUE SUMMARYGENERAL Value Method: Market S3-SANFORD Parcel Id: 0000-0640502 Tax District: WATERFRONT 000Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: HOMESDepreciated EXFT Value: $0 Land Value (Market): $26,000 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City, State,ZipCode: ALTAMONTE SPRINGS FL 32714 JustlMarket Value: $26,000 Property Address: 157 BRISTOL FOREST TRL SANFORD 32771 Assessed Value (SOH): $26,000 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $26,000 2003 VALUE SUMMARY SALES 2003 Tax Bill Amount: $285 Deed Date Book Page Amount Vacllmp 2003 Taxable Value: $13,680 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 64 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 26,000.00 $26,000 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property our next year's property tax will be based on Just/Market value. http:// www.scpafl.orglplslweblre_web.seminole county_title?PARCEL=2219305020000O640... 5/5/04 CE'NTEXHOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs. FL 32714 Offioe: (+ 407) 661-2150 Fax: ( 407) 661-4089 www. centexhomes.com SEMINOLE COUNTY BUILDING DEPARTMENT Effective immediately, and until further notice, this letter will stand as authorization for Nan Holmes, Jackie Caines or Mindy Holmes to sign permit applications and energy calculations for any lots owned by Centex Homes, obtain permits for same and receive Certificates of Occupancy, in my name and license for the subdivision and lot specified below: Subdivision: PRESERVE AT LAKE MONROE Lot: CD Patrick J. Knight C 049689 STATE OF FLORIDA COUNTY OF SEMINOLE The following instrument was acknowledged before me this MAR 0 8 2004 by Patrick J. Knight, Division President of Centex Real Estate Corporation, a Nevada Corporation, managing general partner of Centex Homes, a Nevada general partnership for and on behalf of said corporation. Patrick J. Knight is personally known to me and did not take an oath. N yotaryy ublic- State of Florida at Large Coinn11Ss1Un No. • My Commission Expires: E M1M` CxflChv}d ygxg, i w ax C6NTlX 11111401alllRai INvital" SI MlHe This Instrument Prepared By: MARYANNE WS, CLERK OF CIRCUIT COOT SENINOLE CGUWY NAME: ` Debra A Riggs' -Centex Homes BK 05293 FAG 0845 38S Douglas Avenue, Suite 2000 CLERK'S # 2004069 781 FL 32714 RECt? RDED twilf%6i iliAlst 4 AN AltamonteSprings, RMDROINS_ FEES 6.0 Permit No, RECORDED BY S 01 Itrl loy NOTICE OF COMMENCEMENT SEMINOLE STATE OF FLORIDA COUNTY OF ORANGE THE UNbERSIGN'ED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: LOT -. _ ,PRESERVE AT LAKE MORROE Recorded i n Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 2. General Description of Improvement: SINGLE FAWLY DWELLING 3. Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 CERTIfIEU COPY Interest in Property: F1 BSIMPLE INTEREST MARYANN " GP-SP. Name of Fee Simple Titleholder: N/A CLERK OF CI 'VI i OU0 SEMINOLE FlOffidDIA 4. Contractor: CENTEX HOMES' ``~~ 385' Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 1 = Phone: ( 407) 661-2150 Fax: (407) 661-4089 N 004 5. Surety: N/A Amount of Bonds N/A 6. Lender: N/A 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.12 (1) (a) 7. Florida Statutes: CONTROLLER Phone: ( 407) 661-2150 Fax: (407) 661-4089 8. In addition to himself, Owner designates the following person to receive;a copy of the Lienor's Notice as provided iri Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date of Noticeof Commencement (the expiration is date is 1 year from the date of recording unless a different date is specified) Debra A. RiggsV OFFICE MANAGER FOR CENTEX HOMES. 323 DOUGLAS AVENUE SUITE 20e0. ALTAMONTE SPRINGS. FLORIDA 22714 THE FOREOOfN0 INSTRUMENT WAS; ACKNOWLEDGED BEFORE ME TWS MAY ? Qa EY DEERA A RIOOS.. OFFICE MANAGER CENTEX REAL. ESTATE CORPORATION, A NEVADA CORPORATION NWT 1728 HOLDING CORPORATION. A NEVADA CORPORATION, ODRA A. RIOGS IS PERSONALLYKNOWNTOMEANDDIDNOTTAKEANOATH ` gTARY PUBLIC rurr« urwu«n«r•««•rrrrrrrrr«a«rrrrarr( JACKIE CAINIEl Coma QF2d 52M x E)Ore* t/rl11.TOOE0 Q;nao Florida Nale t A+an . Or«wrrrHrrr•r«uwur«rurr rrrrirrrrru i L x belts' if h •.ram' 7_ Qs fl • . F I1t+rl Oitrlet: rr, vr'v,x Pertrtir 'ic'yea BuittliarE Electrical Me tical `` Plumbing Fit$ inklerfAlarrn ' l 100AWl; NOW Service — # of AMPS d li;ll 3# a2r^t, Q84ge 'I`e e;r etaaoieakt Residential itilorl-ldesisletaaaal T eIlaE i Rem (oc;;aJraaS Sexes i tes+tutr) 0.4. fl uttlbitt l New cotowereigh of Fill%tum # of WSW aBs %WVI Lite" ellsCian Lines Fitattttglht#dletttinl:# of W , Closets F ttubia r-Seaic%attial ctr Ctitceal " • C3esuK+aatae igpe: f estsletttial E rr atrr,e€eial lrtdtasttist 'd'eltsti uat•e:FootY stp. CotitYtrattiou 7)'tle. ; tR of stories: ;4 of Owe ligg Units: zatte. (VZIbth C+srerr{ r+t}w le cd fttr o£Ut:t Glts3m parcel a: ( icaN th Fmf of Ownerships &. Legal Otacripitiose) Owners Name & Address; Phone: Contractor fume d$e Address: License'tiumber, phone & Fax: T d'+ l b i F s+I •.'+r ';..;"Yc+e""?rC` Bonding Company; Address Mortvge Lender. Address: Arch zert/Engineer: Plaane. Address... . Application is hereby [Wade to obtain a permit to do the work and installations as indicated. 1 certify that no Fork or r`nsWistion has comnseruied print Ia, [tie, issuance ofa permit and that all work will be performed to Mad"standsards ofall lax's teguisiting eonstatshAon in talcs jurisdiction. I uirdaetstand ftt a separatepermitmustbesecuredforELECTRICALWORT'., PLUMBNG, SIGNS, WELLS, POOL5,- FiJt t l'jtt , BolLERS, HEATERS, TANKS, andAIRCONDITIONERS, etc. OWIWER'S AFFIDAVIT: I certify that all of the forcgding infortr 6011i is amura€e and that all work will be done.in comph&nce with all applieat,J(. ir,"s t rF'•.tJ lingcotistructionandsorting. VVAkNU,4G 70 Cf•WNEI YOUR FAILURE TO RECORD A NOTICE OF CONJINIENICEME14T MA :r ' €IL'fTWICEFORIMPROVEMENTSTOYOURPROPEPITY. IF YOU INTENDD TO OBTAII4 FINANCING, CONSULT WrM YOUR LENDER Ok AjJATTORNEYBEFOMRECORDINGYOUR (NOTICE OF COAMMENCEMENT. NOTICE' In addition to the requirements of this permit, there may be additional restrictions applicable to i erty t y i foun 'n tl c publir teeords ofthiscounty, and there may be additional permits required from other goverltmental entities such as war a dis cts, state rics, ,'u ft dr-a 111 agencies, Acceptance of permit is verification that I will notify the owner of the property ofthe require is ten F Signature of Owner/A ent8 Date atureafCon etor/Agent DateL L piaPrintOwner/Agent's Flame 4PPnt Contractor agent' Name 7/ Signature of Notary -State. of Flonda Date Signature of No' -v-State or Florida Date:_ Oaamer/Agent is _ Personalh Known to Me or Contractor/Aer-::i _ _ ijersanal„ Known to Me orProducedIDProducrc I'I'LI(';\1'I0N APPROVED by:L3ldg Zoning U Initial & Date) (Initial cC DStzJ (htinal Datej (ttwCtaf DatE S-xWt Condtlionat utr,ee. COMMISSION # qq 212898 EXPIRES. Jens 14, 2007 BondedThru Notary ublicUndorwriterse,bi PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 64, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) LOT 64 CONTAINS 6250 SQUARE FEET t LOT ONLY) THIS STRUCTURE CONTAINS 2169 SQUARE FEET t TOTAL CONCRETE 495 (WITHIN LOT ONLY) SQ. FT. i TOTAL SOD 3586 SQ. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 43% # LOT 65 l4ft 6 VF AWeDPOWv BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES SOUARF FOOTAGE (UP TO CIIRR) LOT 64 UP TO CURB CONTAINS 6800 SQUARE FEET THIS STRUCTURE CONTAINS 2169 SQUARE FEET t CONCRETE 828 SO. FT. i INCLUDING (SIDEWALK/APRON) TOTAL SOD 3803 SQ. FT. t CSX RAILROAD R/W OLD MAIN LINE TRACK UNPLATTED PER THIS PLAT) 50.00' LOT 64 DRAINAGE TYPE A I1II gi I IN1IpIA1DIz O•:. ICnI N W fV 0 to O D2 4U.0 R Cy J 40.00' Cn Z A Cn LOT 63 0 PROPOSED m z o c 4 FINISHED FLOOR 0Opc! ELEVATION=14.40 o mn FFI mIA/cl z CO 20. 0' ENTRY 20. 0' Nw; lk 50.00 I ml I225. 52' — 1 _ 205.55' _ oPlS54-23.11" E 431.07T CENTERLINEE 0 — RIGHT- OF-WAY 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I NAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL BEARINGS SHOWN HEREON ARE BASED ON THE NORTHWESTERLY LINE OF LOT 64 BEING N35'36'49"E PER PLAT. FIELD DATE:) REVISED: SCALE: I" = 30 FEET APPROVED BY! SJ BRISTOL FOREST TRAIL 50' RIGHT-OF-WAY LEGEND IiKAPHII; JI.AI,t, 0 IS 30 BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH CENTERLINE POO PCC POINT ON BOUNDARY POINT OF COMPOUND CURVATURE RIGHT OF WAY LINE POC POINT ON CURVE XX PROPOSED ELEVATION OR OFFICIAL RECORD PO PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW Z DENOTES DELTA ANGLE L DENOTES ARC LENGTH CONCRETEC.B. DENOTES CHORD BEARING LO LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE LS LAND SURVEYOR PI DENOTES POINT OF INTERSECTION PRM PERMANENT REFERENCE MONUMENT PRC PT DENOTES POINT OF REVERSE CURVATURE PCP PERMANENT CONTROL POINT DENOTES POINT OF TANGENCY P) PER PLAT TYP A/ C TYPICAL AIR CONDITIONER M) MEASURED CBW CONCRETE BLOCK WALL FNDFOUNDRPRADIUSPOINTC/ W S/W CONCRETE WALK SIDEWALKCS CONCRETE SLAB CP CONCRETE PAD C CHORD LENGTH P@ PLAT BOOK SO. FT. SQUARE FEET R RADIUS NG NATURAL GRADE PCS PAGES R/W RIGHT-OF-WAY 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. JOB NO. ASM39678 LOT PLAN 4/I6/04 SDO DRAWN BY; LOT FIT 12-12-02 CKB AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBp6393 1030 N. ORLANDO AVENUE, SUITE 8 WINTER PARK, FLORIDA 32789 ( 407) 426-7979 FOR THE FIRN LLIAM MUSCATE LO JR. PSMN4 28 oATE FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 3016 LMR 0641 Builder: CENTEX HOMES Address: 13-7 BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE , FL Permit Number: 0 `1 , Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 29.0 kBtu/hr _ 1Number of units, ifmulti -family I _ SEER: 12.00 _ 4. Number of Bedrooms 6 _ b. Central Unit Cap: 22.0 kBtu/hr _ S. Is this a worst case? Yes SEER: 12.00 _ 6. Conditioned floor area (ft') 3016 ft' c. N/A 7. Glass area & type a. Clear - single pane . 275.0 ft' _ 13_ Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump Cap: 29.0 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' _ HSPF: T80 _ d. Tint/other SHGC - double pane 0.0 ft' b. Electric Heat Pump Cap: 22.0 kBtu/hr _ 8. Floor types HSPF: 7.75 _ a. Slab -On -Grade Edge Insulation R=0.0, 173.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 1059.0 ft' _ EF: 0.86 b. Frame, Wood, Exterior R=11.0, 1086A fe _ b. N/A c. Frame, Wood, Adjacent R=11.0, 318.0 ft' _ d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DRP-Dedicated heat pump) a. Under Attic R=19.0, 1804.0 ft' i 15. HVAC credits PT, b_ NIA CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 1.0 ft _ MZ-C-Multizone cooling, b. Sup: Unc. Ret: Unc_ AH: Interior Sup. R=6.0, 1.0 ft MZ-H-Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 40100 PASSTotalbasepoints: 46089 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: MAY 0 5 ?nna l hereby certify that this building, as designed, is in compliance with the Flori Energyye. OWNER/AGENT: DATE: MAY 0 5 2004 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: _.,. REVIEWED r_neryyvauyaty wtaslon_ rt_M-A3 v3.c1 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I18XConditionedXBSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 3016.0 25.78 13995.4 Single, Clear W 1.4 15.0 32.0 53.47 1.00 1702.9 Single, Clear S 1.4 15.0 16.0 44.66 0.99 708.2 Single, Clear E 1.4 15.0 16.0 59.31 0.99 944.0 Single, Clear E 1.4 17.0 40.0 59.31 1.00 2361.3 Single, Clear E 1.4 13.0 7.0 59.31 0.99 412.5 Single, Clear N 1.4 6.0 32.0 27.96 0.95 848.7 Single, Clear N 1.4 4.0 10.0 27.96 0.90 250.4 Single, Clear W 1.4 6.0 32.0 53.47 0.93 1589.8 Single, Clear S 1.4 6.0 16.0 44.66 0.89 634.2 Single, Clear S 1.4 6.0 16.0 44.66 0.89 634.2 Single, Clear E 1.4 6.0 16.0 59.31 0.93 882.5 Single, Clear E 1.4 6.0 16.0 59.31 0.93 882.5 Single, Clear E 1.4 6.0 16.0 59.31 0.93 882.5 Single, Clear W 1.4 4.0 10.0 53.47 0.84 449.9 As -Built Total: 275.0 13183.4 WALL TYPES Area X BSPM Paints Type R-Value Area X SPM = Points Adjacent 318.0 0.70 222.6 Concrete, Int Insul, Exterior 4.1 1059.0 1.18 1249.6 Exterior 2145.0 1.90 4075.5 Frame, Wood, Exterior 11.0 1086.0 1.90 2063.4 Frame, Wood, Adjacent 11.0 318.0 0.70 222.6 Base Total: 2463.0 4298.1 As -Built Total: 2463.0 3535.6 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Wood 20.0 7.20 144.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1804.0 2.13 3842.5 Under Attic 19.0 1804.0 2.82 X 1.00 5087.3 Base Total: 1804.0 3842.5 As -Built Total: 1804.0 5087.3 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 173.0(p) -31.8 5501.4 Slab -On -Grade Edge Insulation 0.0 173.0(p 31.90 5518.7 Raised 0.0 0.00 0.0 Base Total: 5501.4 1 As -Built Total: 173.0 5518.7 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM Points 3016.0 14.31 43159.0 3016.0 14.31 43159.0 Summer Base Points: 59918.4 Summer As -Built Points: 59633.8 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) 59633.8 0.569 1.087 x 1.150 x 1.00) 0.284 0.950 10871.0 59633.8 0.431 1.087 x 1.150 x 0.90) 0.284 0.950 8246.9 59918.4 0.4266 25561.2 59633.8 1.00 1.188 0.284 0.950 19117.9 EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point A8 3016.0 5.86 3181.3 Single, Gear W 1.4 15.0 32.0 10.74 1.00 343.5 Single, Clear S 1.4 15.0 16.0 7.73 1.00 123.2 Single, Clear E 1.4 15.0 16.0 9.96 1.00 160.0 Single, Clear E 1.4 17.0 40.0 9.96 1.00 399.7 Single, Clear E 1.4 13.0 7.0 9.96 1.00 70.0 Single, Clear N 1.4 6.0 32.0 12.32 1.00 393.1 Single, Clear N 1.4 4.0 10.0 12.32 1.00 122.7 Single, Clear W 1.4 6.0 32.0 10.74 1.01 346.7 Single, Clear S 1.4 6.0 16.0 7.73 1.04 128.5 Single, Clear S 1.4 6.0 16.0 7.73 1.04 128.5 Single, Clear E 1.4 6.0 16.0 9.96 1.02 161.9 Single, Clear E 1.4 6.0 16.0 9.96 1.02 161.9 Single, Clear E 1.4 6.0 16.0 9.96 1.02 161.9 Single, Clear W 1.4 4.0 10.0 10.74 1.02 110.0 As -Built Total: 275.0 2811.7 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 3180 1.80 572.4 Concrete, Int Insul, Exterior 4.1 1059.0 3.31 3500.0 Exterior 2145.0 2.00 4290.0 Frame, Wood, Exterior 11.0 1086.0 2.00 2172.0 Frame, Wood, Adjacent 11.0 318.0 1.80 572.4 Base Total: 2463.0 4862.4 As -Built Total: 2463.0 6244.4 s DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Wood 20.0 7.60 152.0 fir Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 258.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1804.0 0.64 115C6 Under Attic 19.0 1804.0 0.87 X 1.00 1569.5 Base Total: 1804.0 1154.6 As -Built Total: 1804.0 1569.5 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Stab 173.0(p) 1.9 328.7 Slab -On -Grade Edge Insulation 0.0 173.0(p 2.50 432.5 Raised 0.0 0.00 0.0 Base Total: 328.7 1 As -Built Total: 173.0 432.5 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details 1 ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM Points 3016.0 0.28 -844.5 3016.0 0.28 844.5 Winter Base Points: 8199.1 Winter As -Built Points: 10471.8 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) 10471.8 0.569 1.078 x 1.160 x 1.00) 0.438 0.950 2971.4 10471.8 0.431 1.078 x 1.160 x 0.92) 0.440 0.950 2268.7 8199.1 0.6274 5144.1 10471.8 1.00 1.200 0.439 0.950 5240.0 4 EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge(WRaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 6 2564.00 15384.0 50.0 0.86 6 1.00 2623.63 1.00 15741.8 As -Built Total: 15741.8 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water = Total Points Points Cooling Points Heating + Hot Water = Total Points Points Points 25561 5144 15384 46089 19118 5240 15742 40100 6 Y PASS oxTHE STAO.ta d t9 Y EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1 ABC.1.1 Maximum:.3 cfm/s .fL window area; .5 cf Ws .fL door area. Exterior & Adjacent Walls 606.1 ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8' sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606. 1.ABC. 1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2' clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regls 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat traprequired. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.7 The higher the score, the more efficient the home. 1. 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 (fie) 7. Glass area 8t type a. Clear - single pane b. Clear - double pane c. Tintlother SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A e. N/A 10_ Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a a. Sup: Unc. Ret: Unc. AH: Garage b. Sup: Unc. Ret.: Unc. AH: Interior r New - 12. Cooling systems Single family - a. Central Unit 1 _ 6 _ b. Central Unit Yes _ 3016 ft' c. N/A 275.0 fie - 13. Heating systems 0.0 ft' _ a. Electric Heat Pump 0.0 ft, 0.0 ft2 b. Electric Heat Pump R=0.0, 173.0(p) ft _ c. N/A 14 _ Hot water systems a_ Electric Resistance R=4.1, 1059.0 ft' _ R=I I.0, 1086.0 W _ b. N/A R=11.0, 318.0 W c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) R=19.0, 1804.0 ft2 _ 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, Sup. R=6.0, I.0 ft _ RB-Attic radiant barrier, Sup. R=6.0, 1.0 ft MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: MAY ® 5 2004 Address ofNew Home: 157 _tsRISTOL FOREST TR. City/FLZip: LAKE MONROE/32747 Cap: 29.0 kBtu/hr _ SEER:12.00 _ Cap: 22.0 kBtu/hr _ SEER: 12.00 Cap: 29.0 kBtu/hr HSPF:7.80 ^ Cap: 22.0 kBtu/hr HSPF:7.75 _ Cap, 50.0 gallons _ EF: 0.86 _ PT, _ O-THE ST4,. INl, `, O a R d COD WE NOTE_ The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPA/DOE EnergyStarTudesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department ofCommunity Affairs at 8501487-1824. EnergyGauge® (Version: FLRCSB v3.2) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 3016 8.29.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Proiect Information Desicin Information Weatlier Orlando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 °F OLllside db 93 °F Inside rib 70 'F Inside db 75 'F Design TD 32 'F Design TD 18 °F Daily range M Relative humidAy 50 % Moisture difference 43 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Buldi,N heat loss 40343 Btuh Structure 31184 Btuh Ventilation at 0 cfm Ventilation 1485 Btuh Ventilation air loss 0 Btuh Design temperahire swing 3.0 'F Design heat bad 40343 Btuh Use mfg. data n Rate/swrlg multiplier 0.98 Infiltration Total seas. equip. load 32016 Btuh Me#M Sn#fied Latent Cooling Equipment Load SizingCWnictionqualityAverage Freplaoes 0 Internal gams 2300 Btuh Ventilation 2212 Btuh Heating Coolingg InSt ation 4744 Bluh Area (W) 3016 3016 Total latent equip. load 9255 Bti h Volume (fF) 24128 24128 Air q Our 0.70 0.40 Equiv. AGF 281 161 Trial bad Req. pady 0.70% SHR 41271 Btuh 3.8rim) at ton Heating Equipment Summary Cooling Equipment Summary Male Na Male n/a Trade n/a Trade n/a n/a n/a n/a Efficiency n/a Efficiency_ r1/a ng 0 _ Fteating output 0 Bhh Latent cooKM 0 Btuh Heatirici ternp rise 0 'F Actual fan 0 cfm Total coOlinQ Actual co Fro g fan 0 Bk h 0 cfm Heating air flow factor 0.000 dhvBtut Coding air flow factor 0.000 cii n/1" Space t mnostat n/a Load sense heat ratio 0 % Printout certified by ACCA b meet all requirernents of Manual J Ah Ed. Z- 'VV"O l`It50ft Right -Suite Residential- 5.5.06 RSR26014 2002-Aug-06 13:49:59CCKE:\Files\f\Foz 6 Jacobs 2002\3016\3016.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 3016 8.29.01 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 631-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 24128 ft3 x 0.0167 - 281 cfm Isolated zones = 0 cfm Total = 281 cfm 2 Winter ingration bad 1.1 x 281 cfm x 32 'F Wrter TD = 9909 Bluh 3. Winder inlilYhration HTM 9909 Bb h / 310 ft2 Total window = 32.0 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer i4hation AVF 0.40 ach x 24128 f 3 2 Summer nfitration bad 1.1 x 161 cfm x 18 3. Sumrrler i0ration HTM 3185 Btuh / 310 ft2 x 0.0167 = 161 cfm Isolated zones = 0 cfm Total = 161 cfm F SumrrierTD = 3185 Btuh Total window = 10.3 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 gr/lb moistdi f. x 161 cfm = 4744 But Procedure D - Equipment Sizing Loads 1. Sensble sbm bad Sensible ventilation bad 1.1 x 75 cfm vent x 18 'F SurrrrlerTD = 1485 Btuh Sensible bad for structure (Line 19) + 31184 Btuh Sum of ventilation and structure beds = 32669 Btuh Rating and temperature swing multiplier x 0.98 Equipment sbM load - serd* = 32016 Btuh 2 Latent sizing bad Latent verdation bad 0.68 x 75 cfm vent x 43 grAb moistdiff- = 2212 Bb.lh Internal loads = 230 BhJh x 10 people + 2300 Btuh Infiltration load from Procedure C + 4744 Bbuh Equipment s iq bad - latent = 9255 Bk h Caistructicn Quality is: a No. of Fireplaces is: 0 Printout cerbTied by ACCA b meet all reg remenls ofManual J 7th Ed A. Wr-19htSQft Right -Suite Residential- 5.5.06 RSR26014 ACC% EAFilesWox & Jacobs 20021301W016.rsr 2002-Aug-06 13:49:59 Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: 3016 8.29.01 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R UTIL/PDR M.BTH a n n a C n 0 d 1 1 90 1.0 1.0 1.0 3.2 20.4 10.0 0.0 MSTR. BR a n n a C n 0 d 1 1 90 1.0 1.0 1.0 5.2 20A 16.0 0.0 a n n a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 20.4 16.0 0.0 WIC/PNTRY KITCHEN a n w a C n 0 d 1 1 90 1.0 1.0 11.0 3.3 54.4 4.0 0.0 FAMILY a n w a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 16.0 0.0 b n w a C n 0 d 1 1 90 1.0 1.0 11.0 7.0 54.4 40.0 0.0 DINING/LIVING a n e a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 a n S a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 16.0 0.0 BTH2 a n e C C n 0 n 1 1 90 1.0 1.0 1.0 3.2 87A 10.0 0.0 BDRM4 a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 16.0 0.0 BDRM3 a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 BDRM2 a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 16.0 0.0 C -jV"q 'ltSOft Right -Suite Residential"' 5.5.06 RSR26014 2002-Aug-06 13:49:59 EAFilesXAFoz & Jacobs 20021301613016.rsr Page 1 HALUSTAIRS BDRM5 a n S c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 30.4 16.0 13.5 GAME RM/BDRM6 a n e c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 32.0 0.0 a n S c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 30.4 16.0 13.5 wrigh tsoft Right -Suite Residential"! 5.5.06 RSR26014 2002-Aug-06 13:49:59 E:1Files%t\Fox 6 Jacobs 2002%301613016.rsr Page 2 PIGIiTd WORKSHEET nhre F ouse DEL AIR HEATING,AIR CONDITIONING,R Job: 3016 8.29.01 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 rvwrv nt c m to 1 Narrnedroorn ErLre Hale ZONE 1 ZONE 2 2 tBghdeposedM 357.0 ft 181.0 a 1760 ft 3 F3nrncitvlsors 4 CekV CaldiOplion 60 1 fmltnd d 0 ft d o 8.0 d o IWECF CSf HiM Arm lmd(B1/t) Area lned(B1f>) Area taed(13 h) Area E)FCSUE ND. Hlg J H4 Cg OF) FN Clg On J C19 Hl9 9 5 Gloss a 148 4. 21 im"" Eked b 13C 1 16E was and G 12C 1. partitions d 0 0. e 01 0-0 f01 0. 6 V*dw6" a IC 37 8575 ll 122 glass doors b 8C 37. 147E He*g c 9C 38. 0 d0. 0 e 0. f Q 7 Wrtdansard North 20. 1409 42 857 glass doors NEW 0. 0 0 Cooing FJW 56 1 1 31 9t 5W5 SEGW0. 0 Sak1 30. 21 636 16 486 1 Horz 0. 0 8 C 6-erdoors a 11A 18 12 717 484 38 717 484 b 11A t8. 12 0 c 0. 0. 0 9 Net a 14B 4. 21 111 5115 2286 111 5115 Z06 ep-d b 13C 3 1 1 473 176 176 weGard c 1x 1. 3704 2500 1 pal- d 0. 0. 0 0 e o- 0. o r 0 0. o 10 Ceiv% a 16G 1. 1. 1 2014 26A3 412 541 151 1 21 b 0. 0. 0 c 0. Q 0 d 0. 0- 0 e 0. 0. 0 f 0. 0. 0 11 Floors a 22A 25 0. 181 4692 0 181 4692 C Ncfe: room b 0. 0. 0 0 C C c 0. 0. 0 0 C C rs dPd0. 0. 0 0 C forslab e 0 0. 0 Doors) f 0. 0 0 12 Infiltration a 32 3 31 9n 3186 t8q M WI 122 13 Sd*dbs%=Gt8+11+12 36M 22361 13714 Lessa trnal he*q 0- Less Aardw 14 Flrrtg redr bu0a1 Ud loss 10PA 36M 101A 2296"" 10/ 1371 151 Total loss =13+14 40343 1 16 Yttgains: People @ 300 ic 3000 8 240D A40 @ 1200 2 1800 2 183D U 17 SbU RSH gtiF7+8. +12+16 2$37y 1" 1 Lessederrdmoig 0 Less Haryler 0 Cooing redstrb" 0 18 Duct gait 2B35 10 1897 117 9' 19 Talal RSli gait=(17+18)'PLF 100 31184 1L10 1 1 GD 20 Ai n3grired ( 180D I""" 1C00 Printout pert M by X A to meet A rec}tmwts of Mar W J 71h Ed. wragt>tltsoft Right -Suite Residential"' 5.5.06 RSR26014 2002-Aug-06 13:49:59 A E:IFileslt\Fox 8 Jacobs 2002\301613016.rsrPage1 I f 1. t sxlNl M armwL asa Dual On lit $`"qN0 i J B S3 A Iir i IMID.,Tt f11p ron ,Ir w1" DOOA W MD ) kIII III\ ,,II1I1I E r DESCRIPTION WAS (2) FOR TRACK SOLT MDa MsrwA(Ltau(ro 0 T ,] G DAty, llsa MO SMOMR. D T7 " 10000 wSCAM LISTED a Doua.t TR,twr{Ar. nonwM np •C' r 2• DAIv. Sf k TI ,. 1• AYIL 11NCIs , AW - i PA P69ry0. TAP. DAW. RC6 TMcx VACNCT. rN snts) U> rA+rx tRArxas Pp asc. ow u"m REPORT#9606C "°"`°"'" C O' . 26 CA Y-W.a Mi,Kr Iw.e U-pMl W 2-I-I-I .nw w.rmN nPeeN i PATTLAM i old Two Y-WO oM _KC1kM. unc.,. CIC.)0.1 MQr S1w{/{' Y,tII MRM, sc c.S 20 G WN, CMD SMM ATTACMW TO DOOR I'M wn. PA70Dm TOc-L-M arsrW TOP. aOTTON A CO.ADIL vLqm OPI1DrNL OYmC xL7Ta LOCK POSIIIOM I YAx. 000A woM . ,r-o• nr n.v wRh U.Y. 1 OM H 1 YW. BOOnS yP TO )•-• NioM CONtMT OI [1) ;C WNf (fMOwT.jj. CGTIMO Lw. Dum" K1s/ACt wA9,0. RWV*0, W SCAM Wv K WMIOtl.WK OO S OVt 1 7'-o Na eoMaar a (f) st 7 OJOT {IIDw.), (Y T Cf KO {ACO) TO PAVAot A nLWA YOYMI'm sulTs" NOANOM7K Awn DO MOT TA&Wu W.D. 2" yuwa PIK 2' iMKA {M anSS OA, t J 0 2 . stv 0 Yowz,w wr Dow {ISTMA{n (To M) G WM. O.Lv. STQA. Do /TAC 20 G "V. SIM wmt sr" 1/6 AeAsuc 1m OLDE6I S :rtMN A_A yt.0C171/ASGT 11wfolIMD iW Ia cA. WN. fR2L /t• .' PAN MCAD %Plw ' wm OK sLX /I1- SCK" NOT UTY 1.10 fCAE`. fwnl COA1S0 wIM 0-W w.. ,0 D S.• 11 (C-w R. OIAMAwItlNO, S•KCO-OM PAS/G, ) at U CtNi2M MODO Pd TN{ cokwo DA `7/1{' I.D. xCVMO WSMM AMO A W{CD-OM 10LTtim 1W Wd t"alts 1/ASI' TAPCW SG[A ON 17-I/2' Cpit7lf (2,000 /ASTma (OMt PW MUM) 0P " WA pM[A(Tp w4mels WCSYOm WITH I jy 7D T sAMU Q lIKK 12 G. DAIv, SWU TOP O rlf M T UL" NIfJWOLftm ON, (t D.D. MIN. MAWtA ACOIMSD 2. Or v. sisCL 71MCM rASIDISD ro L v. 00// RotiL1 MACAR. fAd W. 3iOt o/ DOOA. (W TMWMf. M•CWM W1 K Wu1stAWIM 12 G 4W. AtLI iPAGt wdTS. f S ) SAACNRA7TACMSOw//(.) INTCA As.0 (WT not AtOwtD) TO PIIOYOC A IWS, III•J/a• W1R YLTJL iIDLWIIMo sUA'/AOL. MgItOMtA1, AMlat DO Mor TMOo ATT ro fACa. tAAaTR :) I • J w Y sC+tM PSA DID MxN7L Nw W JOINT& fG r rlw m Na TAM OR'/TW 1/4• OK NvRx OYI7WVArtO MAP" 9.0 Y ON y1 r. M, 10 S,AL stluAmid. 14 G CAN. sm t SI1.0 LMK wprOvltto, P.C. IAMW TO p NiT0. e6roae•mM eA — er enrrw SrmDM e.e 11.WMOA .C. /MMS S1AS3 w .) ) 1W/S' wOD[ IwgA mom CAAOLYM P.L fZW2 TALL U- W 1 'J// 2D G oAay. s7tu TAPPa.o stAlra TWA= W n DESIGN LOADS: +24.0 PSI 1c -24.5 PSF WN. TCSA sTADNtM: >0 KSI fMOt On M OCACN 0/ TMC SUPP'OATWO S'AUCNAAL tLDHMTIOmictKV"L or slot K Tlt KtPONlle O or iht ACPR S"PXWND+N A CO TEST LOADS: 36,0 PSI k -37.0 PSF 2• '- 0' TALL . 20 G O,AV• mmU-0Ml D.O SUOC 501.7 01' 000A A*714 cUAACMf SURAM's Dom MR I& USTmm aOAI,tCaaww aA,...s K [ L I 'insw) PART NO, IN I.TTGM (I D Two it-.RS STRL IRON 911710 S Tits DAAwNO, AA wAw A AAITm IOL 1-r/ a• ON OOROY stcroo. ON[ U-MA DM Rt:s INTO KSiM.1l uerla CCTTa]]. SACK U-MA ATTADATD IAAOL ONC Mmxi IA,N{• SWW ou.rw+.. j7y' 312 RYI k ItOD r wM1 •.3/{' sev TMNND 1DKal LDOx DM CWM.+ur; IDEAL C ICI ru LOGt1oN f ooa waD.n m TOLE r TTL Ro IDI y1-N00 w wrw.w ..ri. w m•r •r su{K {Oi OOOYL Fos MA. I- I}712-33H r A.M+wI. •.A, •.r..w.•. .0 . &.03 ryOM A_ A fIIM OIM1_ / a{rw00 ' =•0t1 DESCRIPTION: MODEL 6RST Wa 16-0 x 3-0: I4/•24.5 DESIGN IOAC r... Yw I.Yw n•r r..,N w .000 . NOT D GuLv. fR¢ Dortow aMOMLr. / {.•ab T. r• Mw..•. w 0000 . t.001 DRAWN BY: BUN OATS: a/TD/00 SCALE: HTS DWG. ATTA0MS0 wM ( 2) ofw/s• M40 NRAL Sew-L // ' Mr r.rW,S wN.rr... B Aww wDITAusla / i/Z OsOn{{ . x V2' CHECKED BY: NWW DATE: 4/16/00 SHEET ) OF ) SIZE LJ a vwn wGTWAsnn. i / tAtrO Ang4 . YewA slow oMWw. ProJ{etion `r DwCMSIDW AAC w woks. DWC. NO.: 102136 REV. N0, T A A A r r DF D GI •Ne7fON: Thermo -TN in -Swing Door Wood %lanes System U=LI1nI RAt I NONINAI SIZE' Single up to 54 x B'0 w/wo Side' tes Double up to 8'4 x 8'0 w/wo siduG!os I SAFA r [ONMURATIONS! X, Ox. x0. OX0. xx. Out> CEN•rn.I DFSCRIPT1r1N• The hood and side jambs on tngeticint pine measuring o min. 4-9/16' with a ±/2' rdbW&d stop. 3116' TAPCaN YTYPEAMCNOR7 n• DRYWALL ... 1 a 2 FRXCW w MAsaNRr MNr i 2x I1= P M Ws i IEAD .IAMB lD 2X SVB-8LcxED n G 1`. I/2• txlreALt 2x W= WTERIM1 X 2 f1RNlxi r PfN sus s 3/16' TAPcoM r V EYTERM `• . TYPE ANCNOR JV e Ots L¢RTIf:V. SIDf .lWB M 1X -a1hxED DESIGN PRESSI_IRE RATING: Single Positive 67.0 PSF Negative 67.0 PSF Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF Double w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF vex te' ac tx 9= 24MROR 3/16' TAPCON iTPE ANCHOR fLCO TAPCDN OF' EOLIAL 1/2- DRTWALL t . 2 rIRRY,6 NtSOMRY Loaft 3/16' TAP'CON s— net. 2) HEAD .sure ro Ix SV9-9u6t 7/2' DRYwAU tx tlUCrt L8 I r 2 RRR A 2 233 I.S. SHEAR RATING) • 4; '~ • 3/16' . 0 , 1 a :f, (s» not.2)21 N 3' MAX. •j , SHIN SPACE-1/4' NM, EM?. vERT) AL SIDE A" • - TO Ix SUB-11" e. NOtf. 1. This system has boon evaluated for use in locations cohering to the Forido Building Code s and when pressure requirements as dotermined by ASCE 7 16nimurrl Design Loods for Buildings and Other Structures do not exceed the design pr»sure ratings listed heroin. 2. For installations where the sub -buck is less than 1-1/2' (F9C section 1707.4.4 Mehorvgo Methods and sub-oactions 1707.4.4.1 and 1707.4.4.2) Topcon type concrete anchors must be used and the length must be such that a minimum 1-1/4' ingogenent of the Topcon into the masonry wall is obtained. Of3.ti84.]f13t WE: 4/3/02 SCALL• N.T.S. OWC. W. W.LN. CHK &P R.W. DRAWPIO NO.: . T-02201 yell I Of 1 MOM OES)ti4A110N Thermo-Tru 0.1-S." Door WOW rrom-9 System MAgnjoil MTRALL NOMINAL 51717' Single up to 5'4 x 8'0 w1wo Side) too 3' h"x Is- O.C. a1 ; , F3]CN PRESS(fRF RATING. Single Single Sidolites Positive 67.0 PSF Negative 67.0 P;F Positive 60.0 PSF Negative 60.0 P;rDoubleuptoWe . S'O -/wQ Xiddilits* 1 with ouble w1wo Sidelites positive 47.0 PSF Negative 47.0 PSF IISAAIF CONF)WRAT)ONS X. M XO. OX0, XX. OXXO WN,7RAI DESCRIPTION, The hood and side jambs are rkKorMrfl pint measuring 4) m;& 4-9/15' with a 1/2* robbfod stop. MASONRY LWM tea EXTrRfOR 8 x 2-1. PFH W-9 JAMBED 2S' MAX. r" 1.145" UK SHIM SPACE II 31?6- TAPCON MASONRY LJNM TYPE ANCHOR I . 2 FIRPJNC 1-1 DRYWALL TYPEA= WrEWRg7o 4vp bKx 78, O.C. 3118- TAPCON TYPE ANCHOR ELCO TAPCON OR EOUAL 235 1.9. $HEAR PATING) 9 1 1 23' MAX SHIM SPACE EXTEP" 3176- TAPCON TYPE ANCHOR NMBEDHEAD 25' MAX. SHIM SPACEN'w SPACE MERIDA 3116' TAPCON rYPE ANCHOR ;I I" I . I f7RRWG ORFf ALL 3116 - I APCON TYPE ANCHOR IX DUC( A 7 9 A jJTrRnR ETICAL SIDE AM9 '-IX BUCKDIxSUB -BUCK LVIR x 2 PRRINC I x 2 FIRPJNC 1. This system has been evaluated for use in )occ-Gons odhoring to the Florida Building Cods DRYWLL and where pressure requirements as determined by ASCE 7 Minimum Design twos for Buildings Ix BUCX and Other Structures do not exceed the design pressure ratings fisted heroin. aweG99MCK 2. For installations where the sub -buck Is loss than 1-112' (FBC section 1707.4.4 Avichoroq* Methods and sub -sections 1707.4.4.2 and 1707.4.4.2) T pcoif type concrete anchors must be used and the length Must be such that a minimum 1-114' engagement of the Topcon into the masonry wall is obtained. 3. When using 0 Ix sub -buck a 6-9116' jamb is required to allow for min, edge spacing for Topcon typo anchom y4, 1A p t00 t D ciGNATTDNr Thermo-Tru In -Swing / OLt-Swinq Door Wood Frames System DFSIGN PRESSURE RATING: LIA MUM OVERALL NOMINAL S17E Single up to 5'4 x WO +r/wo Sidelites Single Positive 67.0 PSF Negative 67.0 PSF Double up to 8'4 x B'0 w/wo sidelhos Single with Sidelites Positive 50.0 PSF Negative 60.0 PSF RlF CONFQRAflONS: X. Ox. x0, OXO. XX, OXxI'i - - DoublE w/wo Sidelites Positive 47.0 PSF Negotive 47.0 PSF GFNERAL DESCRiPTiON, The hood and side jambs ore 6ngerjoinl pine measuring a min. 4-9/tE' with a 1/2• robbetod stop. s iiF DOUBLE 2X HEADER 2/2' oRrwAu arATtwa G ' n 2. MEAaER SINGLE DOOR 2X STUD 2x lAC1C STUO e. t-t/2• J ry 1/2' ORYWAU 2.4Jti"WOR MxM/INS VIX v 23• INX SK M SPACE yOTtIf:LL StD[ .NMB 6 O Mer r L DOUBLEDOOR We 14' TM-1 SIN [ F OR DOUBI E DOOR WITH SIOELR£S This system has boon evacuated for use in locations odhering to the Florida Building Code and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildi.t;s and Other Structures do not excoed the design pressure ratings listed herein. ats. ee4sas, CAX 4/7/02 Ctec at. 0.w. DRAVANa n0- T- 02202 srr , or 1 e THERMA oTRU® FIBER CLASSIC*M4007H STAR' INSW WU"8A40LE AND DOU:=] SwAXffSIDEUTES. INSULATED FlBEROLASS DOOR WITH ODWO r GENERAL NOlE3 1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR 441M1-OADE COUNTY. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERI SHALL BE BEYOND WALL DRESSING OR STUCCO. 4, DESIGNED PRESSURE RATING SEE TABLE PAGE 1, 5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR MLAMI-DADE COUNTY. 6. MIAMI-DARE APPROVED IMPACT RESISTANT SHUTTERS awc RFOUIREO FOR SIDELITES ONLY. 7. SIDELITES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. Face sheets: Fiberglass avg. min. yield strength Fy(min.)-6,000 psi Smooth5tor - 0.070 minimum skin thickness FTbwrClossic - 0.110' minimum skin thickness ore design: Polyurethone foam core, withl.9 Ibs. density by BASF. siruclian' The ppoo skin is consLrucled from a 0.070' thk. e rno ing tampound (SNC The interior comity is filled with 7.9 tbs. density 845E polywethone loom. The panel face sheets, are glued to thewoodaUaandtoils. JN IK latch A& s rei forced wM a wood lock blockmeasuring2.375 x 14.0 long of the str2e and deadbott locatim The hingestileisFingerJointedPineandthetopandbottomrailanofowood composite material. In the double door application the inoctne door is fitted with an extruded okuainum ostrogal (Wail Jomber 8) of 6063-T6 alloy. Ahe fronx is eowt uele4 Irom fit jointed pipe. The header is Ian to the side pmbs with (3) 169a. I/ crown x 2 king siopka of toch side. The mullions are secured together in a side6te opplicolion using /e x 2' long PFH Wood Screws (6) screws per each mullion. The units use on Ulswing Saddle threshold measuring 5.75' x 1.548'. f CI m : The sideMe . pains ore sandwich glazed u q o two prece pT GNt.0 . they ore dry glazed on the exterior with on t/t3 ihk. cdlutor iNetlierta:eh oSti 81xT/2& bngkM shone The Re formes are held TABLE OF CONTENTS SHEET #1 DESCRIPTION 37.5 MAX. OVERALL WIDTH 36" MAX: PANEL WIDTH xU E- Lax tu W = a d J o l3 o a 00 o o N N L oNn f WSWING UNR 74.5' MAX. OVERALL FRAME WIDTH -- 36.625' MAX. PANEL WIDTH W ASTRAGAL tixco 2 LO a T 0 0 X Iw L iJ06. MAX. VYt h1ALL rnAMt mwn f 36.625' MAX. PANEL WIDTH W/ ASTRAGAL 1> DESIGN PRESSURE RATING UNIT TYPE WHERE WATER INFILTRATION ISNOTNEEDEDSINGLE REQUIREMENT 67. 0 PSF - 67.0 PSF DOUBLE 55.0 PSF - 55.0 PSF WITH IDELIT 55.0 PSF - 55.0 PSF F11 15. 5" MAX. FRAME WIDTH 13. 75'WID H 1DTH7. 125' MAX. D. L.O. WIDTH AL MODELS 68.5' MAX, OVERALL WIDTH ARE VIEWED 36" MAX. 15.5' MAX. FROM IKTERIDR PANEL WIDTH FRAME WIDTH 1> i 13,75' MAX. WIDTH II[K7.125" MAX. 11 D. LO. WIDTH w 1/ O CS_ r yy swLowc DNal1LTM/ 15, INC 813. W.3631 oc. or: TJH th W. RW MANSAfTURM- 1 asMww _: T 5- 2151 U / 1 a MASTER : IFF! 7. FLORIDA B.O.A.Y".4 1 1 R 2 DOOR PANEL x INT RI R i LU N Z Y F U ti 33 34 wx w a EXTERIO o I :op 42 0 p Oap. a3a o -. o• SEE NOTE 5 SHT. 4 U 41 Gi NOTE x 1 SHT. 4 Z 5- MIN. a CLASS THK. INTERIO7,- R 25 >o x r! FOAM CASKET & N m SILICONE CAP BEAD p ' p..o 6 00 0 1.68- MIN, 1 p . PANEL THK. 0 SEE NOTE 5 SHT. 4 W n C) 2 02 c Z C8swLf) mLu 0o o Go a I W etm ru tN+ 1s. arc 813. 684.3831 Wt 08 10 01 w& Lt112" = 1 UK. e: TJH arL Ir. RW Jj' Jl:lJ'L' 7.8lLYL11 1U. Q o L11. 1"` 2151 s. m - or 8 tfltAllll tU1r 1-1 1 Lj u ' MAST SEE NOTE 2 SHT. 4 n INACTIVE Y 3 i J e Z ASTRAGAL RETAINER 31 a BOLT 8.0• I.C. TOP7&BOTTOM (2) BOLTS I RI R AT TOP & (2) AT 80770M I-'\ HOR17ONTAL CROSS SECTION 3 O ASTRAGAL 1.15• MIN. EMS. f—.25- MAX. SHIM FOAM CASKET & SILICONE CAP BEAD ACTIVE e _ SEE NOTE 6 SHT. 4 FOAM CASKET & SILICONE CAP BEAD SEE NOTE 5 SHT. 4 r I34I 6 10 L SHT. 4 SEE 41 SS I 0 HINGE JAMB SIDEUTE R41ANUFAC'TURFS, N E- 8 ra 6 N W Rv)0 I gnLi oL`lo 3QcoiNm ` u¢ ia 813. 664.3831 L. 08 100' w. e112" - c. rt TJH S. t: RW mc No: S- 2151 mT 3«B 1 4 LATCH JAMB TO BUCK, NO1. TES: SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS ASFOLLOWS; VERTICAL FROM THE TOP DOWN ON SIDES; 5.57, 16.5', 27.57, 38.375, 49.375' & 60.375" HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125- IN FROM EACH CORNER. 2. SPACING FOR REM NO. 27 (18 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1 3 57. 18.251. 40.5', 59.25 74.25. 76.25' & 78.257. 3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH 3) 16GA x 112' CROWN x 2' STAPLES AT BOTH SIDE. 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH2) 16G4. x 1/2' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELITE IS DIRECT SET INTO THE JNAB WITH (12) ITEMNO. 43 (18 x 2' PFH. WOOD SCREW). THERE ARE (4) ATEACHVERTICALJAMB, FROM THE TOP DOWN AT 13.5', 31 48.5- 66 THERE ARE (2) AT THE HEADER AT 4- INFROMTHEOUTSIDECORNERSOFTHEFRAMETHEREARE 2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR ITEM NO. 43 (18 x 2' SCREW) SECURINGTHEMULLIONSTOGETHERISTHESAMEASTHEPERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7- O.C. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE ITEM NO. 12 (110 x 2' SCREW). WHEN ATTACHINGTHEHINGETOTHEJAMBANDTHESIDEUTEATTHE MULLION USE ITEM NO. 37 (110 x 1 314' SCREW). ZY3iE wbZ a 7.1J MIN' EMBED. ° 15' MIN. 13 C—SINK ' B 5 W 7 e•. FXTERIOR °. INTERIOR ' ,• 4 10 6 26 9 2 .25' MAX. k,ij HINGE JAMB TO BUCK, SHIM SPACE SEE NOTE 6 SHT. 4 FOAM GASKET do SILICONE CAP BEAD SEE NOTE 5 SHT. 4 9 0 ' i41 z SEE NOTE 1 — a SHT. 4 u (,__IF RI3HRINTRN 4 ® STRIKE JAMB TO SIDELITE o. i SEE NOTE 7 SHT. 4 W F N O co RQL,=N g ,,., l!) OOWo Oj0 3 co n co a 813.684.3831 er: Tit er: Rif we no: 5-2151 4 of SEE NOTE 3 SHT. 4 SEE DETAIL "F' SHT. 5 r r 6 3' FY 1'i 36• 3. 3' SEE DETAIL 10 E'. SHT. 5 vTYP. a rn NOTESEE 4 SHT. 4 14 10 TYP. .B.ilT v1 6 SEE DETAIL G' SHT. 5 6. i F 6• rI h 6 a_ n FLORIDAA Bs ®-s*"p SINGLE DOOR DO BL DOOR WI-SIDELITE MANUFACTuRERNAMES MASTER ]FHEtA / - A e.357' BOLT DEEP ENOUGH FOR A 2' 13 BOLT THROW 12 i0 c 13 ` u u 13 10 0 10 DETAIL F" DETAIL "H" ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIE7 IL___FL "E" STRIKE PLATE TO FRAME ET(E LAIL "G" AT THE THRESHOLD SEE NOTE 3 SHT. 4 SEE NOTE 4 SHT. 4 813.664.3831 sr. TJH w, RW NG NO.: S-2757 5 a E SEE DETAI E- SHT. TYP, IN CENTRAL IFD, .MA kp,NUIF -C'VU ER NANEO 5 SEE DETAIL r%wG{ v F- SHT. 5 36' ' b• o3' 6' 6• 3' —{ 36 63' 3• 6" --I 3" I 1 I I I II 11 11 — SEE NOTE 13 TYP. 3 SHT, 4 SEE NOTE SEE NOTETYP. SEE DETAIL 3 SHT. 4 — 6 SHT. 4 — ySHT. 5 — a O V 13 "' Typ'SEE DETAIL — — G' SHT. 5 SEE DETAIL L SEE DETAIL TYP. n j- "E' SHT. 5 H- SHT. 5 . ui - - TYP. 13 j- SEE DETAIL -K" -K• TYP. -Mt— SEE NOTE -G" SHT. 5 74 - M. - 14 14 - 4 SHT. 4 Typ - 14 TYP. TYP. LILP7 M• 3" -i 3" 3" 6" 6" 6" 6' 3' 6' 6" to • 4ESHT. 4E 6' 3' 3' TYP. DBLE DOOR SINGLE DOOR W/SIDELITES OU 453' GLASS r SITE ^ I F— .463" GLASS SITE EXTEB1BB v 25 1/8- TEMPERED GLASS Q• O 25' AIR O ... SPACE O .. a:. : O Y z 1/8' TEMPERED WERIOB m y GLASS 3 36 6 1 G, n Q n 7d 41 a SE NOTE 1 STEEL INTERCEPT SHT. 4 25" SPACER 5" Try. LITE INSULATED CLASS W/ FRAME GLAZING D_FTAILJ _ 1/8" TEMPERED GLASS. 25' AIR SPACE 0 .. 001/8" r,057TEMPERED GLASS INTERIOR 3625' STEEL INTERCEPT 5' RTS LITE INSULATED GLASS W/ GLAZING — MALLSPACER FRAME O> N coI 0 2 3 g 0 u OWO O O D LL 813." CW31 2 08 10 0' uk N.T.S. G er TJH K. ft RW wrac wo, 5- 2151 m 6 or 8 j v L 1Y• " J 4.563' 1.063" F- L-9 2 WOOD FRAME 3 FINGER JOINTED PONDEROSA PINE 28 IL 097' 4 x 4 STEEL DOOR HINGE io v1 figo I.077'-H 1.531 42 clnF IITE TOP k BOTTOM RAIL PI ASTIC UP LrTE FRAM FXTRUDED—M 1F. 2.1. _ f 691 vM INSWING SIDEUTE 15 BOTTOM BOOT 0.09' EXTRUDED VINYL WALL O w L rn SS BOTTOM RAfL 11 WOOD COMPOSITE Sr ;) I I O N aOl T F --- to t -i OFC. TOP RAIL WOOD COMPOSITE t.077"'{ 1.531" einct rrc GI ANK SIDF STILE FINGER JOINTED PONDEROSA PINE 1.264' 7jO ` 1 I N O L_ FC I ATCH clnF STILE COMPOSITE n h Lfni p r T 1.255' 7 N_ O L J- 1.531' ---i 0 FT', WOOD HINGE SIDE- Snl F 5.75" Tol N O N 1.531' —4 FesC BOTTOM RAIL n SELF ADJUSTING S° DL THRESHOLD 19 WOOD COMPOSITE ALUMINUMNINYL .045' WALL ALUM, 080' THK. WALL VINYL TYP. F— 2.375" { v1 ^ a J _ 1 30 WDOD OCK BLOCK FINGER JOINTED PONDEROSA PINE tp a 813.684.3831 er: TJH er RW he Mo: 5-2751 7 of E t D rMERC1ASSIC DOOR SKIN .110" MIT. THK nBERCLASS BY 1HFRM4-1RU rdh F mft 6.000 PSI' FIBERGLASS 2 3 F'G TOP RAIL 1.531x .94" TIERMA-IRU pOOD MMPMM It LATCH SME -TRU. W= CDW791f 1.531 x 1209 11000 WOOD COfPOSRE 4 5 RIN- M POMLCROSI PRE 1.531 x 12M Ft BOTTOM RAIL 1.531 x 125' IIf18L4-7RU Ww COYPOSIIE WORD N000 C01tP05RE 6 POLYURETHANE F (BASF, 1.91Da. S fOAM 7 SHORT REACH COMPRESSION WEAHF MW -1RU FOAM 8 LONG REACH COMPRESSION WF.AnfRSTW -TRU FOAM 9 4 x 4 HINGE 097 THK. RMA-TRU STEEL 10 1110 x 3 4 . PFH W000 SCREW to Fnmr 11 Is& D011DM RII Owl x J4 IIOBM-1161 100DCCIrow N000 12 13 UIO x 2 LG. PFH WOODSCREW 8 x 1 G. PFH W000 SCREW STEEL STEEL 14 3 16 TAPCON ANCHOR LCO 2.0 MIN. I STEE 15 SID LRE BOTTOM BOOT 090 UDED VINYL VINYL 16 2x INNER WOOD BUCK WOOD 17 MAX. t 4 SHIM MATERIAL WOOD 1 1 DKM9KSET TITAN 700 SERIES PASSAGE LOCK ALUM. OD x E WOOD 21 x _ W x PWE W KWIKS AN 700 SERIES DEADBOLT 4 5 ASTRAGAL W DJAM If 68T 2 WALL GLAZING 1 2 INSULATED TEAT ED GLASS UM. 6063-T G S 2 SS 1WGE DW PO4AEROSA PNE 1.1 x 1.531 WORD 7 8 x 1 LG. PANHEAD SHEET METAL SCREW STEEL 829 INSWING DOOR BOTTOM SWEEP WOOD 30 3t R BLOCK 2-M x 1.515 PO1aDEROSA LAIM) ND00 1.1 x 1531 WOOD 1YD00 CDIIP09fE 2 1 K. ULAR GLAZING TAPE STiK-R TAPE 33 1lTE E BIS, 1HERMA-TRU BTS 34 35 FRAM - 4. 563 x 125 8" J4MB TRU POMDEAOSA PME T OD 36 MITE SIDE STU -Ml ISM x .06 POKERM P-P W007 38 110 x 1 4 LG. PFH W000 SCR SI IW RAl 1S3t i .91 1Ii16N-iRU XW CUFWQ STEEL N" R 39 4 NOT USED SILICONE CAULK SILICONE 41 8- 10 x 1 1 2 PLASCREx fOR f1fJA 34 STEEL 42 SDOR[ ilp t WIN WA -11NL 1311 i P1iOWA WOOD 43 B x 2 LG, PFH WOOD SCREW STEE 1.531 " 38 SS. TOP RAIL WOOD COMPOSITE 6 N59 2 . 579" 1. 531" aE (V 1 1 0 co 1 M 0n U pOLj O 000 17 7 5" 1-t Do 26 $ O• 179" CnL coccclnu WEATHERSTRIP 00 _ REACH CQMfflESS I N WEAT}1 BY THERMA-TRU cc WOOD HINGE SIDE STILE t d FOAM CELL CORE W NYL JACKET FOAM CELL CORE W/VINYL JACKET 3' in N DRILL TRU FOR 357' OW ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS WINDJAMBER It WR68T STRIKE PLATE 31 --1. 531-" ce errN anc crn F GOMPOSI7E ASTRAGAL HAS 2) 8. 0" BOLTS O BOTTOM 2) 8. 0" BOLTS O TOP WINDJAMBER It WR68T 24 ASTRAGAL ( ALUMINUM . 052' WALL TYP.) Q ASTRAGAL AI MATERIAL: C/ R 1 Lli:.'L jj J ••{t k YELLOW CH 0 E i ((t ALL --= .- _---_- --_ NWLTANIS, *C 813.664. 3531 N.T. S. n: TJH er: RW Na ro: S-2751 A or E SUN-21-2002 09*52 MILESTONE WINDOWS 407 323 9729 P.e2 Dmideis June 21, 2002 Alan Plante, Chief Plans Examiner Orange County Building Division Administration Bullding, 1st Floor 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 32802-2687 407) 836- 5760 RE: Florida Extruders Fenestration MasterFile Update Mr. Plante, This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida Extruder Window, Door and Mullion installation drawings contained in the Orange County Fenestration Masterfile. Based upon the discussions at the Mid -Florida Home Builders Association's meeting at their offices on June 19, 2002, this letter was the agreed upon procedure for manufacturers to clarify the issue of "1X Buck" thickness nomenclature used on installation drawings. Builders/Installers when pulling permits for Florida Extruders windows will have to include this letter with the installation details. Florida Extruders requests the Orange County Building Division to file this letter against the Masterfile Numbers and Installation Drawings identified on the attached listing. Based upon a review of the signed and sealed engineering produced by Lildon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion Installation drawings, the thickness of the buck in non-structural applications (i.e., buck thickness less than 1 Vz") does net influence the lateral resistance capacity of the concrete screw (i.e. Tapcon). Therefore, buck thicknesses less than 1 2/2" are acceptable as non-structural attachments when the window, door or mullion is installed using a 3/16" concrete screw with a minimum embedment on 1 1,4'. Concrete Masonry Units should have a wall thickness of 1 'A" and a precast sill's thickness will exceed 1 "/A The drawings clearly delineate the requirement that a minimum embedment depth of 1 'A" must be maintained by the installer. It is up to -the installer to use the appropriate length concrete screw so as to maintain the required minimum embedment on 1 1/4". Therefore, for Florida . Extruder installation drawings where a non- structural buck is used, nomenclature such as "1]C buck by others" or similar statements shall be construed to mean that a buck thickness of less than 1 1/2- is acceptable. The definition of a non-structural buck is based on Section 1707.4-4.2 of the Florida Building Code. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3337 JUN-21-2002 09:52 MILESTONE WINDOWS 407 323 9729 P.03 TMda I Ml.ti.[ 17 M ""Mfi w The attached table lists all Florida Extruder drawings in the Orange CountyFenestrationMasterfileaffectedbythisengineeringstatement. Any questionsshouldbeaddressedtotheundersigned. Thank you. Regards, Robert J. Amoruso, PE rAMoruso-oeOfloridaextruders com Florida PE License No. 49752 Florida Extruders International, Inc. Certificate of Authorization No. 9235 Cc: Earl Moore/FEI File PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 61G15-23,001, F.A-C A rubber stamp seal was also applied to fadlitate reproduction for Orange County Building Division Masterfile scanning. Flk: 20o2-L7R; R]11-009 J. A = TA Z1 2540 34wett Lane, Sanford, FL 327YI-1600 • (407) 323-3300 • Fax (407) 322-3337 Z, I & Universal Forrest Products Re: 54600998 Centex Homes Orlando 30110 Floor 164 Lake Monroe The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 53925088 FT1 53925088 FT2 53925088 FT3 53925088 FG4 53925088 FT5 53925088 FG6 53925088 FT7 53925088 FT7A 53925088 FT8 53925088 FT9 53925088 FG10 53925088 FT11 53925088 FT12 Loading (psf) TCLL 40 TCDL 10 BCLL 0 BCDL 5 My license renewal date for the state of Florida is February 28, 2005 5/6/2004 JohjTM. Presley License 55886 The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component(s) listed and attached. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2. Eastern Division 5631 South NC 62 13urlingt.on. NC 27215 Tel: (336) 226 -9356 Fax: (336) 476-9146 Job r as Truss Type Oty Ply Centex-Orlando<>3016-B<>jsk<>12.19-3 53925088 FT1 FLOOR 1 1 Job Reference a fional Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16:02:16 2003 Page 1 Scale . 1:34. 3x6 TL20 FP= A 8 C D E F G H I J K L M N O P 0 R AK 1 1 1 1 1 E t E 1 E 1 11 1 1 AL R1 11 RP flil 3x3 TL20= 3x6 TL20 FP = 3x3 TL20= 20-7-0 20-7-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 91lb LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) AJ=52/20-7-0, S=9/20-7-0, AI=148/20-7-0, AH=147/20-7-0, AG=145/20-7-0, AE=145/20-7-0, AD=147/20-7-0, AC=147/20-7-0, AB=147/20-7-0, AA=147/20-7-0, Z=147/20-7-0, Y=147/20-7-0, X=147/20-7-0, W=147/20-7-0, V=145/20-7-0, 1-1=153/20-7-0, T=103/20-7-0 Max Horz AJ=5(load case 1) FORCES (lb) - Maximum Compression/Maximum TensionTOPCHORDAJ-AK=-48/0, A-AK=-48/0, S-AL=-2/0, R-AL=-2/0, A-B=-5/0, B-C=-5/0, C-D=-5/0, D-E=-5/0, E-F=-5/0, F-G=-5/0, G-H=-5/0, H-I=-5/0, I-J=-5/0, J-K=-5/0, K-L=-5/0, L-M=-5/0, M-N=-5/0, N-O=5/0, O-P=-5/0, P-Q---5/0, Q-R=-5/0 BOT CHORD AI-AJ=0/0, AH-AI=0/0, AG-AH=0/0, AF-AG=O/0, AE-AF=0/5, AD-AE=0/5, AC-AD=0/5, AB-AC=0/5, AA-AB=0/5, Z-AA=0/5, Y-Z=0/5, X-Y=0/5, W-X=0/5, V-W=0/5, U-V=0/5, T-1-1=0/5, S-T=0/5 WEBS B-AI=-133/0, C-AH=-134/0, D-AG=-133/0, E-AE=-133/0, F-AD=-133/0, G-AC=-133/0, H-AB=-133/0, I-AA=-133/0, J-Z=-133/0, K-Y- 133/0, M-X=-133/0, N-W=-134/0, O-V=-132/0, P-1-1=439/0, 0-T=-100/0 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracingwhereindicatedandwithin4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection andpermanentbracingrequiredfortheoverallbuildingdesign. Building Designer shall verify all design information on this sheet for conformance with conditions andrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no responsibility for the correctness or accuracy of the designinformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT1 Job Truss Truss, a Oty Ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925088 FT2 FLOOR 12 1 Job Reference (optional) Universal •Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16:02:17 2003 Page 1 1-3-0 1— 60 FQ 9 0{ 0 1-8F Scale a 1:35. 5x4 TL20= 5x4 TL20= 1.5x3 TL20= 3x5 TL20= 3x6 TL20 FP = 1.5x3 TL2011 3x5 TL20= 1.5x3 TL20= A 8 C E F G H I J K X 3 Y v U T S n a P 0 N M 56 TL20= 3x5 TL20= 1.50 TL20 II 3x10 M1118H FP= 5x5 TL20= 34 TL20= 9-1.8 1. 1-6.0 4-0-0 6-6-0 9-0.0 10-9-0 a1-6-Q 14-0-0 16-6-0 19-0-0 20-6-0 , 20-6-0 Plate Offsets X A:Ed a 0-1.8 K:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIPTCLL40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.36 R >670 360 M1118H 195/188TCDL10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.57 R >430 240 TL20 245/193BCLL0.0 Rep Stress Incr YES WS 0.59 Horz(TL) 0.10 L n/a n/a BCDL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 106lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins, SOT CHORD 4 X 2 SYP No.1 except end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) L=1108/0.8-0, W=1108/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD W-X=-1102/0, A-X=-1101/0, L-Y=-1102/0, K-Y=-1101/0, A-B=-1139/0, B-C=-2867/0, C-D=-3984/0, D-E=-3984/0, E-F=-4628/0, F-G=-4628/0, G-H=-4564/0, H-1=-3991/0, IJ=-2865/0, J-K=-114010 BOT CHORD V-W=0/57, U-V=0/2150, T-U=0/3555, S-T=0/4398, R-S=0/4628, Q-R=0/4628, P-Q_0/4406, O-P=0/3553, N-0=0/3553, M-N=0/2151, L-M=0/57 WEBS K-M=011472, A-V=0/1471. J-M=-1406/0, B-V=-1406/0, J-N=0/993, B-U=0/997, I-N=-956/0, C-U=-956/0, I-P=0/610, C-T=0/597, H-P=-577/0, E-T=-576/0, H-0--47/436, E-S=-111/632, G-4-469/247, F-S=-260/0, G-R=-250/184 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard customer No: 11 U45 Customer Name: CENTEX HOMES ORLANDO Shopp No: 53925088Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT2 Job Truss Truss Type Qty ply Centex-Orlando<>3016-8<>jsk<>12-193153925088FT3FLOOR11 Job Reference (optional) Universal Fores PProducts,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16-02 8 282003Page1 11' 813 ; 1-1-8 0x8 Scale v 1:27. 5x4 TL20= 1.5x3 TL20= 1. 50 TL20= 1.5x3 TL2011 7x6 TL20= 7x6 TL20= 5x4 TL20= A B C 0 E F O T HTI Is 1 C P 0 N M L K 5x4 TL20= 1.5x3 TL2011 5x5 TL20= 6. 7-8 1- 6-0 4-0-0 1 6.6-0 7-10-8 , 9-1.8 11-7.8 1 14-1-8 15-7-8 15- 7-8 Plate Offsets (X,Y): A:Edae,0-1-81, (1:0-1 -8, Edge] LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40D Plates Increase 1.00 TC 0.47 Vert(LL) -0.14 M-N >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.21 M-N >860 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.05 J n/a n/a BCOL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 90lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOTCHORD4X2SYPNo.2 and verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS ( lb/size) R=853/0-3-8, J=939/0-8-0 FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD R-S=-849/0, A-S=-848/0, I-J=-933/0, A-B=-855/0, B-C=-2041/0, C-D=-2732/0, D-E=-2732/0, E-F=-2708/0, F-G=-2713/0, G-T=-2234/0, H-T=-2234/0, H- 1=-969/0 BOT CHORD Q-R=0/44, P-0=0/1602, O-P=0/2466, N-0=0/2732, M-N=0/2732, L-M=0/2632, K-L=0/1810, J-K=0/0 WEBS I-K=0/1251, A-0=0/1102, H-K=-1142/0, B-Q=-1039/0, H-L=0/575, B-P=0/610, G-L=-540/0, C-P=-591/0, G-M=-34/277, C-0=0/518, E-M=-299/160, D- 0---215/0, E-N=-143/89 NOTES ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Girder carries tie-in span(s): 3-2-8 from 11.7-8 to 15-7-8 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Truss shall be fabricated per ANSI/fPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: J-R=-10, A-T=-100, I-T=-127(F=-27) j Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/ Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT3 a Job Truss Truss Type cny Ply Centex-Orlando<>3016-8<>jsk<>12-19-3 53925088 FG4 FLAT 1 1 2x3 TL20 IIJobReference (optional) Universal Aores,t Products,lnc., Burlington, NC 27215, Jeff Kerr a 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec t9 16:02:18 2003 Page 120TL2011 10-1-8, 1-8-4 — 3-3.0 ,3-4-8, 0.1-8 1-6-12 1-6-12 018 S ale.1:6. Tt W1 f W2 W1 6 61 1XZ 1- 8-4 3-4-8 1- 8-4 1-8-4 LOADING ( psf) SPACING 2-0.0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.00 D-E >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 D n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 16lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, excep BOTCHORD2X4SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) E=283/0-3-8, D=283/0-3-8 FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD A-E=-113/0, A-B=0/O, B-C=0/O, C-D=-113/0 BOT CHORD D-E=0/300 WEBS B-E=-337/0, B-D=-337/0 NOTES ( 7) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x4 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Girder carries tie-in span(s): 4.11-8 from 0.0.0 to 3-4-8 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: D-E=-10, A-C=-173(F=-73) 1 1 Customer No: 11 M customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FG4 Job Truss Truss Type Oty Ply 6-B<>jsk<>12.19-3 53925088 F%5 FL Reference 2 1 , alUniversalForestProducts,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16:02:19 2003 Page 1 9-1_ $ _ 1-3.0 _ 1-7-8 5xa TL2o= A 3x3TL20= 8 C D E Scale: 1.5"e1 T1 - 1 T2 w1 w1W1 wa 8L1 o 81 3x3 TL20= 3x3 TL20= H G F 3x3 TL20= 1-6-0 3-4-8 4-9-0 4-11-8 4-11-8 Offsets (X,Y: E:0.1-8 Edge] FLOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Wall Ud PLATES GRIP 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.01 H >999 360 TL20 245/193TCDL10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.01 H >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 E n/a n/aBCDL5.0 CodeFBC2001/7PI2002 Matrix) Weight: 28lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, BOT CHORD 4 X 2 SYP No.2 except end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=245/0-3-8, E=251/0-2-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-J=-237/0, A-J=-237/0, E-F=-3/12, A-B=-222/0, B-C=-222/0, C-D=-222/0, D-E=-225/0 BOT CHORD H-I=0/12, G-H=0/222, F-G=0/0 WEBS E-G=0/288, A-H=0/279, B-H=-172/0, C-G=-163/0 NOTES (a) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall 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 designinformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner. LOAD CASE(S) Standard customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT5 Job Truss Truss TQ.Qly ply Cenlex-Orlandoo3016 B<>jskol2-19-3 53925088 FG6 FLAT 1 1 ' Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16:02:19 2003 Page 1 Q•1-$ 1-5-4 3-8-12 5-0-8 2- 0-1.8 1-3-12 2-3-8 1-3-12 0-1-8 Scale - 1:8. 2x3 TL2011 A 2x3 TL2011 8 C D Tt W2 W2 " W2' W2 d F 2-7-0 - 5-2-0 2-7-0 2-7-0 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIPTCLL40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.02 F >999 240 TL20 245/193TCDL10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.03 F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 E n/a n/a BCDL &0 CodeFBC2001/TPI2002 Matrix) Weight: 24lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins, excepSOTCHORD2X4SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) G=1282/0-3-8, E=1282/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-G=-226/0, A-B=0/0, B-G_-1644/0, C-D=0/0, D-E=226/0 BOT CHORD F-G=0/1662, E-F=0/1662 WEBS B-G=-1950/0, B-F=22/0, C-F= 22/0, C-E=-1950/0 NOTES (7) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x4 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Girder carries tie-in span(s): 17-5-0 from 0-0-0 to 5-2.0 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase--1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: E-G=-10, A-D=-516(F=-416) bustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FG6 Truss 53925088 1I FT7 I FLOOR 3x6 TL20 FP T 8 C 0 E F T- G H I J K L M N O Scale . 1:29. AF 3x3 TL20= 3x6TL20 FP= 3x3 TL20= 1-6-0 4-0-0 6-6-0 , 7-9-0 9-10-0 11.1-0 , 13-7-0 16-1-0 17-7-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in foe) I/deft Ud PLATES GRIPTCLL40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a n/a 999 TL20 245/193TCDL10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999BCLL0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 P n/a n/aBCDL5.0 CodeFBC2001/TPI2002 Matrix) Weight: 77lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) AD=59/17-7-0, P=70/17-7-0, AC=139/17-7-0, AB=148/17-7-0, Z=144/17-7-0, Y=147/17-7-0, X=147/17-7-0, W=147/17-7-0, V=147/17-7-0, U=147/17-7-0, T=146/17-7-0, S=148/17-7-0, R=143/17-7-0, Q=161/17-7.0 Max HorzAD=11(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AD-AE=-52/0, A-AE=-52/0, P-AF=-64/0, O-AF=-63/0, A-B=-11/0, B-C=-11/0, C-0=-11/0, D-E=-11/0, E-F=-11/0, F-G=-11/0, G-H=-11/0, H-6-11/0, IJ=-11/0, J-K=-11/0, K-L=-11/0, L-M=-11/0, M-N=-11/0, N-O=-11/0 BOT CHORD AC-AD=0/0, AB-AC=0/0, AA-AB=0/0, Z-AA=0/11, Y-Z=0/11, X-Y=0/11, W-X=0/11, V-W=0/11, U-V=0/l1, T-1-1=0/11, S-T=0/11, R-S=0/11, O-R=0/11, P-Q=0/11 WEBS B-AC=-129/0, C-AB=-135/0, D-Z=-133/0, E-Y=-133/0, F-X=-133/0, G-W=-133/0, H-V=-133/0, I-1-1=433/0, J-T=-133/0, K-S=-134/0, M-R=-130/0, N-Q=-146/0 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard ill I. Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT7 Job Truss Truss Type Qty ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925088 FT7A FLOOR Job Reference (optional) Universal rorest Products, Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16:02:21 2003 Page 1 I scale - 1:34. 3x6 TL20 FP= A B C D E F G H I J K L M N P Q R AK 1 1 1 1 1 1 AL 1 AF 30 TL20= 3x6 TL20 FP= 3x3 TL20= 1-6-0 4-0-0 6-6-0 9-0.0 10-9-0 11.6-g 14-0-0 16-6-0 1 19-0.0 , 20-6-0 20-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 TL20 245/193TCDL10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a n/a BCDL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 91lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) AJ=52/20-6.0, S=3/20-6-0, AI=148/20-6-0, AH=147/20-6-0, AG=144/20-6-0, AE=145/20-6-0, AD=147/20-6.0, AC=147/20-6-0, AB=147/20-6.0, AA=147/20-6-0, Z=147/20-6-0, Y=147/20-6-0, X=147/20-6-0, W=147/20-6-0, V=145/20-6-0, U=153/20-6-0, T=100/20-6-0 Max Horz AJ=5(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AJ-AK=-48/0, A-AK=-48/0, S-AL=0/5, R-AL=0/6, A-B=-5/0, B-C=-5/0, C-D=-5/0, D-E=-5/0, E-F=-5/0, F-G=-5/0, G-H=-5/0, H-I=-5/0, IJ=-5/0, J-K=-5/0, K-L=-5/0, L-M=-5/0, M-N- 5/0, N-0=-5/0, O-P=-5/0, P-0--5/0, Q-R=-5/0 BOT CHORD AI-AJ=0/0, AH-AI=0/0, AG-AH=0/0, AF-AG=0/0, AE-AF=0/5, AD-AE=0/5, AC-AD=0/5, AB-AC=0/5, AA-AB=0/5, Z-AA=0/5, Y-Z=0/5, X-Y=0/5, W-X=0/5, V-W=0/5, U-V=0/5, T-U=0/5, S-T=0/5 WEBS B-AI=-133/0, C-AH=-134/0, D-AG=-133/0, E-AE=-133/0, F-AD=-133/0, G-AC=-133/0, H-AB=-133/0, I-AA=-133/0, J-Z=-133/0, K-Y=-133/0, M-X=-133/0, N-W=-134/0, O-V=-132/0, P-U=-139/0, Q-T=-99/0 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 71 u45 Customer Name: t;tN I tX muMt5 UHLANUU Snopp No: bmbuaa Contractor/Job: 3016 8 FLR Date Req:12/16/2003 Draw No:53925088FT7A Job Truss Truss Type Qty ply Centex-Orlando<>3016-8<>jskol2-19-3 53925088 FT8 FLOOR 16 1 ' Job Reference (optional) Universal orest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16:02:22 2003 Page 1 gilr8r 1-3_0— 1 10- 0-H8Scale a 1:30.1 5x4 TL20= 3x4 T1-20= 5x4 TL20= 1.5x3 TL20= 3x4 TL20 = 36 TL20 FP= 1.50 TL20= A B C 0 E F O H I u S R O P O N M L K 5x5 TL20= 3x4 TL20= 36 TL20 FP = 1.5x3 TL2011 1.5x3 TL2011 3x4 TL20= 5x5 TL20= I_ 7.10.8 1-6-0 4-0-0 6-6.0 7-9-0 9.10-0 11-1-0 13-7-0 16-1-0 1 17-7-0 17.7-0 Plate Offsets (X,Y): A:Edge,0-1-8j,1:0-1-8,Edge) SPACING 2-0-0LOADING (psf) CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.19 N-O >999 360 TL20 245/193TCDL10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.30 N-O >682 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.06 J n/a n/a BCDL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 91lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.1 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (lb/size) T=947/03-8, J=947/0-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD T-U=-942/0, A-U=-941/0, J-V=-942/0, I-V=-941/0, A-B=-958/0, B-C=-2354/0, C-D=-3142/0, D-E=-3399/0, E-F=-3142/0, F-G=-2354/0, G-H=-2354/0, H-1=-958/0 BOT CHORD S-T=0/49, R-S=0/1803, Q-R=0/2878, P-0=0/2878, O-P=0/3399, N-0=0/3399, M-N=0/3399, L-M=0/2878, K-L=0/1803, J-K=0/49 WEBS I-K=0/1236, A-S=0/1236, H-K=-1175/0, B-S=-1175/0, H-L=0/767, B-R=0/767, F-L=-729/0, C-R=-729/0, F-M=0/456, C-P=0/456, E-M=-572110, D-P=-572/10, 0-0=-159/189, E-N=-159/189 NOTES (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Truss shall be fabricated per ANSUTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall 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. LOADCASE(S) Standard tin Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shopp No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT8 Job Truss Truss Type QIy ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925088 FT9 FLOOR 3 1 Job Reference (optional) Universal Forest --Products,Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16:02:22 2003 Page 1 1-7-8 0-H8Scale - 1:30. 3x4 TL20= 5x4 TL20= 5x4 TL20= 3x4 TL20= Us TL20 FP = 1.5x3 TL20= A 8 C O E F G H It7= TO Tq J V U T S R Q P O N M L 1.5x3 TL2011 Sx5 TL20= 34 TL20 FP = 1.5x3 TL2011 1.5x3 TL2011 3x4 TL20= 5x4 TL20= 3x4 TL20= 7-11.0 02r0 1-6-8 4-0-8 6-6-8 7-9-8 9-8-0 10-11-0 13-5-0 15-11.0 1 17-5-0 17-5-0 Plate Offsets X Y : A:0-1.8 Ede J:0-1-8 Ed e LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIPTCLL40.0 Plates Increase 1.00 TC 0.42 Vert(ILL) -0.19 O-P >999 360 TL20 245/193TCDL10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.29 O-P >697 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 K n/a n/a BCDL 5.0 CodeFBC2001/TP12002 Matrix) Weight: 90lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD4X2SYPNo.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (lb/size) K=932/0-8.0, A=938/0-1-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-U=0/6, K-V= 927/0, J-V=-926/0, A-B=-924/0, B-C=-919/0, C-D=-2275/0, D-E=-3053/0, E-F=-3299/0, F-G=-3064/0, G-H=-2307/0, H-1=-2307/0, IJ=-941/0 BOT CHORD T-U=0/0, S-T=0/1726, R-S=0/1726, Q-R=0/2799, P-Q--O/3299, O-P=0/3299, N-0=0/3299, M-N=0/2816, L-M=0/1770, K-L=0/48 WEBS J-L=0/1214, A-T=0/1219, I-L=-1154/0. C-T=-1123/0, 1-M=0/746, C-R=0/765, G-M=-709/0, D-R=-728/0, G-N=0/434, D-0=0/440, F-N=-532/22, E-Q=-543/13, E-P=-150/182, F-0=-156/176 NOTES (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A. 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet forconformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT9 Job Truss Truss Type Oty Ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925086 FG10 FLAT 1 4 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Dec 19 16:02:23 2003 Page 1 I 2.7.10 4-11-12 7-3-14 9-9-12 12-3-10 14-7-12 16-11-14 19-7-8 2-7-10 2-4-2 2-4-2 2-5-14 2.5-14 2-4-2 2-4-2 2-7-10 Scale . 1:33. 3x6 TL20= c4 TL20= 2x3 TL20 11 3x4 TL20= A B C D F G HTiIJ 2-- - R Q P O N M L 3x5 TL20 11 5x6 TL20- 5x6 TL20= 54 TL20= 700 M1118H= U5 TL20= 5x6 TL20= 5x6 TL20= 3x5 TL20 11 2.7-10 4-11-12 7.3-14 9-9-12 12-3-10 14-7-12 16-11-14 19.7-8T 2.7-10 2-4-2 2-4-2 2-5-14 2-5-14 2-4-2 2-4-2 2.7.10 X Y : B:0-3-8,0-1 8],[C:0.3-8,0.1-8] [H:0-3-8 0-1-8] [1:0-3-80-1-8] K:0-2-80-0-8 0:0-5-0 0-4-12 S:0-2-8 0OADING PIateOffsets psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 1.00 Vert(LL) -0.52 0 >443 240 M1118H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.82 0 >284 180 TL20 245/193 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.07 K n/a n/a BCDL 5.0 CodeFBC2001/fP12002 Matrix) Weight: 436lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.1 D TOP CHORD Structural wood sheathing directly applied or 1.7.8 oc purlins, excep BOT CHORD 2 X 6 SYP SS end verticals. WEBS 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 ombracing. REACTIONS (lb/size) K=5900/0-3-8, S=4548/0-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-S=-3988/0, A-B=-10506/0, B-C=-19931/0, C-D=-27521/0, D-E=•27521/0, E-F=-28577/0, F-G=-28577/0, G-H=-26879/0, H-I=-21357/0, IJ=-12429/0, J-K=-5164/0 BOT CHORD R-S=0/1129, 0-8=0/10506, P-0=0/19931, O-P=0/27521, N-0=0/26879, M-N=0/21357, L-M=0/12429, K-L=0/1583 WEBS F-O=-1418/0, G-0=0/1820, G-N=-2077/0, H-N=0/5965, H-M=-3625/0, I-M=0/9646, I-L=-4796/0, J-L=0/11622, A-R=0/10049, B-R= 4030/0, B-Q=0/10182, C-0---3669/0, C-P=0/8200, E-P=-3201/0, E-0=0/1131 NOTES (11) 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1786.01b down at 7-1-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 2) Special connection required to distribute web loads equally between all plies. 3) 4-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 2 rows at 0-7-0 oc, Except member DJ 2 X 4 - 2 rows at 0-4-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, Except member E-P 2 X 4 - 2 rows at 0-4-0 oc. Attach chords with 1/2 inch diameter bolts (ASTM a-307) with washers at 2.0-0 on center. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1786.01b down at 7-1-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided t distribute only loads noted as (F) or (B), unless otherwise indicated. 5) This truss has been checked for uniform roof live load only, except as noted. 6) Provide adequate drainage to prevent water ponding. 7) All plates are M1120 plates unless otherwise indicated. 8) All plates are 3x8 TL20 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1786.0Ib down at 7-1-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 11) 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=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: K-S=-10, EJ=-580(F=480) Concentrated Loads (lb) Vert: E=-1786(F) Trapezoidal Loads (plf) Vert: A=-100-to-E=-295(F=-195) t ,1, Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shopp No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FG10 Job Truss Truss Type Qty Ply Centex-Orlando<>3016-B<>jsk<>12-19-3 53925088 FT11 FLOOR lip1 1 Job Reference o tionalUniversalforestP`roducts,lnc., Burlington, NC 272 55, Jeff Kerr 5.200 s Sep 30 2003 MLTek Industries, Inc. Fri Dec 1916:02:24 2003 Page 1 1-81-3-0 1.4-8H----I t- 0-1-8HScale _ 1:33. 5x4 TL20= 3x5 TL20= 5x4 TL20= 1.5x3 TL20= 3x5 TL20= 1.5x3 TL20 11 1.5x3 TL20 11 Us TL20 FP= 1.5x3 TL20= A B C D E F 0 H I J KTO w x 81 u T S R 0 P 0 N M US TL20= 3x5 TL20= 3x10 M1118H FP= 36 TL20= 5x5 TL20- 9-1-8 1-6-0 4-0-0 6-6-0 1 9-0.0 1 10-7-8 13-1-8 15-7-8 18-1-8 19-7-8 19-7-8 Plate Offsets X A:Ed a 0-1-8 K`.0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.31 P-Q >758 360 M1118H 1951188 TCDL 10.0 Lumber Increase 1.00 BC 0.94 Vert(TL) -0.48 P-O >486 240 TL20 245/193BCLL0.0 Rep Stresslncr YES WB 0.56 Horz(TL) 0.09 L n/a n/a BCDL 5.0 CodeFBC2001frP12002 Matrix) Weight: 102lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepSOTCHORD4X2SYPNo.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) V=1059/0-3-8, L=1059/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD V-W=-1054/0, A-W=-1053/0, L-X=-1054/0, K-X=-1053/0, A-B=-1085/0, B-C=-2712/0, C-D=-3736/0, D-E=-4243/0, E-F=-4243/0, F-G=-4243/0, G-H=-3736/0, H-I=-2712/0, I-J=-2712/0, J-K=-1085/0 BOT CHORD U-V=0/54, T-U=0/2046, S-T=0/3352, R-S=0/3352, Q-R=0/4093, P-Q=0/4243, O-P=0/4093, N-0=0/3352, M-N=0/2046, L-M=0/54 WEBS K-M=0/1401, A-U=0/1401, J-M=-1336/0, B-U_ 1336/0, J-N=0/926, B-T=0/926, H-N=-890/0, C-T=-890/0, H-0=0/534, C-R=0/534, G-0=-496/0, D-R=-496/0, G-P=-172/541, D-Q=-172/541, E-0--257/46, F-P=-257/46 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088 Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT11 as 53925088 ' IFT12 IF 5, Ply I Centex-Orlando<>3016-B<>isk<>12- A 9 1.50 T1.20 11 1.5x3 fL11— 1-3-8 3-2-8 TL20= Scale . 1:7. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) -0.00 F >999 360 TL20 245/193TCDL10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 E >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 D n/a n/a BCDL 5.0 CodeFBC2001/TPI2002 Matrix) Weight: 22lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F=156/Mechanical, D=156/0-3.8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD F-G=-150/0, A-G=-150/0, D-H=-150/0, C-H=-150/0, A-B=-120/0, B-C=-120/0 BOT CHORD E-F=0/8, D-E=0/8 WEBS A-E=0/147, B-E=-175/0, C-E=0/147 NOTES (4-5) 1) All plates are 3x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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) 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. 5) Left 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 4 t Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53925088Contractor/Job: 3016 B FLR Date Req:12/16/2003 Draw No:53925088FT12 9) Universal Forest Products Re: 54600974 Centex Homes Orlando 3016 A Roof 164 Lake Monroe The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 54600974 CJ1 54600974 T13 54600974 H1 54600974 T14 54600974 H2 54600974 H15 54600974 MV2 54600974 H16 54600974 CJ3 54600974 H17 54600974 T3 54600974 H18 54600974 MV4 54600974 H19 54600974 T4 54600974 M20 54600974 CJ5 54600974 HJA 54600974 H5 54600974 MVA 54600974 H6 54600974 MV6 54600974 EJ7 54600974 T7 54600974 HJ7 54600974 H8 54600974 MV8 54600974 T9 54600974 G10 54600974 MV10 Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL Wind: ASCE 7-98 per FBC2001; 130 mph; h = 15 ft; TCDL = 6.0 psf; BCDL = 6.0 psf; occupancy category II; exposure B; enclosed My license renewal date for the state of Florida is February 28, 2005 r L 5/11/2004 John Presley License # 558 6 Th seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component(s) listed and attached. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2. 10 Eastern Division 5631 South NC 62 Burlingl,on, NC 27215 Tel: (336) 226-9356 F'ax: (336) 476 9146 Job 54600974 ICJ1' IJACK "4- 116 0-11-11 3x4 TL20=,, .. .. Scale - 1 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 A >999 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Cod@FBC2001/TP12002 Matrix) Weight: 5lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (lb/size) C— 11/Mechanical, B=138/0-8-0, D=9/Mechanical Max Horz 8=62(load case 4) Max UpliftC=-11(load case 1), B=-152(load case 4) Max GravC=27(load case 4), B=138(load case 1), D=9(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/22, B-C=-28/11 SOT CHORD B-D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint C and 152 lb uplift at joint B. 4) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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 revieworcertificationofthetrussdesigner. LOAD CASE(S) Sndard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974CJ1 Job Truss Truss Ty sxta , ,T Qly Ply Centex-Orlo3olCrA<>jsk<>510-4 ----- — 54600974 H1 ' n HIP 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:26 2004 Page 1 1.0.0 4-7-12 7-0-0 13-8-0 16-0-5 20-8-0 21-8-0 1-0-0 4.7-12 2-4-5 6-8-0 2-4-5 4-7-12 1-0-0 Scale 1:36. 7x10 M1118H-- 5x10 M11181-1-- D E 5.00 12 2x3 TL20Q 2x3 TL20,i C F W1 Ce B a 32 H Ib 3x7 TL20= K J I 30 TL20= 3x4TL20= 3x10M1118H= USTL20 7-1-12 13-6-4 20-8-0 7-1.12 6-4-8 7-1-12 Plate Offsets X D:0.5-12 0-2-0 E:0.5-12 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.21 I-K >999 240 M1118H 195/188 TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.36 B-K >670 180 TL20 245/193 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.12 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 93lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2.4-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 SOT CHORD Rigid ceiling directly applied or 4-8-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) G=1744/0-3-8, B=1744/0-3-8 Max Horz B= 106(load case 5) Max UpliftG=-859(load case 5), B=-859(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3544/1863, C-D=-3458/1938, D-E=-3234/1855, E-F=-3459/1937, F-G=-3544/1863, G-H=0/22 BOT CHORD B-K--1634/3207, J-K=-1717/3234, IJ=-1717/3234, G-I=-1617/3207 WEBS D-K=0/299, E-1=0/296, C-K=-129/178, D-1=-109/110, F-1=-128/179 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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 M1120 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 859 lb uplift at joint G and 859 lb uplift at joint B. 7) Girder carries hip end with 7-0-0 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b down and 391.1lb up at 13-8-0, and 385.01b down and 391.11b up at 7-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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-D=-60, D-E=-131(F=-71), E-H=-60, B-G=-44(F=-24) Concentrated Loads (lb) Vert: D=-385(F) E=-385(F) Customer No: 11 u4o uustomer Name: utN 1 tX mumt:b UKLANUV 5n0 No: 54bUU974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:546 0974H1 Job Truss Truss Type Oty Ply Centex-Orl<>3016-A<>jsk<a5 10-4 54600974 H2 ' 1RGiQt`[ "`' 1 1 Job Reference (optional)" Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MTek Industries, Inc. Tue May 11 15:29:27 2004 Page 1 L1-0-0, 5.8-13 _+ 9-0-0 11-8-0 14.11-3 20-8-0 21 1-0-0 5-8.13 3-3-3 2-8-0 3-3-3 5-8-13 1-0-0 Scale - 1:36. 5x4 TL20= 5x4 TL20= D E 5.00 12 2x3 TL20, 2x3 TL20 C F 2 w 8 G t LLI H b 3x5TL20= K J I US TL20= 3x4 TL20= 3x6 TL20= 3x4 TLM= 9.0.0 11-8.0 20-8-0 9-0-0 2-8-0 9-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.11 B-K >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.35 G-1 >702 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.05 G n/a n/a BCDL 10.0 CodeFBC2001RP12002 Matrix) Weight: 90lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-7.1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=884/0-3-8, G=884/0-3-8 Max Horz B=-130(load case 5) Max UpliftB=-403(load case 4), G=-403(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1541/572, C-D=- 1239/416, D-E=-1106/406, E-F=-1239/416, F-G=-1541/572, G-H=0/22 BOT CHORD B-K=-530/1375, J-K— 240/1106, IJ= 240/1106, G-I=-401/1375 WEBS C-K=-376/352, D-K=-103/310, E-1=-103/310, F-1=-376/353 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint B and 403 lb uplift at joint G. 6) Truss shall be fabricated per ANSUTPI 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 is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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 revieworcertificationofthetrussdesigner. LOAD CASE(S) Standard 1 Customer No: i 1045 Customer Name: GEN 1 E-A HOMES UMLANUV Sno No: 54oumpt4 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:546 0974H2 Job Truss Tr, tt Qty Ply Centex-Or1o3016•Aojsk<>5-10-4 54600974 MV2 AA HOOF TRUSS 2 1 Job Reference (optional) Universal Forest Products,lnc., Burlingtqn, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTel"adtmArles, Inc. Tue May 11 15:29:27 2004 Page 1 L 1-9-14 9 I 1-9-14 5.00 12 Scale . 1:4. A T W1 1 a 1-9-14 1-9-143x4 TL20 Plate Offsets X Ed a 0-4-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.01 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 5lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-14 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A=31/1-9-14, C=31/1-9-14 Max Horz A=29(load case 3) Max UpliftA=-12(load case 4), C=-19(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-18/9, B-C=-23/24 BOT CHORD A-C=-5/7 NOTES (5) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint A and 19 lb uplift at joint C. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer IVo: 7 7 04o VUSiomer Name: I.GIV 1 CA nVMCo UKLA14UU -)no No: a4nUUal4 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:546 0974MV2 Job Qly I Ply I Centex-0r1o3016-A<>jsk<>5-10-4 54600974 ' CJ3 JACK 16 1 Job Reference Scale . 1:7.5 MIKE LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.01 A >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 11lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=57/Mechanical, B=204/0-8-0, D=26/Mechanical Max Horz 8=115(load case 4) Max UpliftC=-57(load case 4), 8=-166(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-43/18 BOT CHORD B-D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint C and 166 lb uplift at joint B. 4) Truss shall be fabricated per ANSVrPI 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 is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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 revieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974CJ3 Job Truss Truss Type QIyy ly Centex-Orl<>3016-A<>jsk<>5.10-4 54600974 ' T3' O A e 1 Job Reference (options[) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:28 2004 Page 1 1-0-0 7-5-10 10-4-0 13-2-6 20-8-0 21-8-0 1-0-0 7-5-10 2.10-6 2-10-6 7.5.10 1-0-0 Scale - 1:36. 5x4 TL20= D 2x3 TL20-\ 24 TL20// 5.00 12 C E 2 W B F 3x5 TL20T H 3x5 TL20- W TL20= 10-4-0 20-8-0 10-4-0 10-4-0 Plate Offsets X H:0-4-0 0-3.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.16 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.43 F-H >569 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.05 F n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 85lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-53 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=884/0-3-8, F=884/0-3.8 Max Horz B=-145(load case 5) Max UpliftB= 420(load case 4). F=-420(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1472/551, C-0=-1152/424, D-E=-1152/424, E-F=-1472/551, F-G=O/22 BOT CHORD B-H=-501/1284, F-H=-357/1284 WEBS C-H=-420/402, 0-H=-318/865, E-H=-420/403 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint B and 420 lb uplift at joint F. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974T3 Job I 1 russ 1 russ 54600974 I MV4 May 11 15:29:28 2x3 TL2011 3-9-14 Scale: 1.5".1 i 3x4 T629t 3-9-14 l LOADING (psf) SPACING 2-0.0 CSI DEFL in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 COdeFBC2001(rP12002 Matrix) Weight: 12lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, SOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A=120/3-9-14, C=120/3-9-14 Max HorzA=86(load case 3) Max UpliftA=-53(load case 4), C=-69(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-52/28, B-C=-90/87 BOT CHORD A-C=-16/21 NOTES (5) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint A and 69 lb uplift at joint C. 5) Truss shall be fabricated per ANSIlTPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974MV4 Job Tfuss Truss T . e Qty Ply Centex-Orl<>3016-A<>jsk<>5-10-4 54600974 to ', T4 s..fi rc i5}e.\.r... . ROOF TRUSS 5 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:29 2004 Page 1 7-5-10 10-4-0_ 13_2_6 20-8.0 21-8-0, 7-5-10 2-10-6 2-10-6 7-5-10 1-0-0 Scale . 1:35. 5x4 TL20= C 5.00 12 2x3 TL20\\ 2x3 TL20ii B D 2 W A E ellq FIC 3x5 TL20= a 34 TL20= Us TL20= 104-0 20-8-0 10-4-0 10-4-0 Plate Offsets X A:0-0-14 0-0-2 E:0-0-14 0-0-2 G:04-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.18 A-G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.45 A-G >544 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.05 E n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 84lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A=813/Mechanical, E=886/0-3-8 Max Horz A=-155(load case 5) Max UpliftA=-327(load case 4), E= 420(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-1465/565, B-C=-1159/432, C-D=-1158/432, D-E=-1478/553, E-F=O/22 BOT CHORD A-G=-516/1294, E-G=362/1289 WEBS B-G=-427/413, C-G=-329/873, D-G=-420/403 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint A and 420 lb uplift at joint E. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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) H28L: Left 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 n Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974T4 Job Truss Truss Type Qty Ply Centex-0rl<>3016-A<>jsk<>5-10-4 54600974 CJ5 R .. 16 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:29 2004 Page 1 1-0-0 4-11-11 1-0-0 4-11-11 Cale - 1:11.1 5.00 F12 T1 B 81 3x4 TL20= 4-11-11 4-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.05 A >328 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 17lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=126/Mechanical, B=275/0-8-0, D=46/Mechanical Max Horz B=168(load case 4) Max UpliftC=-134(load case 4), B=-183(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-78/41 BOT CHORD B-0=0/0 NOTES (4) 1) Wind: ASCE 7.98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable and zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint C and 183 lb uplift at joint B. 4) Truss shall be fabricated per ANSI/rPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974CJ5 Job Truss Truss Type Qly Ply Centex-Orl<>3016-A<<>jsk<>5.10-4 54600974 H6 as a. nV Job Reference (optional) Universal Forest Products,lnc., Burlington, NC,27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:30 2004 Page 1 1-0-0 4-7-11 7-0-0 13-10-0 20.8-0 1-0-0 4.7-11 2-4-5 6-10-0 6-10-0 Scale - 1:38. 500 M1118H 3x6 TL20 I I 5x7 TL20= D E F 5.00 12 2x3TL20, C W3 8 84 3x7 TL20= J I H a 3x4 TL20= 3x10 M1118H= 5x14 M1118H= 3x4 TL2011 4-7-11 7.1-12 13-10-0 20-8-0 4.7-11 2-6-1 6-8-4 6-10-0 Plate Offsets X Y: 0:0-5-0 0-1-11 F:0-2-8 0-1-12 G:0-2-0 0-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.23 HJ >999 240 M1118H 1951188 TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.38 HJ >646 180 TL20 245/193 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.08 G n/a Ma BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 1011b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6.5 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing. W3 2 X 4 SYP No.3, W3 2 X 4 SYP No.3, W1 2 X 4 SYP No.3 WEBS 1 Row at midpt F-H REACTIONS (lb/size) G=1820/Mechanical, B=1698/0-3-8 Max Horz B=218(load case 3) Max UpliftG-1037(load case 3), B=-815(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3441/1805, C-D=-3348/1871, D-E=-3011/1758, E-F=-3010/1759, F-G=-1660/1100 BOT CHORD BJ=-1744/3113, IJ=-1821/3129, H-1=-1821/3129, G-H=-147/198 WEBS DJ=0/327, E-H=-929/900, D-H=-129/181, F-H= 1774/3076, C-J=-110/42 NOTES (9-10) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MW FRS 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) All plates are M1120 plates unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1037 lb uplift at joint G and 815 Ib uplift at joint B. 6) Girder carries hip end with 7-0-0 end setback 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b down and 391.1lb up at 7-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 9) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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. 10) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: B-G=44(F=-24), A-D=-60, D-F=-131(F=-71) Concentrated Loads (lb) Vert: D=-385(F) Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974H5 Job Truss as Type Qty Ply Centex-Orl<>3016-A<>jsko5-10-4 54600974 HU ROO Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:30 2004 Page 1 1-0-0 5-9-1 9-0-0 14-10-0 20-8-0 1-0-0 5-9-1 3-2-15 5-10-0 5.10-0 Scale - 1:35. W TL20= D E F Te 5.00 12 2x3TL20 C N. W3 W3 1 B U5 TL20= J 1 H G 3x6 TL20= 9-0-0 14-10-0 20-8-0 9-0-0 5-10-0 5.10-0 Plate Offsets X D:0-540-2-8 LOADING ( psf) SPACING 2-0.0 CSl DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.08 B-J >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.31 BJ >783 180 BCLL 0.0 Rep Stress Incr YES WS 0.86 Horz(TL) 0.04 G n/a n/a BCDL 10.0 CodeFBC2001frP12002 Matrix) Weight: 105lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 SOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. REACTIONS ( lb/size) G=813/Mechanical, B=886/0-3-8 Max Horz B=275(load case 3) Max UpliftG= 393(load case 3), B=-403(load case 4) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1539/603, C-D=-1257/527, D-E=-934/495, E-F=-45/85, F-G=-156/137 BOT CHORD 6J=-671/1372, IJ=-545/1134, H-1=-545/1134, G-H=-502/934 WEBS CJ= 302/313, DJ=-85/344, D-H=-240/132, E-H=-10/218, E-G=-1068/519 NOTES ( 6-7) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) All plates are 3x4 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint G and 403 lb uplift at joint B. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer' s certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 7) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard N_ Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/ Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974H6 Qty I Ply 54600974 MV6 1; I'ROOFTRUSS 2 1 IJob ay 11 15:29:31 2004 Itg 0 5-9-14 20 TL2011 Scale .1: 3A TL20 24 TL2011 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 20lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A=200/5-9-14, C=200/5.9-14 Max Horz A=144(load case 3) Max UpliftA=-88(load case 4), C=-114(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-87/46, B-C=-150/144 BOT CHORD A-C=-27/35 NOTES (5) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15f ; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint A and 114 lb uplift at joint C. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974MV6 Job Truss Truss Type Qly Ply Centex-Orl<>3016-A<>jsk<>5-10-4 54600974 E17 JAnI nR rt3 e at 20 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NO 27215, Jeff Kerr 5.200 s Sep 30 2003 MITek Industries, Inc. Tue May 11 15:29:31 2004 Page 1 1-0-0 3x4 TL20= scale a LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.20 A >69 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 23lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (lb/size) C=198/Mechanical, 6=346/0-3-8, 0=68/Mechanical Max Horz 8=223(load case 4) Max UpliftC=-210(load case 4), B=-195(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-112/62 BOT CHORD B-D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15tt; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint C and 195 lb uplift at joint B. 4) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974EJ7 Job Truss` Truss Type Qly Ply Centex-Or1<>3016-A<>jsk<>5-10-4 54600974 M7 HIP Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:32 2004 Page 1 1-0-0 4.7-11 7-0-0 13-0.0 15-4-5 20-0-0 21-0-0, 1-0.0 4-7-11 2-4-5 6-0-0 2-4-5 4-7-11 1-0-0 Scale . 1:35. 5x10 M1118H= 500 M1118H= D E 00 2 23 TL,, 2x3 TL20 C F Wt Ml B 3 Lv( qdH [o 3x7 TL20= K J I 3x7 TL20= 3x4 TL20= 3x10 M1118H= U8 TL20= 7- 1-12 12-10-4 20-0-0 7- 1-12 5-8-8 7-1-12 Plate Offsets X D:0-6.8 0-2-0 E:0-6.8 0-2-0 LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.18 I-K >999 240 M1118H 195/188 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.32 B-K >728 180 TL20 245/193 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.10 G n/a n/a BCDL 10.0 CodeFBC2001/fPI2002 Matrix) Weight: 91lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4.10-5 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS ( lb/size) G=1678/0-8-0, B=1664/0-8-0 Max Harz B=-106(load case 5) Max UpliftG=-872(load case 5), B=-861(load case 4) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD A-L=O/17, B-L=0/18, B-C=3249/1780, C-D=-3170/1857, 0-E=-2959/1769, E-F=-3170/1856, F-G=-3248/1779, G-H=0/22 BOT CHORD B-K=-1545/2916, J-K=-163212959, 1-J=-1632/2959, G-I=-1533/2915 WEBS D-K=0/265, E-1=0/260, C-K=-129/185, D-I=-99/100, F-I=-128/186 NOTES ( 10) 1) Unbalanced roof live loads have been considered for thisdesign. 2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6,Ops(; BCDL=6.Opsf; Category 11; Exp 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 M1120 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 872 lb uplift at joint G and 861 lb uplift at joint B. 7) Girder carries hip end with 7.0-0 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b down and 408.01b up at 13-0-0, and 385.01b down and 408. 01b up at 7-0-0 on top chard. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Truss shall be fabricated per ANSI/fPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer' s certification vaild only when truss is fabricated by a UFPI operated plant. 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 oftherevieworcertificationofthetrussdesigner. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-L=-60, B-L= 20, B-D=-60, D-E=-131(F=-71), E-H=-60, B-G=-44(F=-24) Concentrated Loads (lb) Vert: D=-385(F) E=-385(F) Y Customer No: 11 U45 Customer Name: CCN 1 tx HOMES UKLANUV 5no no: 54600974 Contractor/ Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:546 0974H7 Job Truss Truss Type Qty Ply Centex-Orl<>3016-A<>Iska5-10.4 54600974 HJ7vACLiS 7 1 Job Reference o tional Universal Forest Products,lnc., Burlington, NC,27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:32 2004 Page 1 1-6-8 5-8-6 9.10-1 1-6-8 5-8-6 4-1-11 Scale . 1:18. D 3x4 TI203.54 12 C w2 w1 f eH ld 81 O F E 2x3 TL20 If 2x3 TI20-- 3x4 TI20 = 5-8-6 9-10-1T 5-8-6 4-1-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.03 F-G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) 0.05 A >455 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 E n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 40lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=437/0-11-5, E=401/Mechanical, D=222/Mechanical Max Horz 8=271(load case 2) Max UpliftB=-261(load case 2), E=-143(load case 2), D=-221(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-H=0/20, B-H=0/20, B-C=-837/242, C-D= 90/46 SOT CHORD B-G=-4341776, F-G=-434/776, E-F=0/0 WEBS C-G=0/167, C-F=-851/476 NOTES (5) , 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint B, 143 lb uplift at joint E and 221 lb uplift at joint D. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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-H=-60 Trapezoidal Loads (plo Vert: B=-2(F=9, B-9)-to-E=-49(F=-15, B=-15), H=O(F=30, B=30)-to-D=-148(F=-44, B=-44) Customer NO: 11045 Customer Name: C:EN I EX HOME, U LANUV Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:546 0974HJ7 Job Truss Truss Type Oty Ply Centex-0rIo3016-A<>isk<>5-10-4 54600974 lib -INS".. k : < ' 2 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MfTek Industries, Inc. Tue May 11 15:29:33 2004 Page 1 1-0-0 5-9-1 9-0-0 11-0-0 14-2-15 20-0-0 21-0-0 1-0-0 5-9-1 3-2-15 2-0-0 3-2-15 5-9-1 1-0-0 Scale 1:35. 5x4 TL20 = 5x4 TL20= 0 E 5.00 12 2x3 TL20, 2x3 TL20 i C F 2 W B O Ig 3x5 TL20= K J I 3z5 TL20= 3x6 TL20= 3x4 TL20= 3x4 TL20= 9-0-0 11-0-0 20-0-0 9-0-0 2-0-0 9-0-0 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.09 B-K >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.29 B-K >799 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.04 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight; 88 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=853/0.8-0, G=853/0-8.0 Max Horz B=-129(load case 5) Max UpliftB=-406(load case 4), G=-406(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/22, B-C=-1406/525, C-DF-1124/371, D-E=-999/364, E-F=-1124/370, F-G=-1406/525, G-H=O/22 BOT CHORD B-K=-483/1244, J-K=-214/999, IJ=-214/999, G-1=-354/1244 WEBS C-K=-340/327, D-K=-91/286, E-1= 92J286, F-I= 340/328 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 406 lb uplift at joint B and 406 lb uplift at joint G. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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 Cousiomer No. J J 046 Customer Name: CCN 1 EX HOMES UKLANUU Shop NO: 54bUUVf4 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:546 0974H8 Job Truss Truss *, Oty PlyI. 54600974 MV8 ROOF TRUSS 30 7.9-14 3x4 TL20 Scale . 1:1 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCDL 10.0 COdeFBC2001lf P12002 Matrix) Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepBOTCHORD2X4SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) A=86/7.9-14, D=122/7-9-14, E=353/7-9-14 Max Horz A=201(load case 3) Max UpliftD=-58(load case 4), E=-227(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-159/48, B-C=-82/34, C-D=-91/76 BOT CHORD A-E= 38/50, D-E=-38/50 WEBS B-E=-264/280 NOTES (6) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) All plates are 2x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint D and 227 lb uplift at joint E. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. 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 revieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974MV8 Job Truss Truss Type Qty Ply Centex--0rl<>3016-A<>jsk<>5-10-4 tih ..x 54600974 T19 S 4 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:34 2004 Page 1 1-0-0 6-11-8 10-0-0 13-0-8 20-0-0 21-0-0 1-0-0 6-11-8 3-0-8 3-0-8 6-11-8 1-0-0 Scale . 1:35. 5x4 TL20= 0 i 2x3 TL20\ 2x3 TL20 i 5.00 12 C E Ni 2 W g F C I; 3x5 TL20= H 3x5 TL20= 5x8 TL20= 10-0-0 20-0-0 10-0-0 10.0-0 Plate Offsets X Y : H:0-4.0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.13 B-H >999 240 TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.37 F-H >640 180 BCLL 0.0 Rep Stresslncr YES WB 0.25 Horz(TL) 0.04 F n/a n/a BCDL 10.0 CodeFBC2001/1-PI2002 Matrix) Weight: 83lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=857/0-3-8, F=857/0-3-8 Max Horz B=-141(load case 5) Max UpliftB=-409(load case 4), F= 409(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1417/542, C-D=-1111/405, D-E=-1111/405, E-F=-1417/542, F-G=0/22 BOT CHORD B-H=496/1252, F-H=-355/1252 WEBS C-H=-395/376, D-H=-2621772, E-H=-395/377 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 lb uplift at joint B and 409 lb uplift at joint F. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: l7 u45 Customer Name: C:tN I EA HOMES UKLANUU lino No: 546009f4 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:546 0974T9 Job Truss Truss Ty sW B M?t it QtY PIY Centex-Orl<>3016-A<> sk<>5-10-41 54600974 . G10 MMON 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NQ 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:34 2004 Page 1 5-8-6 10-0-0 14-3-10 20-0-0 5-8-6 4-3-10 4-3-10 5-8-6 Scale . 1:33. 5x4 TL20= C 5.00 12 2x3T1.20 i j 2x3T120 i 8 w 1 D A E c'1 Li B1 Li 5x6 TL20= O F Sx6 TL20= Us TL20= 6x6 TL20= 7-0-12 12-11-4 20-0-0 7-0-12 5-10-8 7-0-12 Plate Offsets X : A:0-3-6 0-0-0 C:0-2-0 0-2-4 E:03-6 0-0-0 F:0.4-0 0-5-12 G:0-4-0 0-5-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.23 F-G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.39 F-G >613 180 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.07 E n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 230lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD 2 X 8 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A=3609/0-3-8, E=4961/0-3-8 Max Horz A=113(load case 4) Max UpliftA=-1664(load case 4), E--2309(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-8993/4148, B-C— 8804/4109, C-D=-9227/4307, D-E=-9406/4352 BOT CHORD A-G=-3867/8264, F-G=-2641/5899, E-F=-3951/8676 WEBS B-G=-304/310, C-G=-1797/3758, C-F=-2103/4399, 0-F= 367/340 NOTES (9) 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1698.01b down and 810.01b up at 7-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d Common(A 48"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, Bottom chords connected as follows: 2 X 8 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1698.01b down and 810.01b up at 7-0.12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided t distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1664 lb uplift at joint A and 2309 lb uplift at joint E. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1698.O1b down and 810.01b up at 7-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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-G=-20, E-G=-434(F=-414), A-C=-60, C-E=-60 Concentrated Loads (lb) Vert: G=-1698(F) t Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shopp No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974G10 Job _ Truss Truss Type a Qly Ply Centex-Od<>3016-A<>jsk<>5-10-4 54600974 MV10 ROOF TRUSS°\ ' 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:35 2004 Page 1 t 9-9-14 I 9-9-14 C Scale 1:18. 5.00 F12 B W1 T ST1 i A a B1 U4 TL20 9-9-14 9-9-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 D n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 37lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, exceiaBOTCHORD2X4SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) A=169/9-9-14, 0=105/9-9-14, E=447/9-9-14 Max Horz A-259(load case 3) Max UpliftA=-35(load case 4), D=55(load case 3), E=-287(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-187/57, B-C=-86/51, C-0=-81/72 BOT CHORD A-E=-53/62, D-E=-53/62 WEBS B-E=-318/315 NOTES (6) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) All plates are 2x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint A, 55 lb uplift at joint 0 and 287 lb uplift at joint E. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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 ofthedesigninformationasitmayrelatetoaspecificbuilding. 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 11"'10 Lr•e A \I^rwgTY-v 1g/1wwrA i1A1kJff110% VLIJLVIIIGI Ilua 1 IV ;'0 %OUQLVIIU01 17QIIIV vGlr 1 GA r1V19IG%;P Wr1L.MI9LdV QIIUIJ IVV. J-F0VUZF1.* Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:546 0974MV10 Job _ Trussu T`russType aty Ply Centex-Orlo3016W.<jsk<>5-10.4 54600974 1`13 QF TRI SSa > o- 2 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:35 2004 Page 1 1-1-0-0 6-11-4 _ 10-0-0 I 13-0-12 j 19-10-8 1-0-0 6-11-4 3-0-12 3-0-12 6-9-12 Scale . 1:34. 5x4 TL20= D 24 TL20, 2x3 TL201i5.00 F12 C E W F 8 all 131? I 3x5 TL20= Q 3x5 TL20— Us TL20= 10-0-0 19-10-8 10-0-0 9.10-8 Plate Offsets X G:0-4-0 03-0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.13 F-G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.35 F-G >667 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.04 F n/a n/a BCDL 10.0 CodeFBC2001frP12002 Matrix) Weight: 81lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) F=768/0-6-8, 8=854/0-8-0 Max Horz B=151(load case 4) Max UpliftF=-308(load case 5), B=-418(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=O/22, B-C=-1374/517, C-D=-1067/398, D-E=-1067/392, E-F— 1358/531 BOT CHORD B-G= 481/1192, F-G=379/1193 WEBS C-G=-368/357, D-G=-252/725, E-G=-370/368 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint F and 418 lb uplift at joint B. 5) Truss shall be fabricated per ANSVTPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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 n Customer No: 11045 customer Name: CCN 1 t1C MUMCJ UKLANUU 5no No: o4buuvt4 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:546 0974T13 Job T s Truss Type City Ply Centex-0rl<A016-A<>jsk<>5-10-4 54600974 T,.rlu4 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MTek Industries, Inca Tus May 11 15:29:35 2004 Page 1 1-0-0 6-11-4 10-0-0 13-0-13 19-2-8 1-0-0 6-11-4 3-0-12 3-0-13 6-1-11 Scale 1:33. 5x4 TL20= D 20 TL20 /iTL20 5.00 12 C E 2x3 T F2w H Q B I 3x4 TL20 3x5 TL20= H 3x4 TL20 // 5x5 TL20= Us TL20= 10-0-0 19-2-8 10-0-0 9-2-6 Plate Offsets X G:0-0-15 0-2-15 H:0.4-0 03-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.11 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.36 B-H >637 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.04 G n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 84lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-5 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No,2 33-4 REACTIONS (lb/size) G=752/0-1-8, B=838/0-8-0 Max Horz 8=151(load case 4) Max UpliftG=-299(load case 5), B=-414(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1312/507, C-D=-1023/385, D-E=-1010/379, E-F=-1183/493, F-G=-1263/476 BOT CHORD B-H=-471/1151, G-H=331/1092 WEBS C-H= 365/353, D-H= 216/640, E-H=-295/318 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint G and 414 lb uplift at joint B. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. 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 ofthedesigninformationasitmayrelatetoaspecificbuilding. 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 n Customer No: 17 045 Customer Name: VtN 1 EX HOMES UKLANUU 5nopp NO: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974T14 Job Truss Truss Type oiy Ply Centex-Orl<>3016-A<>jsk<>5-1G-4 54600974 H15 Ri9tylTMTR41f3S;a ' . 1:. _ Iva y 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NO 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:36 2004 Page 1 j -1-0-0 , 6-8-14 10-0-0 14-7-4 19-2-8 i 1-0-0 6-8-14 3-3.2 4-7-4 4-7-4 Scale . 1:34. 5x4 TL20= 3x4 TL20= 2x3 TL2011 0 E F 2x3 TL20 5.o0 12 G 1 W2 W4 8 3x5 T120= H G 5x8 TL20= 3x5 TL20= 9-7-4 19-2-8 9-7-4 9-7-4 Plate Offsets X D:0-2.0 0-2-11 H:0.4.0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.38 Vert(LL) 0.10 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.29 B-H >764 180 BOLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.03 G n/a n/a BCDL 10.0 CodeFBC2001/fP12002 Matrix) Weight: 95lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. REACTIONS (lb/size) G=746/0-1-8, B=832/0-8-0 Max Horz B=303(load case 3) Max Uplif G=-356(load case 3), B=-411(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1327/502, C-D=-1045/410, F-G=-124/107, D-E=-895/399, E-F=-65/68 BOT CHORD B-H= 558/1150, G-H=381/609 WEBS C-H=-324/339, D-H=-39/197, E-G=-7821461, E-H=-130/374 NOTES (6) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint G and 411 lb uplift at joint B. 6) Truss shall be fabricated per ANSVTPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974H15 Job Truss Truss Typwe Qty Ply Centex 0rl<>3016-A<>jsk<>5-10.4 54600974 H16 Nxm f)IUSS 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:36 2004 Page 1 1-0-0 6-8-14 12-0-0 19-2-8 1-0-0 6-8-14 5-3-2 7-2-8 Scale . 1:34. 5x4 TL20= 3x4 TL2011 D E 5.00 12 2x3 TL20,\ C w W2 NA 17 1311 3x5 TL20= Q F 5x6 Tt20= 3x5 TL20= 9-7-4 19.2-8 9-7-4 9.7-4 Plate Offsets X G:0-3-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.10 B-G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.30 B-G >747 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 F n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 94lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.6 oc purlins, excepBOTCHORD2X4SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8.3.15 oc bracing. WEBS 1 Row at midpt D-F REACTIONS (Ib/size) F_746/0-1.8, B=832/0-8-0 Max Horz B=361(load case 3) Max UpliftF=-345(load case 3), B=-429(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1326/555, C-D=-1037/428, E-F=-208/183, D-E=-59/106 BOT CHORD B-G=557/1150, F-G=-392/690 WEBS C-G=-341/379, O-G=-165/492, D-F=-775/378 NOTES (6) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 lb uplift at joint F and 429 lb uplift at joint B. 6) Truss shall be fabricated per ANSI/f'PI 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 is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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 ofthedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the revieworcertificationofthetrussdesigner. LOAD CASE(S) Standard n Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974H16 Job - Truss Truss Ty e p Qty Ply Centex-OrIo3o16-A<>jsk>5-10-4 54600974 M17 ROOF TRUSS 1 1 Job Reference o tional Universal Forest Products,lnc., Burlington, NO 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:37 2004 Page 1 1-0-0 6-8-14 14-0-0 19-2-8 1-0-0 6-8-14 7-3-2 5-2-8 Scale . 1:34. 5x4 TL20= 3x3 TL2011 O E 5.00 12 Ts 54 TL20 W1 W2 C B 3x5 TL20= a F 5x6 TL20= 3x5 TL20= 9-7-4 19-2-8 9-7-4 9-7-4 Plate Offsets X C:0-3-0 0-3-0 D:0-2-4 0-2-8 G:0-3-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.08 B-G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.28 B-G >804 180 BCLL 0.0 Rep Stress Incr YES WS 0.76 Hor-z(TL) 0.03 F n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 96lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, excepBOTCHORD2X4SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-5 oc bracing. REACTIONS (lb/size) F=746/0-1-8, B=832/0-8-0 Max Horz B=418(load case 3) Max UpliftF=-333(load case 3), B=-440(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1338/607, C-D— 1034/465, E-F=-121/118, D-E=-83/100 BOT CHORD B-G=-634/1180, F-G=-318/492 WEBS C-G=-426/453, D-G_ 257/636, D-F=-713/404 NOTES (6) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint F and 440 lb uplift at joint B. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. 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 revieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shopp No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974H17 Job Truss Truss Type Qly Ply Centex-Orl<>3o1F-A<>jsk<>5-10-4 54600974 M18 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:37 2004 Page 1 1-0-0 , 6-8-14 11-10-14 16.0-0 19-2-8r— 1-0-0 6.8-14 5-2-0 4-1-2 3-2-8 5x4 TL20= Scale . 1:37. 5.00 12 30 TL2011 E F Us TL204 D 2x3 TL20 C W W1 8 Be 3x5 TL20= H G 5x6 TL20= 5x6 TL20= 9.7-4 19-2-8 9-7-4 9.7-4 Plate Offsets X `. D:0-3-0 0-3-0 H:0-3-0 0-3.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.09 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.29 B-H >784 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.03 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 107lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. WEBS 1 Row at midpt F-G, 0-G REACTIONS (lb/size) G=746/0-1-8, 8=832/0.8-0 Max Horz B=476(load case 3) Max UpliftG=-333(load case 4), B=-443(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1336/590, C-D=-1037/465, D-E=-159/129, F-G=-81/104, E-F=-102/113 SOT CHORD B-H=-639/1161, G-H= 346/683 WEBS C-H=-366/371, D-H=-164/513, O-G=-707/466, E-G=-199/242 NOTES (6) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint G and 443 lb uplift at joint B. 6) Truss shall be fabricated per ANSVTPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974H18 Job Truss Truss Type Oty Ply Centex-Orl<>3016-A<>jsko5-10-4 54600974 Hi ROOF MUSS `°'` 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NQ 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:38 2004 Page 1 1-0-0 6-8-14 11-10-14 18.0-0 19-2-8 1-0-0 6.8.14 5-2-0 6-1-2 1-2-8 5x4 TL20= Scale - 1 :40. 3x3 TL20 11 5,00 12 E F 5x6 TL20 0 2x3 TL20x', C w w1 5 8 3x5 TL20= H G 5x6 TL20= 5x6 TL20= 9-7-4 19-2-8 9-7-4 9.7-4 Plate Offsets X Y : D:0-3-0 0-3-0 H:0-3-0 0-3-0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Weft L/d PLATES GRIPTCLL20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.09 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.29 B-H >757 180 BCLL 0.0 Rep Stress Incr YES WS 0.34 Horz(TL) 0.03 G n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 109lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins, exceptBOTCHORD2X4SYPNo.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-9.2 oc bracing. WEBS 1 Row at midpt D-G REACTIONS (lb/size) G=752/0-1-8, 8=821/0-8-0 Max Horz B-533(load case 3) Max UpliftG=-392(load case 4), B=-434(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/22, B-C=-1303/564, C-D=-1010/446, D-E=-146/102, F-G=-214/101, E-F=-108/132 BOT CHORD B-H=-639/1129, G-H= 340/669 WEBS C-H=-349/355, D-H=-157/499, D-G=-760/520, E-G=-332/421 NOTES (6) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint G and 434 lb uplift at joint B. 6) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing whereindicatedandwithin4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. 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 revieworcertificationofthetrussdesigner. LOAD CASE(S) Standard Customer No: 11045 Customer Name: C;tN 1 tX mumt5 UHLANDA 5nopp No: 546UO974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974H19 Joh Truss Truss Type Qty Ply Centex-OrIo3016—A<Aojsk<> 10-4 54600974 U20 7 1 JobReference o tional Universal Forest Products,lnc., Burlington, NG 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:38 2004 Page 1 1-1.0-0, 6-8-14 11-10-14 19-2-8 1-0-0 6-8-14 5-2-0 7-3-10 3x5 TL20 If Scale . 1:40. 5.00 F12 E f 5x6 TL20 0 2x3 TL20 C y2 4 B 8 3x5 TL20= Cj F 5x6 Tt20= 3x6 TL20= i_ 9-7-4 , 19.2-8 9-7-4 9.7-4 Plate Offsets X Y: D:0-3-0 0-3.01G:0.3-0 0-3-0 LOADING ( psf) SPACING 2.0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.11 B-G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.30 S-G >749 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 F n/a n/a BCDL 10.0 Cod@FBC2001/TP12002 Matrix) Weight: 99lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-73 oc bracing. WEBS 1 Row at midpt E-F, 0-F REACTIONS ( lb/size) F=746/0-1-8, B=832/0-8-0 Max Horz B=563(load case 3) Max UpliftF=-426(load case 4), 8=-435(load case 4) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=O/22, 8-C=-1325/562, C-D=- 1040/449, D-E=-183/105, E-F=-193/170 BOT CHORD B-G=-650/1148, F-G=-367/710 WEBS C-G= 328/342, D-G=-143/481, D-F=-822/558 NOTES ( 5) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) F. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 lb uplift at joint F and 435 lb uplift at joint B. 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer' s certification vaild only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/ Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974M20 Job Truss Truss Type Oly Ply Centex-Orl<>3016-Ac>jsk<>5-10-4 54600974 HJA ENDJACK TRUSS 1 1 Job Reference o tional Universal Forest Productsd'1,lnc., Burlington, NC 27215 <i rr.' 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue May 11 15:29:39 2004 Page 1 1. 6-8 5-8-3 9-1-8 1- 6-8 5-8-3 3-5-5 Scale . 1:17.1 D 3x4 TL20 3. 54 12 C T1 W2 Wi lam e H81 a F E 2x3 TL20 11 20 TL20 3x4 TL20= 5- 8-3 9.1-8 5- 8-3 3.5-5 LOADING ( psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.02 F-G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) 0.05 A >481 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 E n/a n/a BCDL 10.0 CodeFBC2001/TP12002 Matrix) Weight: 37lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD2X4SYPNo.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS2X4SYPNo.3 REACTIONS ( lb/size) 8=392/0-11.5, E=365/Mechanical, D=168/Mechanical Max Horz 8=238(load case 2) Max UpliftB=-245(load case 2), E=-141(load case 2), D=-168(load case 2) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD A-H=0/20, B-H=0/20, B-C=-666/175, C-D=-69/34 BOT CHORD B-G-335/612, F-G=-335/612, E-F=0/0 WEBS C-G=0/156, C-F=-698/382 NOTES ( 5) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp B; enclosed; MW FRSgable end zone; cantilever left and right exposed ; endverticalleftandrightexposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint B, 141 lb uplift at joint E and 168 lb uplift at joint 0. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 5) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer' s certification vaild only when truss is fabricated by a UFPI operated plant. 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 thedesigninformationasitmayrelatetoaspecificbuilding. Any references to job names and locations are for administrative purposes only and are not part of the review orcertificationofthetrussdesigner. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-H=-60 Trapezoidal Loads (plf) Vert: B=-2(F-9, B=9)-to-E=-46(F=-13, B=-13), H=0(F=30, B=30)-to-0=-138(F=-39, B=-39) toustomer No: 11 u4o customer Name: C EN1 tX HuMES UFILANuu 5nopp No: 54600974 Contractor/ Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974HJA 54600974 1 MVA Oty I Ply 5.200 s Sep 30 i 6-9-14 N3 TL2011 Scale a 1:15. 3x4 TL20 - 2x3 TL2011 6-9-14 6-9-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 Matrix) Weight: 23lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-9-14 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A=240/6-9-14, C=240/6-9-14 Max Horz A=172(load case 3) Max UpliftA— 105(load case 4), C=-137(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-104/55, B-C=-180/173 BOT CHORD A-C=-33/43 NOTES (5) 1) Wind: ASCE 7-98; 130mph (3-second gust); h=15ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint A and 137 lb uplift at joint C. 5) Truss shall be fabricated per ANSI(rPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing. Engineer's certification valid only when truss is fabricated by a UFPI operated plant. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600974 Contractor/Job: 3016 "A" ROOF Date Req:05/27/2004 Draw No:54600974MVA Jan. 1. 2004 7 : 03AM u— o - 6591 12__._._.._.____. CENTEX -- ORLANDO 30 16 -- 'a B " FL OOR 0A1 ```" QUALITY PRODUCTS FOR QUALITY BUILDERSayr.uft UNIVERSAL FOREST PRODUCTS SHORPNER. LLC. 5431 t. 14 a M oNE (goo) 471-iee t, Q:1 Ar- pyo CUSTOM; I? WIMF: ORLANDON 01 C S THIS OF,^ c Is t I1) G, OFUvcRSHOfPLNEQ .LC. _0 t!,N VI R SA 1 I ZI- usco rop ANY D`TPIMEMAJ- !0 THEIWIER--ST CFr3010OFn, "N"tAl / S-11"T'll LI-COPANM; Wi!5T 8f USED IN 04-JIJNCI1.14w1rif"skL OTI CV, TtCIINQ,. rRAA ",,;S VI,tR INj6STRIFS INC ANCqACIN,, DATI9-$—(IJ QUALITY PRODUCTS FOR QUALITY OUILURS lllIIlr Tllll-,,,, AN") pEcoumIqu- TIONS' PI,O ISHEL ey HE TAUSC, (,!-ATc FI(-V.F —"rs T. R NS7.7j . FIA !'JSTSTkNDAPt)S IN 4f-,"r TKUts LSStS (IN) _T cACoAT583 ^, 0NlFVIc ()4 A 4, 'd il I FM SWrE )T 9S.N( 62 l' I PENISKl III HIJI? W"T(- III, Nc Ax 80:1) '1 /6- 9 - 1,; 6 tO: 226 340! 1 Kow2 OUN T BFDBNi 0 110 95 1 raw I0x6 Iwcd I0x6 Iwcd 10x6 Iwcd 1Qx10 rag 110 6' 10x1 rag 6' 1A I\ aim M\7 Mal Ht 1x14r 10 r 8' 10x10 2wcd 65 10x6 Iwcd 5' 75 4 BEWM S 6' i raw i 10x6 Iwcd #[ 75 16x1 rag Qx roo 8' 9' o t 12' 1242 3wcd 270 t xl rag ti1M BED +6 WT. f 0 1its w1 ml 1 9 2.0 ton w/5kw @240v tph I8x10 p(en platform by btdr scale 1/8'=1'O' I N so 3' bath duct to roof cap w/fan G 2.5 TON V/10KV @240V 1PH 18x10 plen platform by b(dr SCKE - FA-- r-or Must have a minlmum clearance of 4 Inches around the air handter per the State Energy code. All duct has an r=6 insulation value. 3' bath duct to roof cap w/fan 42X42 A/C SL B BY BLDR MIN 2' FROM WALL 7 Lv V OT J es - OW T O 5 e; U z CDQ O N O W w \-D o Q o \ CO V) Pa El Q 06 x Li- o vJ E M LlJ x LtJ J o Q F— LLI z Q W r-1 U 7;- co > Rating o m to z z o U-1 QJ J J O :D Q MCLJt)O0 t ONE BY WOOD BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE WOOD BUCK STUCCO BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD W H. (TYP.) WI DOW HEIGHT) CAULK BETWEEN CONCRETE OR WOOD BUCK & MASONRY OPENING MAS•Y. OPENING BY OTHERS BY OTHERS 1-1/4' MIN. EMBEDMENTc INSTALLATION ANCHOR 3/16' DIA, TAPCON SHIM AS REO'D. I/4' MAX. SEE NOTES) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK. OR APRV'D. COL. PERIMETER CAULK BY OTHERS a FLANGE TYPE WINDOW FRAME HEADER GLASS h (TYP.) (SEE NOTES) B.H. BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL PRE('AST SILL n a BY OTHERS Y NOTES: SECTION A -A 1) SHIM AS REO"0. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1/4 D 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063, 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4- INTO MASONRY OR CONCRETE. 4) USE SIUCONIZEO ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD do JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH J VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. 5) USE SILICONIZEO ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H. CEXTERIOROFWINDOWFLANGE. r 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART. USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. FOR THE APPROPRIATE DESIGN PRESSURE REO'D, 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY. 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN 5/8 IN EMB T B C B.W. BUCK WIDTH) INSTALLATION ANCHOR ONE BY WOOD 3/16' DIA. TAPCON BUCK BY OTHERS -\ SHIM AS REO'D. RIGID VINYL 1/4' MAX. SEE NOTES) GLAZING BEAD TYPO GLASS TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE WOOD BUCK W.W. WINDOW WIDTH) SECTION B-B 1-1/4' MIN, EMBEDMENT D STUCCO BY OTHERS G' i.PERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK & MAS'Y. OPENING BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS u FOMENT IN O Vu000 U K. I It I; 10) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 ELEVATIONSERIESSINGLEHUNGS. 1 1) WHERE WINDOW IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8- MIN_ EMBEDMENT AT VIEWED FROM EXTERIOR ALL INSTALLATION FASTENER LOCATIONS- TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN ,IAMB 30PSF TO 40PSF 41 PSF TO 70PSF 30PSF TO. 40PSF 41 PSF TO 70PSFSIZESIZE 12 18 1/8 x 25 B B F.G F,G F.G F,G 13 18 1/8 X 37 3/8 8 6 F.G F.G14181/8 x 49 5/8 8 8 F,G F.G145181/8 X 55 1/4 8 6 F.G F.G 15 16 18 1/8 X 62 18 1/8 x 71 8 8 8 B F,G F,G,H t 17 18 1/8 X 83 8 8 F.G F,G.J,K 1H2 25 1/2 x 25 6 8 F,G F,G F,G iH3 25 1/2 X 37 3/8 B B F.G F.G F,G,H.TIH4251/2 X 49 5/8 8 8 BIH45251/2 X 55 1/4 8 B FG F,G,H.1IHS I H6 25 1/2 X 62 25 1/2 X 71 8 6 B F,G F,G,H,1 IH7 25 1/2 x 83 8 8 F.G.J.K F,G,J.K 30 1/2 x 26 29 1/2 X 25 8 B B F.G F.G 30 1/2 x 38 3/8 29 1/2 x 37 3/8 6 F,G F.G.Ht301/2 x 50 5/8 29 1/2 X 49 5/8 6 B F,G F,GH,1 30 1/2 x 56 1/4 29 1/2 x 55 1/4 B B 8 F.G F.G,H,1 30 1/2 x 63 29 1/2 X 62 6 8 8 F,G.H.f F,G,H.1 30 1/2 x 72 29 1/2 x 71 F.G.J.K F.G.J.K 30 1 2 x 84 29 1/2 X 83 8 8 22 36 X 25 8 6 B F,G F,G 23 36 X 37 3/8 6 8 F,G F,G,H,I 24 36 x 49 5/8 B 8 F,G F,G,Ht245 25 36 x 55 1/4 36 x 62 8 6 F,G,H,I F,G.H,1 26 36 X 71 8 B F,G.H,1 O.E,F,GH.1 27 36 X 83 6 6 F.G.J.K F.,G,H,f,J,K 42 x 26 41 X 25 8 B B B F,G F,G,H,1 42 x 38 3/8 41 x 37 3/8 B B F,G F,G,H,t 42 x 50 5/8 41 X 49 5/8 B 6 F,G,H.1 F,G,H,I 42 x 56 1/4 41 X 55 1/4 6 6 F,G.H,I O,E.F,G,H,I 42 x 63 41 X 62 41 X 71 8 8 F,G•H.1 O.E,F,G.H,1 42 x 72 42 x 84 41 X 83 B 8 F.G,J.K F,G,H,f,J,K 48 x 26 47 X 25 8 A,C F.G F,G F,G.H,1 48 x 38 3/8 47 x 37 3/8 8 8 A,C A,C F,G F,G.H,! 48 x 50 5/8 47 x 49 5/8 B A.0 F.G,H.1 F,GH.1 48 x 56 1/4 47 X 55 1/4 47 X 62 8 A,C F,G H,1 O,E.F.GH.1 48 x 63 48 x 72 47 X 71 8 A,C F.G.H,I FGJK O.E.F.G.H.1 0 E F G H I J K 4$ x 84 47 X 83 B A,C F.G F.G 32 33 52 1/8 X 25 52 1/8 X 37 3/8 6 A,C F,G F.G.H,1 34 52 1/8 X 49 5/8 B A,C F,G,H,1 F,G.H.1 F.G.H.1 0.E.F,G.H.1 345 52 1/8 X 55 1/4 B 8 A,C A.0 F,G.H•1 O.E.F.G.H 1 35 52 1/8 x 62 52 1/8 X 71 B A,C F.G.H,1 O.E.F,G.H,I 36 37 52 1/ x 83 6 A,C F.G.J.K O.E,F,G.J.K.J,K 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. NTERNATIONAL. INC FLORIDA EXTRUDERS SANFORD, FLORIDA TITLE: INSTALLATION DETAIL SGL. HUr iG FLANGE u I NDQL+S - SERIES [ 000 I5oo & 2000 DRAWN BY: BB APPROVED BY: fs DATE: 10109/O 1 SCALE: N T S DWc•- ELEX0016 PRFPARcn RY: PRODUCT do APPLICADON ENGWEERING. INC.. 250 INTERNATIONAL PKY.. SUITE 250, HEATHROW. FLORMA' 32746= PHONE 407 805-0365 FAX s07 805-03fi6 0 144 jAMB ITYP' JAM e I x 2 x i. /8 TUBE IMIUL-lIIu -N LFtrCPXI / 2 SC. TAPPING SMS s';--C mM17 : BET-c-N w- T.% 1 [:. 7-!-,, VULL! GN PINIG S s QQ" JON —A Lk- 2; 7 U L 101 fu0; -S iH. i. AM 3 (T v F. ) s x LF T A P P IN C S.4 S' L SEALANT :BETWEEN WINDOWFLANGESMULLION 48 X 1-1/8 SEI F NG Sly.- s 1, % N i x 4 x "a TUBE M!-lL?*Ll-fl-N 00" 0 S.H. JAM 8 X 112 SF-i-F TAPPING SIMS SEALANT Br-TWEEC: WINDOW FLANGES INLAMiLLION 8 X 2 SEi 9- i i x 2 x 3/8 8 X 1/2 SELF APPLING SMIS UNE Blfl IWOOD;___ K Ey L T X T pp -L.N. @ P;CA M'Ui f iON Cu C.-KEip 0 HEALD; A —A =r X Pimij, I N X ; 7 X 3/8 N' Till." BE MULLION AB (TYP,,; Ily= nyL 4c- x TINS T Al i A T fflA NCHu'lRDIA, TAPUEN AFFIi SCR-Nd ANCHOR %TYF,% TAPPIN' G SMS B - WT i PISI $c-'A.L.4147 ---f --t"EN I 7 'ZillsWINDO-V FLANGES MULLION Q- X 1-t?2 SELF APR ING SMS s N X 4 X VS M U L L1 D N' SE4LAN EETWHN 41'09' 4' F!-A.NG-;7'S MULLION L iQN A—t"A (7" a AIL C A A JA 0 OETAPL F TYR' DEVAllu48 x i/2 SELF V 1 E WED` 7 RG t-A E'X T F R; 0 R TAPPING SMS N SEALANT EET-tWECEN- WINDOW PLANGES fil Nam' !_ TON 8 X TAPRING; SMS A i r i i SILL CLIP 114- f4lN. SILL B, T J-Alii ! L.RY P! ATC, NCkE xi ic--'-4 PEQUIRE 4-[)DTTONALONTERNATIONAL, INC. FLORIDA EXTRUDERS ISANFORD, FLORIDA TITLE: Z LE: L "'1". 1,000/11500 'FLANGE SHE T 1 OF V-1— u 7— SErT T(:- NS i LT HE R DESHEET 2 OF 2) FOR r 4pAC rDEST-'!- j`-1PRE-SSSURIE' t-1 TIES DRAWN BY: —rAPPROVED BY: I i . r% A mr.i. 0 Icy t, Air v. n-wr' SERIES 1000 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES CAPACITY CAPACITY 1 CAPACITY i CAPACITY CAPACITY ;CAPACITY 1 CAPACITY ;CAPACITY CAPACITY 7/16X3/81X2 /t 6x3/8; 1 X4X 1 /$ CAPACITY 1 X4Xi /8 CAPACITY 1 X4X3/8 CAPACITY 1 X4X3/8 i CAPACITY 2X4X3/8 WINDOW WINDOW 8iX2Xi/ TIP -TO -TIP 1 X2X 1 $ TUBE MULL 1 XZX3/8 TUBE MULL 1 X2X3/8 i X2 7/16x1/8ix2 7/16x1/s1x2 TUBE MULL TUBE MULL :TUBE MULL TUBE MULL TUBE MULL 'TUBE MULL4 TUB£ MULL 6 TUBE MULL TUBE MULL TUBE MULL CALL SIZE TUBE MULL SIZE 2 ANCHORS SECT. 4 ANCHORS 2 ANCHORS SECT. A) ?SECT. A-A(2) 4 ANCHORS SECT AHAR3 ' SECT.NAHAR3 SECTS2NAAR4SECTA-A(2) O - O ( ) SECTS4NAHA(4) SECTORSNAA(5) SECTORSNA-A(5) SECTNA A 6 1 SECTNA A 6) ! SECT. A- A(1) 732. 42 336.52 1692.83 336.52 732.42 336.52 732.42 791.81 1187.72 1791.81 1 1 187.72 1187.72 12 1 19 1 /8 X 26 336.52 119 1 /8 X 38 3/8 209.72 t 317.66 209.72 1429.55 209.72 I -_ 4 456.4fi 209.72 456.46 493.47 r 740.20 - 493.47 740.20 740.20 13 14 r-- 119 1/8 X 50 5/8 131 131.23_ 152.75 1177.46 152.75 193.92 -- 152.75 271.83 359.41 539.12 359.41 539.12 539.12 1479. 33 145 23 119 1/8 X 56 1 /4; 94.13 94.13 127.29 127.29 135.81 139.09 135.81 194.97 1319.55 460,17 319,55 282. 02 479. 33 423_ 03 1423,03 15 16 19 1/8 X 63 65.97 65.97 89.21 89.21 97.48 197.48 - 119.85 - 90. 09 136. 64 .282A2 90. 09 ' 212.62 423. 03 212. 62 296.98 296.98365.75 19 1/8 X 72 i 43.49 -_ 43.49 -__ 58.81 -- 36. 45 58. 81 _-_ 36. 45 64, 27 39. 83 zfi4. 27 39. 83 55.84 55._84 _ 131.79 131.79 i 184.08 184.08 ; 294.03 17 i 9 i/$ X 84 26.96 ' 2fi.96 572. 13 262.87 1541.20 262.87 572.13 262.87 572.13 618.52 927.78 618.52 1927.78 1927.78 1 H2 26 1 /2 X26 262.87 6 1 2 X 38 3 & i 57.93 1 239.21 157.93 323.48 157.93 343.74 3 157.93 343.74 371.61 557.41 371.61 557.41 i 557.41 1 H3 H4 6 1 /2 X 50 5/8 97.25 97.25 113.20 131,51 3.20 143.71 _ 1113.20 20i .45 266.35 1399.53 266.35 399.53 399.53 1 1 H45 6 1 /2 X 56 1 /4 69.43 69.43 1 93.89 93.89 j 100.17 102.59 100.17 143.81 235.70 339.42 1236. 83 235. 70 1207. 10 353. 55 310. 65 1353. 55 i 310.65 11- 15 26 1 2 X 63 48.44 i 48.44 1 65.51 1 65.51 171.58 71.58 8 88. 01 100.34 65. 86 207. 10 155. 44 155.44 217.1 1 1217.1 1 1267.38 1 H6 26 1 /2 X 72 _ 31.79 T i 31.79 42.99 142.99 t 46.98 4 96 _ 65.86 140. 64 95.93 95.93 133.99 133`99 214.02 1 H7 i 1 26 1 /2 X 84 19.62 t 19.62 1 26.53 26.53 1 28.99 28.99 40.64 22 37 X 26 ; 216.75 1471.75 216.75 E 471.75 1216.75 471.75 - 1216.75 471.75 f 510 j 765 510 765 431_ 36 765 1431. 36 23 i37 X 38 3 8 1 122.22 1 185.12 122.22 250.32 122.22 266.00 ; 1122.22 266.00 287.57 431.36 1287.57 7 X 50 5/8 173.34 73.34 185.36 99.17 185.36 1 108.37 85.36 200.86 301.29 200.86 301.29 13t 01.29_ 245 37 X 56 1 /4 51.97 1 51.97 70.28 70.28 74.98 176 74.98 107,65 - 176.43 254.07 i 176.43 - I 264_64 --I 264.64_ I - - 63 36 0148.70 48.70 1 53.21 53.21 65,43 i 74.5.9 -_` 153.96 176.06 153.96 230.94 230,94_-___._.___ 25 c 37 X _ ; 1 X 7 123.47 1372136. 01 2 3.47- 31.74 31.74 134.69 j 34.69 48.62 48.62 1114.76 114.76 131.61 1160.30 1 197. 41 26 37 X 84 14.39` i -- 14. 39 119.46 i 19.4621.26 12i :"2ta. 29.81 29.81_ T- 70. 36 i 70.36 1- 98. 27 98.27 1156.97 27 32 53 1/8 X 26 1 191.61 1 417.04 191.61 1394_49191.61 fi-- 417.04 r,191.61` aJ7.Q4 450.85 s676.28 j 450.85 676.28 347. 25 676. 28 f 347.25 33 3 1/8 X 38 3/8 98.38 149.02 j 98.38 201,51 j 98.38 214.14 A,380 .. . ,+2 4.14 231.50 347.25 231.50 34 3 1 /8 X 50 5/8 56.23 5 3 - 65.45 176.04 T_ 65. 45 83.09 65:45 - 11.6.47`.. 194.0di 0231.01 - f- 154. 00 1133. 48 231. 01-_ T231.01 345 P3 1/8 X 56 1 /4 39.32 39.32 153.17 153.17 156.73 t 58.10 _ 56.73 ` ' 81. 4 i - s 133.48 192.22 r 1200. 23 1200.23 35 53 1/8 X 63 = 26.92 26.92 36y40 36.40 39.78 39.78 r - 48. 91 j SS,T6 i t5.08 131.60 184. 77 1 15.08 97. 21 172. 63 1 18.41 172. 63 145. 82 36 j 53 1/8 X 72 17.34 17.34 23.45 23.45 25.62 1 25.62 135.92 135.92 - 121. 77 84. 77 151. 39 - 51.39 71.78 71.78 ` 1 120.81 37 4 53 1 8 X $4 1 10.51 ° 10.51 L14. 21 14.21 15.53 15.53 121.77 SERIES 1-000 & 1500 FLANGE VERTICAL FLORIDA EXTRUDERS INTERNATIONAL, INC SANFORD, FLORIDA MULLION DESIGN PRESSURE CAPACITIES te r. r. -- r, . w .-. r r r S r+ A *. I( iyP,` ` LN?_ . rL1-11 fUi_ SHEET 2 OF 2 rc,T I,A! JI !_ ` J C 1 0olu i J i NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED EACH END. DRAWN 19Y:. APPROVED BY: AT8) DESIGN PRESSURES GIVEN ARE FOR 1.5 X DATE: % K r` r SCALE: - L`L DWG.: 1 VMFLG r 2 CAULK BETWEEN WINDOW FIN & SHEATHING INSTALLATION ANCHOR 8 WOOD SCREW STUCCO BY OTHERS WINDOW HEIGHT PERIMETER CAULK BY OTHERS I' MIN. EMBEDMENT SHEATHING TWO BY WOODBYOTHERSBYOTHERS SHIM AS SSEENOTES) GLAZING <TYP.) SEE NOTES) t— WINDOW WIDTH 1/4' MAX. SHIM SPACE SHIM AS REO'D. TWO BY WOOD SEE NOTES) STUD BY OTHERS FLC NAwmeCl v SHIM,jLkSGLAZING SPACE rfFll F # <T SEE NOTES) GLAZING ( TYP.) SEE NOTES) FIN TYPE WINDOW FRAME HEADER FIN TYPE WINDOW FRAME SIWRBLE SILL CAULKPERIMETER STOOL BY OTHERS —\ BY OTHERS aINDOW WIDTH A j B 24' O.C. MAX. ( TYP.) WINDOW HEIGHT SPACE T YP.) L MAX. TYP.) 6' MAX. (TYP.) ELEVATION VIEWED FROM EXTERIOR INSTALLATION ANCHOR 7W0 BY WOOD 8WOODSCREW111BYOTHERSSTUCCO I BY OTHERS r RM CAULK BETWEEN , Y WINDOW , FIN SHEATHING SHEATHING BY OTHERS I' MIN. EMBEDMENT SECTION A= -A FIN TYPE WINDOW FRAME JAMB 4 I' MIN. EMBEDMENT SHEATHING BY OTHERS CAULK BETWEEN WINDOW FIN 8 SHEATHING PERIMETER INSTALLATION ANCHOR CAULK # 8 WOOD SCREW BY OTHERS STUCCO BY OTHERS SECTION B— B NOTES 1) SHIM AS REO'O. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1 /4". 2) WINDOW FRAME MATERIAL_ ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1" INTO WOOD BUCK. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD. SILL & JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME. 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR OUANTITY LISTED WITH NEXT LARGER SIZE. 7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUOERS 1500 AND 2000 SERIES SINGLE HUNG WINDOWS. DESCRIPTION DATE INI FLORIDA EXTRUDERS INTERNATIONAL, INC. SANFORD, FLORIDA TITLE: INSTALLATION DETAIL W/#8 SCREWS SINGLE HUNG FIN WINDOW - SERIES 1000,1500, & 2000 DRAWN BY:BB APPROVED BY: DATE: 12/ 13/0I SCALE: N. T. S. DWG.:FLEX0026 SHT I OF 2 C, nrc cn ur,.TvOn%l n ncinn 1i74A PHnNE 407 805-0365 FAX 407 805-0366 rKtro- wtu nr: rmuwV ' 6 - INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN HEAD & SILL EACH JAMCALLWINDOW UP TO 70 PSF UPSIZESIZE 2024 23 1/2 x 27 1/2 2 2 2030 23 1/2 x 35 1/2 2 2 2038 23 1/2 x 43 1/2 2 3 2040 23 1/2 x 47 1/2 2 3 2044 23 1/2 x 51 1/2 2 3 2050 23 1/2 x 59 1/2 2 3 2060 23 1/2 x 71 1/2 2 4 2070 23 1/2 x 83 1/2 2 4 2424 27 1/2 x 27 1/2 2 2430 27 1/2 x 35 1/2 2 2 2438 27 1/2 x 43 1/2 2 3 2440 27 1/2 x 47 1/2 2 3 2444 27 1/2 x 51 1/2 2 3 2450 27.1/2 x 59 1/2 2 3 2460 27 1/2 x 71 1/2 2 4 2470 27 1/2 x 83 1/2 2 4 2824 31 1/2 x 27 1/2 2 2830 31 1/2 X 35 1/2 2 2 2838 31 1/2 x 43 1/2 2 3 2840 31 1/2 x 47 1/2 2 3 2844 31 1/2 x 51 1/2 2 3 2850 31 1/2 x 59 1/2 2 3 2860 31 1/2 x 71 1/2 2 4 2870 31 1/2 x 83 1/2 2 4 3024 35 1/2 x 27 1/2 2 3030 35 1/2 x 35 1/2 2 2 3038 35 1/2 x 43 1/2 2 3 3040 35 1/2 x 47 1/2 2 3 3044 35 1/2 x 51 1/2 2 3 3050 35 1/2 x 59 1/2 2 3 3060 35 1/2 X 71 1/2 2 4 3070 35 1/2 x 83 1/2 2 4 3424 39 1/2 x 27 1/2 3 3430 39 1/2 X 35 1/2 3 2 3438 39 1/2 x 43 1/2 3 3 3440 39 1/2 X 47 1/2 3 3 3444 39 1/2 X 51 1/2 3 3 3450 39 1/2 x 59 1/2 3 3 3460 39 1/2 x 71 1/2 3 4 3470 39 1/2 X 83 1/2 3 4 3824 43 1/2 x 27 1/2 3 2 3830 43 1/2 x 35 1/2 3 2 3838 43 1/2 X 43 1/2 3 3 3840 43 1/2 x 47 1/2 3 3 3844 43 1/2 X 51 1/2 3 3 3850 43 1/2 x 59 1/2 3 3 3860 43 1/2 x 71 1/2 3 4 3870 43 1/2 x 83 1 2 3 4 4024 a7 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 a7 1/2 x 59 1/2 3 3 4060 47 i/2 x 71 t/2 3 4 4070 47 1/2 x 83 1/2 4 INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN CALL WINDOW HEAD & SILL EACH JAMB UP 'TO 70 PSF UP TO 70 PSFSIZESIZE 12 18 1/8 x 25 2 2 313181/8 x 37 3/8 2 14 18 1/8 x 49 5/8 55 1/4 2 2 3 3145 15 la 1/8 x 18 1/8 x 62 2 4 16 t8 1/8 x 71 2 4 17 t8 1/8 x 83 2 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 IH5 25 1/2 x 62 2 4 IH6 25 1/2 x 71 2 4 IH7 25 1/2 x 83 2 4 30 1/2 x 26 29 1/2 X 25 2 3301/2 x 38 3/8 29 1/2 X 37 3/8 2 3301/2 x 50 5/8 29 1/2 X 49 5/8 2 3301/2 x 56 1/4 29 1/2 x 55 1/4 2 4301/2 x 63 29 1/2 x 62 2 4301/2 x 72 29 1/2 X 71 2 4301/2 x 84 29 1/2 X 83 2 22 36 x 25 32336x373/8 2 2 32436x495/8 324536x551/4 2 42536x622 26 36 X 71 2 4 27 36 X 83 2 4 42 x 26 41 X 25 3 342x383/8 41 x 37 3/8 3 3 42 x 50 5/8 41 x 49 5/8 3 342x561/4 41 x 55 1/4 3 442x6341x623 442x7241x713 42 x 84 41 X 83 3 4 48 x 26 47 x 25 3 348x383/8 47 x 37 3/8 3 348x505/8 47 x 49 5/8 3 3 48 x 56 1/4 47 x 55 1/4 3 448x6347x623 48 x 72 47 X 71 3 4 49 x 84 47 x 83 1 4 32 52 1/8 x 25 3 2 333521/8 x 37 3/8 3 334521/8 X 49 5/8 3 345 52 1/8 X 55 1/4 3 3 35 52 1/8 x 62 3 3 4 36 52 1/8 x 71 3 4 37 52 1/8 x 83 3 4 N DATE INI FLORIDA EXTRUDERS INTERNATIONAL, INC. SANFORD, FLORIDA TITLE: INSTALLATION ANCHOR CHART SGL. HUNG FIN WINDOWS - SERIES 1000 , 1500 & 2000 DRAWN BY:BB APPROVED BY: nATF- I p/ i R/ni 4CAI.F.: NTS DWG.: FLEX0026 SHT 2 OF 2 1000 S.H. 1 X 2 X 1/8 1000 S.H. JAMB (TYP.) TUBE MULLION JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS . SECTION A -A (1 ) 1 X 2 7/16 X 1/8 1000 S.N. TUBE MULLION 1000 S.H. JAMB (TYP.) JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (3) 1X4X1/8 TUBE MULLION JAMB ( P.) JAMB (TYP.) 8 X 1/2 SELF TAPPING SMS L SEALANT BETWEENWINDOWFRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (5) 1 X2X3/8 TUBE MULLION 8 X 1/2 SELF TAPPING SMS 2X4X3/8 SEALANT BETWEEN TUBE MULLION WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (2) 1000 S.H: 1 X 2 7/16 X 3/8 JAMB (TYP.) TUBE MULLION 8 X 1/2 SELF TAPPING SMS 1 1/8' MIN. EMBEDMENT j TWO BY WOOD BUCK BY OTHERS MULLION 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN SEALANT BETWEEN # 8 X 1-1/2 SELF WINDOW FLANGES WINDOW FRAME TAPPING SMS & MULLION MULLION SECTION A -A (7) 8 X 1-1/2 SELF TAPPING SMS DETAIL C SECTION A -A (4) 1 X 4 X 3/8 ,1C TUBE MULLION vao r-QIlTR A A 8 X 1/2 SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME MULLION 8 X 1-1/2 SELF TAPPING SMS SECTION A -A (5) DETAIL C SHEATHING INSTALLATION ANCHOR #8 WOOD SCREW (TYP.) EXTERNAL MULLION INSTALLATION CLIP APPLIES TO HEAD & SILL WHERE 1" X 4" 2" X 4" TUBE MULLIONS ARE USED APPLIES TO HEAD & SILL WHERE 1 " X 2" 1- X 2 7/ 16" TUBE MULLIONS ARE USED INSTALLATION ANCHOR DETAIL B #8 WOOD SCREWF(TYP) ILL CLIP] L 11/8' MIN. EMBEDMENT SHEATHING AUXILIARY PLATE FOR ADDITIONAL ANCHORS, WHEN REQUIRED) 0 j p p 8 SELF TAPPING SMS (TYP.) DETAIL B MULLION ELEVATION Q VIEWED FROM EXTERIOR FLORIDA EXTRUDERS INTERNATIONAL, INC SANFORD, FLORIDA ITM:SER. 1000/1500 FIN SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEE OTHER SIDE ( SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: MSH I APPROVED BY: DATE: 2/ 6/ 0 2 SCALE: N T S DWG.: 1 V M F I N zr Plr-cz' 1 nnn k 1 rinn FIN VERTICAL DESIGN PRESSURE CAPACITIES CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY CAPACITY WINDOW WINDOW t X2X 1 /8 1 X2X1 /8 1 X2X3/8 1 X2X3/8 I X2 7/16X1 /8 1 X2 7/16X1 /81 X2 7/16X3/8 I X2 7/16X3/8 1 X4X 1 /8 - 1 X4X 1 /8 1 X4X3/8 1 X4X3/8 2X4X3/8 CALL TIP -TO -TIP TUBE MULL TUBE MULL TUBE MULL TUBE MULL TUBE MULL2ANCHORS TUBE MULL 4 ANCHORS TUBE MULL 2 AN TUBE MULL 4 ANCHORS TUBE MULL 4 ANCHORS TUBE MULL 6 ANCHORS TUBE MULL 4 ANCHORS TUBE MULL- 6 ANCHORS TUBE MULL 61ANCHORS SIZE SIZE 18 1 /8 X 25 2 ANCHORS SECT. A -A l 201.83 4 ANCHORS SECT. A -A 1 403.67 2 ANCHORS SECT. A -A 2 2 1.83 4 ANCHORS SECT. A -A 2 403.67 SECT. A -A 3 201.83 SECT. A -A 3 403.67 SECT. A -A 4 201.83 SECT. A -A 4 403.67.- SEC1 h A. -A 5 403.67 SECT. A-A(5) 605.50 SECT. A -A 6) 403.67 SECT. A -A 6 605.50 SECT. A- 7) 605.50 12 18 1/8 X 37 3/ 125.78 251_.57` 125.78 251.57 125.78 251.57 125.78 251.57 251.57: '° 377:3.6. 251.57 377.6 377.36 13 18 1 /8 X 49 5/8 91.61 129.63 91.61 178.41 91.61 183.23 91.61 183.23 183.23 274.84 183.23 274.84 - 274.84 14 81.45 92.98 81.45 127.97 81_.45 136.55 81.45 162.91 162.91 244.36 162.91 244.36 244.36 145 18 1 /8 X 55 1/AI/A 18 1 /8 X 62 65.16 65.16 71.88 89.68 71.88 95.70 71.88 135.52 143.77 215.66 143.77 215.66 215.66 15 18 1 /8 X 71 42.96 42.96 59.13 59.13 62.15 63.09 62.15 89.35 124.30 186.46 124.30 186.46 186.46 16 18 1 /8 X 83 26.63 26.63 36.65 36.65 39.11 39.11 52.64 55.38 105.29 128.92 105.29 157.94 157.94 17 157. 66 315.32 315.32 472.98 315.32 472.98 472.98 1 H2 25 1 /2 X 25 157.66 315.32 157.66 315.32 157.66 315.32 25 1 /2 X 37 3/8 94.72 189.44 94.72 189.44 94.72 189.44 94.72 189.44 189.44 284.17 189.44 284.17 284.17 1 H3 1 H4 5 1 /2 X 49 5/ 67.89 96.07 67.89 132.22 67.89 135.79 67.89 135.79 135.39 203.68 135.79 203.68 203.68 1 H45 5 1 /2 X 55 1 / 60.08 68.58 60.08 94.39 60 D8 ' 100.72 60.08 120.16 120.16 180.24 120.16 180.24 . 180.24 1 H5 25 1 /2 X 62 47.85 47.85 52.79 65.86 52.79 70.28 52.79 99.52 105.58 ` 158.37 105.58 158.37 1 H6 25 1 /2 X 71 31.40 31.40 43.22 43.22- 45.43 46.12 45.43 65.32 90.87 136.31 90.87 136.31 136:3i 1 H7 25 1 /2 X 83 19.38 19.38 26.67 26.67 28.46 28.46 38.32 40.31 " 76 64 = 93.84 76.64 1 14.9fi 14 96 130 260 260 390 260 390 390 22 36 X 25 130 260 130 260 130 260 23 6 X 37 3/8 73.30 146.60 73.30 146.60 73.30 146.60 73.30 146.60 146.60 219.91 146.60 219.91 219.91 24 6 X 49 5/8 51.20 72.44 51.20 99.71 51.20 102.40 51.20 102.40 102.40 153.60 102.40 153.60 153.60 245 36 X 55 1 /4 44.97 51.33 44.97 70.65 44.97 75.39 44.97 89.94 89.94 134.91 89.94 134.91 134.91 25 36 X 62 35.57 35.57 39.24 48.96 39.24 52.24 39.24 73.98 78.49 117.73 78.49 117.73 117.73 26 36 X 71 23.19 23.19 31.91 31.91 33.54 34.05 • 33:54 48.22 67.09 100.64 67.09 100.64 100.64 27 36 X 83 14.21 14.21 19.56 19.56 20.88 20.88 29.56 - 29.5.6 56.21 68.83 56.21 84.32 84.32 114. 92' 229.84 _ 223.84 344.77 229.84 344.77 344.77 32 52 1 /8 X 25 114.92 229.84 114.92 229.84 114.92 229.84 33 52 1 /8 X 37 3/ 59.01 118.02 59.01 118.02 59.01 118.02 59.01 118.02 1 1.8.02= 177.03 118.02 177.03 : , 177.03 34 52 1 /8 X 49 5/ 39.25 55.54 39.25 76.45 39.25 78.51 39.25 y' 78.51 78.51 117.76 78.51 117.76 117.76 345 52 1 /8 X 55 1/4 34.02 38.84 34.02 53.45 34.02 57.04 34.02 68.05 S8.05 = 102.07 68.05 102.07 102.07 35 52 1 /8 X 62 26.59 26.59 29.33 36.60 29.33 39.05 29.33 55.30 58.67 88.00 58.67 88.00 88.00 36 52 1 /8 X 71 17.13 17.13 23.57 23.57 24.78 25.15 24.78 35.62 49.56 74.34 49.56 74.34 74.34 37 52 1 /8 X 83 t 0.38 10.38 14.29 14.29 15.25 f 5.25 _ ,, 20.53 2 i .59 41.06 50.27 41.06 61.59 61.59 SERIES 1000 & 1500 FIN VERTICAL y _ FLORIDA EXTRUDERS mmNAnONAL, are sarrFoxD, i.oDA MULLION DESIGN PRESSURE CAPACITIES rri2, l;: DESIGN PRESSURE CAPACITIES F I N SHEET2OF220C VERTICAL MULLIONS - SER. 1000 & 1500 NOTE: A) NUMBER OF ANCHORS NOTED FOR 18 SCREW FASTENERS REQUIRED AT EACH END. DRAWN BY: JBH APPBOVEO_ BY: ON nCCi/lAl DDCCCItDCC CtVCAI ADC Ml? 1.S X rt ir't/ irrt ......._- r, , , .-- 4 tIIArTAt nF `] C r SHEATHING BY OTHERS STUCCO _ OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS SHIM AS RE'R'D SEE NOTES) CAULK BETWEEN DOOR FLANGE L SHEATHING T is "-:+ra1 ..., w-&.:LL.s'Lu Z.. •:i ., IT Cf SLIDING GLASS DOOR FRAME SILL INSTALLATION ANCHOR a8 SCREW TWO BY WOOD BY OTHERS 1/4' Max. SHIM SPACE 1-1/8' MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT p EMBEDMENT d o 1-1/4' MIN, v LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/16' DIA. TAPCON SECTION A -A DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB { TEMPERED GLASS TYP.) PERIMETER CAULK BY OTHERS SECTION B-B 4' MAX. SHIM SPACE TWO BY WOOD m-l1-I/8 MIN. BY OTHERS EMBEDMENT SLIDING GLASS HOOK STRIP SHIM AS REQ'D. SEE NOTES) INSTALLATION ANCHOR S. SCREW CAULK BETWEEN DOOR FLANGE 8 SHEATHING SHEATHING BY OTHERS TEMPERED STUCCO (TYP.) OR SIDING BY OTHERS SLIDING GL..__ INTERLOCK EXTERIOR ELEVATION 2 PANEL DOOR SHOWN INSTALLATION ANCHOR WOOD RS ULK BETWEEN IOK STRIP a IEATHING HOOK STRIP DETAIL 1-1/8' MIN. EMBEDMENT NOTE 1) DOOR MATERIAL- ALUMINUM ALLOY 6063. 2) #8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/8' INTO WOOD. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. FOR THE APPROPRIATE DESIGN PRESSURE REW D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE L 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 1S tPPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. la) JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 11) ' SHIM AS REQ'D. AT EA. SET OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK TO BE 1/4'. 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS- 13) WHERE 'X' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS 'A -A', 'B-B' 6 HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS. 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. REVI DESCRIPTION DATE INI EXTRUDERSFLURIDAINT. INC. SANFORD FL. TITLE: SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS DRAWN BY: BB I APPROVED BY: ATE: 12/17/01 SCALE: NTS DWG #FLEX0027 SHT I OF er nine 177AF. af1T_Rn5-OAS OGY 407-803-0366 A it, NOMINAL DOOR SIZE AND CONFIGURATION 4068 XX, OX, XO 5068 XX, OX, XO 6068 XX, OX, XO 8068 Xx, x, xO 10068 XX, OX, XO 5080 XX, OX. x0 6080 XX, OX, XO 8080 XX, OX, XO 10080 Xx, OX, XO 50100 XX, OX, XO 60100 XX, X, XO 80100 XX, OX, XO 9068 OXO 12068 OXO 15068 OXO 9080 OXO 12080 OXO 15080 OXO 90100 OXO 120100 OXO 9068 XXX 12066 XXX 15068 XXX 9080 xxx 12080 XXX 15080 XXX 90100 XXX 120100 XXX 10068 OXXO 12068 OXXO 16068 OXXO 10080 OXXO 12080 OXXO 16080 OXXO 100100 OXXO 120100 OXXO 160100 OXXO 10068 xxxx 12068 XXXX 16068 XXXX 10080 XXXX 12080 XXXX 16080 XXX-X 400100 XXXX 120100 XXXX 160100 XXXX 8 SCREW INSTALLATION ANCHOR CHART DOOR. SIZE 48 X 80 60 X 80 72 X 80 96 X 80 120 X 80 60 X 96 72-X 96 96 X 96 120 X 96 ' 60 X 120 72 X 120 96 X 120 109 1/8 x 80 145 1/8 X 80 181 1/8 X 80 109 1/8 X 96 145 1/8 X 96 181 1/8 X. 96 109 1/8 X 120 145 1/8 X 120 106 5/8 X 80 142 5/8 X 80 178 5/8 X 80 106 5/8 X 96 142 5/8 X 96 178 5/8 X 96 106 5/8 ,X 120. 142 5/8 X 120 119 5/8 X 80 143 5/8 X 80 191 5/8 X 80 119 t/8 X 96 143 5/8 X 96 191 5/8 X 96 119 5/8 X 120 143 5/8 X 120 191 5/8 X 120 11 1/4 X 80 141 1/4 X 80 189 1/4 X 80 117 1/4 X 96 141- 1/4 X 96 189 1/4 X 96 117 1/4 X 120 141 1/4 X 120 189 1/4 X 120 QUANTITIES IN HEAD & SILL UP TO 1 46 PSF TO 1 61 PSF TO 45 PSF 60 PSF 70 PSF 6 6 6 6 6 6 8 8 8 10 10 10 2 12 12 6 6 6 8 8 8 10 10 10 12 12 12 6 6 6 8 8 8 0 10 12 12 12 14- 14 14 16 : 16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14 ` 14 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 16 12 12 12 4 14 14 12 12 12 14 14 14 18 18 18 12 12 12 14 14 14 18 18 18 12 12 12 14 14 14, 18 18 19 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 16 1.2 12 12 14 14 14 16 16 19 QUANTITIES IN EA. JAMB UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 g 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 8 8 8 8 8 8 10 F - 10 10 1.0 10 10 10 12 12 12 12 12 12 12 12 12 8 8 8 8 8 8 UANTITIES IN EA. HOOK STRIP UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5. 5 5 5 5 5 5 5 5 5 6 6 6 6 6 7 6 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 7 8 5 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5• 5 6 7 8 6 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5= 6 7 8 6 7 8 6 7 8 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 7 8 5 7 8 7 A S1 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 5 ANCHOR NOTES. 1> FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIES'. FLORIDA EXTRUDERS INT. IN. SANFORD, FL. TITLE: SLIDING GLASS DOOR INSTALLATION WITH B8 SCREWS ENGINEER DRf* BB DATE' 12/21/01 DISCIPLINE: CIVIL SCALE` N.T.S. "o- FLEX0027 FL- REG- Np- 471R? REV. LETTER= SHEET. nf. m. i O.N. GARAGE DR WIND LOADS BA51C WIND SPEED = W MPJa. (FASTEST MILE) 110 MPJ4. (3 SECOND GUST) WIND IMPORTANCE FACTOR = is WIND EXPOSURE CATEGORY = B APPLICABLE INTERNAL PRESSURE COEFFICIENT z 0.18 INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS = *22 , -16 PSF ROOFS = +20 , -20 PSF 30 P5F AT OVERHANGS) VANGUARD/FOX & JACOB ORLANDO DIVISION GENERAL NOTES SHEET INDEX 1. DO NOT SCALE THESE DRAWINGS: WRITTEN DIMENSIONS AND NOTES SHEET NO. SHEET NAMESHALLCONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE BEGINNING WORK. C COVER SHEET 2. ON-51TE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL Al FOUNDATION PLAN, FOUNDATIONBETHERESPONSIBILITYOFTHESUB —CONTRACTORS. EACH 5U13—CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER DETAILS, WALL SECTIONS OUE5TIONS PERTAINING TO THE DRAWINGS AND/OR SPECIFICATIONS, A1.1 FOUNDATION DETAILS, CONT. 3. IT IS THE INTENT THAT THESE DRANIN65 BE IN CONFORMANCE WITH THE 2001 FLORIDA BUILDING CODE, AND ALL APPLICABLE LOCAL, CITY, A2 1 st & 2nd FLOOR PLANS COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAIN*, REGULATIONS AND RESTRICTIVE COVENANTS 6OVERNIN6 THE SITE OF WORK. A3 EXTERIOR ELEVATIONS 4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND A4 ELECTRICAL PLAN, INTER. ELEVATIONS, PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR ELECTRICAL RISER, PLUMBING RISERREQUIREDBYANYCODEWITHJUR15DICTIONTOCOMPLETETHEIRSCOPE OF WORK. A5 LINTEL DIAGRAM 5. ALL 34"X22" AND 36"X24" PLAN5 ARE DRAWN TO SCALE 1/4" = I'-C", A5.1 PRECAST LINTEL TABLESEXCEPTFORTHESIDEANDREAREXTERIORELEVATIONSWHICHARE DRAWN TO 115" = 1'-0". ALL OXII PLANS ARE DRAWN TO THE SCALE A-6 FLOOR/ROOF TRUSS LAYOUTS, 115" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/16" = 1'-0". TRUSS DETAILS A-6.1 STRAPPING SCHEDULE S1 STRUCTURAL DETAILS S2 STRUCTURAL DETAILS S2.1 STAIR DETAIL S3 STRUCTURAL DETAILS ENGINEERED BY: NANGARD/ Fox & JACOBS I..— ITRCANEIERNE 4M rn-OM Fft n4-e4n A. 8W S*M3 AUNOOe SIr6S R r7ri ieons a moo" ey nae F tYiASO SMNOLES FIBEFASLAS6OVER 15• FELT OVER 841NGLE5 OVER T/ I6' ObB. OR VJ' CDX So FELTOVER'E/16' R- 15 NSU_ 09B. OR yr CDX WOOD, TRUSSES STRAfY£D R-1.3INS,L WOOD TAM" 1, A,4,), AS SNOIW C04 TFJJ06 L STRAPPM AS SM004 LAYOUT ON Ta186 LAYOUT DO P.T. OVER Dab CDR ORY> EdJ_L DQ P.T. OVER DID ORCONT. ALUM. FA.SCWCDR OVER D(B OVER Dab etWASCtA W/ DRT9tALL OVER SU9FACIA CENT. ALU'L ORTWALL CONT. At_U"L VENTED SOFFITr Dal FilRW4G OVER VENTED 60 OVER DO iilpZRY R-5 WALATIQJ LINTEL BLOCK W/ OVERR-5 NSUL. LINTEL BLOCK WA S BAR I -5 BAR IVI DOW UNIT PRECAST WT1 (1) • 5 GLEN 6 FT OR Cd€ATER 3ti' CONG SLAB W/ PRECAST FI0ERM' IESH OVER 6 CONC. SILL ML VAPOR BAIRRIER MASONRY FW-44OVER AATE , CTU CtU BLOCK Wa'5 DO IELS WOVERELL _ SWOW4 LOCATIONS ry ON FOUNDATION PLAN V= Z m f: GRADE 7 • 5 BARS I ALL SECTION O WINDOW: CMU-ONE STORY AWFIBER3LASS SHINGLES OVER t5• FELT OVER T/16. 066 STRAPPED AS SNOVN ON TRJISS LAYOUT PT. DO OVER "CDR OVER VY 2X6 SIOFA4SCIA W/ CONT. ALUM. VENTED SOFFIT NOTED CH PLAN WRIIDOW UWT 2X WOOD STUDS • 16" OL. TB' STUCCO ON MTL. LATH OVER W FELT OVER 1/16" 2X BOTTOM PLATE ON 3/4' T 4G098. 2X4 CONT, BAND BOARD FLOOR TRU" STRAPPED AS 5WOLLN ON TRU55 LAYOUT O' ORYi[NLER LINTEL BLOCK OVER DO WA • 5 BAR R45ULA, TION LINTEL SGFWEN 3VT' CCNC. SLAB W/ FIBERMESN OVER 6 tuL VAPOR BARRIER _ MASONRY FIN $;4 OVERTERMITE- TREATED, WELL OVER CM BLOCK COMPACTED FILL cm BLOCK WITS BAR • Wom LOCATIONS ON FOLWAUCH PLAN m 7 Z GRADE I,- 3 • 5 BARS WALL SECTION-O FILLED CELL TWO STORY WDSTEM WALL - SINGLE LINTEL Sty' CONIC. SLAB W/ FIBEWESH OVER 6 ML VAPOR BARRER OVER TE12'&TE-TREATED. WELL COMPACTED RLL- MASQNR' T F WUW OVER CMS BLOCK U 5 DOYELS SAWOON LOCATION& ON FONNATIOH FLAN I • [ V T GRADE 2. 5 a- WALL SECTION:CMU-ONE STORY -MONOLITHIC -SINGLE LINTEL AFIBERGLASS SHPYLES OVER 6•FELT OVER 51L Vf6' OSB OR VJ' COX WOOD TRUSSES Ir-rSTIW3R ED YN STRAPPAsSNOcEUPLLEON TRM38 LAYOUT TREAOEI P.T. OQOVER DO CDR O3r nor OVER ]Jc6 SUBFASCIA P7Q' STL W/ CONT. A) JM t4k% R R-19 MUL. SOFFIT 1/2" DRYWALL DBL Dm EADE32 FOR 4'-6' MAX. OP94NG. ALTERNATE 2-STORY DALE ZX- TOP DBL2XIO HEADER FOR d ATc 5'-9" MAX oPeuw LINO. ATTACHMENT(WOOD/WOOD) t/J' DRYUTALL OVER DO PURRING. OVER R-5 MIX - WINDOW UNIT_ OVER 6 ML VAPa BARRIER OVER T COMPACTED FLL UAftDON UNIT 7X WOOD STUDS • I6' O:C. III/ R- 0NS L 1W STUCCO CHMTL. LATH OVER 6•FELT OVER 146' 09B. OR I/ 2" CDX 2X BOTTOM PLATE ON 3/4" TOG PLYt%:)M 2X4 CONT. BAND BOARD FLOOR TINS9 STRAPPED AS SNOUH CH TRITTiS LAYOUT OR DTL WENT. 'D5' OR ALT. 2-STORY ATTACHMENT DTL. 51,60m LINTEL BLOCK WA • 5 BAR PRECAST INT14 N • 5 W4EN 6 Fr OR GREATER PRECAST CONC. SILL cm HAS. FNSH OVER CMU BLOCK W0 DOUELS POSH LOCATIONS ON FOUNDATION PLAN NCIRADE 3 •5 BARS 20* WALL SECTION -FRAME OVER CMU: TWO STORY WASTER V2' STRA.ICi/ T COLRJNG VZ TREATED I= t! P x B' Aa ar ac ALTERNATE 2- STORY ATTACHMENT( BLOCK/WOOD; LINTEL FILLED SV W 5GOUT. al 1 VERTICAL REBAR SEE FLAN SINGLE COURSE UNTEL 3 = 3tY' CSC. SLAB S. fV3ER'Ee+1 NCH LOAD opr: 3Iy GQFC. BLIFBaLFFaeaESHOVER6M8VAPORSAMOMOVERbFFLVAPOR RAARTtERR OVER TREATED 1 - I, IEEAR CONE. OVER TREATED CM) COMPACTED 11L OV OVER b ML VAPOR BARRIER COPACTED FILL S O.' ER TIWATED COMPACTED FILL 3 a S 1.5 FZEBAR CQ'TT. VAPOR A 3OVER T BARRIER FwexT1..4Tt>7 y ` • I • - .' GRADE `IGI7ApECQPACTEDMLLM,• 1, 3 • y B+1Rg 70' • 2 15 BrW! .r- THICKENED SLAB NON BEARING DEPRESSED SLAB MONOLITHIC SLAB -CMU X Z 1MONOLITHIC SLAB_- CMU GOENTRY - CONC. PATIOS NON -BEARING ®GARAGE ONE STORY TWO STORY 25, colaEli t3AR eV srD. 140OH. Nta4. LAP 3 VJ' mNlc, SLAB . PBEPI ES4 31y' COTS. SLAB W OVFR b ML VAPOR. BAD FIBEI@ESH OVER 6 NHL. DYER TiZ£.AT® CO- PACTEC FILL VAPOR BARRIER OVER 5 BAR TREATED COI•PACTED FILLSVARIESS \ • s 1lowz BAR CMU CONC, FILLED TOP COURSE 1RESAR• 3 •5 1® AR CONT. l:r 10IONOCKePRESSLAMS W/ BRG. LBR LINTEL BEAM Ar0_GARA7GE- 2 STORY NWA 02Y REINFORCING CHAIR BLOCK UNDER FRAME WALL SECTIONS ,4ND FOUNDATION DETAILS: MONOLITHIC sCAF P. V4• = r-O' CO _ Pdt10 YOKES PATIO" T- ----- 1 o o PREGI6T S. SD THRESHOLD 4'-I®' 3 0' 5'- S' 41-V 4.2' S'-,e 1 0 t 1 1 t 1 1 I I 1 I i FOUIDATION SLAB NOTE: H i 3 1!2' CONE- SLAB w/FIB 14 1 OVat b ML VAPOR BAfZRlER ON ' g t GLEAK PBL COWAGT® TERFSTE- 9 RESISTANT TREATED FILL OR I REGPoAT 2' SYSTEM (TYPJ I AL CRAM I 1 1 1e 1 1 I 1 I I b BINam I JL-ti-- ---------------- ----------- 1 1 f1I { 1 i 1 oFe 1 Moelar 1 1 6 1 g G I I 24) 04*W { T41C CO(CC, PAD I I AC CHASE I I 06T3hb EN 1 1 061 I 3'-M1 i v Z•_T. 3._6. l I 1 I I I III 7e'-a• 1 G791" OPT. LAV 1 1 , I I I 1 I 1 1 11j - - - - - 3-4 r DOIN I I Z AAT 1 I I AL CFIASE AC I Ck&% I1t I J1 ' J-__ _______________ ____ nTWO STORY'FvoouF 1 ONE STORYI VOTES I L t I 3 9 1 9 vAazEti G , x THK COW. PAD f` W3J' 5'0 EN 1I -- --- 1 1 1 • K3TE. TTReatF LINTEL I2iGABLEENDDETAILSHEET G I Arb-B (ELEV. V ONLY) I t ) x 1 i 9 e f G XG' T-0' 5'-0' 1 --- 3/ 4' RECESS AT CTARAliDOOrtlMAXIMUMSPACINGOFFILLEDCELLSNERD TEO CELLS THAT CAN RESIST A 100 MPJL LOAD DESISN V(ALL PRE5,EiW T = 22 PSFMAXIMUI AUDWAE3I_E TENSION ON HOLLOW CORE LISTS 15 25 PSI. - ALJ. 53 TABLE OJ Smm" RJR L-. ePARTIALLY GIROUEEO WILL = ctSL43" tTLASOtARY 5TRICTL1;5_-. ALJJ M- A•I A36S-WL"Zf aXT- 9i43.1.93.4 Fr. USE 8-0' NOFML SPAONE. - 9'-e CELMi WXIFS - 13H USE W-0- HORIZ SPAUH6 - KrAr TO 17-W CELRG MAX. 16E v_cr HImL SPACING - v_w TD IB' CEL4S MAX a ADD LINTEL W N aS COW.. 9'- 4. NET. (-/- S7 wKRICA'NE ENGINEERING 45T) 774-WU RX ( 40) 77.- 41477 va. WK 14RU ADI014 SPMCL FL 32M SOUS L Alfa VF) 41M• TINS STIaLTUIE W15 SEEN DISZHIED TO MET OR OLE® TE No MPJL 3 4srrM MISTS WO LJOAD R931AREMENTS OF THE STAImA1W91LANG CODE 2001. FOUNDATION PLAN SCALE - 1/4'= r-O7' MA 0 14 N 0 o eA a x A Zo0 O 1: W DO vv o ` oLLLL Z V(Lw ZOO'' I— 3 1 z 0 Q coJ 2:3ZQ oo LL HfI0 M fit fill F• VLtie.. c e. Fc 4• w. Fy. dmW-dDr-- a aa•..F W bnw design aiwd+d FrF awda1K01-72- 0T f_ sheet Al Of ANCHORAGE TAPCON: BLOCK TO EXT, FRAME SHEAR STRENGTH )K CONNECTION (TYP. 5PACNG) TAPCON: 3/16" s ir O.c. EXP. BOLT:i/2" B 48" OCc SHEAR STRENGTH ANCHOR ANCHOR LIGHTWEIGI-IT DIA. EMBEDMENT HOLLOW BLOCK 3/16" 1-112" 846 LBS, 1/4" 1-1/2" 1015 LBS. J -BOLT: 1/2" . 48" OL. X TEST REPORT 11 150-20068/ PROFESSIONAL SERVICE INDUSTRIES,NCSEE MFG. SPECS. FOR BIT SIZES 4 TECHNICAL INFORMATION EXPANSfON BOLTS: i RAWL S PRODUCT LOCATI(Dt, EMBEC DIA. MN. EDGE ALLOWABL LLOWABL DEPTH DISTANCE PULLOUT SHEAR GROUTED RAWL-BOL MASONR 25„ I/2" i 5" 161 LBS. i165 LBS. BAWL-BOL CONCRE 3-- IR" 2.5" 1831 LBS. 2531 1-155. DETAIL DENOTES PIPE PASSING THROUGH STEM WALL DETAIL DENOTES PIPE SLEEVE SHALL BE PASSING THROUGH FOOTING GROUTED SOLI 2 SIZES LARGER THAN AROUND PIPE PIPE PASSING THROUGH SLEEVE SHALL BE SLEEVE /\ 2 SIZES LARGER THAN i v PIPE PASSING tNROUGH mq4 THICKENED SLAB UNDER SEE FOUNDATION PLAN FOR REBAR OUANTITY 5 REBAR WITHIN FOOTNG —Y ' Wi L CONGRETE FOOTER W/ 25" MIN. SPLICE OVERLAP (SEE FOUNDATION PLAN FOR SIZE) TYPICAL FOOTING DETAIL O M J W 0 r. PE z O U J f-- W z O 0 z Z) 0 tE r-e 1z•-e• rr-a• 3'-0' yea (s22/ -24} SH-25 (.22/ -24) - E6RE% MOE% SH-25 (*22/ -24) MOW •d BEDRM '3 o r- 7w BEDRM 02 eaa CA V RR 1. om TTFU% Ufm RR s Ra su err FOhff s Ra 21-5' 1'-1. I'- • T-4} r-4' b'-4' 3'-1' 3'-1' -e' T-T• eves eFsan Mee --- MIS fsaeelfala NR+e ,-cPcvw r r-a' T. l2x4 WALL W -4- l41• M. WALL CAP, TTPJ n O SH-23 aZZ/-29jppeTr R OoflG if ena dQ¢f AIR WMDLER TO IIivE O09l TgE6GIDBRCa MK CF O CLEARANCE C N ALL 6M& A47 BCLOWW SPACE SHALL BE MK Q' 1 W eR THAN APPLIANCE ip ' Ijrit 4• S' 3f10" •_. J. II MDR I 95 Tv wee CARET RR n s RAT ol NOTE: AND CL BEDRf'1.'6 1•-. • s ROOM BED '6 OPT. s FLAT ku OBt_-25 a21/ -28) 40'-V 2nd FLOOR FLAN SCALE = 1/4'= 1'-0' STAIR INFORMATIO{V L ljWS OF& • V-r AFF_ HEGHT, 9'-4' O LE/GNT. 11'$' WM ALL Kg3WR 6W TO OE 3 Vr s 1 rtb..I R!15875: 6 C 15' EALH of ELEVAm l4 S . 11111 TRE. 14 ® K' EACH AQ, ET. CALCULATIONS let FLOOR r" f 2 d FLOOR vsl TOTAL LIVNG AREA 3OI6 LANK O t Baw 490 07ER 0+ GARAGE 401 i TOTAL AREA UNDER ROOF m" PATIO 40 TOTAL AREA 35M Off. C UIGOIOR 2nd FLOOR FLAN SCALE = 1/4'= 1'-0' STAIR INFORMATIO{V L ljWS OF& • V-r AFF_ HEGHT, 9'-4' O LE/GNT. 11'$' WM ALL Kg3WR 6W TO OE 3 Vr s 1 rtb..I R!15875: 6 C 15' EALH of ELEVAm l4 S . 11111 TRE. 14 ® K' EACH AQ, ET. CALCULATIONS let FLOOR r" f 2 d FLOOR vsl TOTAL LIVNG AREA 3OI6 LANK O t Baw 490 07ER 0+ GARAGE 401 i TOTAL AREA UNDER ROOF m" PATIO 40 TOTAL AREA 35M Off. C UIGOIOR Ililllllllllllill.!lIINIIlIIIIC7 L!l111lI111111U .} GIIIIfM .71111fllllii_1111- i wrr+...er- I 1 II#:f i=llllllhECIf11711111111111_l l 1 r• A Ist SCALE = V4'= r-O' ALL STFMTURAL WOOD HEADERS 11 TO BE DOUBLE 2' X 10' UNL.ESS NOTED OTHERIIRSE ALL BTRUGTURAL WOOD FEADERS SEELOUNDATION PLAN FORt0SEDOUBLE2' X W' UNLESS NOTED OTHER UNSE FILLED CELL LOCATION. WNRICANE ENGINEERING n "*-" a fm (+On TIFwn A. ao. Nana OLMO R 3F%N R a JVM b a 0008" r ti a# rZ S:5 404P ko O J LL LL W rb J bpi 0Ei sill h s 2 allslua dm w dNir-d br, d db•n br. d -d..W awed bI[ b•- d.x M,4 sheet A2 Of: 6 6 TEXTURED MASOWY s~ 5CJXRED MA-WbW COLUMN DETAIL SCALE _ %'= I - - 0 - — COMP. SHW-LES C 71P. Sk4lr,LE5 ROOF PIT( FW a1 5 LEFT 5IDE ELEV. SCALE _ /8"= 1'-0a— r son I 1 11 Emmons son FRONT ELEVATION SILLI44 J SCALE = 1/4"= P 0" 2• T[d155 BEkR4Y1 --- F RIDGE VEM et JfY FMI9HS14FLOOR 4. t1450NRY JT r 4F Y FMI51-I FLOORFMISHGRt )E m Carl.F. OFF RIDGE YEN( ROO, PRC 4 514WGLES - R 5 4' TPoISS (.K1gPo__. FMISH—FLOOR FMISN GR4DE m. RIGHT 5IE)E ELEV. OMP. S141W,LES — OFF RIDGE VENT ROOF P TCW BEAJZJWj m g 9' Ny FMISF( FLOOR TE)<TUYMA-SLAN¢ ED FMISN tiA50Fd2Y i9 FWSa'y BEARPIZ a FM1544 GRADE m FPNSH FLOOR REAR ELEVATION SCALE = I/W- 1'-0* NRICANE ENGINEERING O» 9 )].-M FM: (.O]J 7 -6s)] V.O. BOIL 161613 1 —OkW SPPNM R 31716 11gW5 1. YmE)SOM OEi anll MAY 5 2 4 Q 0 Q w J W 0 0 W X W LL E 18 W s: j F W E; 0 {;€E x Q 09F G baSLvlE Q 3 FE d uY12o revisions: d,-.v.ed b1: 19 eravm by, d— as:7n a,6dlee eY aww asu: of-zz(1 mot: A3-A of: 4 9Q4 0 SPS.bN p m KITCHEN —FA scALE- va•_r-m' e 94M MM W30 i 00 5?{.A47 eD o„ KITCHEN B SCALE- V4•=r-0• ma c» c» VAD36 OPT. (2)VAD33 KITCHEN C BATH D SCALE- V4•=r-V SCALE- V4'=r-0• c.v>• iC::.:i Opt vm X I BATH E BATH F INTERIOR ELEVATION5 2' V.TR I V)• VIR COMB. Mow 14-3- r K.S. 2' Ir I 3tVI' V.T1Z 1lLAV1V)' 2- WC. cW TUB 3016 PLUMBINu RISER LOAD TABLE MODEL 301(o QUANTITY I EQUIFITNTTLOAD 2 1 R4%E 40A DIP 8 loom 2 1 DRYER 30A VP 10 5b00 1 D 20A UP 12 w i 051W3ERATOR 20A VP 12 540 1 1 DMFVS L 20A UP Q 540 1 I eVtSFER WA W 12 600 I I S IALL APPLVNCE 20A UP 1 p 13000 6 6 GENER& LrAM4G 6A VP u I (m0 I GARAGE DOOR om-NER 6A UP l4 600 I 6 PADDLE FANS Ob) 15A W µ500 5w-TOTAL (91ATTS) 30b30 1 st 10," VAUS AT 100% 10000 tl1ATT5 RQt49OER 40% 0^ 9IAT% AC. 3p009L4TTS 30MVAT% TOTAL 202-2a0 iRM-W TOTAL LOAD *FPS 88B AFPS SERVICE 512E 60 XV5 2 / 0 SER CABLE Qw e b0 A RA IE sr3 nos I"LO DRYER 10/3 819 PANEL SMALL APP. Un 9I3 14 BARE LKA4TNG C R 14n4 W13 CA TO PPL TR*NS I IF C%gol D ROD 3016 RISER DIAGRAM / 150 A 4 WIRE SERVICE F tw ' I 6 -O•d-8' PAno A 1 I O vzn. Fgj 7 \ax10ii11 oll: u a I VIaJit6 \ 4 If i11 1 1 4• _ _ x if I b%Q 1 r) II 1 10x6 D 225 I I ,. uyV*w2Y OPT. IAl M 17BATHFANF.4NN 50 TO L$Ck'ON ORUl/ LK,NT a SIMILAR W/ SHOWER NOTE: SEE ATTACHED WVAC FOR CORRECT PLAN: DO NOT USE HVAC LAYOUT ON THIS SHEET. NOTE: AIR HANDLER TO HAVE MIN. OF 4" CLEARANCE ON ALL SIDES AND ENCLOSURE SPACE SHALL BE MIN. 12" UNDER THAN APPLIANCE ODO.'o I22' X Sda ATTIc access] 00B LOCATED 6. roz a 220 CELW FAN M rarrX i i i i U-GFI l st ELECTRICAL SCALE = 1/4"= I'-0" ELECTRICAL LEGEND M"-X REC. 0 DVAM AR p M VOLT RE.(- STLYE I7ETwm MR PROa REC. VIOQE DETECTOR MAU M1WRI w* QWt•O FAe4T REC. omt xvflTsm.EVMsrt>:I WTOEO REC.0 Ate" am 9r? Lvw**EcT 0 FLOOR amrT IilpRESCM WC TRACK L VAOMi' 3164T Setae JIB MiAOD L riR 4 WAYSmCM V FOC 0- POWER I91TT1CHJWJ10" CE& W, RECESSED MXSA DDORoet RECBEm LrAa (VAPOR FROM M LMrsn rEne.,l/ CEE11Lf FM PMO19TE 0 eECTMLZ W WIX J^ U) W 1 1. E U) J J VUZ cn U U J J J W W a i L.L Esf W c8s J Ufa Q' SAS llrr_ d- Iabd b3' K drawee bY• rsele. desigt deedred SY- aww aaa: 01-2241 sheet: A4 Of. f III 308DDDDDDDDD000G M©rU{GUSUr©a©08000 r0 } krk,,n[[[[++wFrF1[[1I,, spy trrt F 1 kk 11'' A 1A RI ! 1 I{rY1 1. r1(Y1(r`rrJlii}(. Gl iiWfnni'f//' 1i11++rF ilnI;`[cr[,,` rlr1,,,Y.f^^(,,rFF..11.F•;j`11.:: IYS irY1W 1Y1Jr rGr r:r r rj Ir y iY: ' c1t{lri®lr( iYtnr, t} Yr Cyt^ rYrtnY IrrlY liYlY irYll rYi 1 ii 6 w .o d i a it o f '3f J q O _ • Y 9 E zi A LLJ I J m Q Qw04 LL Q OCk OJ J s L LI d1 L1- L Q Q Ld a 0 1{1t`!`?atFrTF'lFrrrFErrEtt LJ gqiL t Q t2,, i.iY iYGilY i r J 22 U .q vi • Lj o z .,p II ERA tidi d 'd ri BE g RETE 3016 LINTEL SCHED. LINTEL NO. LENGTH TYPE COMMENTS L 1 IT'-4' OFI2-IBAT ALLIED LINTEL: A-I5 L 2 4'-6' 6FI6-0BAT ALLIED LINTEL: A-3 L 3 4'-6' BFib-OBAT ALLIED LINTEL: A-3 L 4 4'-6' 8F16-05AT ALLIED LINTEL: A-3 L 5 4'-0' 8F16-05/IT ALLIED LINTEL: A-B L 6 T-6' 8FI6-IBAT ALLIED LINTEL: A-5 L 1 4'-6' 81`I6-013/IT ALLIED LINTEL: A-3 L 8 4'-6' 8Fi6-GOAT ALLIED LINTEL: A-3 L 4 6' 817I6-113AT ALLIED LINTEL: A-5 L IO 8F16-IB/IT ALLIED LINTEL: A-5 L 11 l' 6' 8Fi6-IBAT ALLIED LINTEL: A-5 L 12 4'-4' MP14-05AT ALLIED LINTEL: A-3 w Z Im n i$.€IRi S06P 4 x ids Aw wozo a AM 11A 3.0on aj 1111 iro'All i.i: I ilf I bor' t E R 13UJI o n to J 22 g Q J r 7-5 6 HitILLI o II - , VARESA$PERTABLE gyy7 q K 3 ggggg R888$R$ n gni ollIII ea W fill A R•5_ 8 nl n I oa'#sn s t e/cw err b ire p2i- O n alv o r O ci9?i1111 01 Q< Q<.Q<Q< Q i i 3 i i • L4 L3 L2 S FZESW AT TOP F • FRIED MTP GFIDUT / U . t FI ED 41MtirtY OF 9 MM ATFBOTTOMv!' CLEAR OF LIBEL 2:AYTTY Cj*u SFI6LIB/fT LQ1pN1ITYNOMMALRRDTHj1 OF 5 GROAT NOMNAL FEIC.W REBAR AT TOP 5 REBAR AT BOTTOMiOFLWELCAVITY - TYPE DESIGNATION L5 L6 L7 3016 LINTEL DIAGRAM MAY SCALE: N.T.S. W re 8 I a x Hc ors ZO ti 0 c V ' O a aL Q 0 J F- z J L 8 LA- s w s I tIIiL o listco r coIII itss fill I..:i]IIC a •.. or AAME RING d-WAd by'ld M7?4-W7 0, On A5 of: r CAST-CRETE SAFE LOAD TABLES MATERIALS FOR GRAVITY, UPLIFT & LATERAL LOADS I. F'c precast IFnte is = 5500 psi. 2. Fc prestressed Ihtels = 6000 psi. 3_ Fr -grout = 3000 psi w/ maxtnum 3/H' agcyacjOte. 4, Concrete masonry units (CM) per ASTM CAO w/ minimum not area compressive strength = 1400 psi 5. Rebor provided in precast lintel per ASTM A615 GR60. Field rebar per ASTM A615 GR40 or GR60. 6 Prestres" strand per ASTM A416 c3ade 210 low relaxation. 1 132 wire per ASTM ASIO. 8 Mortar per ASTM C210 two M or 5. GENERAL NOTES I. Provide full mortar head and. bed Joints. 2. Shore filled lintels as required. 3. Installation of lintel must comply with the architecturalat+d/or sWctural draw". 4 Lintels are manufactured with 5-1/2" long notches at the ends I occom7todote vertical cell reinforcing and grouting. 5 All lintels meet or exceed L360 vertical deflection, except lintels IT-4' and longer with a nominal height of 8' meet or exceed L/180. b Etottom field added rebar to be located at the bottom Of the lintel cavity. 1 732" diameter wire stirrups are welded to the bottom steel for mechanical anchorage. 8 Cast -"lace concrete moLJ be provided In composite lintel in lieu of concrete masonry units. q_ Safe toad rat'' based on rational design analysis perAGI315andACl530 SAFE LOAD TABLE NOTES 1. All values based on minimum 4' bearing. Exception: Safe loads for unfilled lintels must be reduced by 20% if bear" length 15 less than Safe bads for all recessed lintels based on 8' nominal bearing. 2. N.R. = Not Rated. 3. Safe loads are total superimposed allowable food on the section specified. 4. 50FO loads based on grade 40 or grade 60 field rebar. S. Additional lateral load capacity can be obtained by the designer by provld" oddional reinforced masonry above the precast lintel. b. One ft-f rebor may be sub5tftuted For two 05 rebors in 8" lintels only. 7. The designer may evaluate concentrated foods From the safe food tables by calcutoting the maximum resisting moment and shear at d-away from the face of support. 8. For composite lintel hel hts not shown, use safe food from next lower height. q, All safe loads in units O' pounds per linear foot. NOTES: 8" PRECAST W/ 2" RECESS DOOR U-LINTELS GRAVITY LENGTH slat -le 4'-4' (52PRECAST a9') 14E41 9055 2403 9R54 4424 5404 6660 1627 e412 4482 64T1 7947 4416 Io076 4'- 6" (54") PRECAST 13S 144g 2792 7114 9600 44671 WIS 0264 I- M 3442 4402 6472 M4-1 1 4416 10616 5'- 8" (68') PRECAST 765 e32 I- few 3056 2566 3015 sees IIA 2162 4074 6472 65W 5014 603g 5'- IO"(l0") PRECAST 735 TM 500 1449 M24 2400 2676 W52 1103 7051 3811 6473 6516 so PRECA, 5T 022 401W7T 2453 2516 92a 3012 4a116, 2493 4q0 6750 am g0') PRECAST 663 61 5T7 2252 1-155 24N 2944 146'""(80') 764 15TT 2524 9604 5442 6624 W- 8' (116) PRECAST 371 420 654 lag 1011 4442 1614 21" 2616 5595 8" PRECAST W/ 2" RECESS DOOR U-LINTELS UPLIFT L'TITRAL LENGTH 7"1'PE 61aam esw-+r 6w+e-Ir BRF6 etre41. 3 BRIM 52') PRECAST 1244 1373 240 260 112 4461 50a 52 432 12441514a94917o4006465056g654") PRECAST IM Mal all 3121 3991 4156 5577 B53 3 14M 2240 3096 5851 4643 5453 68') PRECAST 924' I7g5 2423 5055 1664 4925 SO1 Sol 474092174f1MID3605429070') PRECAST 0465 1190 M42 2352 24" 3551 4145 469 4Ga 046to"16410 3286 2A9I 9447 a06 80") PRECAST 716 662 150 2042 2573 3i07 364.7 830 I100 ne4561466MBl250430359563NO") PRECAST 686 641 523 1040 2260 2153 3221 11G 441 649150263223526903151116') PRECAST 559' 433 000 1133 1413 n04 1945 516 614 50352floo91964I-1262006 2450 REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR WIRRICAME ENGINEERING 42 n4_5ee,1 F4 - (4 ) 774_e F0. 0= 161413 ALTAM M 5n1NG5, FL =llll MoutT 4. AM Ot M GEf 4nlg 8" PRECAST & PRESTRESSED U-LINTELS 8" PRECAST & PRESTRESSED U-LINTELS GRAVITY ltfX: ll! TTPE BV8 DFble eFn2-Na eFt6-te 24J 2 PRECAST 230 3166 3t6t44T9 473 6094 6099 7526 1526 4004 4004 104- 0 la412 11436 fM96 3'- 6' (42") PRECAST 230 913e 39TT 1 4664 6001 735 86W g947 SN66144-01 6054 1526 4004 I0472 M436 W- 0"(48") PRECAST 202 24% 5461 SO 5410 6564 7356 2646 i4T3 6099 7526 4004 10472 lkq W- 6" (54") PRECAST 1651 M1 K13 2657 405 414.4 1 4e46 56" 2110 4027 6034 7526 g004 10472 9666 5'- 4- (64') PRECAST I184 12a I" 1e09 23n 2026 3556 5546 1665 2064 5057 60% 5400 6424 1450 I0'( l0") PRECAST 472 too0 to" 1474 t00'4 2304 2121 919T 14" 2464 4144 5456 4497 5280 6122 PRECAST 931 4255 2WI 5263 2146 9505e 54mi 4565 12952101153465260154844566, 71- 6" (90') PRECAST 161 1024 W'!5 2905 M44 2434 20f6 3933 1024W7526lo503455% 6615 5047 9'- 4' (112') PRECAST 5-f3 632 boa N46q t210 1462 1754 20'" l601212IOW35" 9464 4050 3121 10'- 6'(126') PRECAST 482 602 Ifa 915 1122 02e 1535 456 650 1025 15t4 2061 2714 3130 2404 W- 4° (136-) PRECAST 445 546 435 1565 Is" 2355 1793 2a15 548 435 565 t0S4 2441 5155 4041 F. 12'-O'(144°) PRECAST 414 545 564 1254 t96B 207470 555 064 la4 W" 22,1 26M3590 13'-4'( I60') PRECAST 362 427 726 1020 MW W555 L224 1410 485 748 1076 1490 t655 2343 2420 14'-0"( 168") PRECAST 336 981 455 64a1100 1 1005 1140 13a 62 194 007 21M 128 0 266614'- B' 11T6') PRESTRE55eil N.R 1a NE 14R MI IR Me iR 465 765 1570 2045 2610 Sift 3165 15'-4- ( 164-) PRE5TRESSE N.R. not hRR NR NR fat 420 645 1250 IM 2370 2840 3410 IT-4-( 208')PRE5TAE5SE Ni W W MM2 M WN.R 310550450Woo160032002100232')PRE5 N.R. NL Mt MM MNv 240 1 400 750 logo 1400 1120 2030 31'-4•( 256') PRESTRE55E N.R. 105 330 610 4 40 3Mt01160 160 30 10 610 125o 1660 I4 J 24'-0'( 288')PRE5TR N 470 120 1030135024 2, 161p C- 4 _" UPLIFT TYPE LENGTH TYPEOF6-IT 6n74T W!64T F24-IT Fd2-1T 6 BUBBFB 6M2- 2T24- to- 2- 2'-10754') PRECAST 2T2T 2078 4101 5332 6564 left 4055 2021 2021 2727 778494015N4064011650M573'-6' ( 42") PRECAST 2,65 22045260 4251 52M 6204 7K2 1257 1257 2165 2253t6541aso- 6061 7056 4'-0' ( 48") PRECAST 167D MO4 2632 3680 4532 5901 6245 438 t010 K2521W356344225264bilO4384'-6° ( 54") PRECAST 60 l62 2507 9257 4010 4161 5525 l27 727 1660 130514353M34546W54065'-4" ( 64') PRECAST 1- - L: 7Mo 21. 5575 4010 4640 505 505 1943 1 __: a 2670 52" 5420 4549 5-10' 00') PRECAST 1272* L351 IfW 2505 9004 5665 4247 415 415 12'12550152441501035030" 6'-b' 05-) PRECAST 0N` 1200 5-' 2250 2169 524o 3812 701 567 It41 1162W842n422103321631390') PRECAST 454' M2 4f75 M14 2954 2147 5240 5q1 657 440. 10241466t40T235121913245PRECASTbar 112 a80 I26g 1560 t052 2144 454 630 801 1" M42 1550 M10 2211 2634 PREGA5T 116. O 1021 1261 1446 Ml 396 493 7W bit10540041741205423MII'-4" ( 156") PRECAST 6665 494 696 e44 1104 13o4 1515 363 556 666 535905124515-5 W4b 714H 12'-0"( 144") PRECAST 6" 400 631 616 1001 lift M2 340 494 63f 486enen20415. I744 30tb 13'-4'( 160') PRECAST 5004 540 532 6a6 041 441 u53 502 348 573 4046a2W04r3671631W41PRECAST450* 316 4" 635 776 422 1065 286 360 546 5-re,624 422 1254 t561 W16 14'-8" 067 PRE-S 243 245 454 541 124 851 440 NR. 35l IS'-4•( 164')PRE$7RE95E 249 352 582 652 1156 1441 1142_ N.R. 327 Il'-4• ( 200')Pr4E5 WB 3A 236 542 361 Wl 464 1072 561 1381 610 1676 174 N. R. 255 16O 21644464461411210" 19'-4' t 327PREr 165 201 NS 401 440 Sle 661 N.R. 204 165 234363550756440116021'-4' ( 256') PRE57RE 45 1e6 370 556 55 512__ 590 N R. f12 r422123764T1635LIE, 993 22'-01264') PRE51RE55 140 160 268 1 3.5 1 415 43 566 N 161 37 205322451607771441R. L4'-01280-) PRESTRE55E121 65 344 312 380 41 Re N R 35124 16633REDUCEVALUE BY 25% FOR GRADE 40 FIELD REBAR NOTES: I ALLIED_ LINTEL TABLES MATERIALS 8 INSTALLATION I. rebar In precoet lintel 6R60 per A5TM A615 2. rebar to poured beam GR40 per A5TM A615 3. Vc for precast lintels=4000psl 4. f' c For field concrete=3000ps1 5. concrete masonry units per A5TM C-90 mortar per ASTM C210 type M or 5 6. colculatlons by: Rlchcrd O. Ne-on, P.E., Riddle -Newman Engineering Ir1c.. 7. shore all corrgoslta lirntals 4' O.G. 8. off composlte hems colculated with f-5 In top of beam 9, safe loads based on nomNol 8' bearu,g 4" minimum). 10. off roads shown M pounds per limo( foot II. for lengtines not listed use next longer length for safe food FIELD MBAR ul J 5GR 40 Q J di A Q H CONCRETE FILL ki W Q FIELD REBAR V SGR40rl - 5/ 8"ACTUAL ALLIED GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE "U-' LINTELS LINTEL NO. LENGTH 8"X8" UNFILLED 8"X8" FILLED 8"Xt2" FILLED 8"Xt6" FILLED 8"X20" FILLED 8"X24- FILLED 8"X28" FILLED 8"X32" FILLED A -I 2110' 6549 6251 10125 12000 12000 12000 12000 12000 3838 3556 52,51 855211440 f2000 12000 12.000 A-3 4'6' 2051 14114 3367 4616 6186 726q 8601 9g24 A-4 510' 1125 1080 1810 2483 3336 3gi3 4637 5350 A-5 7'6' 402 IO56 le44 2542 3244 402g 4140 5522 A-b 9'4' 656 636 1112 534 944 2436 290<' 3346 A-1 10,6" 484455 e141 1170 1522 1557 2217 2556 A-8 II'4" 502 612 1125 1530 2002 2455 2g31 338q A-c{ 12'8" 421 405 900 f224 f604 I968 2360 2721 A-10 3'4' 3q3 419 7l4 1053 1551 1642 2024 2341 A-11 14'0" 542373 640 938 1235 1510 ISO& 2091 A-12 14'8' 308334 6f8 842 If08 1352 1624 1874 A-13 17'4' 212 255 436 If 988 ife8 1380 A-14 14'4° 250 345 49b 550 305 1130 408lbg8 980 A-15 20'O' 225 365 473 784 1p52 13op 1570 1831 ALLIED UPLIFT AND LATERAL SAFE LOADS FOR 8" CONCRETE "U" LINTELS LINTEL NO. LENGTH Vila- UNFILLED 8'Xe" FILLED 8"X12" FILLED 8"X 16" FILLED8"X20" FILLED B-X24" FILLED 8"X28" FILLED 8"X32" FILLED LATERALLOAD 8X8 FILLEDA-1 2'10' 3p46 3150 91g4 10000 10000 10000 10000 10000 4405 A-2 3'6" 1555 1816 5445 10000 10000 ID000 10000 10000 25g2 A-3 4'6' 10151051 4224 5`100 8203 9440 10000 10000 1415 A-4 5'10" 515 605 2580 33f4 4300 5503 67C56 1545 111 A-5 I b' 345310 1421 Me 2552 3514 5667 4600 bbl A-6 9'4' 225 252 q34 l246 1665 2059 2542 2g47 423 A-7 10,6" 185 204 756 104-1 1341 1662 2025 2341 3241 A-5 IfW 303 555 652 4t7 If70 1452 1751 2028 51 A-01 12'8" 241 282 bf5 760 q9! 1232 1464 Ib95 l A-10 13'4" 253 253 540 105 842 Ilo9 130e 1504 3 O A -II 14'O' 1 225 1 524 473 652 624 1028 1196 1 A-12 14'6' lRi 218 442 609 169 q55 1106 1 A-19 17'4" E45 1 255 551 4b3 605 1 755 842 9l A-14 MW 184 214 30B 420 525 657 115 82 A-{5 2010' 114 203 2qb 405 504 650 680 786 48 u' 0 aLL W J 0 W r V! J z J EF= gf2 vu 2y ifl ` is 5 r 'S C) h a s gE s X J gig 0 PH n C c 83€ 2 a e1 @ire 3g s rafslons: I designed 1> y r4 drawn uy d- design chadc d 6Y aww date: 01- 22-01 sheet_ A5. 1 of: m1 1 NOTE: SEE TRUSS MFG.'S ENGINEERING AND LAYOUTS FOR TRUSS -TO -TRUSS CONNECTORS ROOF TRU55 ANC(-lORACsE: NOM 1 (() TYPE C• (OR WERC"W-ABLE TIE)FOR TRUSS TO FRAM WALL OR BEAR CONFECTION U1LE85 NOIED 0141ERNSE (UNOJI) USE !Il TYPE 'A' (OR ALE TIE) FOR TRUSS TO BLOCK BALL CONECTIOK (UXOJ 3) USEWNWEI411416-N (OR NTERCIIA GEABLE TEFOR ALL JOIST HANGER 41 USE N dTV'l31 x 3 V4• PASELOM GIN NAIL TO FASTEN JACK TO 4WP GIRDER (TB) 9) GABLE TR1S8E$ REQUIRE (U TYPE 'A' OR () TYPE •G• STRAP AT 4W Or, FRG" CENTER OF TRUSS. 6) ALL STUD6 BELOW GIRDER TRUSSES SHALL BE. EITMZ COt*ECTED M SE'PSON. SP4 STRAPS TOP AND BOTTOM. N ADDITION TO OTHER STRAPPNG ON PLANS. 64,0LARLY, 4X4 POSTS FE4URE (2)-SP4'i ONEACHEND4X6POSTSREQUIRE (3)6SP4 * ON EA04 END. 1) BOTTOM HALF OF MTSW TRUSS STRAPS SHALL BE EITWW NEATLY WRAPPED UNDER DOUBLE TOP PLATE OR FEATLY FASTENED TO VERTICAL STUD OR POST DEPENDING, ON AL.ic*f'EM OF GIRDER APD STUDS OR POST BELOW WE POST STRAPPNG ON It AND hd FLR PL FTEI,IATIC EQUIVALENT MAY BE SUBSTITUTED FOR HAND NAIL DESIGKATIONS' HAII vd IFi BASED ON 'HATTONAL DESIGN SPECFiCA.TIOM FOR WOOD CONSTRICTION FROM TABLE SAa - 144" AND SMUS - LATERAL LOAD DESIGN VALUES' . MAIL S4EAR VALUE (F»J_ Sol 11C9i Umd w 16d M%- 4--0 I9-4-a ,I„ E}ao FLOOR/ROOF TRUSS LAYOUT 'A' NTA 5Hf30" 2X4 110 STUD5 O.G. 7X4 BOttCM PLATE 3/4' PLYWOOD 2X4 BAND BOARD 16• FLOOR TRU56 14. OC. TRUSS .A14CHM PER TRUSS PLAN U BLOCK WV I . 9 BAR STRAP CONECTlG STRAP TIE m EVERY 31d BU.000 TO FLOOR TRUSS 611D C3 ECTEY° FLOOR TRUSS TO 2w FLOOR STUD F BIOCK TO 2ND. STORY STRAPPING 0—4 16 1 to W Q A s I E a x 0 zo0 . 1zz e c t: u 9.1? O a a, W L.L LL. 0E— Of 0 0 0 J LL r— za--0 I _ T-0-0 1 e-a-0 _ 4-0- _, FLOOR/ROOF TRUSS LAYOUT 'A'&'B' KTA fill! 8-0-0 PLATE HT. mhim s* su..tF A®pmd bUr r° d/wcfrY-dnw —19- Oladm0 ar. w of -not WRRICANE sheet ENGINEERING MA® _ n4-"= mm (4M ni-Mn psAIIA. vM MM3 41P CM S91m101 0. X/ti ammm t wmoemr "j .3m _ f 5TRAFFIN& SCHEI)ULE 6 5IMP50N I CODE DESCRIPTION L15TINGANGE FASTENERS N LOADS UPLIFTMAXDFL/SYBP) SPF A METAIS CONCRETE STRAP SBCCI 9603 d2plS 14-10dxl.5",(2 1S 10-16d 1500 1495 B H5 HURRIGANE CLIP NER 393,422,432 4-9d, 4-8d 1485 455 265 C MT516 TWIST TIE NER 413 14-10d 3116 1000 560 D L5TA30 STRAP TIE NER 413, 443 22-10d 1610 1610 E 1-11.1526 SINGLE FACE MOUNT MANGE NER 393 14-16d d C6- 16d 10000 1550 1110 E HU626-2 DOUBLE -FACE -MOUNT HANG NER 393 4-16d f 4-16d 8033 1080 115 ML M5HA356/1.25 MASONRU HANGER 8" SBCGI 9603 15-10d, (2) ATR 3/4? x 8" 5955 1885 1355 MH M514A356/925 MASONRY HANGER 925 SBGGI 9603 14-10d, (2) ATR 34"? x 8" 6050 3145 12260 MG M5HA3.56/11.25 MASONRY HANGER 12" SBCGI 9(603 14-10, (2) ATR 3/4"? x 8" 0050 3145 2260 O HD8A HOLDOWN TO 3" WOOD NER 393,469 3) 1/8"7 A.B. 28661 6465 4650 Q 51-4 TOP PLAT ANGHORS 4X NER 432,443,499 6-10d x 1.5" 2911 135 530 R SP6 TOP PLATE ANGI40R 6X NER 432,443499 6-10d x 1.5" 2911 135 530 X HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d 3 3/4"7 or LEY' 5/5"? 28333 8665 6485 AA BG4 POST ANCHOR d GAP 4x4 NER 421 3-16d 4 3-16d 3100 980 100 BB Br-6 POST ANCHOR d GAP 6x6 NER 421 6-16d d 6-Irod 4100 1050 150 CC 5C46 POST ANCHOR A GAP 4x6 NER 421 6-16d t 3-16d 3100 980 100 GG WT520 HEAVY TWIST TIE NER 413 24-10d x 1.5" 4430 1450 1245 11 P02A HOLDOWN TO 3" WOOD NER 393,469 2) 5/6"? 12150 2115 2000 MM WETA20 HEAVY CONCRETE STRAP NER 393,469 1 19 14-10dxl5" (2 I 14-10d 1135 1495 LL HHETA20 CONCRETE STRAP NER 393,469 I I 11-10dxl.5", (2 1S 15-16d 12130 1860 00 MTT255 HOLOD011N NER 393432 24-16d AND 5/6" OR 3/4" DIA AB 14455 4455 O i W fill z: if s s dei4a ' by. N bwoby. d.md.00 dadrdby. wig. dWc OMT201 WRRICAME stmet ENGINEERING MAY o A6.1youns-ow Em ('" ns-M" F1 I= 1Hgi ILV.MMW WORM R, mN TIQYIS l MW6011 Hj RQH I BLOCKING REQURED: PROVIDE 2X4 BLOCKING N THE FIRST TWEE FRAYMM SPACES AT 46. OC, REMAINDER TO BE BLOCXZD AT'56. OC.. OR RAT RN. FASTEN FLOOR 51EATHNG TO FRAMING r/ Bd COM'MCNS OR 8d NOT DIPPED GAL VAMZED NAILS AT TIE FOLLOWING SPACING: YY W 0_10d 1) 6. ON CENTER AT ALL PANEL EDGE FRAMING NAILS • VIN 1 2) 12" ON CENTER AT ALL INTERMEDIATE FRAMING STUDS AND I IEADER J STRAPEVERYOT14E STUD FRAMING SPACES G %• OC. T4EREFORE FLOOR BRACING AT ENDWALLS F A BLOCKED DIAP142.AGI'l ZONE 15 CALLED FOR ON ROOF PLAN PROVIDE 2X4 BLOCKING . ALL PLYWOOD PANEL EDGES NAILS • 4' O.C. FOR BLOCKED DIAP5-8R4GM ZONE 8d VIALS AT 6. OC, OR Bd NAILS AT 4. OC. OR EQILALNALENT EQUALNdLEM PN$1ATiC F14JEM 4TIC NAIL A7 NAIL AT SUPPORT® EDGES 9 SUPPORTED EDGES AND AD SLOC'K9Y Mm R' O G. t2 OL. FEI FOR OTHER FIELD FOR SHADED AREAS AREAS OF ROOF OF ROOF __.._.. ..:_. _.._ ._.::-_.:.:.:._..... 1/I6' 05B SHEATHNC OR 1/2' CDX TYP. . 0 P 4'-0' 0 I- RSN ROOF SHEATHING NAILING PATTERN DETAIL STRAPPED AS SHbIW ON TRUSS LAYOUT 2X- BLOCKING AT MD5PAN - 16, O.G. STUD SPACING FOR INT. BF?f- FRAME WALL @PLATE 44CWOFEVERYOTHER STUD (TYP. TOF 4 BOTTOM)- I!2'X6' EJCP. BOLTS . 32' OIC I I I8 FRAMING &STRAPPING INTER_BRG. WALL STRIMAS 61Y7W ON TRI/55 LAYOUT - 2) 2x- TOP PLATE - VOL. 2X8 MEADER FOR 4'-6' MAX OPENING, DEL. IX10 HEADER FOR 5'-s" MAX OPENING UN.O. 2x- BLOCKING AT MUD -SPAN - OC. STUD SPACING FOR INT. 6R' FRAME WALL PLATE A4C140R EVERY EVERY OTHER STUD (TYPJ EXPANSION BOLT ANC IORACE 24' OC.- 6a=E cor+tirOR awRr SCHfLlILE FOR TFa*6 STR4P6J DaBL.E TOP PLATE TAG. 065 OR COX EXTERIOR SFEATHNG NAILED 1W IVd GALV. 4. OC. EDGES AND 12' OC. FIELD 2X4 P.T. WALL STUD UV 3) V2' DIA ANCHOR BOLTS TOBLOCK Vr DIAL z 6' ANCHOR BOLTS EMMBED 6" MN. INTOT+OINDATICN WV 2'X1'XV8' WASHERS LOCATED WITMN 6. OF EACH END • 32" Or - MAX. ELSEWHERE Q' W/ 10-10d NAILS . BOTTOM 2X4 P.T. BOTTOM PLATE OF WALL • READER STUD TYPICAL FRAMING AND CONNECTIONS FOR OPENINGS r-- 2-2X4 TOP PLATE STRAPPED AS s4od" ON TRUSS LAYOUT J. TOCMI 7X4I6. OGSTIDt-/ @PLATE ANCHOREVERYOTHER STUD (TYP. STUD BOTTOM) - V2• X 8' EXPANSION BOLTS48' O.G. CIMU WALL-_ T0: LAIS KW FRAMING & STRAPPING KNEEWALL OVER CMU Z, OD STRAP TIE EVERY 3rd STUD CONTEC' FLOOR TRUSS Zed FLOOR ST 2X- BLOCKI AT MIDSPA 16' OC. STU FORFRAME WAL EERYAMC STUD (TYP. G BOTTOMI EXPANSION BOLT OC.. 7474L. FRAMING 4 STRAPPING INTER BRIs. IBM W- W/ UPLIFT * FRAMNG - 2 STORY v W' 0615 OR VL' COX Qm 14ESE REQUIREMENTS APPLY HEN WINDOW/ DOOR t4NFACTUREWS FASTENING ETHOO IS NOT SPECIFIED. PT b( BUC7C5 FOR t1IDRS OWSANDDOOu SEE MMAFACiIFZERS INSTALLATION 11, 45TRICTIONS. ZJ ALL WINDOW SWMS MUST BE FULL WIDTH OF SASH P7 2X BIICKC.SFOR WINDOWXi dND DOORS U INSTALL 3A6' D1AME7ER SELF TAPPING CONC. ANCHORS EIGHT (8) INCHES MAX. FRCM ENDS AND 24. ON CENTER MAX. WV 1 V4' MIt EMBED. INTO BLOCK FASTEN WIIDOWVDOOR TO PT BUCKS PER MA IFAC7URER5 INSTALLATION NSTRI CTIONS. 2J ALL WIDOW SHIMS MST BE FULL WDTH OF 5A5H. TYPICAL BLOCK OPENING DETAIL FOR PT BUCK FASTENINGT AND 35 P5F RATING) (111/10/03) P. T. 2X6 W/ Vl' DIAM 'J' BOLTS . 40' 4THNG MAX tW 6' MIL EMBED. (TYP J TRUSS 71XJ6 . I6" OC. 11 1--1 1 1 ---T X4 BOTTOM PLATE 11 (_I 1 1 BEARIK+ V4' PLYWOOD X4 BAND BOARD 6' FLOOR TFM5 a 74. OC. RUSS ANCHOR ER TRUSS PLAN D5TRAP M C:TING PLATE TO FLOOR T1a155 WS EXTERIOR WALL SHEATHING NAILING PATTERN DETAIL P. T. ZX4 FILLER CUTNAILED W/ 8- I0d NAILS P. T. 7X6 III/ in, DAII " J' BOLTS 48• MAX WV 6' MIN. EMBED_ (TYPJ BX8XI( l CMU. ( TYP.) ID OVERHEAL) CaAKAoCzt UUUK SCALE: N.T5. I NAIL INTO 2 NAILS INTO PRE ENGIEERED TOP PLATE r TOP PLATE WOOD FLOOR TRU55 24' O.C. MAX DOUBLE " - I TAIL TOP PLATE IX- BLOCKIG ATBLOCKINGATGENERAL { OTE& 1= hI1=CAI ROOF, 70pst FLOOR 40pst STAIR: 40pst 2. WIND SPEED 110" 3a . data 3. ALL WOW TO BE N ACCORDANCE WITH THE FBC. 2001 CHAPTER 16, 4. ONLY WRITTEN CHANGES APPROVED BY THE ENGINEER SMALL BE PERMITTED. CONCRETE : L ALL WORK TO BE N STRICT ACCORDANCE WITH THE ACI 316 2. MIX DESIGN CRITERIA. ALL CONCRETE TYPE 1 PORTLAND CEMENT. (ASTM C 50) CCMPREWVESTRENGTH . 28 DAYS SHALL BE 2500 pal FOR SLABS AND FOOTINGS AND 30D0 pet ELSEWLERE (UONJ. MAXM{! 4 WATER -CEMENT RATIO BY WEIGHTFOLLOWS: SPEC 4M NON -AIR AIR la1PIMSWVE EITRAWED ENTRAINED STRENGTH( pot) CONCRETE CONCRETE 25M 061 054 3000 058 0.46SLUMP - SLAB ON GRADE 5' OTHER 5• WATER - POTABLE CHLORIDE - NONE 3. PROVIDE NORMAL WEIGHT AGGREGATES N COMPLI.ANNE WITH THE REQUIREMENTS OF ASTM C 33, 4. FOERMFSH FOR SLAB TO BE AT A RATIO OF .15 LBSJYARD. FOUNDATIONS : L FOOTING DESIGN BASED ON MNIMIM ALLOWABLE SOIL BEARING PRESSURE OF 20M pet. 2. F FOOTING ELEVATION. OCCT)R6 N 016TURBEDfNSTABLE OR UNSATA15LE THE ENGINEER SHALL BE NOTIFIED AND NECESSARY ADJUSTMENTS BE MADE PER MIS INSTRUCTIONS. 3. PREPARATION OF TWE M36RADE TO FOLLOW RECOMMENDATIONS AS OUTLINED I• THE GEOTECHNAGL REPORT. SOIL, 4. STEPS N WALL FOOTIYS SMALL NOT EXCEED A SLOPE OF 0) VERTICAL TO (2) HORIZONTAL 5. CAUTION 64ALL BE USED WLEN OPERATING VIBRATORY COMPACTION EQUPI'ENT NEAR EXISTING STRIJCTUARES TO AVOID THE RISK OF DAMAGE TO TFE STRUCTURE. MASONRY: L DESiGK MATERIAL AND W7FdCMANSNIP SHALL BE N ACCORDANCE WITH THE ACI STANDARD BUILDIG CODE REQUI M'ENT5 FOR CONCRETE MASONRY STT3ICTURES ACI 530/ACI 530) 2. CELLS INDICATED TO BE FILLED SHALL BE GlOITRED WITH 3000 pet CONCRETE. (8' TO 10' SLUMP) 3. PROVIDE 25' LAP FOR STEEL a ALL LOCATICN5. 4, ALL CELLS ADJACENT TO CORNERS, END OF SHEAR WALLS AND UNDER CONCENTRATED LOADS SHALL CONTAIN VERTICAL REIFORCING AND 564ALL BE FILLED WITH CONCRETE. 5. CONCRETE BLOCKS SMALL CONFORM TO ASM C-W (28 DAY STRENNTW 7000 pet) (t'n=F,00 pal) LAD IN Fa OWING BOND. 6. MORTAR SHALL BE TYPE R 1. ALL RE -BARS SHALL BE GRADE 40 U1,11-E65 UNO. WOOD : L ALL WOOD FRAMING AND PRE-ENGINEERED WOOD TM$6ES SMALL BE DESIGNED, DETAILED, AND FABRICATED IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OUTLINED N THE LATEST EDITION OF THE NATIONAL DESIGN SPECFICATIOI S FOR WOOD CONSTRICTION, 2, THE WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT THE DIIENSION5 AND LOADS IDICATED. ALL DESIGN SMALL BE N ,ACCORDANCE WITH ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED AND APPROVED BY THE BUILDING CODE. DESIGN CALCULATIONS SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER ARE TO BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 3. PEIZ'LANENT BRIDGING PERPENDICULAR TO THE SPAN OF T1E TRUSSES 64ALL BE PROVIDED A5 REQUIRED BY THE TRlS6 MANUFACTURER TRUSS MANWFACTURER SMALL PROVIDE STATEMENT THAT BOTTOM CHORD OF ROOF TRUSSES ARE BRACED DURING UPLIFT CONDITION 4. FOR 5TF ICTURAL LUMBER PROVIDE THE FOLLOWING GRADE AND SPECIES I SOURHERN FINE SURFACES DRY USED AT M% MAX. M. C. GRADE NO2 OR SPRUCE PINE FIR MOUTH GRADE NO2 5, PROVIDE GALVANIZED METAL MANGERS AND FRAMING ANCHORS OF TIE SIZE AND TYPE RECOITMENDED BY THE MANFACTURER FOR EACH USE INCLUDING RECOMMENDED NAILS. (WINCHES CONNECTORS OR EQUINALENT) 6, ALL BOLTS USED FOR WR?OD CONSTRICTION SMALL BE A MINIMUM OF 1/2" DIAMETER AND 6• N LENGTH ( A5M A-301) UIT14 MN. I VM' DIAM WASHER UNO. 1. PROVIDE FRAMING MEMBERS OF SIZES AND OF SPACINGS SWOUK OR F NOT 5WOUR CCHPLY WITH LIMITING STUD MEIGHTS CHART. DO NOT SPLICE STFUCTURAL MEMBERS BETWEEN SUPPORTS. B. ANCHOR AND NAILING AS SHOWN, AND TO COMPLY OTM THE RECOMMENDED NA(LI6. SCHEDULE FROM TIE STANDARD BUILDING CODE, LATEST EDITION. ROOF 61EATHIN6: TAG' 068 OR 1/2' COX SEE DRAWINGS FOR NAILINGPATTER1N5. VERIFICATION OF FIELD CONDITIONS : L CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND DI"E"NSIGNSRELAVVE TO SANE, WI -ERETHERE ARE CONFLICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED IN 174E PRAM04GS, 5( ICH CONDtTIONNB SHALL BE CALLED TO THE ARCWTECT'S ATTENTION AND NECESSARY AD.RSTI-ENT5 MADE PER His N5tRICT)ON8. 2. FOR ANCHOR BOLTS USE NUG1E5 OR EQUIVALENT (A-36 OR A-301 STEEL) 3. PROVIDE 2X4 BLOCKING ON ALL SIDES CF TI$ RIDGE VENTS WITH Sd NAILS AT 4. ON CENTER PRE ENGIRD WOOD FLOOR Tt\ • 24' O.G. MAX. FORINT. FRAME WA4LL IX P.T.BOTTOM mti lll PLATE EXPANSION BOLT AF32 , 0C . 32. a TOBIM- TFAM TO TOP PLATE WV f6 FV NY NALS, ( 2) ON CNE SIDE, DETAIL: INTERIOR BEARING WALL W/ NO UPLIFT (1) ON THE OTHER 2 - 2XIO BEAM UNLESS OTHERWISE NOTED ON FLOOR PLAN S' ANCHOR BOLT LTEr- -- 6-- -- -- BEAM WA-5 BARI Cm WALL PER OROR® MBH MASONRY BEAM HANGER WKRIGANE ENGINEERING fan na-aaoa anc ANTI na-wn d NNG NM3 KDYOa[ 0. JSl1• 1a1 5t .l'flall a[/ iPa MAYS U t O o; a li St Ulf silo ssI EFEZ o g fss O; s s Hill R bcdb-,- demVWn dlaiced eF_ swl. mr: a 2z4n sheet: s of: ki I NOTE: 1VY SPAOlYa aEaxcF Au ITtUSII tS4TFRIALs. II " HARDUK7OD TAL BRACKETS s 36' O.G. 2X6 BRACIW, a BRACKET. 2X STUD DETAIL - HANDRAIL TO WALL 91n• 2X12 TREAD = 1n I" NOSING MAX. IX6 P218Ef2 BAGIGING Roop Ror $ q-c !/ 5ADOLE CRICKET MATCH ROOF NormTHES(lt OF TWO RISERS AND ONE TREAD, EXCLUSIVE OF THE PROJECTION OF NOSNG. 61MLL BE NO LESS ITLTN 24' NOR EXCEED 25' VS" TO 1/2' GAP TYR 2x12 STAIR STRINGER DETAIL: STAIR TREAD l/IG• 056 OR t/r• CDX Cam. 2X4 NAIL TO EACH TF USS MEMBER W14 Wd NAILS E CONT, 2X4 NAIL TO EACH TRUSS MEMBER ROOF TRUSS CHI „ t SADDLE CRICKET 1/I6• soLrD 05B OR 1/2' COX FRAMING SECTION THRU CHIMNEYCHINTERIORCHIMNEYCH SADDLE CRICKET a CHIMNEY TYP. DETAIL i_ N.T.S. 3/4" FLOOR 544EA NOTE: SEE FLOOR PLAN FOR TREAD DEPTH Q 2 IX& o -4 IIfIL 16" WOO TRUSSES 2.01, O.0 2XI2 STRINGER FASTENED E50TTOM / WEDGED ! TOENAILED INTO 2-2XIO 0 TOP N2XSTUDWALLTIF- 2x ML. TO ALL06 2X4 STRINGER RUNN y T / T I RUALORILAIDWMLEDGERti !/ 1=t 2 t3OA6ZD l6TALldnal3'-3' 2x4 NAILER DETAIL: 5TAIR TREAD 0 WALL 0.0" WLFT 6 OF I' M* KKIM KA" MR 6 OF 3116• F12OM MW STRAWS TO PEW.T. TAICONS TO CM K*wAAUaER Srilsm EACLI STRAP) EAC41 STRAP) 0-131 " ` I 1 1 4 132-1460 1 2 l 4 TIE MISSED FILLED CELLS CAN BE REPAIRED BY EPDXY GROUTING (U 9 TEBAR (SEE EPDXY PROPERTIES AND SPECFtCATIONS ' 00MCF ESIVE Lk2W LPL OR EOIIVALENT ') WO 80110 BEAM AND INTO THE FOOTNG FOR ALL PILLED CELLS SHOWY OH PLANS BUT NOT FILLED N THE FIELD PROVIDE 6• MIK EMBED. AND 3/4'1 HOLE NTO BOhI THE BOND BEAM AND TFE FOOTNG IF AN •A' STRAP IS MISPLACED —TOP OF BOND BEAMORWIiOTTENAFTERTHE POURM OF TIE LNTEL BEAM PRE-ENCA EEREDATTOPOFCMWALLTANAWOODTRUSSSI'1PSON MT" CAN BE SUBSTITUTED FOR EACH MISSED 'A' STRAP (TYP. UDN) PROVIDE 20 Gs GALV. PLEASE SECURE EACH MTSI6 STRAP FOR FOLL00AJG TIE ATTAGIED TABLE AND %\t/r ACCORDW. TO THE UPLIFT SHOIW IRL-41 THE TRUSS t'~A,_': R NSTALL ALL TAPCON' tM t-1/2' PIK E BED. LINTEL BEAM IV !U 5 COFtT. --, I\ 7 Y \ \ I cm S21PSON MTSI6 ATTACH TAPCONS EVERY OTHER HOLE NOTE: TAPC40M SHOULD BE MULLED N STRICT AO:O' ANCE UNTO THE MANFAGTtIZER9 tTE021ME RATIONS M S ktiSSEO •A" STRAP DETAIL BEAM W/ A f BOHV PROVIDE (1) 5 CONT. SPLICEY l I -- S' cm WALL- EF'OxY GROI)7 5• 1 NTO T-0OTNG AND Bpi` TOP OF ROOTERBEAMUVb' MN. EMBED. F— NOTE EPDXY GROUT SI10(KD BE NSTALLED N STRICT AGC.ORV U CE WITH THE HANFACiURER'S Rr ATIONS. F AISSED FTLLED CELL DETAIL 24' 9 Al 48• 24 — O.0I. PR0* 4DE (1) -5 AT 40' OC. VERT. AID (2) 5 - BELOW EA POST LOCATION FILL ALL CELLS WtTH 25M F51 CONC. ALTEFNATE NOOKS N FND, BRACE EXTERIOR SIDE OF TWILL DUR04G S' C40HPACTICN OF Tests AREA 5 • 48' OZ. C INTERIOR CHIMNEY DETAILS 5TAIR AND LANDING DETAIL WRRICANE ENGINEERING 774- 60W FA%: (407) "4 n OR OR P. O. BOY 161613 ILTIMMM SP#* CS. FL 32716 Wows A JWBF/60B v[I •]616 PL FOR T SIZE 1) - 1 CONT. 2) SIMIFSON T622 (24301-b. max UPLIFT) or TER 2) MCsHES KT221t2 (2WMb. max UPLIFT) or PROVIDE OPEN HEAD JT. AT 48' O.C. FOR WEEPS 2) SEMCO ADS-2 (3412Lb. max UPLIFT). SLOP243 2x4 POST SEE GF'. ADE AWAY DOUBLE T PLAN FOR (.UANTfiY F% 7{1 HOI15E PLATE -_ Y wa O ILL RE COS -31c CONE. AS T'-0' 3' L RE GOY. SHOfW .f- BAR lTT'PJ R W RETAINING WALL AT PATIO NOTE: BRACE SIDE OF WALL ADEMATELY DURNG COMPACTION FOR PAW SLAB. LEAVE BRACES N MACE FOR T DAYS AFTER PATIO SLAB IS POURED Ai' rtrfor ( 2) ER CONJEGION TIONMAY J w a Q J J W Q p W W 0W _ Q Q Q. U( 1)of a iL E$ ! E also ew.sF dMp' BA by.1i Aswn UT! dnwrAeslOn ' dledc6d bI: aww Id. a16: m T2-01SITE' e S2 Of eUM OF (2) R15ER5 FLLU5 (1) TREAC) MUST EQUAL :2411 TO :2E11 HANDRAIL TO HAVE A CIRCULAR OR055 SECTION DIAMETER BETWEEN 1 1/2., TO 2 OR TO PROVIDE OR055 SECTION WITH EQUIVALENT GRA5PABILITY PERFORMANCE REFER TO FLOOR PLAN FOR STAIR SECTION SPECIFIC TO THI5 MODEL I IX RISER 2XI2 TREAD I, ir 5 4 ii zojz4r•9NJNJaIm mom0Fam - r-- 3/4" SUB -FLOOR FLOOR TRU55 2X5 STAIR LEDGER CONNECTED TO FLOOR TRUSS WITH IOd NAILS o6" O.G. I ATTACH EACH 2XI2 STRINGER TO I LEDGER WITH (2)1&d NAILS THRU LEDGER INTO STRINGER AND (2)I06 NAILS TOE -NAILED ON EACH SIDE m ATTACH RI TO EACH STRINGER VV(3)&d NAILS ATTACH TREAD TO EACH STRINGER Yi/(3)I0d NAILS 2XI2 STRINOER5 AT SIDES AND CENTER OF STAIRS TOTAL STAIR RUN WITH 2X4 SPACER AT SIDEWALL5. ATTACH 5PAGER TO EACH STUD WITH (2)I0d NAIL5 MIN TREAD = q" EXCLUSIVE OF NOSING NSTRUCTION r7)ETAILT""rFICAL 5TAIR C-,,,,C' L N.T.S. J z U) 0 Q U U z O U 2 p 8SB;ti SIT Pay C) J •Fa8 Wa £ Egg Q *a$• 0 F.faz s iegF vE s92 eis+ons: ae. s.ay designed W N dawn by: d, design checked by:a date: 01-22-01 sheet rya 2004 S2.1 of: l 3 Ir2' CONC SLAB UIRBERMESH OVER 6 MIL. VAPOR BARRIER OVER TREATED QJOOO POST CQIPACTED FILL PER PLAN s 7 oR®oR® SEE FLOOR PLAN) GRADE Y=12 • S KEBABS THICKENED SLAB K AT _ BEARING PORCH POST GUARDRAIL ELEVATION FIBERGLASSSHINGLESOVER 15• FELT OVER O.S.B. WOOD TRUSSES STRAPPED AS S4101iN ON TRU55 LAYOUT Da P.T. OVER " CDR OVER 2X6 I43/8" I iH. SAWN PINE 5UBFASCIA OR 1/2• GRADE GOI'IT. '`TLC DRYWALL VENTED SOFFIT SEE FLR PLAN DBL. 7X8 HEADER FOR STRAPPITY FOR 4'-6• MAX. OPENING. DBL, 7XIC HEADER FOR 5'-S' 3 1/2' CON- SLAB MAX OPENING UN.O. WiFIBERME5H ON WOOD POST CLEAR CO'll-ACTED PER FLOOR PLAN FILL W/ MONOLITHIC WRAPPED W)STUCCo FTG. W/ 2 • 5 BARS SEE R PL.dA FOR POST SIZE GRADE SECTION Q COVERED PORCH TYP. ROOF B OR C ROOF TR155 2X4 BLOCKING - 24'OC. TYP. LATERAL SUPPORTTRI155PETOPOFFRAMEWALL TRUSS LAYOUT 2TMRPd NAILS TO ROOF TRUSSES) G B 2-2XIO UNLESS 71 Rd NAILS (TYPJ OTHERWISE NOTED ON FLOOR t/2• DRYWALL 7 - 2X TOP ELATE W/ •Q• 32. O/C 1/2• DRYWALL R-it BATT INSULATION TYPICAL STUCCO FNiSH (aL7ERNATE 1-OSTRAP TIES 118' STUCCO OVER METAL LATH R/S CEDAR FNISHI ONE EdCI-1 SIDE1 OVER IV FELT OVER OSB. TOP OF FRAME WALL 7X STUDS 16. O/C WOOD POST PER FLOOR PLAN 2X BOTT. FLATS WJ I/I"XS' AB. 32' O/C j J AND "O" 32. O/C SEEPRLOOR pLAR INTERIOR PORCH GONG. SLAB 1 FOR POST SIZE EPP -ELEVATION @_ REAR _PORCH POST MONOLITHIC DETAILS SIMILAR) WOOD BALUSTER W/ DEC. WOOD RAIL ABOVE THAT MEETS GRASPABILITY CODE NEWELL TRIM =- STAIR CONSTR. BEYOND WALL IX8 C. FIR CAF W2 C. FIR 5KIRTBOARD INSIDE) IMPERIAi NEWELL PO BAIL s 1 NB BRACING AT NON ---LOAD BRG. EXTERIOR WALL DETAIL 2X6 HANDRAIL W/PLOIIED RAIL GAPABOVETHATMEETS GRA5PABILITY CODE 2X2 IX12 C. FIR 5KIRTBOARD HANDRAIL OVER) DEC. VL WOOD RAIL ELITESKIRTS NSTR i L S A I L S Z I V2 ENGINEERING 447) 7T4-9W — (.7) --Mn P.O. BOu Ie V KTA ME `—K& R M716 DETAIL @ HANDRAIL J. MOF%M Ki —19 MAY C>;.1 F. Zvi 0 a` J W E EaEi Q i PFE 0 I yaa1 sqs ggE ems: 0eeigl+ed by: N drawn by d— desk d,ed eesy aww dale: OE-?2At sheet: S3 of: PLANS R VIEWE.D