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Permit 1763 Ocean Grove Dr (vault) Cii'i OF Office Qf Building Official REQUEST FOR INSPECTION g Date Permit No. Timeceived Re - Job 604mkss -_)Locality Owner's Name Contractor BUILDING TE ELECTRICAL PLPING MECHANICAL Framing C Rough Wiring Rough ' Air Cond. & Re Roofing ❑ Slab Temp Pole -. Top Out Ci Heating Insulation C Lintel Final Sewer Fire Place Pre Fab READY FOR INSPECTION Thurs. A Mon. Tues. Wed. `A..�d../ Friday F Inspection Made 19.M. yLz_� Fina! Inspection C' Inspector— ________________ -- ----.. Certificate of Occupancy i Date CITY OF 4&ssJ`.6c & -Ilam Office of Building Official REQUEST FOR INSPECTION Date r Permit No, TimReceivede" Cj A.M. 7 Jo&Add s tl )Locality 1 lir ff / Owner's d Name Contractor BUILDING CONCfiET ELECTRICAL PLU ING MECHANICAL Framing Footing — Rough Wiring iJ Rough E Air Cond. & C' Re Roofing = Slab Temp Pole Top Out _ Heating Insulation Lintel C. Final Sewer Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. Tues Wed. Thurs. Friday P.M. inspection Made ��,yz.,. �. Fina! Inspection Certificate of Occupancy E Date CITY OF rQ .,cic J6 -�r v Office of Building Official REQUEST FOR INSPECTION Date 9 —9�4 Permit No. Time A.M. Received Jo ss Locality Owner's Name BUILDING CONCRETE ELECTRICAL LUMBiNG MECHANICAL Framing Footing C h WirRough ❑ Air Cond.& Re Roofing C Slab Temp Pole Top Out Heating Insulation ❑ Lintel ❑ Final Sewer Fire Place Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. Friday A.M. Inspection Made ____P.M. Inspector_ _ Final Inspectio Certificate of ccupancy Date _,_ j��-��,�� CITY OF 4&6aFfdi l� - LOZKIrs Office of Building Official REQUEST FOR INSPECTION Date Pe mit No. _ Time A. Received � � Job Add Locality Owner's f Contractor Name BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring CI Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole Cl Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. Mon. �T ) hh q Wed. Thurs. Friday 6^ �r� C C A.M. Inspection Ma P.M. Inspector Final Inspection Certificate of Occupancy ❑ r �' Date CITY OF 4&4dw Office of Building Official e, REQUEST FOR INSPECTION Date Permit No. Time A,M, Received Job A,01�ss ob A ss Locality Owner's N`ame Contractor UILDI CONCRETE ELECTRICAL PLUMSIN„ ., .. t44ECF1ANlCAL Framing Footing C. Rough Wiring [s Rough Re Roofing Slab 1� Temp Pole Top Out Heating Insulation E Lintel C Final U Sewer Fire Place 7 Pre Fab READY FOR INSPECTION Mon. Tues Wed. (Thur. Friday Inspection Made P.M. lnsrectoi, Cerfific7t.of ccupan,y Certificat f -"upan Date ------------------ Taltiftrate of Mccu-punru Tito of Atlantic Ntac# — Nlvriba 1rpttrtment of +Nuitbing Inspection This Certificate issued pursuant to the requirements of Section 103.8 of the Southern Standard Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances regulating building construction or use. For the following. Use Classification s$ R � e{`A or f <i ..ir`: Bldg. Permit No. 8980 Group w 3.ra me:-- Type Construction A. Fire District At lan t i_c .Be'aciAh 0wner:of Building #41iE Ti la:",?3 ct f 1tAd6rjM � i`j 3 ockt xi "'ro e I:i 1Vc BUildit Address C:@ r"*.1'1+�Gr;-,40 i Locality 3 t�'2 �` �'<:d Yl.; �7 �3 <'3.i 1 / . By, _.. wilding ficial Date: i i POST IN A CONSPICUOUS PLACE i IL �` CITY OF 4&an& !lam-1&uda Office of Building Official , ! REQUEST FOR INSPECTION t Date 6 _ Permit No. Time ( A.M. Received P.M. Jo ess focality Owner's Name �"""'�'_ — �� Cantractor BUILDING CONCRETE - '`ELECTRICA ' PLUMBING MECHANICAL Framing Footing Rough Wiring ❑ Rough D Air Cond. & r Re Roofing Slab Temp Pole i Top Out �I Heating Insulation Lintel 17 _--Final Sewer ❑ Fire Place C RE D/r-/ / Pre Fab Y rOR�NSPECTiON Mon. Tues Wed. Thurs. Friday -P.M. Inspection Made �✓�~__________—PM nspector _- — _---__-- Final Inspection is Certificate of Occupancy F: Date ----- ._��_— ADDRESS /-7 6 BUILDING PERMIT NUMBER [J (� 6 G INSPECTIONS: FOOTING UNDER SLAB PLUMBING SLAB g- -7 '-94}z FRAMING COVER-UP -- INSULATION t J FINAL BUILDING _. CERTIFICATE OF OCCUPANCY f ELECTRICAL PERMIT # �/ INSPECTIONS ROUGH *� _ ! FINAL MECHANICAL PERMIT # PLUMBING PERMIT # qa NOTES: 1 .. Jib: (4JO92---GLENN REYNOLDS L7 OCEAN GROVE) / .AO -- 26'1'12 Hip Girder 7'SB THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY T9!)*S-.MFR. AP CHORD 2x4 SP #2 N m T CHORD 2x4 SP #2 N o WEBS 2x4 SP #3 In m 0 PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. N UPLIFT (LB): Ig 10 1390 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. BRG.LOC (FT): 0.00 25.90 TRUSS DESIGNED FOR 110.00 MPH WINO, 19.62 FT MEAN HEIGHT 111 HIP DESIGNI:D TO SUPPORT 07-00-00 JACKS WITH NO WEBS. �. WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . w ENCLOSED OR FULLY OPEN BUILDING (SBC) . A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. Iv MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. O) Uf PROVIDE HANGER AT RIGHT END OF TRUSS FOR 2469.88 LBS. A o 4X8 2,5X4 1 ,5X48 "1l Ct. = 1:5X4 1.5X4 ' 7P7 4X6(B4) 1\—1 4X6 (B4) 10.4 17'4'12 bXb 4X4 7-0-0 12-1-12 7-0-0 -6-- 26-1-12 �- 26' 1"12 OVER 2 SUPPORTS R-2604# W-3"8 R-2470# W-3" PLT. TYP - ALPINE T - - Rev 17.2m _SCA E--- ' **IMPORTANT**A "" 250 [= O O O O O LT'INE ENGINEERED PRODUCTS. ,INC. WARNING'R�'SE5 REOUITiE E%IREME CANE •�t'N "•YNNN�, TC LL 30 .0 PSF REF R012--16747 [=ATRUSS SHALL NOT BE RESPONSIBLE FOR ANY IN HANDLING. ERECTION AND ,���(T10••, •.��' -7 fW;YIATION FROM THIS DESIGN OR INfSE SPECIFICATIONS, OR ANY BRACING. SEE HIO-91 BY TPI. SEE IH15 DESIGN �� •(�FfC'�•.Di�; TC OL / .O PSF DATE 11122194 O 1AILURE 10 BUILD THE TRUSS IN CONFORMANCE WIT14 OS788 BY TPI. FOR ADDITIONAL SPECIAL PERMANENTORACINO REp ''C= ALPINE CONNECTORS ARE MADE OF 206A QALY. STEEL MEETING ASTN OUIREMENIS, UNLESS UTHEPWISE IIDIF.ATED. TOP ;�:NQS17 48C DL 1O .O PSF DRW HCUSROf2 94326540 A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPERoTRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD Li,.r, BC LL O .0 PSF H -ENG SFP L01414ECTOAS PER DRAWINGS 130• 150 C 16OA-F. DESIG14 STANDARDS WITH PROPERLY ATTACHED RIGIU CEILING -- SEE .. . TOT.LD. 47 .0 PSFfWNFORM N/APPLICABLE.IiDVIS10N3 OF NOS C.TPI. AN ENGINEER'S_. .ALPINE-.TECHNICAL UPDATE (7/1/911.FOR PROPER 4�CO SEAt ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICA71ON. FHMHISH A COP( OF THIS •'s�cato t '`.•' OUR.FAC. 1 .33 O O O G C= O IN ONLY, AID SHALL IDT BE RELIED UPON TN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. NI.."... 1 6 4 1 �--IPI - IWISS PI ATE IIISIITIIIE, NDS - 1991 IIAII014AL DESIGN SPECIFICATIO14 FON WW CGHS160G]1011 SPACING SEE ABOVE Job: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / Al. -- 26'1'12 Hip 9'S8 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 OIMENSIONS) SUBMITTED 84 TRUSS MFR, P CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. I " BpT CHORD 2x4 SP #2 N UPLIFT (LB) : 800 660 n dd WEBS 2x4 SP M3 BRG.LOC (FT) : 0.00 25,90 C TRUSS DESIGNED FOR 110.00 MPH WIND, 20.20 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . D DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . O A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. N MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1520.40 LBS. h (11 N 0) UI A N 4X5(R) 2.5X4 4X (R) 1.5X4 1.5X4 7 ry 3X5 (Ai) 5 (A 1) -4•• 17'4'12 8-1-12 9-0-0 -6- 26-1-12 26' 1"12 -) OVER 2 SUPPORTS R-16721 W-3"8 R-152011 W-3" PLT, TYP - A P NE T F Rev 17.2m SCA: 17518 0 cm c=3 **IMPORTANT**ALPINE ENGINEERED PRODUCTS. INC. WARN I NGIRUSSES REOIIRE EXTREME CARE TC LL 30 .0 PSF REF - R012-16748 c:3SHALL NOT BE RESPONSIBLE FOR ANY IH HANOLING, ERECTION AND [= C=kTRUSS DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIO-01 BY TPI, SEE THIS DESIGN HNM /•�• TC DL 7.0 PSF DATE 11/23/94 t= C=3 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIOAL SPECIAL PFRMANCNT SAAC1140 RE , ,ALPINE COHNECTOR9 ARE wce Of 20G4 IiALV. STEEL IIEETIIO ASTM OUIPEMENT5. UNLESS D711ENM1•.;[ IIOICAICD, 7qV "•• BC DL 1O .O PSF DRWHCUSF1012 94326541 1� ;A446 GR B EXCEPT AS NOTED. APPLY CONNECIORS TO EACH FACE OF CHORD SHALL BE LAIERALLY ORACEO WITH PRO'ER W,' Q' Z S BC LLO ,O PSF FL-ENG CAW o IRUSS AND UNLESS OTHERWISE LOCATED OI THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHCA111ING, BOITEM7 CHORD :�: 74 'No.CONNEL TDRSPERDRAWINGS 130, 150 C I6OA-F. DESIGN STANDARDS WIT"PROPERLY ATTACHED RIGID CEILING -- SEE j • ♦ TOT,LD. 47.O PSF O CONFORM W/APPLICABLE PROVISIO S OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (1/1/9!) FOR PROPER •�•� SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FUWNISH A COPY OF THIS ,p �'.'tQ•.' DUR,FAG. 1 .3 3 -... d p tORtO.:' k t 1N.OfA,Y, AND SMALL.HOT Be PEl1E0 UPON.TN ANY OTHER WAY. flE576N'TO-IK tITU55 ERECT TON-CONT RACTDR. C� " C3 C= Q C [= C= ---IPI • TRUSS PLATE INSIITUIE. TOS - 1991 HATIOIIAL DESIGN SPECIFICATION F71R MOOD LON51HUC11011 '•••'rffR(p ETA'.' SPACING 24.0 ,x111..••'• 1 J b: 4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / .A2 -- 26'1'12 Nip 1f'S8 THIS DWG. PREPARED FROM COMPUTER INPUT ZLDADS 6 OIIAENSIONS) SUBMITTED BY TRUSS'MFR. AT P CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. X B�T CHORD 2x4 SP #2 N UPLIFT (LB) : 800 670 c WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 25.90 N TRUSS DESIGNED FOR 110.00 MPH WINO, 20.78 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/240 LIVE AND L/180 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TO MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. ,. PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1529.20 LBS. n) rn Ui a I 6N 4X6 4 (5 1.5X4 1.5X4 7 1 3X5(A1) 3X5(A!) Xf7'4'f2 5 � 3X7 L 11-0-0 4-1-12 , 11-0-0 i=6=Cl - 26-i-12 r� 26' 1"12 OVER 2 SUPPORTS R-1682# W-3"8 R-1529# W-3" Seq: 26675 PLT, TYP - ALPINE R - - Rev 17.2m A -_0 0 LPINE EfG VEERED Pg000C15, INC. TRUSSE9 REQUIRE EXTREME CARE �A.P•A7•Nfffff, 0 0 0 0 0 0 ** MPORTANT*fN WARNING n, TC LL 30.0 PSF REF 8012--16749 SHALL"Of BE RESPONSIBLE FOR ANY IH HANDLING, ERECTION AIIO .'AG'�ON Q Q p C=3 OEYIA1fO7 FROM THIS DESIGN OR THESE SP ECIFICAIIONS, OR ANY BRACING. SEE H10-91 BY IPI. SEE 111!5 DESIGN :••\a '{Ifl ��y TC OL 7.0 PSF DATE 11/22/94 p C=3 FAILURE 10 BUILD THE 74MS IN CONFORMANCE WITH OS768 BY IPI. FOR ADDITIONAL SPECIAL KAMAItS III UN ACING NE 4i�,�•QB'�e �,' C=:) ALPINE CONNECTORS ARE WADE Of 200A GALV. STEEL MEETING ASTM ONIREMENTS. IMLESS OINERWISE IIDICAfEO, TOP =�;'-`��'1. 7 4 BC. DL 10.0 PSF DRW HCUSR012 94326842 p A446 GR O EXCEPT AS NOTED. APPLY COItIECTORS IO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER . •1� TRUSS AID UNLESS OTHERWISE LOCATED Oft THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOOMCHORD BCLL 0.0 PSF H -ENG SFP ClioCOOALCIDPS PER DRAWINGS 130, 100 Q 160A-F• DESIGN STA101ROS WITH PROPERLY ATTACHED RIGID CE111116 -- SEE •% r a,•- pCONFORM W/APPLICABLE PROVISIONS OF 105 C TPI. AN ENGIIIEER'5 ALPINE TECMNiCAL UPOAI£ 17/1/91) fOP PfWKA •�� �0R1� ��' TOT.LD. 47.0 PSFSEAL UI THIS DMMIIG APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS '• /fgiT�'•' OUR•Fac• 1 33 i40pp p p p IN 014.Y, AND SHALL 101 BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS EMEC710M CO111MACTOR. ••.0 uHH•'' s 1 !PUSS PLATE IIISMUIE. 10S - 1901 "ATIOIIAL DESIGN SPECIFICATION FOR Moon COISltMmut PA NG 24.0" f ' 1 92---GLENN REYNOLDS L7 OCEAN GROVE) / .A3 26'1'12 Hip 13'SB THIS OWG. PREPARED FROM COMPUTER INPUT LOADS 6 OfHENSIONS) SUBMITTED BY TRUSS 'MFR., ATP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. � CHORD 2x4 SP #2 N UPLIFT (LB) : 800 670 c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 25.90 u1 TRUSS DESIGNED FOR 110.00 MPH WIND, 21.37 FT MEAN HEIGHT D WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . C DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24." O.C. (A) 1X4 #3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING a MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A w SUITABLE SUPPORT BY ERECTION CONTRACTOR, fu rn PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1537.83 LBS. Ut w 3X5 (R) 5X4 A) (A) 1.5X4 7r;;' 3X5 (Ai) X5(A1) 17'4'12 13-0-0 0-JIz12 13-0-0 1- 6=a 26-1-12 L26' 1"12 OVER 2 SUPPORTS R-1692# W-3"8 R-1538# W-3" PLT. TYP - A PIN P _ Rev 17.2m --Se 26678--00 T,= o 0 0 0 0 **IMPORTANT**ILPINE ENGIHEENED PRODUCTS. INC. WARNING'Rus REOUIRE EXTREME CARE ,.���1����1��•.,,,, TC LL 30 .0 PSF REF 8012--16750 t=ATRUSS DEVIATION FROM TN7$DESIGN OR THESE LL TBE SPEC Iii ICATIgKE FDA ANYqi ANY BRACING. SEE HIB-91 HBYDTP I�SEERf1115 DESIGCTION N :,• p`ON e.. �'. O FAILURE 10 BUILD THE IPAISS IN COIFORMANCE WITH OSTOO BY TPI. FOR ADDITIONAL SPECIAL PER"AIIEN7GRACING NEif'CTC DL 0 PSF GATE 11/22/94 ALPItE CgWXC7ORS ARE MADE Of 206A GALV. STEEL MEETING ASTM OUIREMENTS, UNLESS OTHERWISE MOICAICO, loP � ' � BC DL 10 •0 PSF DRW HCLISR012 94326543 O A416 FA tl EXCEP/ 45 NOTED. APPLY COIYECIg15 (0 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER • 77 TRUSS Alb UNLESS OTHERWISE LOCATED U1 THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD � BC LL 0 .0 PSF H -ENG SFPCONNECTORS PER DRAWINGS 130, 150 C I60A-F, DESIGN STANDARDS WITH PROPERLY ATTACHED AIGIU CEILING -- SEE T �'COWnF 4 W/APPLICABLE VISIONS Of TOS C M. AH EIDIEEWS AtPINE TECIHICAL UDAIE 17/1/011 FOR TP"R .,�FC �O Rte. TOT.LD. 47.0 PSF SEAL q1 MIS DRAW 1116 APPLIES TO IEE COMPONENT DEPICTED lED HERE DRYWALL APf11CAiIg1 FURNISH A COPY Of THIS ''.,f�f(r(p(}LE'\• DUR.FAC. t'll' ' 1 .3 3 C= O [m 1= C= C= IN UA.Y. AID SHALL 101 BE MELIED UPON IN ANY OTHER WAY. DESIGN ID 111E TRU5s ERLC11011 CTWIINAC TTUt1. 1 IPI - 11AISS PLATE IBIS 111111 E. IYNS - 1901 uAl lOnAl. nES1G11 SPECIFICAlIn11 FOR WUnO C011I.Ice0:11011 SPACING 24.0" I Job: (4�S'092---GLENN REYNOLDS L7 OCEAN GROVE) / .A4 -- 26'1'12 Common THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS &-DIMENSIONS) SUBMITTED BY TRUSS'RFR.� T P CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ BOT CHORD 2x4 SP #2 N UPLIFT (LB): 800 670 c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 25.90 N TRUSS DESIGNED FOR 110.00 MPH WIND, 21.39 FT MEAN HEIGHT a WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . C DEFLECTION CRITERIA IS L1360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . 1- A A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. (A) 1X4 03 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING a MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A w SUITABLE SUPPORT BY ERECTION CONTRACTOR, N rn PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1538. 15 LBS. a a 4X4 �\ I 5X4 A) (A) 1.5X4 7 3X5 (A1) X5(A1) 4717.4'12 X X 13-0-14 1 13-0-14 —6— 26-1-12 26' 1"12 — _( OVER 2 SUPPORTS R-1692# W-3"8 R-1538# W-3" PLT. TYP - ALPINE — Rev 17.2m SCA 26680 00 o c o o Q c1 **IMPORTANT**ALPINE ENGIEERED PRODUCTS. INC. WARN ING7R s"S REQUIRE EXIREHE CARE .".1...1ply TC LL 30.0 PSF REF R012--16751 OATRUSS HALL NOT BE RESPONSIBLE FOR ANY IN HANDLING, ERECTION AHD ',•�G�ON•8•. '' �OEYIATION FROM THIS DESIGN oq T1ESE SPECIFICATIONS, Oq ANY BRACING. SEE HIB-91 Of TPI. SEE THIS DESIGN ���:o-�1F(C O�S TC DL 7.O PSF DATE 11/22/94 iAILUNE TO BUILD THE TRUSS 114 CONFORMANCE WITH OS708 BY IPI. FDR ADDITIONAL SPECIAL PERMAIEHT BRACING REWC= ALPINE CONECIORS ARE"ADE OF 200A GALY. STEEL MEETING ASTM OUIREIENIS. IXLE55 GT/ERNISE 114010/1ED, lOV : : 3� BC DL 10.O PSF DRW HCUSR0f2 94326544 O A44G GR B EXCEPT AS NOTED. APPLY CONECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED NIIH PAGPEpNO.J � 4 TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING• BOTTOM CHORD � BCLL 0 .0 PSF H -ENG SFP CO4fECTORS PER DRAWINGS 130. 150 C 1BOA-F. DESIGN SIANDAROS WITH PROPERLY ATIACHEO RIGID CEILING -- SEE ,pfC �Q Rf�r �tQ'i TOT.LD. 47.0 PSFCOKORN WttPH.iCABLE ngYISIdNs tx 105-C TPt: AH EIW)INEEq'S ALPINE TECHNICAL UPDATE I7/t/911 FOR PROPER "o SEAL OI THIS DRAWING APPLIES TO THE COMPONENT OEPICTEO HERE DRYWALL APPLICATION FURNISH A COPY OF THIS .��fRfD Lam\ OUR.FAC. 1 .3 3 O O C7 O Q t= 114 OLY, A10 SHALL NOT BE TELtED UPON IH ANY OTHER NAY. DESIGN TO THE TRUSS CRECIHXN C(HURAMUR. .,H H.�•'•'' u•1 - 11.1515 Pt ATE 11MInUIE. UUS - 44111 UAl1OHAl DTSIGII SPECIFICAT1011 tOR NGON CG141,11-1(11011 SPACING 24.0 D: (45092---GLENN REYNOLDS L7 OCE � _ -~ AN GROVE) / .A5 -- 78'4'44 Common Girder THIS DWG. PREPARED FROM CONFUTER INPUT (LOADS & OINENSIUNS) SUBHITTED BY TRUSS 5.1FR. P CHORD 2x4 SP #2 N 2 Complete Trusses RequiredS T CHORD 2x8 SP #1 Dense c WEBS 2x4 SP #3 In NAILING SCHEDULE: (16d common_nails) M TOP CHORD: 1 ROW @ Wr a.c. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD: i ROW @ 9" D.C. UPLIFT (LB): 151 0 2430 WEBS : i ROW @ 4" D.C. BRG.LOC (FT): 0.00 18.06 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS cn TRUSS DESIGNED FOR 110.00 MPH WINO, 21.39 FT MEAN HEIGHT IN EACH ROW TO AVOID SPLITTING, a WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . w ENCLOSED OR FULLY OPEN BUILDING (SBC) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. N rn A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. THIS GIRDER DESIGNED TO SUPPORT 20-00-00 SPAN HIPSET U1 MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. WITH 07-00-00 SETBACK FRAMING TO BOTTOM CHORD FROM ONE SIDE. OPPOSITE SIDE SUPPORTS 02-00-00 JACKS. JACKS HAVE NO WEBS. 4X4 4X5 3X6 7p 3X5(A i) Y 717'4'12 3M i0xio 2X4 18'4"4 OVER 2 SUPPORTS R-2780# W-3"8 R-4499# W-3"8 1907:0 req: -26 PLT. TYP - ALPINE TP F - - Rev 7 m SCA - 0 00 0 0 0 0 0 0 **IMPORTANT*WLP114E ENGINEERED PRODUCTS. INC. WARNING'R1155E51WOUfHK EfTRCME CARE .•...N'R'..WW,,, TC LL 30 .0 PSF REF a012--16752 O O O CI SHALL NOT BE RESPONSIBLE FOR ANY IN HANDL ING. ERECT ION A110 .•��V��..„g d�O.,, OEVIAIION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY SPACING. SEE HID-91 BY IPI. SEF. IHIS DESIGN N 1ti(�C TC OL 7 .0 PSF DATE 11/22/94 Q a Q 0 FAILURE TO BUILD THE TRUSS IN COIFOP$4UJCE WITH OSYBB OY TPI. FOR ADDITIONAL SPECIAL PERNAIJEIJI BRACING HE �A.,; C'C] O C= O ALPINE CONNECTORS ARE MADE OF 200A GALV• STEEL MEETING ASIN QUIREMENTS. UNLESS OTHERWISE 14)CAIED, TOP : :'^'pad I•. - BC DL 10 .0 PSF DRW HCUSR012 94326545 C= l= 1= p A446 Glf S EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD$HALL BE LATERALLY BRACED WITH PROPER •/j N�•�•1 A o A L P I N E d TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD C BC LL 0.0 PSF HC-ENG SFP p LW WJECTORS PEP O14MIIG5 130, 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID LEILING -- SEE *. � . ��:• 4 7.0 PSF CO•IFd+M WfAPPLICABLE WiOVlSTOHS OF NOS 6 TPI. AN£ig11JEER'S- ALPINE-TECHNICAL UPDA+E (7/if01I FOR PROPER : --O R1 d�ti T:OT.LD... } TRUSS �' CU' SEAL HWJ THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION FVRJISH A COPY OF THIS /�fRt0(,T`-` DUR.FAC. 1 .33 IN OIL 1, AID SHALL NOT BE RELIED UP01J IH ANY OTHER WAY. DESIGN TO THE TRUSS EIIELTION LTWJTRAOTOR. .r,H,..••” 1 O O p tC] O O , Tlil MISS PLATE IIJSTIIUTE, NDS - 1991 DAII(RIAL DESIGN SPECIFICATInII FOR WIWID C011T.IIM1C110H � SPACING SEE ABOVE � I. J : (43092---GLENN REYNOLDS L7 OCEAN GROVE) / .81 -- 20' Mono Hip Girder 7'SB THIS DWG, PREPARD FROM COMPUTER INPUT (LDAOS 6 OINENSIONS) SUBMITTED BY TRUSS MFR, TP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ B T CHORD 2x4 SP #2 N UPLIFT (LB) : 10.510 1130 c WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 19.71 In TRUSS DESIGNED FOR 110.00 MPH WIND, 19.62 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) , DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . #1 HIP DESIGNED TO SUPPORT 07-00-00 JACKS AT LEFT END. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH W JACKS HAVE NO WEBS. 8d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY a ERECTION CONTRACTOR. w A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. Iu MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. Q► Ln a 5X4 2.5X4 AX5 1 . X4� 1.5X4 A) Lo 7 p in c 3X6 (BI) 17'412 4 4X ' 20' 7-0-0 13-0-0 -6- 20-0-0 20' - -) OVER 2 SUPPORTS R-1932# W=3"B R=2080# W-3"B PLT, TYP - ALPINE F - - R v 7 m SCA:_26695__00 **IMPORTANT**ALPI•IE ENGINEERED PROD11CTs. INC. WARNINGfR15sE5 REQUIRE EXTREME CARE .••"N"B"'•YY,Y, C= CTC LL 30.0 PSF REF R012--16753C=3 O [� G C= SHALL HOT BE RESPONSIBLE FDR ANY IN HAHDLUIG, fMC1I011 AIID .•'(F`� BR'A G7ATRUSS OEYIAII0H FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE TI415 DESIGN :•�� •'11E�C•'' �i�% TC DL 7 .O PSF DATE 11/22/94 C= iA1L11nE TO Bl1IL0 THE TRUSS N4 COiOWAIICE WITH OSidB BY iPt. FOR ADDITIONAL EPEC IRI PERNAIK N7 ORAC IIIf,RE `Al,�.{LQ.p y L .T O ALP11[ CIMBECt1tRS APE HSADE OF 206A GALV. STEEL NEET1140 ASTM OIIIMMENTS. UNLESS 01/ENOISE IIQ CATEO• IOP •� No.7.�� q BC DL 10•O PSF DRW HCUSR012 94326546 3 • 7 C= A4A6 fA B E%CERT AS NOTED. APPLY COtECTO45 TO EACH FACE Of CHORD SHALL BE LATERALLY GRACED MIIII 1><ROPER • BC LL 0 O PSF H -ENG SFP•I� TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN• POSITION LY ATTACHED PLYWOOD SHEAINING. DOTIONCl'ORD ({/A']'`]"/�`'1�y—�C.OW4ECI OIIS PER DRAWINGS 130• 150 C 160A-F. DESIGN SIAIIDARDS WITH PROPERLY AITACIIEO RIGIO CEIL114G --SEE /�~•/ '':• Q• AC= Co"FwA"APPLICABLE PROVISIONS OF 105 C IPI. AN ENNIITEER'SALPINE TECHNICAL DPDAIE 17/1/911 FOR IMR1W'ER "" E..... �`�;� TOT.LD. 47•.jO PSF SEAN. O4 1H 15 GAMING APLIES 10 THE CONPO4ENI DEPICTED HERE DRYWALL APPLICATION. Fl4RIN514 A COPY OF IHI$ I F��/FRED OUR.FAC. 1 .33 1N O4LY. A140 SHALL IIOT BE RELIED UPA4 111 ANY OILIER MAY. DESIGN TO THE TRUSS ERECTIDII C0141RACIDA. „•„NN•• C= O C= O C= O �.-IPI - ITYISS MATE 115111111f. 1%15 - 1001 14AT101AL DESIGN SPECIFICATION FOR WUUN GIWISIRNI:IIGN - PA N SEE ABOVE 1 b: (4.5092---GLENN REYNOLDS L7 OCEAN GROVE) / .82 -- 19'8'8 Mono Hip 9'SB THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 OIHENSIONS) SUBMITTED BY TRUSS-UFR. AP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ B T CHORD 2x4 SP #2 N UPLIFT (LB) : 590 540 c WEBS 2x4 SP *3 BRG.LOC (FT): ! 0.00 19.46 Tn TRUSS DESIGNED FOR 110.00 MPH WIND, 20.20 FT MEAN HEIGHT m WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. a w PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1127.48 LBS. N rn UI A. v �v 4X6 i.5X4 1 .5X4 7F,7 ^ I in 2 5X4 (A i) 17'4"12 55 1 1.5X4 9-0-0 10-8-8 -6- 19-8-8 �• 19'8"8 OVER 2 SUPPORTS R-1313# W-3"8 R-1127# W-3" PLT. TYP - ALPINE T - - R v 7 m SCA: 2670B 0 0 0 0 0 0 0 **IMPORTANT**NLP'NE ENGINEERED PRODUCTS, INC. WARNING'Rl/5Sf5 HEGl11RE E[IHEME CARE .••"'N'8'••�Y,,�• TC LL 30 .0 PSF REF R012--16754 0ATRUSS SHALL HOT BE AESPOHSIHLE FOR ANY IN HAHOLING. ERECTION AND •,�(���,,,, �p�.,•• DEVIAIIQJ FROM THIS DESIGII OR THESE SPEC IfICAlI0N5, M ANY BRACIfq, SEE NIB-01 BY IPI. SEI'. THIS DESIGN 11f1C TC DL 7 .0 PSF DATE 11/22/94 C FAILIIIIE 70 BUILD THE Tf1U55 IN COIiD"NAHCE WITH OS1UB BY TPI. FOR ADDITIONAL SPECIAL PEWMAILIII BRACIHG NE �{V�,••Q- 'y t 10.0 OALPINE CON16ECIDRS APE MADE OF 200A GALV. STEEL MEET HAG ►STN OUIREMENTS. UNLESS OTHERWISE IINICAIED, TOP ' : 7�] BC DL 10•0 PSF DRW HCUSR012 94326547 C A446 DR 8 EXCEPT AS TWEED. APPLY COTYIECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER : ND.•T:� 4•TRUSSAHI UNLESS OTHERWISE LOCATED ON THIS DESIGN. P051TIOR LY ATTACHED PLYWOOD SHEAIHIIJG, BOTTOM CHORD BC LL 0.0 PSF H -ENG SFPf.WIIE[TMS PER DRAWINGS 130, 150 C i60A-F. OESLGN S1AIgAR05 WITH PROPERLY ATIACNEO R1G10 CELL1110 -- SEE r - 111pq �I1'of (q gI w�� TOT.LD. 47,0 PSFII�17C CONFORM W/APPLICABLE PROV)SIGHS OF NOS E.1P1. AN ENGFIEER'i- "f;1HE TECHNICAL UPDATE TIf M# FDA PROPER Cj,OSEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATIGII FURIHSl A COP(Of THIS •'•. �fRiO E ;.•' OUR.FAC. 1 33 O O f= IN OILY. UID SHALL NOT BE RELIED U+OH 111 AR( OTHER WAY. DESIGN TO THE TRUSS EREC71014 CWIIRACTDR, 'Lnul�'•' i 4 , O C C= .-IPI - IIA15S PLATE IHSTITIWF., IWiS - 1901 HAIIOHAL nFSIGH SPECIFICATIOII FOR W(9111 CNIS N1110 foil PA N 24.0. 1 J b: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / .83 -- 19'8'8 Mono Hip 11'SB THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS AT P CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ B T CHORD 2x4 SP #2 N UPLIFT (LB): X20 (0 20 c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 19.46 v► TRUSS DESIGNED FOR 110.00 MPH WIND, 20.78 FT MEAN HEIGHT m WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . 0 DEFLECTION CRITERIA IS L1360 LIVE AND L1240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. (A) 1X4 ".T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 4D MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD, 8d NAILS 0 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY A ERECTION CONTRACTOR. w fU RIGHT END VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. rn Lt PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1134.00 LBS, m 4X52.5X4 X4 1.5X4 \(A) 7 P // to 2.5x4 (A1) , 17'4.12 X , 2.5X4 11-0-0 OVER 2 SUPPORTS R-1320# W-3"8 R-1134# W-3" qL PLT. TYP - A PIN P F - - Rev 7 m SEA: 1O1II 00 0 0 o =3o c= **IMPORTANT "LP'NE ENG111EEREo PRpptCrs INC. WARNING,RDSSES I9:OIIIRE EAlRE14E CARE •"UN"8""FY., TC LL 30.0 PSF REF 8012 -16756 SHALL NOT BE RESPONSIBLE FDA ANY 1N HAIMA IUD, ERECTION AIUI ,(AZ C3ATRUSS OfMATION FROM THIS DESIGN OH IfIESE SPECIFICAFIOIIS. OR ANY BRACING, SEE HIR-91 BY IPI. 51-F 11115 DESIGN c���:'1iftC••' � % TC DL 7.0 PSF DATE 11/22/94 O FAILIPIE 10 BUILD THE TRUSS 111 COIIF'OHMIC.E WITH USTUB BY TPI. FOR ADDIT1011AL SPECIAL I•EHMAIILNI UPACIJIG HE ;w All•IfE L'ONNELTORS AHE MADE OF 20GA GALV. STEEL MEEthIG ASIN OUIREMENIS. UILESS fN11ERWISE I1ATIf.ATEO, lOV .��' h BC DL +O 0 PSF ORW HCt1SR0f2 94326548 O A446 GH B EXCEPT AS NOTED. APPLY COIWIEF.TORS TO EACH FACE OF CHORD SHALL BE LATERALLY BHACEO MITI)PROPER ND•3o TRUSS It1U UNLESS OTHERWISE LOCATED Oil THIS DESIGN, POSIT7011 LY ATTACHED PLYWOOD SHCAIHIIIG, 801TUM CHORD BC LL 0.0 PSF H -ENG SFPCOUTAE CIORS PER DRAWINGS 130, 150 C I60A-F. DESIGN STAIIOAROS MIT"PROPERLY ATTACHED RIGID CEILIUG -- SEE �••' �Ca � (..Rto :�� . TOT.LO_ 47,0 PSFOIKIIFMI N/ADPL!CABLE iJWJYlS{DppJ 9F FIRS-i IPt. AH ENOIYlER'S - AEPiYIE TECEN1CAL i1POA1E 1T/{l91I-fTIR PHOT#R !,`j�,oSLAL Oil [NIS DOAMI14G APPLIES TO INE COMPONENT DEPICTED HERE DRYWALL APPLICAIIOII. FUIWIISH A COP/ OF )MIS �fR(0 f •• OUR.FAC. 1 .33 111 TML(, AIX)SHALL UOT BE PELTED POI! Nl AUY OTHER MAY. DESIG1I TO ME TRUSS LRECIIUN CONTRACTOR, ... ••` ' f ' Q C-1 C7 C7 C=3 C7 .,IPI - TRUSS PLATE INSTITUTE, IA3S - 1991 11ATIOIIAL DESIGN SPECIFICA11011 FOP OF coNS1HNCTION ISPACINg 24•0" Jib: (45092---GLENN REYNOLOS L7 OCEAN GROVE) / .84 -- 19'8'8 mono Hip 13'SB THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS AFR,- T P CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ 8 T CHORD 2x4 SP #2 N UPLIFT (LB) : 560 600 c WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 19.46 � TRUSS DESIGNED FOR 110.00 MPH WIND, 21 .37 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. Bd NAILS 0 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY a ERECTION CONTRACTOR. w IU RIGHT END VERTICAL DESIGNED FOR VERTICAL LOADS ONLY, rn cn PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1140.40 LBS. cn 0 4X61. X4 5X4 ul (A) n 7p 2.5X4 (AS) � 17.4.12 3X3 13-0-0 6-8-8 -6- 19-8-8 OVER 2 SUPPORTS R-1328# W-3"8 Ra114O# Wa3" PLT. TYP - ALPINE - - Rev 17.2m SEA -0.2500 **IMPORTANT*IE"LPINE EIIGNEERED PRODUCTS. INC. WARNING74055E5 REDDTRE EXTREME CARE ..,..N ,,,,�� TC LL 30 .0 PSF REF 8012--16760 O O [= O 1= O SHALL NOT BE RESPONSIBLE FOR ANY 1N HANDLING, ERECTION AND8B DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY IPI. SFE THIS DESIGN .......... TC TC DL 7.0 PSF DATE 11/22/94 QtIFIC T� C=3 C= FAILURE TO BUILD THE TRUSS 1N COIFORMANCE WITH OST8B BY TPI. FOR ADDITIONAL SPECIAL PER14AIIE11T BRACJNG RE :a ;lbV¢ ''': O O O C= ALPI/E CONNECTORS ARE MADE OF 206A GALY. STEEL MEETING ASTM OUTAEMENTS. UNLESS OTHERWISE INDICATED, TOP BC DL 10.0 PSF DRW HCUSR012 94326550 C= O p p A446 GR B EXCEPT AS NOTED. APPLY CONECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER • No.3 I 4 1= ALPINE Q TRUSS AIID UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD B�•. LL 0.0 PSF HQ—EN 1, I1'G' SFP p p CODECTORS PER DRAWINGS 130. 150 6 160A-F. DESIGN STAIYNAROS WITH PROPERLY ATTACHED RIGID CEILING --SEE ,p (O.R10� �`��;' -TOT..LD. 47.0. PSF CONFOPM W/APPLICABLE PROVtSTONS OF tin C TPI. AN fRGI EER'S' ALPINE TECHNICAL UPf1ATE 17/1/911 FOR PROPER - , I:j�, OTRUSS SEAT. NI THIS DRANJIIG APPLIES TO THE COMPOIIENT DEPICTED HERE DRYWALL APPLICATION. FUTNIISH A COPY OF I/NS FfR[D 11 DUR.FAC. 1 .33 666 777 666 O O 111 DIY, A1M SHALL 1407 BE PELItO UPON/ IN AIIY OTHER NAY. DESIGN TO TIE TRUSS ERECTION LINN7RACIDN. VIII 24.OP 1 C O C= C= 11.1 - IT"1'ii mAIE IN`i1I111IT, NEI`: • TOUT IIATIOUAI Of%Ilin%PECIFICATION FINI N41111 F.RII•,IINICTIOII PA N Jib: (4_5092---GLENN REYNOLDS L7 OCEAN GROVE) / .85 -- 19'8'8 Mono Hip Girder 7'SB THIS DWG, PREPARED FROM COMPUTER INPUT (LOADS 9 OY)4ENSIONS) SUBMITTED BY TRUSS-WR. AP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ B T CHORD 2x4 SP #2 N UPLIFT (LB) : 1030 !)IO c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 19.46 w TRUSS DESIGNED FOR 110.00 MPH WINO, 19.62 FT MEAN HEIGHT D WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . C DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N #1 HIP DESIGNED TO SUPPORT 07-00-00 JACKS AT LEFT END. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH tD JACKS HAVE NO WEBS. 8d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY a ERECTION CONTRACTOR. w A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. ry MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. PROVIDE HANGER AT RIGHT END OF TRUSS FOR 2051.58 LBS. rn 5X4X4T f .5X4 A) rn 7v Q 4X4 (A2) r4' 17'4"12 4X5 7-0-0 12-8-8 101 -6- 19-8-8 1- 19'8"8 OVER 2 SUPPORTS R-1902# W-3"8 R-2052# W-3" Sed:--26699 PLT. TYP - ALPINE P - Rev 17.2m A - 0 500 0 **IMPORTANT**ALP"!E EIGINEERED PRODUCTS. INC. WARNING. AEOU14E ENIREME CARE , .•A11N'.f..., ,� TC LL 30 .0 PSF REF 8012--16757 OAC==3C=3 HALL NOT BE RESPONSIBLE FOR ANY IH HANDLI11G. ERECTION AHD , .• GZO• B ,,,(9:VIAllpl FROM iH13 DESIGN OR (HESE 51'f CIF(CATIONS, OR ANY BRAC ItG. SEE HIB-01 DY IPL SEE 11115 UE91GI! \ �fl� Oy TC DL7.0 PSF DATE 11/22/94 FAILURE 10 BUILD THE TRUSS IN COUFORNANCE 91711 OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRAC TIG RE 1yQ` pO ALPINECONIXCTORS ARE MADE OF 206A OALV. S7EFL MEETIFMi ASTM OUITTFMENTS. UNLESS 011kRNtSE TIUICAIED, TOP "-`��'i,�1 4BC DL 10 0 PSF DRW HCUSR012 94326549 A446 GR B E/CEPT AS NOTED. APPLY C01IEC10RS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACEII Milli PROPER NO.,7449 '� ' A' BC LL0.0 PSF H -ENG SFP TTAISS AIID UILESS OTHERWISE LOCATED ON THIP DESIGN• POSITION LY ATTACHED PLYWOOD SHEA7111NG, BOTTOM CHORD Lr , �nf�CONNECI[pS PER DRAWINGS 130. 11.50 B 16006-F. DESIGN SIAUOAROS WITH PROPERLY ATTACHED RIGID CEILIIIG -- SEE �' TOT.LD, 47s0 PSF� CINWOW W/APPLICABLE PRWISICHS OF NRS-C-TPI. AN ENOL Effl'3 ALPITE TECHNICAL-UPDATE tl/1/011 FOR PHOKR "I /, ��RO..';��:. llljlI�11pSF AI. Oil UI TS DRA971G APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION FURlISH A COPi OF THIS �''p��fgfD'� ;•`�• DUR.FAC. 1 .33 CI O O L= O O III 1AA.Y. AIID SHALL IIOT BE RELIED LA"j 111 ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CDtI1RAf:TUR. •.111.•.•" . IPI - INISS PIAIE INSTITUTE. NOS - 1991 14ATIO01AI DESIGII SPECIFICA110U FI9I WOOD[:UNSII'll,,IIOR • SPACING SEE ABOVE Job: (45092---GLENN REYNOLDS L7 OCEAN GROVE) / .C1 -- 20'3'8 Common THIS OWG. PREPAREO FROM COMPUTER INPUT (LOADS 6 QINENSIONS) SUBMITTED BY TRUSS AFR.- T P CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ BOT CHORD 2x4 SP #2 N UPLIFT (LB) : 120 PLF 200 200 c WEBS 2x4 SP #3 'BRG.LOC (FT) : OVER CONTINUOUS SUPPORT ►Z129 20,29 cn TRUSS DESIGNED FOR 110.00 MPH WIND, 20.37 FT MEAN HEIGHT M WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . G DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N SPECIAL LOADS A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. to -------------------------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. a TC - From 74 PLF at 0.00 to 74 PLF at 12.00 w TC - From 215 PLF at 12.00 to 215 PLF at 16. 15 ALL PLATES ARE 1.5X4 EXCEPT AS NOTED. nl TC - From 74 PLF at 16. 15 to 74 PLF at 20.29 011 THE BUILDING DESIGNER IS RESPONSIBLE FOR THE GABLE SHEAR WALL DESIGN, Ln 8C - From 20 PLF at 0.00 to 20 PLF at 20.29 CEILING AND ROOF SHEATHING DIAPHRAGM CONNECTIONS, AND ALL TRUSS TO WALL Ln " THIS GABLE END WILL SUPPORT UP TO 2' OVERHANG ALONG THE TOP CONNECTIONS. �. CHORD. REFER TO DRAWING GE-001, GE-002, OR 876,719 FOR STUD UNLESS OTHERWISE NOTED: VERTICALS AND BRACING DETAILS. GABLE END HAS BEEN DESIGNED FOR VERTICALS LESS THAN 4'0-: 1.5X3 ALPINE, 13 WOODLOC TO TRANSFER ALL HORIZONTAL WIND LOADS INTO THE ROOF AND CEILING FOR VERTICALS GREATER THAN 4'0": 2X4 ALPINE, 23 WOODLOC DIAPHRAGMS. CONNECTION AND DESIGN OF THESE SYSTEMS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. THIS TRUSS WILL ALSO 4X4 G' SUPPORT 2'0- TOP/BOTTOM SPLIT ROOF LOAD ON EACH SIDE. .5X4 .5X4 7 r 7 (R) 2.5X4 (01) LE .5X4 (A1) u EH 4.5 17'4'12 0-i 12 -5-1 O715 4-1-12 5X4 2.5X4 2.5X4 20'3"8 -( OVER 2 SUPPORTS R-166 Of W-12'3"8 R-449# W-3"8 I Seq: 26662 J PLT. TYP - ALPINE DESIGN CRIT T FL/0/1/0/-/-/F Rev30 .0 17.2m SCALE - 0.3750 **IMPORTANT*►ALPINE ENGINEERED PRODUCTS, It., WARNINGIR�SES REWIRE EXTREME NE CARE 1',-ON'YNN.YFr,,, TC LL 30 .0 PSF REF R012--t6763 O [_ [� O O C7 SHALL NOT BE RESPONSIBLE FOR ANY III HAIDLIID, ERECTION AND • 10 8• V Bq '•, C= rJ p p DEVIATION FROM THIS DESIGN 0R MESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-01 (If TPI. SEE 71115 DESIGN �:$5aTC DL 7.0 PSF GATE 11/22/94 p p p p FAILURE 70 BUILD THE TRUSS IN CONFORMANCE WITH OSIUS BY IPI. FOR ADDITIONAL SPECIAL PERMAtE117 BRACING RE bo.¢ 4 : BC 10.0 p C= p p ALPItE CM/iECTIWiS RPE NAGE OF 200A GRLV. S1EEL MEETING ASTM DUIRENENTS. Ut4.ESS DlIERNISE INDICATED, lOP Bl.r DL 10•O PSF ORW HCUSRO►2 94326551 CJ p p p A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER • No.� � 4 A L P I NE p TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEAIHIIIG. 807TUM CHURD •� BC LL 0.0 PSF HC-ENG SFP C= COIUE C TOnS PER DRAWIIDS 130, 150 C 16OA-F. DESIGN DRR SIM05 WITH PROPERLY ATTACHED RIGID CEILIIX; -- SEE 1"•' a: � � f,''' ''{IIq'' ''T''Tp11''. _. p CMWORM W/AVFL[CAME PROVISIONS OF HOS C TPI. AFI ENGIlEEP'S ALPIIE TECHi1CAL UPDATE 17/1/911 fop PWIPER f loa.►P.;•,v_ TOT_LD... 47 .0 PSF �' TRUSS � �'� 1(��' Iilll Nil ulI = !.EAL Ull ANIS CRAWIHG APPLIES TO ME COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURIJISH A COP/ OF IVIS �f/1to L•' .•' OUR.FAC. 1 .33 3 1 III(WA.Y, AID SHALL 1Di BE RELIED UPMI III ANY DIVER WAY. DESIGN TO THE TRUSS EIECTION CDNITNACTDR. ...H I..''' O p O p p p -1111 - IFAISS PLATE IN;111111F. IDS - 1901 NATIMIAI. DESIGN SPEC.IFIC,ATIOIH FNN WOOD ISPACING24.0" Jib: (4-5092---GLENN REYNOLOS L7 OCEAN GROVE) / .C2 20'3.8 Common THIS OWG. PREPAREO FROM COMPUTER INPUT LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS 14FR". T P CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. X B T CHORD 2x4 SP #2 N UPLIFT (LB) : 640 b40 c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 20.uO ul TRUSS DESIGNED FOR 110.00 MPH WIND, 20.53 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. a w IU QI UI U1 IU 4X4 1.5X4 1.5X4 7 f 2.5X4 (Ai) .5X4 (Ai) �5 F-iX __,$.17'4 12 10-1-12 20-3-8 10-1-12 _6 �- 20'3"8 OVER 2 SUPPORTS R-1326# W-3"8 R-1326# W-3"8 _Seq; 26654 PLT. TYP - A PIN Rev 17.2m SCALE - 0 2500 0 0 0 0 o C= **IMPORTANT*MALPINE EIIGIIEEREO PRODUCTS. INCWARNING7gUSSES REOUIRE EXTREME CARE .��..I,... , TC LL 30 .0 PSF REF R012--16767 SHALL 1X11 BE RESPONSIBLE FOR ANY IN 11AInLIIIG, ERECTION AND �,.•'G1� B•�� �,� �ATRUSS DEVIATION FNDN THIS DESIGN OR MESE SPECIFICATIONS, DR ANY BRACING. SEE HIS BY IPI. SEE THIS DESIGN �� •' ••••�'•.� � �1[�� -; TC DL 7.0 PSF DATE 11/22/94 1= FAILUIE 70 BUILD THE TRUSS Ill COIFOAMAIICE WITH OSIBB By TPI. FOR ADDITIONAL SPECIAL. PERMAIIEN7 BRACING RE �AV Z O ALPIIE CORRECTORS ARE MADE OF 2Df.A GALV. STEEL MEETING ASTM OUIRENENiS. IXKESS OTHERWISE f1OIC11E0, TOP :�:'!A71 q `. • BC DL 10.0 PSF DRW HCUSR012 94326552 [= A446 CA B EXCEPT A$TOTED. APPLY f.01YEClOHS TO EACH FACE OF CHORD SHALL SE LATERALLY BRACED WITH PROPER c.-- Af(I LIKES$OTHERWISE LOCATED ON IN19 DESIGN POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD BC LL 0.0 PSF HQ-ENG SFP LIRIIL C TONS PER DRAWIIIGS 130, ISO C IGOA•F. OESIGII STAIAIANDS WITH PROPERLY ATTACHED RIGHT CEIL1116 -- SEE CONFORM N/APPLICABLE PROVISIONS OF NOS C TPI AN E"QI EER'S ALPINE TECHNICAL UPDAff Y7/1^111 FOR PROPER i �, TOT.LD. 47.0 PSF cT ' 1 .33� SEAL 01/1MI5 DRAWING APPLIES f0 THE COMPOIIEIII DEPICTED HERE DRYMALL APPLICATION FVHr11511 A COPY Of THIS �fQ[p(, DUR.FAC. C= O L7 O C= C� 111 OIAY. AIN] SHALL LOT BE RELIED UP-41 III AIIY OVEN WAY. DESIGN 10 IME TRUSS ENECTIfXI COUTNAf.IOR. ••„I.r•••' H', - IwKS"ATE IfIsllNnf. Ins - 1901 IIAIInwL DESIGN SPECIFICAIIOII FON Wf,Hu GOnsn«Ir.nD11 SPACING 24.0 b: (4-5092---GLENN REYNOLDS L7 OCEAN GROVE) / .C3 -- 20'3"8 Common Girder THIS OWG. PREPARED FROM COMPUTER INPUT IM6S—b`-DIMENSIONS) SUBMITTED BY TRUSS'UFR, AP CHORD 2x4 SP #2 N 2 Complete Trusses Required (7)B T CHORD 2x8 SP #1 Dense WEBS 2x4 SP #3w NAILING SCHEDULE: (16d�Common nails ) o TOP CHORD: 1 ROW @ 16 D.C. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD: i ROW @ 7" D.C. N UPLIFT (LB): 2470 3620 WEBS : f ROW @ 4" D.C. BRG.LOC (FT): 0,00 20.00 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS In TRUSS DESIGNED FOR 11.0.00 MPH WIND, 20.53 FT MEAN HEIGHT IN EACH ROW TO AVOID SPLITTING. a WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . w ENCLOSED OR FULLY OPEN BUILDING (SBC) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ru rn A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. THIS GIRDER DESIGNED TO SUPPORT 26-01-12 SPAN HIPSET In MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. WITH 07-00-00 SETBACK FRAMING TO BOTTOM CHORD FROM ONE SIDE. In OPPOSITE SIDE SUPPORTS Z-00-00 JACKS. JACKS HAVE NO WEBS. w (J 06 (R) I 3X7 X7 7 X5 4X•7(A1) 4X7 (A1) •gf7'4'f2 Z,rio X 0 (O W 8 10-1-12 10- 1-12 20'3"B ---=j OVER 2 SUPPORTS R-4572# W-3"8 R-66981E W-3"8 PLT, TYP - ALPINE DESIGN CRIT TPT - Rev 17.2m SCA• 6063750 O O C7 o O O **IMP0RTANT**"LP1"` ENGINEERED PRODUCTS, INC. WARNINGTRUSSE9 REQUIRE EX14EME CANE '•`�.1..1(N(yr' TC LL 30 .0 PSF REF R012--16771 SHALL TOT BE RESPONSIBLE FOR ANY IN HAINLIIG, ERECTION AND I ,. 'G'ON B.gry•• C=3 C= C� O C=3 DEVIATION FROM THIS DESIGN OR 11ESE SPECIfICAF10NS, OR ANY BRACING. SEE HIB-91 BY IPI. SEE THIS DESIGNIC•'';��'� TC DL 7 0 PSF GATE 11/22/94 C� C� O C 3 FAILURE TO BUILD THE TRUSS IN CONFORMANCE MIT"OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE AV.' aQ'/p y r+ C7 [= 177 O ALPIIE CONNECTORS APE MAGE OF 200A GALV. STEEL MEETING ASTH OUIREMEN75. UNLESS OTIIF_RWISE UGICAIEO, TOP 7"L NO'7, 7 •'. BC OL 10. 0 PSF DRW HCUSR012 94326553 O O C� O 4446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATEAAt LY BRACED WITH PROPER /] /.o.d•999'j',� I C c=IALPINE O TRUSS AND UNLESS OTHERWISE LOCA7ED 014 THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD /�,�••! BC LL QO.�0 PSF HC-ENG SFP O CONNECTORS PER DRAWINGS 130, 1S C 1804-F, DESIGN STANEEROS WITH PROPERLY ALI ALDAT RIGID7/1 CEILING -- SEE 'lQ Cyst D\O*�W�o-• OUR.FDC. 1 33 �� II VIII Ot RUSS SEACONM ON INIIORM SMOPAWOIMG A�IESTO THE COIWONENT DEPICTED HERE DRYWALL R*S ALPINE TECHNICAL APPLICATION FURHISII ATt FOR COPYY Off IVIS F f„ 7'',•• 1 6 S N c= C7 CI r7 O O IN(WILY, AIO SHALL 1101 BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECIMIN COMPACTOR. 11NN.'" 1--IPI • IW%S PLATE HISTITOtE. TOS • 1991 HATIOIIAL DESIGN SPECIFICATION FOR 11000 C011SIMCIIGNSPACING SEE ABOVE 1 J b: (45092---GLENN REYNOLDS L7 OCEAN GROVE) / ,01 -- 8'3'8 Drop Gable THIS ONG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS 14FR.- T P CHORD 2x4 SP 112 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ BOT CHORD 2x4 SP #2 N UPLIFT (LB) : 120 PLF c WEBS 2x4 SP 113 BRG.LOC (FT) : 1 OVER CONTINUOUS SUPPORT cn TRUSS DESIGNED FOR 110.00 MPH WIND, 18.62 FT MEAN HEIGHT m WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. tD MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. a THE BUILDING DESIGNER IS RESPONSIBLE FOR THE GABLE SHEAR WALL THIS GABLE END WILL SUPPORT UP TO 2'0" OVERHANG ALONG THE TOP ru DESIGN, CEILING AND ROOF SHEATHING DIAPHRAGM CONNECTIONS, AND CHORD. REFER TO DRAWING GE-001, GE-002, OR 876, 719 FOR STUD rn ALL TRUSS TO WALL CONNECTIONS. VERTICALS AND BRACING DETAILS. GABLE ENO HAS BEEN DESIGNED TO 1n TRANSFER ALL HORIZONTAL WIND LOADS INTO THE ROOF AND CEILING cn FOR GABLE STUD VERTICALS, UNLESS OTHERWISE NOTED: DIAPHRAGMS, CONNECTION AND DESIGN OF THESE SYSTEMS ARE THE FOR VERTICALS LESS THAN 4'0": 1.5X3 ALPINE, 13 WOODLOC. RESPONSIBILITY OF THE BUILDING DESIGNER. THIS TRUSS WILL ALSO FOR VERTICALS GREATER THAN 4'0": 2X4 ALPINE, 23 WOODLOC. SUPPORT 2'0" TOP/BOTTOM SPLIT ROOF LOAD ON ONE SIDE. i 4X5 7 p 2X4 (01) X4 (01) —v4 17'4"12 4-i- 4-i- 8'3"8 OVER i SUPPORTS R-154 Of W-8'3"8 PLT, TYP - ALPINE TP /�T - - Rev 17.2m SCA' 2 0© 000 **IMPORTANT**ALPINE E'IGI'IEERED PRODUCTS. INC. WARNINU A1ISSES IEGUIRE EXIRENE CARE , 0 0 0 0 0 o n� TC LL 30 .0 PSF REF R012--16774 SHALL fql BE RESPONSIBLE FOR ART! 111 11f•IgllllG, EnECTIOH AND O'O�� B•B O C=3OEVIAIIt%I FROM THIS DESIGN OR HESE SPEC IfICATIGHS. OR ANY BRACItq. SEE 1118-91 Bf IPI. SLE 11115 DESIGN , � � TC DL 7 .O PSF DATE 11/22/94 FAILINK: 10 BUILD TIIf TRUSS IN C014FOAKAIACE WITH 05708 BY TPI. FDR ADDIIIOHAL SPECIAL PERNAIX:III BNACIID HE t4�,��t�q. 3 f-'. .E AI.P HIE Cl%INECTWS ARE MADE DF 20GA(:ALV. StEEI MEEIItJG ASTM OIII RENE11T5. I%1 E55 Olt E1WISE (Iq ICA IE O, 7111 '�:—•'•Q •', BC DL i Q .O PSF DRW HCUSR012 94326554 No.�d7 4A4A6 F,R B E%CEPT AS NOTED. APPLY COtWECl0a5 (O EACH FACE OF C/ga0 SHALL BE lAIEaALLY BRACED WIN1 PNWEP �TRUSS A1A LIIJLESS OTHERWISE LOCATED Off THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHIIJG. BUTTON CIN)IJO '• BC LL 0 .0 PSF H —ENG SFP ) CIRIIJECtORS PER DRAWINGS 130, 150 C 1BOA-F. DESIGN STAIMIAADS WITH PROPERLY ATTACHED RIGID CEILIIJG -- SEE � , TOT.LO. Q7.Q PSFIIfI� I�IIIIlflllO f.OIXIWM MIAPft ICABI:f IYJOViSEONS of NOS C TPi: AH EtWJ IfEER'S ALPtra TECfWfiCiL IJPIfAIE f7/f 10E-WJTPACTOR. 8'FDR-P"(wR LCSEAL 011 71115 ORANIIIG APPLIES TO THE CQWOIIENI GEP1CIED fEPE OR(WALL APDLICATI0II fUH115H COPY Of 11115 • lR[0� .•• DUR.FAC. 1 .33 CI [,� O [� O O IN[WA.Y, AIA)SHALL IRT BE PELTED UPTRI fit AHY OTHER MAV. OES IGH i0 THE 1(71155 E"EC710N ..III..•• 1IPI - )(HISS PLATE IIISIINIIE, 105 • 1!111 IIAIIONAL DESIGN SPFCIFICAIIOII F(%I Wf00 C01rN1Cll(NI SPACING 24.0" 1 J b: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / .E1 -- 7- Mono THIS DWG, PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS HFR. ATP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ CHORD 2x4 SP CM2 N UPLIFT (LB): 250 270 c WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 7.00 N TRUSS DESIGNED FOR 110.00 MPH WIND. 19.62 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING )SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. In MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. d w PROVIDE CONNECTION FOR 368tt AT BOTTOM CHORD. N Ui to to 1.5X4 un to 7p v , 2X4 (Al) 4.5 17'4"12 . 4 1-6-0 7-0-0 7 OVER 2 SUPPORTS R-5810 W-3"8 R-368# W-1"8 PLT, TYP - ALPINE T - - Rev 17.2m SCA 26091750 • 'NN..Nr' TC LL 30.0 PSF REF R012--16776 0 1� 0 c3 0 **IMPORTANTIE*ALPINE ENGINEERED PRODUCTS. INC WARN INGIHOSSF.S REQUIRE EXTREME CANE A�.N B.N"'% 0 SHALL NOT BE RESPONSIBLE FOR ANY Ifs HANOLI14, ERECTION AND .•,(T1� -7 C=3 CZ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY IPI. SEE THIS DESIGN :-tea ,.} , � � TC DL / .O PSF DATE 11/22/94 FAILUTE TO BUILD THE TRUSS IN CONFORMANCE WITH 05788 BY TPI. FOR ADDITIONAL SPECIAL PEIMANEN7 BRAC RACING RE `��.••Q` {fS y .1 O O G'] D ALPINE COIIECFORS ARE MADE OF 2OGA GALV. STEEL MEETING ASTM QUIREMENIS. UNLESS OI/1EPWISE 1140ICAlEn, 70P -�. Q •'7 BC DL 10 .0 PSF DRW HCUSR012 943265 5 No.3�IV, 4 O O q p A446 OR B EXCEP7 AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LAIERALLY BRACED WITH PROPER � � = • A ' I ALPINE O TRUSS Aro UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SIEATHI BOTTOM CHORD '. �� BC L L 0.0 PSF HQ-ENG SFP CONNECTORS PER DRAWINGS 130. 150 C 160A-F. DESIGN SIA93AROS WITH PROPERLY ATTACHED RIGID CEILING -- SEE ,i�'•:• QTOT. t'µ'1 'T. CONFORM M/APPLICABLE PROVISIONS OF 105 6 1PI. A"ENGINEER'S ALPINE TECHNICAL UPDATE II/if9it FOR PROPER. :qfe� L.ORt�,: `�: TOT..LD.. 47.0.. PSF.... ..I� I It Ir 11._ TRUSS C SEAL OI THIS DRAWING APPLIES TO THE COFPa1ENT DEPICTED HERE DRYWALL APPLICA110N. F14711511 A COPY OF THIS �•'r�FR E O .•' DUR.FAC. 1 .33 VIII I��I Illrl �I IN OLY, A110 SHALL NOT BE RELIED UPON IN Af1Y OTHER WAY. OESIGN TO IHE TRUSS E/LCIIOfN CONTRACfDR. ........ 1 6 6 O C] O --IPI - fRUSS PLATE InSTITUTE. NOS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD COIISIRIICTl011 SPA N 24.0" f ,. J4: (4_5092---GLENN REYNOLDS L7 OCEAN GROVE) / .F1 "" THIS OWG, PREPARED FROM COMPUTER INPUT (LOAOS 6 DIMENSIONS) SUBMITTEO BY TRUSS MFR, AP CHORD 2x4 SP #2 Dense PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ BOT CHORD 2x8 SP #1 Dense : 83 2x4 SP #2 N: UPLIFT (LB) : 680 690 c WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 19.71 [n TRUSS DESIGNED FOR 110.00 MPH WIND, 15.00 FT MEAN HEIGHT m WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . 0 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N THIS ATTIC TRUSS DESIGNED TO SUPPORT ADDITIONAL LOAD OF (A) 1X4 #3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO 40.00 PSF LIVE LOAD AND 10.00 PSF DEAD LOAD ON BOTTOM CHORD BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING a FROM 03-11-12 TO 16-00-04. THIS SAME SECTION SUPPORTS MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A w 10.00 PSF DEAD LOAD ALONG TOP CHORD DUE TO CEILING LOAD SUITABLE SUPPORT BY ERECTION CONTRACTOR. n1 AND 10.00 PSF ALONG THE KNEE WALLS. Fn A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. U1 COLLAR-TIE TO BE BRACED WITH ]X4 #3 HEM-FIR OR BETTER MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. U1 CONTINUOUS LATERAL BRACING AT 24" O.C., UNLESS A RIGID CEILING Q1 IS ATTACHED DIRECTLY TO IT. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. 4X4 1.5X4 1.5X4 2X5 7 X5 3X6 X6 5X5 5X5 co To r in -� 10-0-040-0-0 i-6- 6-9-1 6-5-13 4-3-2 -6- 3 3 8X8 lOXio gX� �---1 12'0"8 �-- 20' OVER 2 SUPPORTS R-1903# W-3"8 R-1903# W-3"8 S26713 PLT, TYP - ALPINE T F - - Rev 17.2m S C - 0, 1875 LPIIE E14GIr4EERED PRODUCIS. IIIC. iRl1SSES REQUIRE EXTREME CARE ,N.Ia up,rllr 0 0 0 0 0 0 **IMPORTANTiFSMALL NOT BE RESPONSIBLE FOR ANY WARNINGIM HAI40L11K, ERECTION Ana `��ION e• TC LL 30.0 PSF REF RO]2--16786 C=3ATRUSS ,o'aG ,.......,B� DEV IAIIp4 FROM This DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE 1118-91 BY IPI. SEE 1111S DESIGN �� 11f IC ,0.� TC OL 7.0 PSF DATE 11/22/94 C=3 FAILLIRE 10 BUILD THE TRUSS 114 CONFORMANCE WITH OST08 BY TPI, FOR ADDITIONAL SPECIAL PERMADC141 RAACIIIG RE I.; a J•'•'t O ALPIIE C(14UECTDAS ARE MADE OF 2AOA GALY. STEEL WETIP40 ASTM OUIPEMENTS..IWLESS OTHERWISE INDICATED, TOP :�: Q •0 BC DL 10.0 PSF DRW HCLISR012 94326 S6 [= A446 CA 8 EXCEPT AS NOTED. APPLY COHr4ECTORS TO EACH FACE Of CHORD SHALL BE LATERALLY BRACED MITI)PAOPLA O'311 4 "I= 114USSAIN)UILESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOIIUM CHORD �.�1 �Y BC LL O.O PSF H -ENG SFP COUIECIDRS PER DRAWINGS 130, 150 C 16OA-F. DESIGN STAIJOARDS WITH PROPERLY ATTACHED PIGIO CEILIIIG -- SEE /.-' 'COIIFOPM M/APPLICABLE PPOVISTOHS OF 1405 C TPI. Ali ENGTIEWS ALPINE TECHNICAL UPDAIE IT/1/9i1 FOR PROPER �c,-[ID R.10. �`�: TOT..LD. 47.0 PSF �1�• •]']oSEAL Oil THIS CRANI14G APPLIES TO THE CGMMIEI41 DEPICTED HERE DRYWALL APPLICATION FL041511 A COPY OF IRIS �/�R[0� OUR.,FA�`. 1 .3 3 O p p O O O III Ot4Y' AIJD SHALL 1101 BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS EPECTION CW4IRI.CIOR, rrrrr All- ---TPI - TRUSS PLATE PtSTITUTE. I40S - 1991 IIATIO14AL DESIGN SPECIFICATION FOR WOOD C01151RUCIM-11 SPACING 24. I Jib: (4.9'092---GLENN REYNOLDS L7 OCEAN GROVE) / .CJ1 -• 1' End Jack THr IS ON6• PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED By TRUSS MFR. AP CHORD 2x4 SP 112 N PROVIDE UPLIFT CONNECTIONS AT BEARTNGS AS INDICATED. _ BOT CHORD 2x4 SP #2 N UPLIFT (LB) : 220 c WEBS 2x4 SP #2 N BRG.LOC (FT) : 0.00 cn TRUSS DESIGNED FOR 110.00 MPH WIND, 17.87 FT MEAN HEIGHT m WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. to MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. a W PROVIDE ( 2 ) 16d TOE-NAILS AT TOP CHORD. nI PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. Cn Ln W Ln C0 1 7 p 18' T 2X4 (Ai) 11.5 ••5 17'4.12 I 1-6-0 -0- OVER '3 SUPPORTS R-41341 W-3"8 PLT, TYP - ALPINE - - Rev 17.2m 5CA 2 0, /±T 0 0 0 0 0 0 0 0 **IMPORTANT**`PIIE EIDIEEREO PRODUCTS, INC. WARNINGTRUSSE9 TEOUITE EXTREME CARE .AoN'8 1, TC LL 30.0 PSF REF 8012--16739 SHALL NOT BE RESPONSIBLE FOR ANY IN HANDLING. ERECTION A140 '�G�O •.,,� '7 C C 0 DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIWK, OR ANY BRACING. SEE HIB-91 BY TPI, SEE THIS DESIGN :�•�� •':��(�t••' 0�:- TC DL / .O PSF DATE 11/22/94 O O [= O FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OS1UB BY TPI. FOR ADOITIONAL SPECIAL PERMANENT BRAC114 RE .a ••'' y S O C C= O ALP114E CONNECTORS ARE MADE OF 206A GALV. STEEL MEETING ASTM OUIREMENTS. UILESS OTHERWISE INDICATED, TOP : No 7� • BC DL 0 .0 PSF DRW HCUSR012 94326535 O C O O A446 GR B EXCEPT AS NOTED, APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER o A L P I N C TRUSS AID UNLESS OTHERWISE LOCATED aN THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD �. —� BC LL 0.0 PSF H -ENG SF P C C C0I4IIECTORS PER DRAWINGS 130, 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING --.SEE '. ';:•.��f47.0 E��+ COMFOP/1 NfAPPL/CtalE PROVISIONS OF tO5 C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/l/9t) FOR PRGPEfI ;SFO. TOT.LD. - PSF CO TRUSS C SEAL 011 THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DAYNALL APPLICATION. FUHHMH A COPY OF THIS •�s�lglp LTA',•• DUR.FAC. 1 33 II� �I II�'�,IIIIIYIII I I'�) O C= C 1N ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION COMPACTOR. _ ..11�•�' 'I C7 O C= __IPI - TRUSS PLATE INSTITUTE. IDS - 1991 HATIGHAL DESIGN SPECIFICATION FOP MOOD CONSIROCTIOH SPACTNG 24.0" . Jib: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / .CJ3 -- 3' End Jack THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS`MFR: T P CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ B T CHORD 2x4 SP #2 N UPLIFT (LB) : 200 200 200 c WEBS 2x4 SP #2 N BRG.LOC (FT) : 0.00 3.00 3.00 Tn TRUSS DESIGNED FOR 110.00 MPH WIND, 18.45 FT MEAN HEIGHT m WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. a PROVIDE ( 2 ) 16d TOE-NAILS AT TOP CHORD. ru PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. rn Ut w rn R-68# W-1"8 �t 9.2. �n 7 P7 fU �— 2X4 (Ai) 4'5 !7'4'12 i I 1-6-6 'T' 3-6-D 'J 3' OVER 3 SUPPO R-376# W-3"8 R-330 W-1"8 Se q:__2668-7 - P T TYP - A P N - Rev 7 m SCA E 0,5000 O O O O p O **IMPORTANT*)(ALPINE ENGINEERED "IO.TS• INC. WARN INGTROSSES REQUIRE ENIREME CARE d",N"F��F4,4 TC LL 30 .0 PSF REF R012--16741 pATRUSS SNALLNOT BE RESPONSIBLE FOR ANY IN NMOL ING, ERECTION At10 �.'.•�aV, B�' �,DEVIAT[ON fROM)NIS DESIGN OR THESE SPEC IFICAT 10115. OR ANY BRACING. SFE HIB-01 BY IPI. SEE T11I5 DESIGN 45 .-Alf(C O� TC DL 7.O PSF DATE 11/22/94 FAILURE TO BUILD THE TRUSS IN CdiOfwAIJCE WITH OSTBB BY 7PE. FDR ADDITIONAL SPECIAL PERMAIIEN1 BRACING RE • y[= ALPINE COIN4ECTORS ARE MADE OF 206A 69I.V, STEEL WEITNG ASTM OUIREMENTS. UNLESS OTHERWISE [NDICAIED, lOP 1 � 7.T �•': BC DL1O.O PSF DRW HCUSR012 94326536 p A446 GR B EXCEPT AS NOTED, APPLY C01#ECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER • . 'o1RUSS ANO UIEESS OTHERWISE LOCATED ON THIS OESIGIL POSITION LY ATTACHED PLYWOOD SHEATHIIIG. BOTTOM CHORD .�d►)1]/V` 8C LL 0 .O PSF H -ENG SFP C01#ECTORS PER DRAWINGS 130, 150 C 160A-F. DESIGN STANOAROS WITH PROPERLY ATTACHED RIGID CEILING --SEE / •.i '•• T S, fOrtto �'�• TOT.LO.. 47.0 PSFOO �E NHIIS�DRAAWING A IESOTO THE COMPONENT DEPICTED HERE DRYWALLAPPLICATIONFUPoJI5H`AICOPf FOR THUS ,•�c, FgfO C '��''•. II�II�I�III���� IIIIIII OUR.FAC. 1 .33 1 p O O O O O IN f#EY, AND SHALL NOT BE PELTED UPpI IN ANY OTHER MAV. OESiGN TO THE TRUSS EREL710N COilT/41CTOR. L 4 S - IPI - TPIISS PLATE INST11111E, 1415- 1901 NAIIOIIAL DESIGII SPECIFEf.AT1011 FOR W(Mlll C0161141CIIOH SPACING 24.0" I I I _ i J b: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / ,CJ5 -- 5' End Jack THIS DWG. PREPARED FROM COMPUTER INPUT {LOADS 19_05464t IONS) SUBMITTEO BY TRUSS`MFA' AT P CHORD 2x4 SP 112 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ B T CHORD 2x4 SP CM2 N UPLIFT (LB): 220 230 200 c WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 5.00 5.00 In TRUSS DESIGNED FOR 110.00 MPH WIND, 19.03 FT MEAN HEIGHT m WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . G DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 240 D.C. to MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD: a w PROVIDE (( 2 ) 16d TOE-NAILS AT TOP CHORD, n1 PROVIDE l 2 ) 16d TOE-NAILS AT BOTTOM CHORD, Im Lq w 14 R-168, W-1"e h� 20'4' !n m 7v m T 2X4 (Al) 4'5 17'4.12 F1-6-0 "i' 5-0-0 5' - -� OVER 3 SUPPORTS R=471# W-3"8 R-73# W-1"8 -_Seq: _26684 1 PLT. TYP - ALPINE TP - - Rev 17.2m SCA - 0 5000 **IMPORTANT*WLPINE E%IHEEREO PRODUCTS. INC. WARNING'RUSSE'REQUIRE EXTREME CARE """""PFYP! TC LL 30.0 PSF REF 8012--16743 C=ATRUSS C a SHALL NOT BE RESP014SIBLE FOR ANY IH HANDLING. ERECIIOI AND ••'aC,�ON B.��'��, DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIS BY TPI. SEE THIS DESIGN ��:. (�F�C ��.'q TC DL 7.O PSF DATE 11122194 O FAILURE TO BUILD THE TRUSS 111 CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE S1, y S OALPI14E CONECTORS ARE MADE OF 206A GALV. STEEL MEETING ASTM OUIPEMENTS. UNI-ESS OTHERWI!x IHDICATEO. TOP =4 i8C DL 1O O PSF DRW HCUSR012 94326537C= A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED MIT"PROPER •A4 BC LLO O PSF H -ENG SFP TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHDIG. BOTTOM CHORD -CONNECTORS PER DRAWINGS 130. 130 C I60A-F. DESIGN STANDARDS WITH PROPERLY ATTACIED RIGID CE IL TUG -- SEE / �CCOJFOM W/APPLICAKE PROVISIONS OF HDU C TPI. Ali-EHGNNEER'S ALPINE TECK41CAL UPDATE N/1/911 FOR PRIWER �ej �OR10 /'� TOT.LD. 47•Q PSF� SEAL Oi IH15 DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATIOII F•JAH1SH A COPE OF IH{4 P,,,ZttD EP OUR.FAC. 1 .33 IN ULY. AUG SMALL NOT BE RELIED UPON 111 ANY OTHER WAY. DESIGN TO THE TRUSS E1IECIIINN CONTRACIOR. 'P�mur"''• 6 4 ! > O [= O C O CI 11•1 - IfW1SS MAfE 111511 NIIF, UIS - I991 IIAT IDI U.L DE516N SPff.IF lf.AI ION FIA1 YiNIU SPACING 4.0" , J46: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / .EJ7 -- 7' End Jack THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSSIMM. ATP CHORD 2x4 SP #2 N PROVIDE UPLIFTICONNECTIONS AT BEARINGS AS INDICATED. 3:CHORD 2x4 SP #12 N UPLIFT (LB) : 250 330 200 c WEBS 2x4 SP 112 N BRG.LOC (FT) : 0.00 7.00 7.00 cn TRUSS DESIGNED FOR 110.00 MPH WIND, 19.62 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) , DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . ro A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. to MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. h, W PROVIDE ( 3 ) 16d TOE-NAILS AT TOP CHORD. ru PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. rn Lu ^ W � 1 w R=255# Wa1"8 21'6" 117 • 7 In Q 2X4 (A1) 4'5 17'4"12 LL 7-0-0 7- OVER 3 SUPPORTS R-581# W-3"B R-112#1 W-1"8 Se q: -26fi93 PLT, TYP - ALPINE T - Rev 17.2m SCA - 0 3750 l� o O O C O **IMPORTANT**"PINE ENGREERED PRODUCTS. INC. WARNING7RUSSEs REQUIRE EXTREECTIME 14 CARE N tT ,SHALL � TC LL 30 .0 PSF REF 8012--16744 C 3ATRUSS OEYIAIIOII FROM THIS DESIGII ORTHESEISP ECBE IFICATIOUS. FOORR A1Y BRACING. SEE HIBUD N91 BYD IPI... SEERTHIS DESIG1N J'��G10•••e�e �': �I(I� �c: TC DL 7.0 PSF DATE 11/22/94 FAILURE 70 BUILD THE TR1155 JN Cai0R71A14LE WITH OSTBtl BY 7Pi. FOR AOOITIa4AL SPECTAI. PERNAIJENI ORADLIG REtALP114E.ClXWECT(75 APE MADE W 20W GRLV. STEEL HEELING ASTM OUIREilENTS. UNLESS UTIWiTWiSE [IDICAfEO, 70V � NO + 4 : BC DL 10 •0 PSF DRW HCUSR012 94326538 O A446 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPEp .••777 .�1o TRUSS AM UNLESS OTHERWISE LOCATED ON THIS DESIGN. PUSITION LY ATTACHED PLYWOOD SHEAIHLG. BOTTOM CHORD ; ��� _ SC LL 0 .O PSF H —ENG SFP1(.1� CONNECTORS PER DRAWIIGS 130. 150 C IBOA•F. DESIGN STANDARDS WITH PROKALiI ATTACHED PIGIO CEILING __ SEE 9 • ott►o �`�° TOT.LD- 47.0 PSF v eDNFDRM FlfaaPLtcABLE PROVislaB qF IDS C TPT, At1 ENGLIFER'S 4LPTfE TECM+TCAC UPDATE 17/1/011 FOR PRDPER +� rj,I„1 ��• •� � ��� -SEAL 014 THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATIUH. FUPo4ISH A COPY OF IHIS fQ(p[ OUR.FAC. 1 3 3 VI'I'I O O C p O (= 114 OIJLY, AID SHALL 110T BE RELIED UPON IN ANY OTHER WAY. DESIGII TO THE TRUSS EPECIIaI CO#41RACTOR. n.a"• --IPI - IN11SS PLATE IfISTITUIE, 195 - 1991 HATIOIIAL DESIGN SPECIFICATION FIXI WOOD COIIST711MION 1 PA N 24.0" + ; Jib: (4 X092---GLENN REYNOLDS L7 OCEAN GROVE) / .HJ7 -" 9'10'1 Corner Jack Girder THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 9 DIMENSIONS) SUBMITTED BY TRUSS'MFR'. T P CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 3:B T CHORD 2x4 SP #2 N UPLIFT (LB) : zelo 200 200 c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 9.84 9.84 u] TRUSS DESIGNED FOR 110.00 MPH WIND, 19.60 FT MEAN HEIGHT 33 WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. THIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 06-11-08 to MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. SETBACK. CORNER JACKS HAVE NO WEBS. a PROVIDE ( 3 ) 16d TOE-NAILS AT TOP CHORD, ni PROVIDE ( 3 ) 16d TOE-NAILS AT BOTTOM CHORD. 01 U- w to V' TJ i 1.5X4 21'6` 2.5X4 to 4.95 C;:,- 2)(4 2X4 (A 1) 4`5 17'4"12 2.5X4 2-1-7 r 9-10—i �- 9' 10"1 OVER 3 SUPPORTS R-508# W-4"15 _ q: 26725 PLT, TYP - ALPINE F - Rev 7 S' m S A - 3750 .PINE ENGINEERED PHOWCTS. IID WARRUSSES REOUIE EXTREME CARE p�`N..."„4Y, 0 0 0 0 0 o x IMPORTANT)E HALL Hol DE RESPONSIBLE FOR ANY WARN HAIDLIOG, ERECIIGH AND `G10N B.4""' TC LL 30 .0 PSF REF R012--16745 C� C= C� E DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-9t BY IPI. SEE 1HI5 OESIGu �� .... •••••'• ���;• TC DL 7.0 PSF DATE 11/22/94 :'11F1� C= O C= FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OS188 BY TPI• FOR ADDITIONAL SPECIAL PERHAIIENT BRACING RE .• y; a :liDv Q ''': O O O ALPINJC COWECTORS APE 11AOE OF 206A GALY. STEEL MEETING ASfM OUIREMENTS. UNLESS OTHERWISE 114)CATER, TOP BC DL 10 •0 PSF DRW HCUSR012 94326539 C= O O A446 GR 8 EXCEPT AS NOTED. APPLY CONNECIORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PfroPERNo.3 7 4oLPINEO TRUSS AND UNLESS OTHERWISE LOCATED ON TNIB DESIGN. POSITION LY ATTACHED PLYWOOD SIEA7HtNX, 801 TUN CHORD = BC LL 0 .0 PSF HQ-ENG SFP CONNECTORS PER lMAM1tO5 130, 150 C 160A-F. DESIGN STAIAAgpS WITH PROPERLY ATTACHED RIGID CE IL IIIG -- SEE , .y •• (pR1p'r�,"4. TOT.LD. 47.0 O PSF Q TRUSS COIFOfiI*/APPLICABLE PROVISIONS OF AIDS C IPI, AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/4/911 FOR PROPER cz •\'A ( VIII It11111111 O SEAL Oi THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FUROISH A COPY Of IVIS '••;r IRFD C ' OUR.FAC. 1 .33 666 111 444 O O C� C O C� IN OILY, RIO SHALL NOT BE RELIED UPON IN A14Y OTHER MAY. DESIGN TO THE TRUSS ERECTIGII COMPACTOR. ••.N....'• 1 > ml - IRNBiS PLATE II5111111E, NOS - IM HAIIOIIAL OESIGH SPECIFICA11011 Foil w000 rrWE,IAirnnN SPACING SEE ABOVE Jut). (4_5092---GLENN REYNOLDS L7 OCEAN GROVE) / .AO - 26'1'12 Nip GirUer, 7'SB THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ BOT CHORD x4 SP M2 N UPLIFT (LB) : 1090 1030 n WEBS '2x4 SP #3 BRG.LOC (FT) : 0.00 25.90 TRUSS DESIGNED FOR 100.00 MPH WIND. 19.62 FT MEAN HEIGHT N DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) , D ENCLOSED OR FULLY OPEN BUILDING (SBC) . o #1 HIP DESIGNED TO SUPPORT 07-00-00 JACKS WITH NO WEBS'. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. N MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. lD PROVIDE HANGER AT RIGHT END OF TRUSS FOR 2469.88 LBS, fl N O N J �b 4X8 2,5X4 1 ,5X44x8 1 .5X4 1 .5X4 7 p _ 4X6 (B4) 4X6 (84) 5 X b .q X5 4X4 5X5 — 17'412 7-0-0 12-1-12 7-0-0 -6- 26-1-12 �- 26' 1" 12 - -( OVER 2 SUPPORTS R=2604# W=3"B R=2470# W=3'I PLT. TYP.- ALPINE P F - Rev 17, SCAL 1 2500 G7 p o **IMPORTANT**ALPTFE ENGINEERED PRODUCTS' IIIc. WARN I N GTRUSSES IR TIEOUE E/TREME CARE T C LL 30 .0 PSF REF R012-46003 SHALL NOT BE RESPOIISIBLE FOR AHI Ill H..UCLING, ERECTION ANO O ::3 C= p p OEVIATIOII FROM THIS OESIGtI OR THESE SPECIFICATIOIIS, UR ANY BBACIIIG. SEE HIB-91 Of TPI. SEE THIS CES1911 TC OL 7 .0 PSF DATE 07/21/94 O O O O PA\iI URE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSTNB 0/ TPI. FOR ADOITIOIIAL SPELIAI PFRMANF.IIT BRACNIG PE •�,Q N,B••' V p p O p 4 ltUk COIiIIECTOPS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIOEHEIITS. U10.ESS OrnUUMISF IIIUIC:ILf, 1f.P �G „B.Q••'•• BC OL 10 .0 PSF DRW RCUSR012 94201577 g C� O O O A44f,OR U E/CEPT AS NOTED. APPLY CGIRIECTORS 10 EACH FACE OF CHORD SHALI. BL L41r";,ILT UIIl All NIIII 19iGf,LR ��\ �a 121 Oyy Bl.• LL 0 .0 PSF FL-ENG TED A' o ALPINE p 11A 1';$ r.l111 INTI LOS OTHEMMISE LUCATED VN TH1S UESIUTA, 101.01 IOII I Y AI IALIw:II PI Iwo 11 ,14 A 1111111,. II,I II:M 1ll!IND 0— p p f.UDIA.LI1Pl�;vlu I;uawuN.S t'w. 1bO a 1OOA-F• DEsual S1AlAmnus NIn1 nrna'u4/ nuAl.nw 1nr.lu Lrn IH', _ ,L1 _ No.34794 ` TOT.LD. 47 . G PSF I4I II{ I {I p TRUSS C= CONFORM H/4PPLICABLE PROVISIDIIS OF 110S C TPI All EIIOTNEER'S ALI-111E TECNIII(;4L UIHt.N 11111911 len Pff, �( TIO Ii�Ifln 1 Dlfif�i SEAL 0M THIS URAw UIG APPLIES TO THE COMPONENT DEPICTED HERE UR1"ALL APDL ICAT IOU x114111%11 A L:-Pt OF TU15 J� o OUR:FAC• 1 .33 IN O11.i; AID SMALL NOT BE RELIED UPwj TN Am OTHER wAY. Des1cN To THE IPU�s ERECT TCN c.,NI crOR � ..1QRI'D- tom. 4 6 0 0 3 ' p C= C= C= p p -_TPI • TRUSS PLATE INSTITUTE. ODS • 1991 IIATION4 DESIGN SPECIFICATION f R WOOD CCU IRULII:11 ,•'r7ERF.D LK�'\� SPACING SEE ABOVE " JUU: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / .A1 - 26'1"12 Hip 9'S8 THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, TOP CHORD 2x4 SP Y2 N - PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ BOT CHORD -2x4 SP #2 N UPLIFT (LB) : 620 510 n WEBS '2x4 SP #3 BRG.LOC (FT) : 0.00 25.90 TRUSS DESIGNED FOR 100.00 MPH WIND, 20.20 FT MEAN HEIGHT N WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . TJ DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . o N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. N MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1333.38 LBS. N O I, OI v co I 4X5 X4 4X 1.5X4 >1 .5X4 7 � 3X4 (A1) 4 (A1) 4=5 17'412 9-0-0 8-1-12 9-0-0 —6— 26-1-12 �- 26' 1 "12 OVER 2 SUPPORTS R=1463# W=3"B R=1333# W=3" PLT. TYP.— ALPINE T T FL/0/1/0/—/—/F Rev 17.21 SCALE 1536500 IMPORTANT*�e" WARNING TC L'L 30 . 0 PSF REF R012-46004 O C_S' O O O O HALL: OT IHEERED SIBLEt: O IIIC. IIII��ST1..0W 111,", ilt,01HE CARE SHALL IqT DE RESPgISIBLE FDR AFIV LI uAnD1 Uu.;, (rEC11011 4110 C=3 C'=:) O O 1,EVIA11($4 FROM THIS OESIGH OR THESE SPECIFICATIGIIS, OR A11! BRAT.IIK. StE HILT Ol til II I. `tf THIS UI.SIGO TC OL 7 . 0 PSF DATE 07/21/94 CI C= Q C= kAILtITIF. 10 811110 THE TRUSS IN COUVORMAIN:E WITH UST88 BI IRI. FOR Agi1111111A1 '.AV:141 I'I HMf.11CI11 ItHA1:111F, ME Gl O C= CI AtPiIW CINt11ECTDRS ARE MADE OF ?OGA GA1V. SIELL MEETItN: ASIM OUIRLMEIII`;. OIIIE`.;S HHnlMlY. I1111FA1LR, TOP •`\`G�� e••BiQO!, BC DL 10 .0 PSF DRWHCUSR012 94201578 O O O O A446 DR B EXCEPT AS NOTED. APPLY COUtIECTOPS 10 EACH FACE OF LIIORU SHALL OF I.ATEH/.I 1./ UNCI-:U WI IH PROPLR q�- SIF(C.•�{''• ��% V ALPINE O TRUSS AHD INILESS OTHERWISE LOCATED Ott THIS UESIGH, POSTTIOO LY ATTACIIED PLfWCP:U SIILAIIIIIIL, HOITUM C"ORp ;� BC LL 0 . 0 PSF FL-ENG TED L p � COIIIWC.T!,RS PER DRAWTtJGS 130, 150 6 1604--F„ OESIGH STAIIDAPOS WIT" PROPEML f AIIAt IRI, RI,ID LFII 1110 -- ::EE NN{�0347� IIII��IIIIII VIIIIIIII I{{I I((I IIII III{I{I{{III o o TRUSS O CIi11l UHM W/APPLICABLE PRO'VISINIS OF IIOS C IPT AN EIIGIMEEH'S ALPIIIF ILE1011C.,AL uPP4lt U/1/O1V Pf.GPER TOT. 4 . 0 �UAR ANi7 7 NH� 7 PSF Sr AL q'I TIIIS DRAWING APPLIES TO THE COMPOOFNI GEPICIED HERE ORNA1L. APPi ICATt H F,0111-.Ii 1 L'P! OF THIS oua Fac. 1 .33 t cs C O I= 0 17-71III OtN Y. AIIU sttALL NOT K REUEO_"iH Ill aTu QIHEM War, I)ESIG44 TO THE 11 -i-Lt•FI:t T I c eFtRActr�+. pF�..EORI� 'rt ; 4 6 0 4 �- IPI - T9U55 PLATE IIISTITUTE. DOS - 1991 IIATION4L 11111,11 111EA111,1.111111 F0, W1:111 f.1111SIFULIIGII �'cS�fAED EH�',•�O SPACING 24.0"' Job: (4-5092---GLENN REYNOLDS L7 OCEAN GROVE) / .A2 - 26'1'12 Hip 11'SB THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS G DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #12 N UPLIFT (LB) : 620 510 c WEBS 2x4 SP #13 BRG.LOC (FT) : 0.00 25.90 N `TRUSS DESIGNED FOR 100.00 MPH WIND, 20.78 FT MEAN HEIGHT = WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . o DEFLECTION CRITERIA IS L/240 LIVE AND L/180 TOTAL LOA). ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. d � (U PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1340.65 LBS. o Ln V ID 4X6 4X5 1 .5X4 1 .5X4 7p 3X4 (AS) 3X4 (AS) 17'4"12 X4 3X7 11-0-0 4-1-12 11-0-0 -6- 26-1-12 f- 26' 1 '12 -( OVER 2 SUPPORTS R=147210 W=3"B R=1341# W=3" Sec. 12806 PLT. .TYP.- ALPINE R FL/0/1/0/-/-/F Rev 7 S E 0.-2500 d [= C= O O O **IMPORTANT**ALPIIIE ENG114EERED PRODUCTS. 1140. WARNINGTRUSSES REQUIRE EXTREME CARE TC LL 30 .0 PSF REF R012--46005 SHALL f107 BE RESPONSIBLE FOR ANY IN HANDLING, ERECTION AIID ' C7AA — JC�F-y lATION FROM THIS DESIGN OR THESE SPECIFICATIONS, DR ANY BRACING. SEE HIB 91 BY TPI. SEE 1H15 DESIGN •;\*GOON.....•., TC DL 7-.0 PSF DATE 07/20/94 C= �.ILURE TO BUILD THE TRUSS II4 COIIFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMAIIENT BRACING RE •� ��'WIC ALPIIJE CONNECTORS ARE MADE OF 206A GALY. STEEL MEETING ASTM GUIREMEIITS. UNLESS OTHERWISE. 111D1CATED, TOP �W 'Ji�121 •Z= BC DL 10 .0 PSF DRW HCUSR012 94201579 C= A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER : No 3A794 BC LL 0 •0 PSF HC-ENG SFPE= TRUSS AND UNLESS OTHERWISE LOCATED 014 tHIS DESIGN, POSITION LY ATTACHED PLYWO')D SHEATHTt*. BOTTUM CHORD %COHIIEF.TORS PER DRAWINGS 130, 150 6 16DA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEII ING --SEE TDT LD 4 0 CGIFORM W/APPLICABLE PROVISID145 OF t10S 6 TPI AN EUGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 F014 PROPER '. toy �� 7 PSFSEAL ON THIS DRAWING APPLIES i0 TME CONPOt1EHT I'EV TEO HERE DRYWALL APPLICATION FlH11SH A CUP/ OF THIS 111111'f ' �` DUR.FAC. 1 . 33 C7 C= C� t= CJ p IN OtAY. AND SHALL NOT BE RELIED IRON 114-Ally OTHER MAY. DESIGN TO THE T-U-5 ERECTION cuNT RAr.TUR. fRf.D IN , ,a 6 --IPI - IRUSS PLATE INST11111E, 1415 - 1991 OA111111AL OESIG11 SPECIFICATI011 XOR WOOD I:(:N:.X1111(:11011 ""' SPA ING 24.0" Job: (4_5092---GLENN REYNOLDS L7 OCEAN GROVE) / .A3 - 26'1'12 Hip 13'SB THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD;2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ 80T CHORD 2x4 SP #2 N UPLIFT (LB) : 620 510 c WEBS 2x4 SP *3 BRG.LOC (FT) : 0.00 25.90 In TRUSS DESIGNED FOR 100.00 MPH WIND, 21.37 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . o DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. (A) 1X4 #3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO Lo MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A N SUITABLE SUPPORT BY ERECTION CONTRACTOR, o PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1347.78 LBS. Ln OD 0 3X4 (R) 5X4 A) (A) 1 .5X4 7F,- 3X4 (A1) 3X4 (AS) X4 a 17'4"12 1. 13-0-0 0- 2 13-0-0 ep -6- 26-1-12 r- 26' 1" 12 -� OVER 2 SUPPORTS R=1480# W-3"8 R=1348# W=3" PLT. TYP - ALPINE FL/0/1/0/-/-/F ' Rev ]17 SCA_ __12$08500 1= L7 a C =O o **IMPORTANT**ALPINE ENGINEERED PRODUCTS, INC_ WARNINGTRUSSES REQUIRE EXTREME CARE •. TC LL 30 .0 PSF REF 8012--46006 \ SHALL NOT BE RESPONSIBLE FOR ANY 7N HANDLING, ERECIION AND •. O O O O AEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BI TPI. SEE THIS DESIGN ';\�(T,..N TC C DL 7:0 PSF DATE 07/20/94 C= O O O FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ;�•I'���f IL` C= O C= C= ALPINE CONNECTORS ARE MADE OF ROGA GALV, STEEL MEETING ASTM OUIREMENTS. UfAESS OTHERWISE IIJOICATED, TOP �4•:_YOA,Qj •.y BC DL 10 0 PSF ORW HCUSR012 94201580 O C= C= O A446 GR 8 EXCEPT AS NOTED. APPLY COtY1ECTORS TO EACH fALE OF CHORD SHALL BC LATLAALLf BRACED WITH PROPER NO.34794 • c. BC LL 0 0 PSF HC—ENG SF P l a A L P I N E TRUSS AHD UfJLESS OTIIERWSSE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD $REFINING, BOTiON CHORD �✓� /. / ;`� Milli p = CONNECTORS PER DRAWINGS 130, 150 6 16OA-F, DESIGN STANDARDS WITH PROPERLY ATTACKED RIG10 CEILING -- SEE J"•O •r TOT..LD. 4 7 0 PSFTRUSS a `""`�"'""PPL"`BLE PRDY,sIDWI$DF Nos TPI. AN ENOIHEER'S 1lP(NETECHNICk UPI)AIE f//1/91t FOA J0u440 f .IOSEAL 014 Y,THIS SHAALL H01 hPPLIES TO THE WON IIIOANYTOTHEPRCWAD HERE OESOPf%ALL 101.11FLiRUSS ENEC71I UfJ CGNIHAC 71fINIS �' rrjERFD E �'\ • OUR.FAC. .33P 0 0 0 0 0 ""' SPACING 24.0" 4 6 --TPI - TRUSS PLATE UISTITUIE. NIPS - 1991 /IAIIDIIAL DESIGN SPECIE(CATIOrJ EfiR MOOD MrJSIRUf,T 1011 Job: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / .A4 - 26'1"12 Common THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD';2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB) : 620 510 c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 25.90 N TRUSS DESIGNED FOR 100.00 MPH WIND, 21 .39 FT MEAN HEIGHT D WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . o DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAb. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. (A) 1X4 #3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING b. MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A ti SUITABLE SUPPORT BY ERECTION CONTRACTOR. o PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1348.04 LBS. UI m 4X4 5X4 A) (A) 1.5X4 7 3X4 (AII 3X4 (A1) q 45,t,17'4"12 13-0-14 13-0-14 -6- 26-1-12 26' 1" 12 -) OVER 2 SUPPORTS R=1480# W=3"8 R=1348# W=3" PLT. TYP.- ALPINE TP FL/0/1/0/-/-/F Rev 7.2• SCA E -120.25 0 CJ O O p O p **IMPORTANT**ALPINE ENGINEERED PRODUCTS. INC. WARNINGTgNS" RE'OUIHE. E/TREME CARE TC LL 30 . 0 PSF REF 8012--46007 SMALL NOT BE RESPONSIBLE FOR Ally BI HANDLING, ERECTION ANO N' pATRUSS DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR Ally BRACING. SEE HIB-91 By TPI. SEE THIS DESIGN ` G�� B. TC'�, TC OL 7 .0 PSF DATE 07/20/94 E= FAILURE TO BNILO THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAI- PENM4IIEIIT BRACING RE •�N�'•IiFIC• ��, � C= ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OIHEIIWISE INUICATEn, TOP �. BC DL 10 O PSF DRW HCUSR012 94201581 O A446 OR B EXCEPT AS NOTED. APPLY COYNECJORS TO EACH FACE OF CHORD SMALL BE LATERALLY BIIACFU WITH PROPER Q'.A 2) s C1TRUSS AND UfILESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY AT ACIIED PLYWOOD 5HEATHIIX;. BUTTON CHORD No.34794 BC LL 0 . 0 PSF H -ENG SFP YW CONNECTORS PER DRAWINGS 130. 150 C 1BOA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CETI DIG -- SEETOT..LD. Q7 O PSpC014FORM N/APPLICABLE PROVISIONS OF NOS L TPI. AIN ENGIDEER'S ALPINE TECWIICAL UPDATE (7/1/4/1.F ���•' � �ID AUTLY,THISDRAWING S�NANLNNOT BE APPLIES PELIEDTHE UPONOOIli ANIITOT�1#RCN4D.HERE OESIGNLTO THETRUSSEREff1UN(:UHIjP iHACOFOO(1115 �sIfRF.D�ti�. OUR.FAC. 1 .33 N� o p o p 24 01, 4 --TPI - 1HU55 PLATE INSTITUTE, t05 - 1931 114TIOIAL 0E5IDN SPECIFICAi)011 FOu NUUf1(:lilltilnllC.f1ON SPACING Job: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / .A5 - 18'4'4 Common Girder THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD;2x4 SP #2 N 2 Complete Trusses Required c _ BOT CHORD 2xB SP M1 Dense WEBS 2x4 SP #3 Ln NAILING SCHEDULE: (16d'rCommonsails) TOP CHORD: i ROW @ 16D .C. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD: 1 ROW @ 16" D.C . T„ UPLIFT (LB) : 1190 1910 WEBS : 1 ROW @ 4" D.C. BRG.LOC (FT) : 0.00 18.06 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS 1n TRUSS DESIGNED FOR 100,00 MPH WIND, 21 .39 FT MEAN HEIGHT IN EACH ROW TO AVOID SPLITTING. �. WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . ry ENCLOSED OR FULLY OPEN BUILDING (SBC) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. O 1- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. THIS GIRDER DESIGNED TO SUPPORT 20-00-00 SPAN HIPSET LI MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. WITH 07-00-00 SETBACK FRAMING TO BOTTOM CHORD FROM ONE SIDE. N OPPOSITE SIDE SUPPORTS 2-0-0 TC16(- SPLIT. - 4X4 4X5 3X6 7p 3X5 (Ai) 7417'4'12 1 13-0—i4 _� 5-3-6 2X4 �--- 18'4"4 OVER 2 SUPPORTS R=2780# W=3"8 R=4499# W=3"B klo# PLT. TYP,- ALPINE T FL/0/1/0/-/-/F Rev 7. SCALE 02500 0 o E--71 o 0 0 **IMPORTANT**ALPINE ENGINEERED PnODOCTS. INC WARNING:RUFUS ntuUna: EimLME CA11E TC LL 30 .0 PSF REF R012--46009 SHALL NOf BE RESPONSIBLE FOR ANY IH H1.IRR IN,, EMI C.I IDH Ann �f O C� O O (*YIAIION FROM THIS DESIGN OR THESE SPECIFICATIONS, DA Af1Y BRACIIIG. SEE 11111 91 BY IPI. SEt MIS DESIGN •,G\ON p. B,pS� TC DL 7 .0 PSF DATE 07/CO/9Q O C� C= O FAILUPE 10 BUILD THE TRUSS III CONFORMANCE MI IH OSTBB BY TPI. FOR ADDIIIUNAI SPECIAL 1'InMAIILM HPACING MF -� �SF�(,`'' Ov C= C� C-1 O ALPINE COIIFIECTDRS APE MADE OF 206A OILY. STEEL MEETING ASTM GUIREMEHTS. IRILES5 OTIIFMWISE IHUICAIED, TOP ?�/'_�1�,Q1 •,�� BC DL 1 0 .0 PSF DRW HCUSR012 94201582 C— C� O C= 4446 GP B EXCEPT AS NOTED. APPLY COIINECTOPS TO EACH FACE OF CHORD SHALL BE LATERAI.II HMALEU WITH PROPER N0/.3A794 C= ALPINE C= TRUSS A11p IXILE55 OTHERWISE LOCATED pIl THIS DESIGN. POSITION LY ATTACHED PLYWOOD 51EelnirH., HIT IUM CHORD " ,, V; BC LL 0 -0 PSF HC-ENG SFP p = CWIIIECTOPS PEP DRAWINGS 130. 150& I60A-F. DESIGN STAIt1AROS WITH PnUPERLY ATTACHED 811,10 CEII IIIU -- 5Ef ..'"I]fY '' CONFORM NlAPPL.ICABLE PRDYISUM OF MDS 6 EPI. AN EFW3]f1E£R'S ALPINE TECN11CSt iR?IiAtE 1711/9tr FOM PROTKR •¢ P P TOT LD 47 ...0 PSF. 1118�1�1tIifll�l o TRUSS t=1 .coR�a.. �� 4l Uil 111[5(81AMIIIG APPLIES TO THE COMPONENT OEPICTEU HEPE off YMALL ADPL IUAIIM+ ION❑`,H A C'vP1 OF 11115 0 5E .,c,.r�f.. .....Nc,�� , OUR.FAC. 1 .33 C� O C� C� L� [= IN Ort Y. Alt! SHALL 1101 BE PELTED UPON IN ANI UTHFR WAY. DES ILII TO IHE IHUSS EHCCIIOH CU(11;4 1UR. RF�'� p 4 6 0 0 9 --IPI • 1AUSS PLATE Ir1S11TOlE. 1105 - 1991 IIATIOHAL OESIGH 5PE-.IFTCA11Un Fon WCIM ffdc,tnuCI1DU "' SPACING SEE ABOVE Job: (4J5092---GLENN REYNOLDS L7 OCEAN GROVE) / .81 - 20' Mono Hip Girder 7'SB THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFq. TOP CHORO; 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB) : 850 910 c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 19.71 m TRUSS DESIGNED FOR 100.00 MPH WIND. 19.62 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND x/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N #1 HIP DESIGNED TO SUPPORT 07-00-00 JACKS AT LEFT END. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH m JACKS HAVE 'NO WEBS. Bd NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. ru A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. o MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. Ln m w _ 1 5X4 2.5X4 4X5 i X4 u T 1 .5X4 A) U 7 �7 v 3X6 (B 1) q — 17'4'12 6X4 mi ' 4X5 20' —� ' 7-0-0 13-0-0 -6- 20-0-0 20' OVER 2 SUPPORTS R=1932# W=3"B R=2080# W=3"8 PLT. TYP.- ALPIN FL/0/1/0/-/-/F Rev 7 SCA E120 2500 0 0 0 o C= o **IMPORTANT**ALPTIIE ENGNILU110 PROOMIS- IU) WARNINGIII,�,:.,,,,,,,I,,,,N ,„11, 1. ,:A„L TC LL 30 .0 PSF REF 8012--46010 _ C::3 _ _ SHALL NAZI DE MESPOPISIML FM Aur H! lit' uo,, uu cI uW! nun d C= O O C= FAILUIEVIUREWtofhimoHIS THEDESIGPI TRIISS /J CWTFORNANTHESE CEFWIT HIO115. OH Alit OSIU8 BY TPI. FORCAUOIIILINALIISPEC141 I�L„HtdIT-91 lie II'l rtUI11 IHIIIACtr;IME' �t,�,ON..© g.Q'•'•. TC' DL 7 O PSF DATE 07/20/94 �� SIFIC.•tp�1'.�•"O,fr i C= O C= Q ALPINE COINNIECi0R5 ARE WADE Of 206A GALV. STEEL MEETING ASTM OIIIRENEMIS. U4..E55 DIIIEUHISE I71U1%'a if G, tOP :_oelj•21 "MS•ty Z BC DL 10 .0 PSF DRW HCUSR012 94201583 O C= C= A446 GP B EXCEPT AS NOTED. APPLY COf1NECTORS TO EACH FACE OF CHORD$HALL BE LATERALLY HMACEO WITH PROPER NO 3^7� a ALPINE o TRUSS AND UNLESS OTHERWISE LOCATED ON TNJS DESIGN, POSITION LY ATTACHED PLYWOOD 5IIEAT11111G. BOTIOH C1 D BC LL 0 - 0 PSF HQ-ENG SFP((L C� S� LWlNECTORS PER DRAWINGS IIIGS 130. 150 C IfiOA-F. DES IGH STWNDAgO$ WITH PMOPERLY ATTACHED MI In CE II TRf. -- SEE TOT.._LO 47. 0 PSF... !1 11+m' Irr1 I'mj � TRUSS C7 CONFIIPoI W/APPLICABLE PROV islows.OF HOS C TPl, AN EHOINEEA'S 4LP{NE fEf.HN{Cjtl UPDAtE Itlt/9 TT Fi!R r WTPEP 9F••..jO RID �• ��� I �III� ���I II'� O $FAN. Ott THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWAI.L APPLICATION. FVPIII I A Ird�Y n! THIS ;�/s,• •N�, . OUR.FAC. 1 .33 NN a1 C= O O C= O G IN UTAY, A110 5HALL 1101 BE RELIED UPON IN ANY OTHER WAY. DESIWI 10 ME IRL'SS ENE CTIA!L,nII.A�..tUM. FRfD•t• 4 5 -TPI . TRUSS PLATE INSTITUTE. HOS - 1991 UATIOHAL DESIGN SPECIFICAIIOU FnR W%:nn C.(�U"�l to lf.l l:�U ' ' SPACING SEE ABOV E Job: (A_5092---GLENN REYNOLDS L7 OCEAN GROVE) / .82 - 19'8'8 Mono Hip 9'SB THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORO.2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ BOT CHORD 2x4 SP #2 N UPLIFT (LB) : 460 420 c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 19.46 Ln TRUSS DESIGNED FOR 100.00 MPH WIND, 20.20 FT MEAN HEIGHT 33 WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . o DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. co MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. 1, !U PROVIDE HANGER AT RIGHT ENO OF TRUSS FOR 988.86 LBS. o Ln 00 4X6 4 3X 1.5X4 7 h U7 2.5X4 (AS) 4 5 17'4"12 3X8 1.5X4 9-0-0 10-8-8 —6— 19-8-8 19'8"8 OVER 2 SUPPORTS R=1148# W=3"8 R=989# W=3" PLT . TYP - ALPINE T TPI FL/0/1/0/-/-/F Rev 17.2i SCA12032500 **IMPORTANT**ALP'NE ""'NEERED "IDol7LT5. '"C. WARN INGTHU55EB REOUIHE EXTREME CARE TC LL 30 .0 PSF REF R012--46011 SHALL NOT BE RESPONSIBLE FOR ANY 1N HAIIOLING, LPEC1Io11 AND •. C O G7% 1� O pFV1AT7011 FROM THIS OESIGtI OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY IPI. SEE 11115 DESIGN •���V\ON.. B9•,,, TC OL 7 O PSF GATE 07/20/94 �IA r FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OST88 BY TPI. FOR ADDITIONAL SPECIAL PFRMANENT BWACT14G nE ...... •O O ALPINE CONINECTORS ARE MADE OF 206A GALV. STEEL MEETING ASTM OUIREMENTS. LILESS OTHERWISE IUOICAiED. TOP -ypL21 Z BC DL 1O .O PSF DRW HCUSR012 94201584 1� C= AC46 GR B EXCEPT AS NOTED. APPLY COtM1ECTOPS i0 EAC.N FACE OF CNORO Stldll BE LAfERALIf BRACED WI IH PROVER 7 N0.3��9'1 • '' �Y++LPINE O TRU55 AIN)UILESS OTHETTNISE LOCATED ON TH3S DESIGN. POSITION LY ATTACHED P YN!lOD S1 EAI/IVIG. B07TDH CHUIID �rr-.--- Bl LL O • 0 PSF HC-ENG SFP JIB p 0 COIRIELTLPS PER DRAWIt1GS 130. 150 C 16OA-F. DESIGN STA14DAACS WITH PROPERLY ATTACHED PlGIU CEILING -- SFE TOT-LD. 47 O PSF TRUSS O. CONFORM N/APDL!CABLE PROVISIONS GIS OF IVIS.C TP[ AN ENGINEER'S ALPINE TECIUIICgL. IINDATE .17/1/911 FON PRGI'EH -p '•,:(OaT0r /y�.�- U AL ��tid�I tt�I�AI SEAL OH IHTS 11FMWIttG APPL7 ES TO TME COFP(N1EtlT DEPICTED HERE ORYNALL APVY KATION F11Pil1 till A CDP, "F 'H.'i '.el" clr�, OUR.FAC 1 .33 O O O f� Cl p 111 GK Y. ANO SHALL NOT BE RELIED UPON IN ANY 01IER WAY. DESIGN 1O IHE IRUSS ERECIIUN LLNIIHAGTUR. fRF,D,EN ♦ [ 1 1 --iul - /BUSS PLATE INSTITUTE. IIDS - 1991 "ATIOIIAL DESIGN SPECIFICAT1O11 FOR MOOD D0115TnIICT101I "" SPACING 24.0" Job: (4_5092---GLENN REYNOLDS L7 OCEAN GROVE) / .83 — 19'8'8 Mono Hip 11'SB THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORO, 2x4 SP #12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ BOT CHORD 2x4 SP #12 N UPLIFT (LB) : 450 440 c WEBS 2x4 SP #13 8RG.LOC (FT) : 0.00 19.46 vI TRUSS DESIGNED FOR 100.00 MPH WIND, 20.78 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAb. ENCLOSED OR FULLY OPEN BUILDING (SBC) . ti A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. 8d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. R1 0 RIGHT END VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. 1- Ln PROVIDE HANGER AT RIGHT END OF TRUSS FOR 994.25 LBS. C0 Ln 4X5 4 1 . X4 TIT �3 1.5X4 (A) 7 p L4 2.5X4 (Ai) � 17.4.12 X 3X3 11-0-0 8-8-8 -6--0 19-8-8 �- 19'8"8 OVER 2 SUPPORTS R=1154# W=3"8 R=994# W=3" PLT. TYP.- ALPINE DESIGN CRIT TPI FL/0/1/0/-/-/F • Rev 17.2i SCALE 12032500 O O C7 O O C= **IMPORTANT**ALPINE ENGINEERED PRODUCTS. INC. WARNINGTRUSSES REOIIIHE ERTREHE CARE TC LL 30 .0 PSF REF 8012--46012 SHALL NOT BE RESPONSIBLE FOR ANY AN HANDLING, ERECTIUN AHD '• CI C= C] O C= EFYIAT1ON FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN ;��,10N B,e'Po TC DL 7 :O PSF DATE 07/20/94 O C� y O FAIUIRE TO BUILD THE TRUSS ITT LOJFORMAtJLE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL P[uMANE'NT BOAC IIJG NE �, `i%F1C C� C- Q O ALP114E CONNECTORS ARE MADE OF 206A GALV. STEEL MEEIIIJG ASTM OUIREM OTS. OJLESS OTHERWISE 1110ICAIED, TOP :'t _ypl_21 .:y; BC DL 10 .0 PSF ORW HCUSR012 94201585 [� O p 1= 1446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SNAIL BE LalEuau r FlRACEN W11M PRDPEN d No.34794 ` BC L L 0 O PSF HC—ENG SF P I I ALP INE O TRUSS Atb UNLESS OT NERWiSE LOCATED OJ THIS DESIGN, POSTiIGN lY AT TAf.HEO PL YNUUO 51W AiH 1NG, Uf tIIIH CNIORD f 'A COONECTOTS PER DRAWINGS 130. 150 6 16OA-F. DESIGN STAIIDARDS WITH PROPERLY ATTACHEU PIGID C.FILING - SEE ;• f-�— TOT LD �7 .0 .PSF CONFOMI MlAPPI.ICABLE PROVISIONS OF NDS E TPI. AN EIjOfHEER'5 ALPINE TECHNICAL UPDATE 1111/911 FOR PROPER ' ? •- Ililm1111111111111111 �' TRUSS I� F ..joafo SEAL OIJ THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE URVWALL APPLICATION FURIII�N A CUPV OF THIS '.�/s� •���`-.' DUR.FAC. 1 J T� i� (� O [:� p IIJ OIA Y, AIN] SHALL NOT BE RELIED UPON IN XIJf OTHER WAY. DESIGN TO THE TRUSS ERECIIUN COIJIPA!:TOR. fAF.D EN . 4 6 1 2 1.155 PLATE THSTITUTE, 1005 - 1991 RATIONAL DESIGU SOECIFICATTON FOP WOOD CHIS IPUCTIOII ." SPACING 24.0" Job: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / .B4 - 19'8'8 Mono Hip 13'S8 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD;2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. n BOT CHORD 2x4 SP #2 N UPLIFT (LB) : 440 470 c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 19.46 rn TRUSS DESIGNED FOR 100.00 MPH WIND, 21 .37 FT MEAN HEIGHT D WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . 0 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . — ro A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. Bd NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY b, ERECTION CONTRACTOR. R) 0 RIGHT END VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. Ln PROVIDE HANGER AT RIGHT END OF TRUSS FOR 999.54 LBS. ID 4X5 X4 5X4 ) ! (A) 7 � 2.5X4 (Ail Ini 174`12 4 X 1 .5X4 13-0-0 1 6-8-8 ' —6— 19-8-8 f 1918"8 — —� OVER 2 SUPPORTS R=1161# W=3"8 R=1000# W=3" PLT. TYP.- ALPINE T FL/0/1/0/-/-4F Rev30 .0 �17. i SCALE !2022500 O O O C= C= O **IMPORTANT*WLPINE ENGINEERED PRODUCTS. IHC WARNING1R""ES REQUIRE EXTREME. CARE ' TC LL 30 •0 PSF REF R012-460i4 SHALL NOT BE RESPONSIBLE FOR ANY IN "MILLING, ERECTION AND ....... C=ATRUSS }NEy1ATIOl FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB 91 OI IPI. SET. THIS DESIGN ��� .. , •,. TC OL 7:� PSF DATE 07/20/9'4 F (LURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPT. FOR ADDIIIONAL SPECIAL rEHPANEINT B"ACING RE •jN �ALPINE CONNECTORS ARE MADE OF 206A GALV. STEEL MEETING A51M OLIREMENTS. UNLESS UTIIF"WISE INDICATED, TOP � V21 ty BC DL 10 .0 PSF DRW HCUSR012 9420!591 A446 GR B EXCEPT AS NOTED, APPLY COMECTORS TO EACH FACE OF CHORD 514AL1.. BE LA IE HAI Lf HRACk0 WITH PROPER N0.34794 BC. LL 0 0 PSF HC-ENG SFP MUSS ANO UINLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATf ACIIED I'LYW I)fl 311EAIMIIG, BOTTOM C11URD �CONNECTORS PER DRAWINGS 130, 15O 6 160A-F. DESIGt!STANDARDS WTTH PROPERLY ATIaC11EN u1GlD CEII LNG' Skk TOT..LD. Q7 0 PSFCONFORM W/APPLICABLE PROVISIONS OF.NOS 6 TPI. AN ENGINEEP'S ALP1M4E TECHNICAL. tNfATF fl/1/511 TO {+ROPER %'>°F .tORI�*•• '`�' SFAL DNl THIS DRAWING APPLIES TO THE COHI�OHENT DEPICTED MRE ONYNAIL APPI ICA11TN 1'.'!1111 11 I I'.i 1'Y Ui 11115 '.C'� : cN DUR.FAC. 1 .33 O o C7 [� [� G it)ONLY. AND SHALL HOT BE RELIED UPON IN ANY OTHER WAY. DESIGN n1 NIE IHU� u'Lcl1.14 C!RIIHAI.IDH_ ��lNF.DItN 4 6 1 4 --IPI - TRUSS PLATE INSII111TE. N)S - 1')A7 NA1101tAL DESICII SPELIFICLI{ffll T('M-W+:fill isf!!'.,111111:}{f�ii " SPACING 24.0" Job: (4 5092---GLENN REYNOLDS L7 OCEAN GROVE) / .85 - 19'8`8 Mono Hip Girder 7'SB THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 9 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD;2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB) : 840 900 � WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 19.46 u' TRUSS DESIGNED FOR 100.00 MPH WIND. 19.62 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . 0 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N M1 HIP DESIGNED TO SUPPORT 07-00-00 JACKS AT LEFT END. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH U3 JACKS HAVE NO WEBS, 8d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY d ERECTION CONTRACTOR. N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. 0 MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. PROVIDE HANGER AT RIGHT END OF TRUSS FOR 2051.58 LBS. Ln C3 m 5X42.5X4 AX5 I X4 T 1 .5X4 A) � 7 p un v 4X4 (A2) 17'4`12 4 4X5 7-0-0 19-8-8 12-8-8 —6— � 19'8"8 OVER 2 SUPPORTS R=1902# W=3"8 R=2052# W=3" PLT , TYP.- ALPINE _ _ SCA !2826 F Rev 7. � SCALE = 0.2500 0 0 o E-1 r—I o **IMPORTANT*WLPINE ENGINEERED PRODUCTS. INC WARNIN&RUSSES REUUIRE EXTREME CARE TC LL 30 .0 PSF REF R012--46013 SMALL NOT BE RESPONSIBLE FOR ANY 1 1 IIAII[TLIfIG, EPEf1101a AND •,#, ...* • TC DL 7.0 PSF DATE 07/20/94 DEVIATION FROM THIS DESIGN OP THESE SPECIFICATIOIIS. OR ANY BRACING. SEE MSB-9i 8Y TPI. SEE TRIS DESIGN OATRUSS FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST88 BY TPI. FOR ADDITIONAL. SPECIAL PERMARENI BRACING RE �'��:._.0.'i`lFIL`''•.fl��'S O ALPINE LQINt1ECTDRS ARE NAGE Of 2D6A GALV. STEEL MEETING ASTM DU(REMEtlTS, UNLESS OTt[ERWISF UIDICATEO, IOP �4�:V_ 2� •Ty'. BC DL 10 .0 PSF DRW HCUSR012 94201586 p A446 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SMALL BE LA IERALI-Y BRACED WITH PROPER ND.34794 . B C L L 0 O PSF HQ-ENG SFP I—s AID UNLESS OTHERWISE LOCATED 07 TNjS DES(GN, POSITION LY ATTACHED PL YW OD tiHE aT11f N1i. BO(T UM CHURN J 47 .0— CNNNILTORS PER DRAWINGS 130, 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY AT[ACHED RIGID CE It IN - SEE "a!"•'- TOT..LO. . PSF CONFORM W/APPLICABLE PROVISIONS OF NDS C TPFAN EIJGIIEEH'S ►LPUF SECtWN1C11, LP;GASE IUY/9fi FOR PIHWER .•f1 } �`pSEAL 014 THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. F•_'W05H A f(A'V DI THIS '•.CJf ...... .. :"tk ` OUR.FAC. 1 .33 O C�1 O IN OIIL'Y, AND SHALL NOT BE RELIED UPON IN ANY 071*11 WAY, DESIGN TO THE TRU55 EHEfiIOIN COIiiRALTUR. fRF.D;E.� ♦ 4 6 1 3 -.TPI - TRUSS PLATE INSTITUTE. TITS - 1991 NATIONAL DESIGN SPECIFICATION PaR WOOD Cf111SiRNC7iON ' SPACING SEE ABOVE Job: (4_5092---GLENN REYNOLDS L7 OCEAN GROVE) / .C1 - 20'3"8 Common THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 9 DIMENSIONS) SUBMITTER BY TRUSS MFR. TOP CHORD, 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. _ BOT CHORD 2x4 SP 112 N UPLIFT (LB) : 120 PLF 300 220c: WEBS 2x4 SP #3 BRG.LOC (FT) : OVER CONTINUOUS SUPPORT 12.29 Z029 In TRUSS DESIGNED FOR 100.00 MPH WIND, 20.37 FT MEAN HEIGHT D WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . 0 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAO. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. LO MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD, a fU O THE BUILDING DESIGNER IS RESPONSIBLE FOR THE GABLE SHEAR WALL DESIGN, CEILING AND ROOF SHEATHING DIAPHRAGM CONNECTIONS, AND ALL TRUSS TO 0 WALL CONNECTIONS. Q3 THIS GABLE END WILL SUPPORT UP TO 2' OVERHANG ALONG THE TOP CHORD. v REFER TO DRAWING GE-001, GE-002, OR 876,719 FOR STUD VERTICALS UNLESS OTHERWISE NOTED: AND BRACING DETAILS. GABLE END HAS BEEN DESIGNED TO TRANSFER ALL FOR VERTICALS LESS THAN 4'0": 1.5X3 ALPINE, 13 WOODLOC HORIZONTAL WIND LOADS INTO THE ROOF AND CEILING DIAPHRAGMS. FOR VERTICALS GREATER THAN 4'0": 2X4 ALPINE, 23 WOODLOC. CONNECTION AND DESIGN OF THESE SYSTEMS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. THIS TRUSS WILL ALSO SUPPORT 2'0" 4X4 TOP/BOTTOM SPLIT ROOF LOAD ON EACH SIDE. .5X4 � I .5X4 7 p 7�c' (R) 2.5X4 (D 1) .5X4 (A1) --84 4'5 17'4"12 2.5X4 2.5X4 0-i 12 -5-1 0 -154-1-12 5X4 2.5X4 2.5X4 20 '3"B OVER 2 SUPPORTS R=166 plf W=12'3"8 R=449# W=3"8 PLT. .TYP.- ALPINE T TFL/0/1/0/-/-/F Rev ^ 7 SCALE 1203875 **IMPORTANT*ALPINE ENGINEERED PRODUCTS- INC. WARNINGTRUSSES REQUIRE EYTREME CARE TC LL 30 .0 PSF REF 8012--46015 CI O C� O O O SHALL NOT BE RESPONSIBLE FOR ANY 1H HANDLING. ERECTION AND C= C= WEVIATION FRDM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN V�O ...........B. S, TC OL 7 0 PSF GATE D7/2D/94 O O FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PFRMAIIENT BRACING RE -�� ' "C= G ALPINE CONNECTORS ARE MADE OF 200A GALV. STEEL MEETING ASTM QUIREMENTS. UNLESS OTHERWISE 1 0 CATELI, TOP �� ' 21 ' Z BC DL !0 .0 PSF ORW HCUSR012 94201587 O � A446 GR B EXCEPT AS NOTED. APPLY CONEf,TORS TO EACH FACE OF CHORD SHALL BE I_ATERAILY BRACED WITH PNOPER No.34794 � BC LL 0 -0 PSF H -ENG SFP W INE L= TRUSS AN✓D UNLESS OTHERWISE LOCATED Otl THIS DESIGN, POSITION LY ATTACHED PLYWOOD SNEAl"111G. BOTTOM CHORD ETA LUIIFCTURS PER DRAMINGS 130, f50 6 160a-F. DESIGII STANDARDS WITN PROPERLY ATTaCIlEO R(CIU CFII ING - SEE - TOT.LO. (�7.O PSUS^. �J CONFORM W/APPLICABLE PROVISIONS OF 1105 C TPI. AN ENGINEER'S ALP11E TECHNIT:AL UPDATE f7/1/411 FOR PROPER 'Pf. ((j RIQ#:�4� I Ilr II �I `S SEAL ON THIS DRAWING APPLIES TO THE COMP011ENT DEPICTED HERE ORYWALL APPI ICATIOII f:IHI11`.di A COPY OF IBIS '•�/f (,\��.' DUR.FAC. 1 .33 C7 l= D IN LILLY, AND SMALL NOT BE PEENED UPON IN All{ OTHER MAY. DESIGN TO THE TRUSS EHEC 11!111 cuulHacruR. O l= p /fRID,EN 4 6 1 -TPI TRUSS PLATE INSTITUTE. IX)S - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD GO115TPUCTI011 NIN+ SPACING 2 4-0" Job: (4-5092---GLENN REYNOLDS L7 OCEAN GROVE) / .C2 - 20'3'8 Common THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHOR0;2x4 SP #12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED, BOT CHORD 2x4 SP #L2 N UPLIFT (LB) : 500 490 c WEBS 2x4 SP #13 BRG.LOC (FT) : 0.00 20.00 In TRUSS DESIGNED FOR 100.00 MPH WIND, 20.53 FT MEAN HEIGHT 33 WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . o DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . ti A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD, 1� ru 0 LIT Do of 4X4 1.5X4 1 .5X4 7 � 2_5X4 (Ai) 2.5X4 (A1) _.g_5 ---o.17'4"12 X 10-1-12 10-1-12 -6- L 20-3-8 -6- !• 20'3"8 -� OVER 2 SUPPORTS R=1160# W=3"8 R=1160# W=3"8 Seq: 12799 PLT, TYP.- ALPINEFL/0/1/0/-/-/F Rev �j 7. SCALE = 0.250 C� C-3 O O C= O **IMPORTANT**ALPINE ENGINEERED PRODUCTS. INC . WARN I NGTRUSSES FIEGUIRE EYTREHE CARE , .. TC LL 30 .0 PSF REF 8012--46016 SHALL NOT BE RESPONSIBLE FOR ANY 1N HAIIDLING, FRECIIDIJ AND .. C� p BEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE IIId.-91 BY TP1. SEE THIS CESIGN ''G�QN B• B,�''s, TC OL 7 :0 PSF DATE 07/20/94 O O O FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACIfIG RE �'��� •�1FI�" 9Oh' O C� O C7 ALP114E CONNECTORS ARE MADE OF 206A GALY. STEEL MEETING ASTM OUIREMENTS. LMES5 UTIICHWISE INUICAIEG, TOP �� 'L� .:y� BC DL 10 .0 PSF DRW HCUSF1012 9/4�210(1588 C--I C= A446 GR B EXCEPT AS NOTED. APPLY COtM$CTURS TO EACH FACE OF CHORD SHALL BE IAIFRAILY dHACEII WIIH PlmveR T ND.34794 E, BC LL 0 0 PSF HC-ENG SFP A L P I NE FRUSS Ally UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD 511LAIIIIMG OUIIom CNORU C= CIWelECiGRS PER DRANIICS 130, 150 6 160A-F. DESIGN STAtN]RFTpS WITH PRDPEHLV AITA IIE❑ HIr.,D LFII N,G -- SEE 70T..L0. 47 •O PSF IIINN111NN�I IN8NI11rIIIN C� TRUSS a. CONFORM W/ADPL I CA BLE.PROV ISIONS OF IRIS.C TPU, Ah!ENGINEER'S ..ALP PC IECIYii CJ�l IK!GAIE 17l I/91J FOR PROPER 9f tORi��• ��' SFAL UN IRIS ORAMING APPLIES TO THE COMPONENT DEPICTEO HERE URYWALL RPPLICAOICN. F:RnISM ACOP/ OF THIS '•�C/�. • ..•N��� ;° DUR.FAC. 1 .33 LC] [= O C= O C'] 1N OTJL Y, AIN] SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO TME TRUSS ERtCIlfJII CDIJi TfACI pR. FRED E' 4 6 1 6 --TPI - TRUSS PLATE INSTITUTE, NDS - 1991 IIATIO114L DESIGN SPECIFICATIUII Ff.R WCNO C01151RUC.T1'i11 ' ISPACING 24.0" Job: (4_5092---GLENN REYNOLDS L7 OCEAN GROVE) / .C3 - 20'3'8 Common Girder THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED By TRUSS MFR. TOP CHORO;2x4 SP #2 N 2 Complete Trusses Required BOT CHORD 2xB SP #1 Dense c WEBS 2x4 SP #3 cn NAILING SCHEDULE: (16d Commons ails) M TOP CHORD: 1 ROW @ 16'r D.C. O PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD: 1 ROW @ 12" D.C. ti UPLIFT (LB) : 193 0 2-84o WEBS : 1 ROW @ 4" D.C . BRG.LOC (FT) ' 0.00 20.00 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS TRUSS DESIRED FOR 100.00 MPH WIND, 20.53 FT MEAN HEIGHT IN EACH ROW TO AVOID SPLITTING. a WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . Iv ENCLOSED OR FULLY OPEN BUILDING (SBC) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. 0 R. A RIGID CEILING OR CONTINUOUS LATERAL. BRACING AT 24" O.C. THIS GIRDER DESIGNED TO SUPPORT 26-01-12 SPAN HIPSET Ln MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. WITH 07-00-00 SETBACK FRAMING TO BOTTOM CHORD FROM ONE SIDE. n3 OPPOSITE SIDE SUPPORTS 2-0-0 TCIgC SPLIT, 1O 4X6 (R) 3X7 3X7 ca >) 7 p 3X5 3X5 4X7 (A1) 4X7 (AS) 4"5"5 17'4'12 1OX10 6xB 2XIO 10-1-12 10-1-12 20'3"8 -I OVER 2 SUPPORTS R=4572# W=3"8 R=6698# W=3"8 PLT, TYP.- ALPINE DESIGN CRIT TPI FL/0/1/0/-/-/F Rev 17.2i SCALE12003750 O O C= O p O **IMPORTANT*j(LLPINE ENGINEERED PRODUCTS. INC. WARN INGT"'S ""'rE%THEME CONE TC LL 30 •0 PSF REF R012--46017 SHALL NOT BE RESPONSIBLE FOR AIIY ]11 HANDLING. EREC11014 ANO O C� C1 C7 O tFV1ATI011 FROM THIS DESIGN OR THESE SPECIFICATIONS, OR AIIY BRACING. SEE 1118-91 BY IPI. SEE THIS DESIGN .•-'c1 •B,•,e'' TC DL /-7 0 PSF GATE 07/20/94 C� C=3 O E= F41LURE TO BUILD THE TRUSS 111 CCIUFORMAIICE WITH OST88 BY TPI. FOR AODITIO14AL SPECIAL PERMAIIENI BRACING RE •�.��_A'S 1F!C. O C= O O ALPNIE CLAOIECTORS ARE MADE OF 20GA GALV, STEEL MEETING ASTM OUIREME117S. UNLESS oNITRWISF IIIOICATFU, IOP 7�:•V 21 ••y BC DL 10 .0 PSF DRW IICUSA012 94201589 (� C= p O AAdB C,R B E%CEPi AS NOTED. APPLY COINIECTORS TO EACH FACE OF CIIOTIU SHALL 8E LAl1:HA1LY buM;l❑ NIIH PIu,PE II T No.34794 O 0 PSF HC—ENG 5FP ALPINE C7 IwISS ANN UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYW(IUD 1,1%AIIIIffL. HU110M CH011D BC LL p GUIII£DIIWIS PER DRAWINGS 130, 150 C 16OA-F. DESIGN STANDARDS WITH I+MOPEHLY AIIAI:IIEO R1';111 CL II INA � SET TOT..LD• 47 .O PSF C� TRUSS G7 L'(4 UNM W/APPLICABLE PROVISIONS OF HOS C TPI. AN EIIG.11lEEN'S ALPIIIE IECIONCiI IAUAII'. 1//1/'NI I( NI PHi%'EII .�F.....� o ..���. 11118111Nff l NSI VIII 0 SFA) 1WI THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE. DR/WALL APPLICA111111 I lPlIVAI 1, [UPr 4T T1115 '.% ,�`�.• OUR. 1 .33 w ceLr. um sHAu F1OT BE RELIED UPON IN ANY OTHER WAY. DESIGN 10 111E 11 I ;LtL1111,11"00IHACN&+. �fRFD ENS' ' 4 6 1 O O CJ O [� C] __Tvl TR1155 PLATE INSTITUTE. INK - 1991 IIATIOHAL. OESIGII SPECIFICA11011 TOT' WOnU C'!nz 11nIC710u "�^�' - SPACING SEE ABOVE Job: (4-5092---GLENN REYNOLDS L7 OCEAN GROVE) / .E! - 7' Mono THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED 8Y TRUSS MFR. / TOP CHORD- 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. � BOT CHORD 2x4 SP #2 N UPLIFT (LB) : 200 210 c WEBS 2x4 SP #3 BRG.LOC (FT) : 0.00 7.00 TRUSS DESIGNED FOR 100.00 MPH WIND. 19.62 FT MEAN HEIGHT D WITH DEAD LOAD OF 5.00 PSF (TOP) AND 4.00 PSF (BOTTOM) . 0 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . N A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. u:) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. a R1 PROVIDE ( 3 ) 16d TOE-NAILS 0 1- LTI 0 1 .5X4 ' 1 li s Q 2X4 (A1) 77-517'4"12 4 1 -1-6-0-1- 7-0-0 1 7' OVER 2 SUPPORTS R-5061 W-3"B R-3231 W-1"8 PLT. TYP.- ALPINE DESIGN CRIT TPI FL/0/1/0/-/-/F Rev 17.2i SCA12013750 p p p p p p **IMPORTANT*WLPINE ENGINEERED PRODUCTS, INC WARNINLG'RNSSES IIEOu1RE ERTHEME CARE TC LL 30 .0 PSF REF 8012--46018 SHALL NOT BE RESPONSIBLE FOR ANY 711 HA110LING, EIECIIOO AIID ...8..... O p p p p VIATION FROM THIS DESIGN ON THESE SPECIFICATIONS, OR ANY BRACING. SEE IIB-91 BY TPI. SEE IHIS UESIGII l,V ........ 9,p''•,, TC DL 7 .0 PSF DATE 07/20/94 C-, p p p F (LURE TO BUILD THE TRUSS IN CONFORMANCE NTT.UST88 BY TPI. FOR AGOti TONAL SPECIAL PENIIAIIEOi BRACING RE � IN .�p•�S FIC• �h'� p p p p ALPINE CONBECTDR5 ARE MADE OF 206A GALV. STEEL MEETING ASTM OUIREMENTS. l➢AESS OTHEIMISE 1 111CATED, TOP �:' 21 .: r BC DL 10 .0 PSF DRW HCUSROf2 94201590 d p O p A446 FA 8 ElCEP7 AS NOTED. APPLY COIY4EC,TORS 10 EACH FACE OF CHORD SHAt.I OE IAftRALif BHACEU WI IN INDIEP No.34794 BC l L 0 .0 PSF HQ-ENG SF P l� p ALPINE 1= T94155 AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATIACHED 1't.10IIl SIIEAIHINIi, BOTTOM UIUHU p f= CUNIEC TDRS PER ORAWINGS 130, 150 6 I60A-1. DESIGN SIA14DAROS WITH PROPERLY AIIACHLO RIr,IO CEILHIG SEE 1.•�,�.�¢1p TOT.LD. 47 .0 O TRUSS O COFNFOFMf W/'APPL TCABLE PWIISTDNS OF NDS& TPS. AN ENGIBEER'S ALPIFIE TECIAIII;AL UPDATE 17/l/911 FOR PRl1PEN ;yF 'Lf.�ORI�'''��` p SEAL UI IHIS DRAWING APPLIFS TO THE COMPONENT DEPICTED HERE DRYWALL APPI.ICAII'.N. FUIII115H A COPY OF IHIS '•,Cis........�'•V,��;�' OUR.FAC. 1 .33 C= Ifl INNI Y. 1110 SHALL IA11 BE RELIED UPON IN AN .Y OTHER MAYDESIGN IU DIE IIUti� ERET.IIIIN C.UHTHAl.IG. �RFD.EN 4 6 0 1 T� p p o o ^" SPACING 2 4.0" -1P1 - 181155 PLATE INSTITINE. IIDS 1991 NA1lOf1Al_ DES1G11 SPECIIIfd T11N1 FCili WlX1U 1:1!U�:I IIU1,T 1111 0 Jaw la -Glee REYMMS L7 OCEAN WOYEy I St - Imis ads. PpEP11 m "m commnER Iww ILDA l6 S ollamIoal SMITTM IN wo. -� TOP CHORD 2x4 SP #2 Dense _ PROWME UPLIFT COMECTIONS AT BEARINGS AS INDICATED.._ 007 CHORD 2x8 SP #I Oanse :03 2X4 SP #2 N; UPLIFT (L.8): $00 800 c co WEBS 2X4 SP 03 6RG.LOC IFTi: 0.00 19.71 .� TRUSS DESIGNED FOR 100.00 MPH NINA. 15.00 FT MEAN HEIGHT � WITH DEAD LOAD OF 5.04 PSF (TOP) AND 4.00 PSF (BOTTOM) . o DEFLECTION CRITERIA I5 L/35D LIVE AND LJ240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . .-. ._. . ._.-... _._. ..__ .._.. ....._..i _..___ . .. £` ' -N THIS ATTIC TRUSS DESIGNED TO SUPPORT ADDITIONAL LOAD OF (A) 1X4 #3 HEN-FIR OR BETTER CONTINUOUS LATERAL BRACING TOa .40.00 PSF LYE LOAD AND 10.00 PSF DEAD LOAD ON BOTTOM CHORD BE EOUAILY SPACED. ATTACK WITH (2) BO NAILS. BRACING 1OL � FROM 03-11-12 TO 16-00-04. THIS SAME SECTION SUPPORTS 14ATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A IV 10.00 PSF DEAD LOAD ALONG TOP CHORD DUE TO CEILING LOAC SUITABLE SUPPORT BY ERECTION CONTRACTOR. o 'n AHD 10.00 PSF AtONG THE KNEE MALLS. w o A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. LX � COLLAR-TIE TO BE BRACED WITH 1X4 03 HE14-FIR OR BETTER MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. A CONTINUOUS LATERAL BRACING AT 240 O.C., UNLESS A RlGI0 CEILING I5 ATTACHED DIRECTLY TO 1T. BRACING MATERIAL TO BE SfUPPLI® AND ATTACHED AT BATH ENDS TO A SUITABLE SUPPORT BY ERECTION m CONTRACTOR. - a • m 4X4 cn 77 ca 1.5X4 .!5x4 � •'mac 21(5 3f5 3lE6 X6 -3 a �xs X6 a H (AI H r� a i 10-0-0 14-0-0 1 - 6-9-5 6-5-13 4-3-27-9=84 3 3 R B3iB I ox""3 —� —1208 2Q, a o LIYER 2 SUPPORTS . R-19030 R-308 R-1903A W-3"8 0 PT P.- ALPINF OMAN MIT TPI FL/0/1/01-f-ZE Rev 17-21 e 1354 I= c= o c= o c eWIMPbRTANT%*:L°r'X EllrnfEAQ°►M FnV. WARNIN AJ4�"' 'e�CXW TC LL 30.0 PTAF REF RGi2-snzo SWIG my w dswtiNlII9LE FOIA►AY tl NNAx.TNq VACTM A" M„/NW, C2ATRUSS ATLOV AWN TNI M401 AA WEN SPECIfIcAnM M AM 91 010.lEE H13-91 K 1FI. Gm Taro DES= �AL $M1" TC OL 7.0 PSF DATE Q?l�l94 LIKE 10 BUILD TTE'rX=IN VWONI&M M 4I1H 9419 SF TPI. FOR A�MOUL T RUM 90111 AElf M UM9 K � PLANE C1aEcr0�4 wE A40E IH 2O9A,HALF_aTeeN tlErnAf ASTM 9ufapcNrs.tusoc 9Aca�lilfE 7�tCATf9t TM y BC OL SO. PSP HW5Rlf2 aaaoeeea Adds Sii 9 NSEMI AS MM.APPLY COIfECkM 10 MIN FACE OF 000 SHALL E LAURN.Lil 9AAMA 1fillf IR PEA 2e Imm 1JAM amKIMgTE LOCATEP NTN TKS MIMIL PONTITTON L.r AT1Ap1EG R 4C M 041A1NI A ftTTOA OHM � a BC LL 0.0 PSP — NG SFP HWvFl 0 PBI 81012 G6 I9/. ISS R 150Ar-!. CERGM STAlDMM WIT*PApPIl1_T ATiAOI®615113 CiJLM—TREE TOT.LO. 47.0 PSF pifGMM/APlLICAM"WISEONS OF t0S C TF1.Irl lE9EIKER'9 ALPINE TE"MAL"E IT/T1A9 M PAOPfA - T't SEAL on TNfi nw11T1C APPLTfc n INC caswrrHT 9s�xmo+EAE onTYALL APiLTRUTOY.F1A9/LSM kl10PY rsF THIS ,..�'wp DUA.FAC. 1.33 a Arkv.us So"01 49 IIl4LR4 URN AM AIAT an"11". mllm TO we m,aS sletoTl/N rINnTIAcxA►. is��i'` C= c t� o a r� .I-PUSS FRTE LmSTINTE rag-NO,Ma iN yEC1fI Tr1N Fill)roo6 tplSTai9TTIr11 NlnAMl.P��" A 24.0- a—W) A TOP CHORD 2X4 SO. PINE 02 H, EXCEPT AS! SHOWN ( +*•) H2 HIP OR COMMON TRUSS BOT CHORD 2X4 SO. PINE M2 N • (2) 160 TOENAILS. WEBS 2X4 SO. PINE 03 •• (3) 160 TOENAILS. 2' TYP v," •+• E OPTIONAL OVERHANG 11 cca ai H (1i PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS 'INOICATEO. III MIP TRUSS G >~ L UPLIFT : 3500 2000 1— g 2 BRC LOC: + ++ UPLIFT BASEO' ON 10.0 PSF TOTAL DEAD LORD. WIND 7' >:--�� SPEED=110 MPH. MEAN HGT117.5 FT. ENCLOSED. (SBC) J3 rn c o RAND ANALYSIS ALSO COMPLIES WITH SOUTH FLORIDA BUILDING CODE m �• FOR 120 MPH AND 30.0 FT. MEAN HEIGHT. 8-4 . b IJ2 s' E o S $ PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 0 z UPLIFT : 5800 4300 T_ s BRC LOC: + ++ ,�- iG UPLIFT BASED ON 10.0 PSF TOTAL DEAD LORD. WINO 3 AIJ2 ��? ' 4)m J.I SPEED1120 MPH. MEAN HGT122.6 FT. ENCLOSED. (SBC ) J3 J4 J4 J4 WINO ANALYSIS RLSO COMPLIES WITH SOUTH FLORIDA BUILDING CODE I' c a 8j FOR 120 MPH RHO 30.0 FT. MEAN HEIGHT. a 78 T HIPJACK TOP CHORD LUMBER GRROE ( ++• VV14 FI i—1Z ;t.4 U he MAX. NORMAL MAX. HI PJACK SOFFIT WE 1 CHT +++ 3'� 5'� 7'-�J �2' Q ID� g $ OVERHANG OVERHANG 1' TYP. ,Z'4 to W c �s LENGTH LENGTH 2 f�SF 10 PSF co a y " '—"'-- +++ OPTIONAL VERTICAL WEB. USE ALPINE IX3 OR WOOOLOC 13 (y/I'11yN1 2 1r DI 3 0-00-00 0-00-00 42 N 02 N AT BOTTOM OF VERTICAL. USE ALPINE 3x'1 OR WOODLOC 26 1�wn 0 ' m E c D l-06-00 2-01-07 112 N 02 N AT TOP OF VERTICAL AND DOUBLE DIACONAL WEB. a Q a d rn m Co a 1-09-00 2-05-11 U2 02 DENSE Al PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. Z) " C 1-09-00 2-05-11 — #1 N UPLIFT : 4801 3500 a 41 ■ - '• Ej 2-00-00 2-09-15 111 91 DENSE eac Loc: .+ H °� •ElIN UPLIFT B►SEO ON 9.0 PSF TOTAL DEAD LOAD. WIND ; J d ro Fz 2.0 3_E SPEED-110 MPH. MEAN HGT-22.1 FT. Enc1a1110. (1991 SBC) 3.00 C O p' Q 3 R 2. 12 1 . $X4 ALPINE Al REVISED TED 5/2/90 6T 50 ** ** $$ m ro = gA ��z 4) Usm (C J ■ ■ TO l Lu OR 2X4 ALPINE 4.GO Z3 WOOOLOC OR * L 2X7 ALPINE " � 24 WOODLOC g OR 27 WOOOLOC777771 + OR 3X4 ALPINE stMPsoN THJA26 + ++ OR MAY BE USED I 25 WOOOLOC �+-*** 3'---«•I S' 9-10-13 OVE 2 SUPPORTS R-4631 W, 3.50• ��- _ �u — R16520 WI 3.50" ENO nNO CORNER Jf1CKS • H 1 PJACK PLT. TYP.-ALPINE OR WOODLOC FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR ® o�i�1v = CS Tri ALrHI cucuua(e r11aouclS. INC. Toys,($ Yount a n(nc cA11c DESIGN CRI T:TPI REF ' s10O ~ e o 0 o e o *I M P 0 R T A N T** MALL Not I( 1tfr0Nfnl[ Por ANr WARNING IN )'"OLIK. [e[ct11w aro '10N(t" - Na C G C G DEVIATION leu Twos OCSICN OY I» St sr(CIFICAIIONs. OR ANY 1RAcluc I(C N11•SI YY 1►1. S[( THIS O(SIGH ,.••�aG B•'''., TC LL 30. 0 PSF DATE 04/03/ 1992 FAItVe( IO WILD INC nuSS IN CO Gina-(( WITH (111111 1r Irl FOR A(1OIT ANAL SrIC IAL P[RnAN(Nt 1111AC INA e[ �:•••1IF� pO • N q C 0 o CS o ALPINE towutlels ARE MO( or 11kA cnw. sraL A((n"c ASP" ouTo[Anns. wA(ss of»cauls( Iwolcane. Par �(`';'EP�AIIIN y'; 7C OL 7 OR 15 PSF ORWG SGE3, 187 11 1 ZMAD C G 1= G Arra t■A ENCCPT As 11e1E0. APPLY!CONN(C toes To CAN rAct OF Cll000 SIY1lL of LAICIALLY SrACCO Vltll PROP(11 J ' NO 3 794 . a . • C p IRV$$AND UNLESS o1NCAYISC LOCM D ON THIS OCIICN. POSITION LY AIIAo¢o FLYuooD IIICA1111n. 110110"Cuoro • +.�v/ BC DI. I 0. 0 PSF FIC-ENC LRI'I v As G ALPIN N o cowccvo11s PCs POWI"Cs 171. I)1ft Ista.F, o(slcw slaN0aros WITH PROnnY AIIA(N(o YIC10 CCILIMF -• SC( 1,c,A"' W�p..c.. TOT.L0. 47 OR 55 PSF 0/R LEN._ _ a T. towen V.10w►titofti f'11eV1'Slews w roti L IFI.to tacl.ctra ALVIN( ItcuN(cal. UPDAIC(Tn111LF(1A PIT �. FF +� C= TRUSS ccK oN [NIS e11AVlNC ArrL11S to ZINC CMPOntNT o(FICT(o "[At DRYWALL AePLICa11o». /UA»ISN A CG/Y G( INIS ♦�C��' ............ �• OUR.FAC. I J3 - V rW OILY. INTO SHALL NOT Ar ICL lrojUPON IN ANY GnIre WAY. o[SICII in Tort ?Russ (RrC11GN CmrTRAtro11. IC[p•[N 0 0 0 0 0 0 ---IPI • TRUSS r(ALT IIr1I121 I"JI • 11ATI01IRL O(SICH Srcclrinuioll ruY Wuou C01151mucii0" ........"' SPnC I NG SEE ABOVE TYPO 7' SETBACK TRUSS HANGERS • T HAADJUSTABLE • Extra long straps allow full code nailing and can be field formed to give top flange ® •O hanger convenience.Consult a Simpson representative for alternate nailing patterns not listed. Patent Nos.4,291,996 NO BOLTS REQUIRED and 4,480,941 The THA uses double shear nailing for added strength and safety.THA29 has a Canada Patent 1,193,418 N 21/4"bearing length. MATERIAL: 18 or 16 gauge;see table THA FINISH:Galvanized • INSTALLATION:•Use all specified fasteners.See General Notes. •Two installation methods(indicated in the table)may be used as follows: - C •Maximum nailing—AO face nails must be applied according to the table. _ Nails used for the joist attachment must be driven at an angle so that they d penetrate through the corner of the joist into the header. ' • Minimum nailing—For the THA29,the minimum nailing schedule requires joist double shear nailing as detailed above,and that the strap be field +; o formed over the header a minimum of 29V A minimum of four top and four 10 face nails must be used. For all models except the THA29,the minimum nailing schedule may be followed where double shear nailing is not possible,provided the strap is field Double Shear Nailing I formed over the top of the header a minimum of 11/2"for the THA213 and THA413 and 21/1 for all others,and a minimum of four top and two face nails are used.The joist double shear nailing tabs are easily straightened so that nails can be driven straight into the joist(see table for allowable loads). 4 Top Nails_Typical THA CODE NUMBERS:BOCA,ICBO,SBCCI No.NER-209,and City of LA. Minim"N ling Configuration No.RR 24949 for all except THA29.SBCCI No.8978 for THA29.Dade County,FL No.89-0131.5 for all products. s 2 Face (4 4for 29) Truss Gard )oitr K (Sant Nails for T}IA29) d Typica[THA e Minimum Nailing Typical Configuration THA Installation i• i s =. MINIMUM DIMENSIONS FASTENERS' AVG ALLOWABLE LOADS MODEL � � 2 HEADER JOIST FLOOR ROOF NO. SIZE W H C TOP FACE STRAIGHT SLANT ULT UPUFT3 (100) (125) 0 o MINIMUM NAIUNG—TOP FLANGE THA29 2x6 18 oat. I s/% 73/16 51A 4-10d 4-104 I — 4-10d 8167 750 2635 2635 >- THA213 2x6 18 aa. 15/b 1113/16 51h 4-10d 2-10d 4-10dxl 1,12 — 5343 — 1615 1615 THA218 2x6 18 ga. t Sib 1411/16 51/1 4-10d 2-10d 4-10d(I 1/1 — 5343 — 1615 1615 ° THA218-2 2 2x10 16 a. 3'A 153he 81/a 4-16d 2-16d 6-116d>214! — 7250 — 1850 1850 TFIA222-2 2 2x10 16 3'A 193/4 8 4-16d 2-16d 6-16dx21h — 7250 — 1850 1850 THA413 4x6 18 35A 1113A6 41/1 4-10d 2-10d 4-10d — 5343 — 1615 1615 V! / TNA418 4x10 16 35/b 15 6 4-t6d 216d 616d — 7250 — 1850 1850 THA422 4x10 16 3SA 191/1 8 4-16d 2-16d 616d — 7250 — 1850 1850 MAXIMUM NAILING—ALL NAIL HOLES FILLED THA29 2x6 18 a. 15/b 911/16 5 /b — 16-10d — 4-10d 8250 750 2195 2500 THA213 2x6 18 . 15A 135/16 51,121 — 14-1Od — 4-10d 8760 750 21 15 2645 f THA218 2x6 18 0a. 15/b 173/16 511'2 — 18-10d — 4-10d 9120 750 2580 2815 TH/1218-2 2 2x10 16 a& 31/% 1711/16 81/4 — 16-16d — 6-16d 13750 1380 2940 3680 THA222-22x6 18 a 2x10 16 31/b 221/4 8 — 22-16d — 6-16d 13065 1380 3745 4250 c� THA413 4 35/b 135/16 41/1 — 14-10d — 4-10d 9583 750 2115 2645 �V �� THA418 4x10 16 . 35A 171/1 8 — 16-16d — 6-16d 13750 1380 2940 3680 y I THA422 4x10 16 35/b 22 8 — 22-16d — 6.16d 13065 1380 3745 4250 THA29 1 16d sinkers may be used to replace 16d commons at 14 of 3.Uplin has been increased 33%for wind or earthquake loading the table load. with no further increase allowed;reduce for other load conditions 2.The H dimension for the minimum nailing configuration as required try code. is the maximum possible height that ensures getting the 4.Root loads are 125%of floor loads unless limited by other required four nails into the top of the carrying member. criteria.Floor loads may be adjusted for other load durations according to the code provided they do not exceed those in 38 m Copyright 1991 SIMPSON STRONG-TIE COMPANY.INC. the roof column. CITY OF X 4m&e. Ve d - 9&,z4& 716 OCEAN BOULEVARD P.O.BOX 25 ATLANTIC BEACH,FLORIDA 32233 TELEPHONE(904)249-2395 May 11, 1990 Mrs. Polly Gillam 121 Jackson Road Atlantic Beach, Florida 32233 Dear Polly, I have received a request from your attorney, Mr. R. B. Persons, Jr. , to grant a 120 day extension of the deadline to bring your property at 1763 Ocean Grove Drive into compliance. After discussing this matter with the City Manager and adjacent property owners, the city will grant an extension of 120 days from May 16, 1990. On September 14, 1990, I will inspect the property. At that time if the property is still nonconforming, this case will be turned over to the Code Enforcement Board. Sincerely, Don C. Ford Code Enforcement Officer cc: City Manager R.B. Persons, Esquire File � x f t top W L.� n b fi f a l1490 ry MIs. Pcily1�1') 121 Aa&sun NOW LAHC Beach, FjorWa 12233 Dear 701y, i av' reccivo .a request 1:"Cim your attorney, Mr. A. E. 1 erso s, ,�1"_. _ y to grant`.1.121_ a 120 day f.xLe';.i,3.ol't of the c]< at;i E.z v._. to or1.I -, your t property lnto compliance. AfLpr discussing this matcer 10 ._ l..:eF- City Manager and etj::iC'.E?.I7u,., pfUt>('_rx_y O'-:i-(ICE'Sy t.}l'_ city will g_"<ll:it all e.-_tyn,_si cn of 120 clays from May 16, 1990. On September 14, 1990, 1 will inspect the property. At that time if the property is still noaconfol'ruld'g, this case will be turned over Lo the Codp Enforeemont Board. Sinceren � t Don Q Ford Codc City Manager R.B. Pc rsons, } squiro April 17, 1990 Ms. Polly Gillum 121 Jackson Road Jacksonville, Florida 32225 Re: 1763 Ocean Grove Drive Dear Ms. Gillum, I have posted your property at : Drive with a condemnation notice as of April 16, 1990. Under section 6-120 (Standard Housing Code) of the Code of Ordinances of the City of Atlantic Beach, you have thirty (30) days to remedy the condition of this property. At that time the case will be turned over to the Code Enforcement Board. Please contact me at 249-2395 to discuss this property. Sincerely, Don C. Ford Code Enforcement Officer (� V 2 'f �� ' CITY OF BUILDING PERMIT APPLICATION 716 OCEAN BOULEVARD REQUIRED SUBMITTALS P.O.BOX 25 Each application for building permit must be accompanied by two complete ATLANTIC BEACH,FLORIDA$2233TELEPHONE(804)2492595 sets of plans, including a detailed site plan, indicating location of utilities, parking, size of yards and other data as required by code and/or the building, zoning or community development departments of the City of Atlantic Beach; one set of Florida Energy Efficiency Code sheets (on new construction or additions of 500 sq.ft. or more); and a recent survey of the land for new construction and additions. APPLICATION CHECKLIST y 1. Building Application form d 2. Two complete sets of plans 3• Detailed Site plan 4. Recent Survey, if required 5. Owner/Builder Affidavit* *Required when owner acts as contractor TIME REQUIRED FOR PERMITTING VARIES; APPLICATIONS ARE CONSIDERED IN THE ORDER RECEIVED. SCHEDULING INSPECTIONS Requests for inspection are taken from 8:00 a.m. until 4:30 p.m. Inspections are made the following working day; please specify am or pm inspection. When calling in an inspection please have the permit number, fob location and type of inspection needed. Inspections are scheduled as follows: 1. Footing 2. Under slab plumbing/sewer 3. slab 4. Framing, rough electrical, mechanical, plumbing call for cover-up on building, use building permit number and reference other applicable permit numbers (electrical, mechanical, etc.) 5. Insulation 6. Final inspection/Certificate of Occupancy. BUILDING CARD MUST BE POSTED OR NO INSPECTIONS WILL BE MADE Concrete cannot be poured and work cannot be covered up until the building card is SIGNED by the inspector. You may be required to uncover any work that has not been inspected. It is the responsibility of the BUILDER/CONTRACTOR to post the building card. A fee of $15 is charged for all reinspection. CITY OF PROPERTY DESCRIPTION tz!& Fe4d - 9&� t,ot // #-_-_--_- 716 OCEAN BOULEVARD # `7 Block # _Section P.O.BOX 25 ATLANTIC BEACH,FLORIDA 32233 ------ TELEPHONE(904)249-2395 Subdivision-___ ----- Street Name DESCRIPTION OF WORK or Address:___________ If in a FLIbOD HAZARD Flood Zone: ______area complete page 3. Brief f� r - Description: Q_ , ( -------------- ,iX('sh,wlr� 15 Class of Work: (New/Remodel/Addition) ZONING INFORMATION Type of Construction: ----------------------- Zoning Com' Proposed District: Use: _/ Estimated Value Exceptions or Materials:__________________________ Variances Granted: ------------------------- Solid or ------------------------------------------- Filled Ground: OWNER INFORMATION INFORMATION Method of Heating: Property Owner:- i __ �_ j �---__ _---- Phone:_---------- Mailing Address__ y- --------------------- Zip _ `s------ CONTRACTOR INFORMATION Contractor AaLcl�w! 7 a ---C C?la t! ---------- Phone: Mailing c(� Address: ----------------------------------- -----------------------------------------—----- ZiP° -- --------------- Expiration LicenseNumber: _______ Date:______________ I HEREBY-CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF THE LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH, WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY FEDERAL, STATE OR LOCAL RULES, REGULATIONS, ORDINANCES, OR LAWS IN ANY MANNER, INCLUDING THE GOVERNING OF CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION OF THE PROJECT. I UNDERSTAND THAT THE ISSUANCE OF THIS PERMIT IS CONTINGENT UPON THE ABOVE INFORMATION BEING TRUE AND CORRECT AND THAT THE PLANS AND SUPPORTING DATA HAVE BEEN OR SHALL BE PROVIDED AS REQUIRED. 7 Owner Signature � L_- Contractor Signature----------------------------Date-_______ FLOODPLAIN DEVELOPMENT INFORMATION Type of Development: ---------------------------------- -------- Flood Zone: ----------------------- Required Low st Floor Elevation:_______________ If building is ocated within a flood hazard z e, a survey must be made AFTER THE SLAB HAS BEEN POURED, c tifying that the LOWEST FLOOR EL VATION is equal to or ab ve the base flood elevation establis ed for that zone. No final inspection 11 be made and no c tificate of occupancy will be issued unti the survey is on ile with the Building Department. COMMENTS: Applicant Acknowledgement: I derstand that the issuance of this permit is contingent up the above information being correct and that the plans and s orting data have been or shall be provided as required. I ag ee o comply with all applicable provisions of Ordinance No. 25- 11 and all other laws or ordinances affecting the prop sed dev lopment. Date..............Applican 's Signature_ ....................... ----------------- ------------------- -------------- Department Use Required Lowest Floo Elevation ................ As Built Lowest Flo Elevation ---------------- Survey Filed with B ilding Department ----------------- ----------------- Building Departme t Representative page 3 r. 'DEPA00T 13UIILUOW CITY ANTIC}HEAOH E'I "'=4 Lim,A jrfm:; ��iift" 1 a►r�a IIliCtulN It rx^3 Aaa9C'+1it*at �'L;J �1 /kEl Ei� fV`E E EIx a,I It*�rr��t;'�"�` '� � ''!kT`t«1►t87"t'� ���e " I�I�k""'fi�lN kJyi�,aMy�'q:f wb ft�!" Mro�n+.y«r.Yrt rw.^.«yF�'�Wt"�y F id y'R✓ I R M«Wa+9F art ww+{ n , its" vo r. y .. :' c►r�, sxatrrx r m O tell r V10*0n: f KGs t#1g1 "' i 6EII!! »t»tlEatlGt> ElstILDJCt!lEi .. t�lltdllTdG� M * '�rE*'EI*L.I ttai�'sr l"+ t !"L$' 1 11 °'!tom I✓! 1tL> KA EI '' 0 166 a" . t' y'cgs J All ku � T ES t *^tltl f o"r:rift �� Ed1II1 ! x tl►xt rJf"5 �N► A 2 ` � 4 *,e,,Mv,",SkiX, NO ES: j 3 f #i 3, NO'TICE.-ALL CONCRETE FORMS AND FOOTINGS MUST BE INSPECTEO OE�FQREw'POURING E, � PERMIT VOID SIX MONTHS AFTER DATE OF,ISSUE:' B IILdING MATERIAL,RUBBISH ANIS DEBRIS FROM THIS WORK MUST NOT HE PLACE )N P'LIOLIC SPACE,AND FAUST BE GEARED UP ANE?HAuLEE3 AWAY HY EITHER CONTRACTOR OR OWNER' AI#.URE � Ct3MPLY WITH THE MECHAkN#CSN ' �i ,�'LAW A�t4 RESI "HE PROPERTY WO,ER PAYING TWICE FOA BU11 -IPRO EMEN , lI is I :: TE: 11 ACCORDING TO APPROVED,PIANS WHICH ARE PART OF THIS PERMIT AND, St1. O REVOC POR CATION OF APPLICABLE PR (StONS OF LAW, x . AT ANTIC BEACH BUILDING DEPARTMENT' a ,. , , y,n, ✓r 006 Y r- OWNER BUILDER PERMIT AFFIDAVIT State of FlacidB City of Atlantic� Beach ..) BEFORE ME, , the undersigned authority, personally appeared /16ov,�•' S .�t�s,,,,_,�__________, who upon fir st being duly sworn, (/Zeposes and says : I, S � 1(f�Z_ and the legal A,l `----- =-- ---------- owner of t following property : Subdivision -Zc"C------------------ ( , Black Lots _ --- AKA _L� _ ns. �kf_� ---- � - --- I am applying for a building permit pursuant to the Owner Builder exemption set forth in Florida Statute, Section 480. 103. Florida law requires that I have been provided with the following DISCLOSURE STATEMENT: DISCLOSURE STATEMENT State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one - or two family residence or a farm outbuilding. You may also build or improve a commercial building at a cost of 925, 000. 00 or less. The building must be for your use and occupancy. It may not be built for sale or lease. If you well or lease more than one building you have built yourself within one year after the construction is complete, the law will presume that you built it for sale or lease, which is a violation of this exemption. Your construction must be done according to building codes and zoning regulations. It is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. I hereby acknowledge that I have read the above DISCLOSURE STATEMENT and that I comply with all the requirements for the issuance of an Owner-Builder permit. Further, affiant sayeth not. - --�--:.�_Z_&�=------ Prope y Owner Sworn to and subscribed befor me this [� day of � -- . 42_� ------- 11 PUBLIC N0 My Commission Expires: NOTARY PCiuc SPATE 0► FLORIDA MY COMMISSION EXP APR.,24;199,? BONDED 1HRU GENERAL 14 ONO -777 NMF- .. CITY eirt Iit` Number-: 173 1' �4 irini t Tpg� t ' ?tom ' � ` ORMA 3 22 33 Oti,-I ZOR. ON . :.: r p r S�6 }: `� r == s : Drell ings I ; Subdo (:d ' 3RD 0.1T � t tw Value; ,"00 U , p 41 J . a v t PA Q Des c i .w>. ,7E#dC ai..kr1AT:'owI k'! ` .*'' , C17 30 M Awl elk m }w IAP` k 3.: cJ,22,6 ,h 3 . ? 32Ot / ;� I N T `* +i E ' � [�`B EQUESTE0 AT LEA$1 UttPIC MAT i i4l, RUBBISH"AND bEBR FROM THIS WORK AAUST NOT st MAP t'�Jl�l(C �'AGB,.� �St . A �aNc tt�►Ut= W�► ByfER t+tTR,acTaR OR aWt4t~ 3+ "` � TH THE MECHA,N GS' l.t l r OAY T W ICE FOS, " U ACGflR NG "1'f F'R ?vr 1?I PdS WHICHARS PART OF THIS t �t` ANIS:�vLIB N FFYl..tCi4BLB Ptdt*'Ott OFLAW., A $SACH kit tN' 1e , w 1 j� 1W 1 CITY OF ATLANTIC BEACI3 APPLICATION FOR POOL PERMIT job Address (LUQ-oz,-- t,�J r• Lot # Block # Subdivision v N-►'T "ts--Z Ownerc� Address J-7 6 '} 0 o,`. Gro Contractor jto� (�-�. ��- 11��q _P2"2 Address '2-1-j o 61 rti: 131,��,, �_�.• Lrs��s- (�r>��. . �"� License Number �� 003-7-0 Valuation $ 0 Gallons $ s Cvu l G'I'VE PLAN a a (D ro Signature Owner L. Date ! � Signature ContractorDate �- I 0;� CITY OF ATLANTIC BEACH PERMIT APPLICATION REMODEL, ADDITIONS OR ALTERATIONS DEMOLITIONS Owner(s) : Vl�' -� &_-1"_ L-\i Address :- 1 `7 C Z 0 c_tea.. P„ . e phone Lot Block or Unit # Subdivision: Contractor:__ State License Address : '— Z-10 Phone No: Describe work to be done: - - IPfl�L Present use of building: Valuation of Proposed Construction: _ t o s-" •cam Proposed use: Is this an addition? If yes, what are the dimensions of . the added space: ft . X ft . Will the added area be heated and cooled? New electrical (or increase)? New plumbing fixtures? New fireplace? New Heat/AC? SUBMIT Mifig COMPLETE SETS OF PLANS, INCLUDING SITE PLAN, SURVEY, ENERGY CODE FORMS, NOTICE OF COMMENCEMENT, AND OWNER/CONTRACTOR AFFIDAVIT, IF OWNER IS CONTRACTOR. Signature OWNER: Date: g4Z'0 Signature CONTRACTOR: Da License Supplied: Liability Insurance: Worker's Compensation Insurance: 5 MIN, RETURN Book 9073 09 419 PHONE# A`7-7`,IS- Notice of Commencement (Prepare in duplicate) To whom it may concern: The undersigned hereby informs you that improvements will be made to certain real property,and in accordance with section 713.13 of the Florida Statutes,the following information is stated in this Nr t la OF COty WN(;u ENT. Description of ro 7. ... ...Oc, !� (� 4 7—. .. ................ ................. ........................................................................................ . . . .. ............................. ............................................ ........... . .. .. ... ....... .......I............ General description of improvements: ............. s•,,.,�^!- ....el' L_. ....... .. .........._. .... ........ ........... ................ .........................................._............. ............... _ .. ... ... ......................... Fiks 9073 Owner: ...........................Kcrr.e�-c.,..... .,.�.�:(.....e........ ..... ....... Psa... ..41S..... ..... .....,, Doc* 98227727 Address: ..................... .7.G. .....C.2G..�t�+ti.,.�a.�'..�<...... r . . i.l.�. ..3 R•rardad......_ 09154:55 A.m. Owner's interest in site of the improvement.- .............. ....... ................ MENRY..W....00W.............. Fee Simple Title holder(if other than the owner): ............................... DUVAL COLWTY;--COURT REC. f 6.00 Name: .... ...... .. .. . ......... . .. ... .... ................................................ Address: ......................................................................................... pwcontractor: Robert Levesque ................ ..........I.................... ............. _ �p Address: 2210 Florida Blvd. Neptune Beach,FL 32266 F-= - =__----- Mail to Surety(if any): .................................................. Address: ................................................................Amount of bond: S . . ....... ............................ Name and address of any person making a loan for the construction of the improvements. Name: ..............1'-!,R Address: ......N A ............................... ..... Name of the person within the State of Florida,other than himself,designated by owner upon whom notices or other documents may be served: Name: ................ P ....................................................................... .. . . . .... .............................. Address: ..........Nj..P1.................................................................... .:.. .............................. In addition to himself,owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b),Florida Statutes. (Fill in at Owner's option) Name: Address: ......................................................................................... . . . . ..... .............................. THIS SPACE FOR RECORDEWs USE ONLY fi ....................... .,.. .i .................................... Owner Sworn to and subscribed before me this J2......... y of 44 ° ..I 4.• �l:1C 19 (216 1110POW0111 oto w bmm.e:pit")*14 W Cantu,Nw cc:alai ZB 39Gd InGS100d 33IdGN09 £6ZL6vz L8:£0 Z66T/T0/T8 iu,"l 0i'luilliVCr LOUAVA Y SURVAT Ulf' rNE WESTERLY 83,311 'OC GoT 7 AS SHO)Y'N ON MAP 01 ' 0e45,--91V 4ro)(FO V 4' -• UN/ T A/!'- 2 AS RECORDED /N PUT BOOK ?o PAGESl_0 OF THE CURRENT PUBLIC RECORDS OF DUVAL CO. FL,. CERTIFIED To: .eW1eE.v _,yq,c i,Y o,�' .�"Giei0.9 / F/.�'ST A�/E,�'C.v�✓ T?rL /.rIS��E'-4.c/CE o.R. V. -7G70. P4. //B9 0. R. V. S 95• 'pC. /co po •I'A/n0 V r h w ' o f 137-uCC0 a o e RESIDeA.1C6- $ z W A`' /7ep3 a s' aQ o _�,; 9.?' i w 2o.3' -, fir, • • .„ `$ tc � . •[�ONC`. �• h o � CT` D.PI rE'• Q. N 04'/•4`y) 3(o2 /moo tir".r. LVO. %r'•ir. 59'901;vcr5f s' Id CAA?/NC•i 1YAS EJ GO•D' �P� D e ez.7 41V 'aRo VE DR/ v E v Ie ,�irEVc�/FY F.tE• l(/0.�'95�-2oq�-3,z-/G-9S (X/cz-z�) .,c,:.;�.vl/or/•,��r. �^�:,e.�; /,,i o.9.;;t.. �'0 99'2; .�-7. 94, !.�'ir�o,� . .LAY it£ ADDIT)OVAL EASEMENTS AMI/OR kL^r*1CfIONS TIIAT ARE NOT SHOWN IWS SURYEY ThAT MAY BE FOUND IN THE PU" RECORDS OF THIS (.COUNT): BEARINGS BASED ON PLAT AS SHOWN f I HEREBY CERTIFY THAT THE z a Y SIIoWN HEREON IS IN THE SPECIAL fLOOD HAZARD ZONE -X - AS SWOW ON FLOOD INSU"1ICE BATF AIAP o O FOR THE WY Of ATG.aNTIC BEACH, ttrv. 'Pa;r, L' •�'��'99 ALL AMERICAN SURVEYORS, INC. LAND SURWYOin - .5769 SAN JOSE BLVD., SMITE .TOT - JACX'SONWW*, FLORIDA 52217 - 0417JD-2217 LEGEND A88REVLATIONS S ctiK • Ux.l 4 I HEREBY CERTIFY THAT THE ABOVE LANDS WERE SURVEYED UNDER MY = RESPOIWXX SUPERVISION AND DIRECTIAN, THAT THERE ARE NO —4 EhC*0ACHAIENT:c EXCEPT AS SHOoi AND THAT THE SURVEY SHOWN 1 C✓NC. MON. rYw r p.tYt.ct — ....k.r NfAf0H M£E7'n 1£ TECHNICAL STANDARDS SEr FORTH BY THE ALL ' {' '^"•'"t' FLORIDA 60ARG LAND SURVEYORS PURSUANT TO SECTION 472.027, ��ON COR. •G rw.r u ['{rvt ••� ^'A a "`'i•sA c{..t FLORIDA, STATUL�s. AMERICAN (�i7 W1tH CAP rcc rw.r o cuw.{o 0.1-. I`d 4837) c. Utr "��� SURVEYORS — �[n Cr �`" n�i•` . MES D. NdRRISON, JR. P.L.S. Nd. 2617 INC M Ili,ON COR. 8.4 A r1�LIK.t 11.1(nu. /"%2O /J UND) us( —1%I.uC1tb WAuwL JW�K .. t.mK.r n cHoss cup t ct»It•LIK 7. 8.94 GIST£ fD SU , STATE or 0 L1A Y/V • .ICI.r-I/- Al DA� 8 Y0. PG. 54 - ORDER Ho. 94-zo99 �T L- A l ,-- .2." 0 RE 8A R Api rD L,"X 6'` t4�,TE P L t t,'E T(LE { t 7 � f '-3 PEBkR 0 tZ aG C3OTN WAYS CONT THROUG HOOT WALLS AND FLOOR z COOLS WITH DEPTH COR GREATER RE BA R TO-13E PLACED e 4�; OC, ,ECatNNtI.I0 AT 4' DEP -H AND CXTU4DI z,IG ..ABbvE __ At D��3E &,4 CC}YE5. .ALSC3 E JENP-I t-G 5 ABOVE AND BELOW FLOOR 3sump MIN. 3600 PS.i. CONCRETE L FLOOR AND WALLS CFI Element Filter E".,'y Yong-Lok covers provide simple no tool access Unique low profile enables installation in half the to the filter element for cleaning. vertical space of most filters. heavy-duty filter element is constructed of �,, . Safety tab lock assures proper installation duiable Dupont Reemay polyester cloth. and safe operation. The cureless design allows easy cleaning froltl "inside-out" with a garden hose. Available in 25 to 150 square foot models. Our patented dirt catcher prevents debris fruit► falling into the tank when clement i 5 year warranty from date of installation is removed. j on the structure of the tank, excluding freeze damage. Performance Dimensions Recommended Flow kate Total Galloay Cirtulated 'GPM GPM 6 Hoon 8 Hlwra h1+.:ad No. Commercial Residential Commercial Residtntal Commercial Residential t1A C JA CVK-25 9.4 25Cllk-50 18.75 50 6,750 18,OU0 9d1(xl 24,oxx) Cl-R-75 28.13 75 10,127 27,000 13,502 3b,txm)Ct le-IN) 37.50 100 13,500 36.(xx) 18.000 48,000 A Cl k-150 56.25 150 20,250 54,(x10 27,q(xl 72,0(x1*_375 GPMA71 batted on NSF standards for commercial pool applications. --4 Model A B C r CFR-25 17"/1f, 4 7"/� CFR-50 17" 12'/,' 13`1�" CFR-75y� 22'/,' 12'/;' 13'/x" CFR-100 2674• 121/y, 13t/,• CFR-150 313/.," 12'/N- 1 v/;. 4r:<. The 25 sq.ft.in-line RING-LOKTm Pump and Filter Mounting Kits Caru idge Filter is ideal for spa and provide a noncormsive molded hot tuh applications.It features a foundation pre-drilled for any corcicss element for easy cleaning Jacuzzi pump and free standing and uptimurn flow rates.Inlet/outlet filter. MEMBER avail4blethreaded with coons slip or � ���� — a threaded connections. r v N AT ION AI SPA i POOL INSTITUTE Jacuzzi Bros. 12401 Interstate 30 P.O.Box 8903 Little Ruck.AR 72219-8903 FAX I-8(X)-4&2-((141 1997.Jacuz.zi Inc.All rights re+erved. uutsidc U.S.call:Jacuzzi Do Brasil:011-55409-1711 Jacuzzi Canada:905-712-2423 Jacuzzi Chile:011-56577-5708 Jacuzzi I:urol)eUral}1:u1 1 ill-434-8i 141 Magnum Plus Features: 1 . High performance impeller/diffuser powerful 6. 180 cubic inch strainer basket allows for longer enough to operate a filter and a pool cleaning interval between cleaning. system without a second pump. 7. Energy saver motors(1/2 hp-3 hp) 2. Exclusive Ring-Lok are available on single access allows"No tool" speed units, entry to all internal parts. ; r- �- Assures optimum service- ability without disturbing i 8 Adjustable base the plumbing. will accept different 3 motor diameters. . Patented air-cooled heat sink allows pump to run dry without damage to the shaft 9. Transparent saver allows immediate visual inspection for debris. 4. Floating eye seal between the closed impeller and diffuser maximizes pump efficiency for best flow and pressure. 10. Exclusive flap allows full flow through the strainer basket when the pump is running,but restricts reverse flow 5. One piece case molded from glass reinforced,corro- in your system when the pump turns off. sion-resistant thermoplastic with two convenient drain plugs for winterizing. Performance Rate Dimensions MODEL Gallons per Muerte vs.Reslatanee to Flow(Feet of Head) A 10— 7-9/16 30ft 40ft 50ft 60tt 70ft I Soft 90it 10011 t SMP/7UMP 55 46 34 15 - - - - i 1-9/16 9-1/16 7MPI1UMP 74 b8 62 54 45 33 - - I t-9/16 1MP/1SUMP 85 79 72 65 56 43 - - 15MP/2UMP - 108 99 90 80 69 51 31 HP P 1/2 3/4 1 l-1/2 2 3 2MP12SUMP - 120 111 102 92 80 67 52 A 123-7/8"123-7/8"1 24-3/811125-3/8-1 25-3/8" 26-3/8" 3MP - - - 140 130 117 103 85 ataaua UL''� 1'st;P �. Fuuseniu •.,..,. P*W,Ud, IPA 600f All r.7twVa "The Most Trusted Nano In Water"m Jacuzzi Bros., 12401 Interstate 30, P.O.Box 8903, Little Rock,AR 72219-8903 FAX 1-B00-662-6044 ®1994,Jacum Inc.,All rights reserved. Outside U.S.call:Jacuzzi Do Brasil:011-55-409-1711 Jacuzzi Canada:416-675-3333 Jacuzzi Chile:011-56-2-577-5708 Jacuzzi Europe(Italy):011-39-434-BS-141 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING BUILDING PERMIT PERMIT 1N1t^r111fi ATIQNI LUCATlON INFORMATION> Permit Number: 17714 Address: 1763 OCEAN GROVE DRIVE I Permit Type: ELECTRICAL ATLANTIC BEACH, FLORIDA 32233 Class of Work: POOL Township: Range: Proposed Use: SINGLE FAMILY Lot(s): Block: Section: j Contractor: LUME ELECTRIC SERVICE, INC. Book: Page: I Square Feet: Subdivision: OCEAN GROVE Est. Value: Parcel Number: I Improv. Cost: OWNER INFORMATI{}N 1 Date Issued: 1/28/1999 Name: KAREN RITCHIE I Total Fees: 35.00 Address: 1763 OCEAN GROVE DRIVE I Amount Paid: 35.00 ATLANTIC BEACH, FLORIDA 32233 Date Paid: 1/28/1999 Phone: (000)000-0000 I Work Desc: WIRE FOR SWIMMING POOL APPLICATICJIV FEES I PERMIT 35.00 I I I tns ections R uired I ROUGH ELECTRIC I FINAL ELECTRIC I I I I I NOTICE - INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION j BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAIN CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" I ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. I I � I I I I $35.8014 Date: 1/29/99 81 Receipt: 8839306 CHECKS 1973 ATLANTIC BEACH BUI ING DEP . 88188083221888 CITY OF ATLANTIC BEACH, FLORIDA APPIor•d bV- APPLICATION FOR ELECTRICAL PERMIT TO TIIE GIIIEF ELECTRICAL INSPECTOR: DATE:--j^ 19 11 IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING TIIE WORK AS DESCRIBED IN THE FOLLOWING, WE HEI•„Eri' .i IfEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITII THE ATTACHED PLANS AND SPECIFICATIONS, .: WIIICII ARE A PART IIEREOF,AND IN ACCORDANCE WITH THE ELECTRICAL REGULATIONS,CODES AND CITY OF ATLANTIC DEACH ORDINANCES. �tE.r�Tr<,�ri ELECTRICAL FIRM: MASTER ELECTRICIAN SlQdATWff J&QUR EYMA RD BOXNAME. / , Re� �t1eh;e ADDRESS: ` -- BLDG.SIZE BETWEEN: RES,1 1 APT.1 ! COMM.( 1 PUBLIC( ) INDUS.( 1 NEW 1 I OLD 1 I REW.i ) ADDITION( i TRAILER i I TEMP.1 1 SIGNS ( ) SO.FT. SERVICE: NEW( 1 INCREASE( ! REPAIR( ) FEE CONDUCTOR SIZE AMPS COPPER I J ALUM. z., $WITCH OR BREAKER AMPS PIIW VOLT ___ RACEWAY EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE NO. SIZE - - LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN _ TOTAL O.70 AMPS. 31 100 AMPS _—_ SWITCHES �_� INCANDESCENT FLUORESCENT&M.V. FIXED 0100 AMPS. I oy[n APPLIANCES -BELL TRANSF.�� - - AIR H.P.RATING H.P.RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS EIL IIEAT: KW-IIEAT 0'1 OVER MOTORS II.P_ VOLTAGE PIIS NO. 1 H.P. VOLTAGE PHS MISCELLANEOUS __- TRANSFORMERS: UNDER 600 V. OVER 800 V.lul -- - - NO. FKVA NO. KVANO.NEON 7RANSF. NO. MA. MOTOR SIZE5WITCH FIASHEII EACH SIGN - FORWARDED f -- TOTAL FEES J_74-0z) llu,ldj� -# 17311 3 PAn tic Bch. DEPARTMENT OF BUILDING CITY OF ATLANTIC BEACH i In j PERMITINFORMATION -- ------- - LOCATION INFORMATION P ` m t Number- 15220 Address» 17 3 OCEAN ORDVS I?NIVE�M, 'P e rmit ` yp :FENCE A 'LANtIC BEACH, `LOAIDA 32233 Cases of Wo k:N _�., . L�t�1�L 11ESCRIPTTOtL ! onstr. Ty0e»WOOS? FRAME Block. Lot 7 � troposod 04e» . .,,n Sectiow 0 Subd 0 R49 n { 1 x I Subdivisian»WtAN OROVE UNIT 2 m 'ct : LA4 ,OC rf Total FA x ,. 10 .00 CC a:y Y mount ' 1.0 BION ' � � ���'� '� � APPLICATION FEES N IA RITCHIE PERMIT Lia.C�4 Ad I » 8 � DRIVE ORIDA 322 " � a a *neC A b R: ORMATIOk a PRONIR 'Exp '` ` a ^awa "1, NOT ?rv. _ .., a�h.�. ri�,3«= x.« "t. a,...v,a «�arugy,«,�six ,a sa. ✓*cerx=+°ten � NOT S: ,_ i �4 2 4, NOTICE'1-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION 6 ,BUILDING MATERIAL,RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED'I�N PUBLIC SPACE,AND MUST BE 4 CttARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER .s " AJLURE 0 COMPLY WITH THE MECHANICS' LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS'." �e , i F. ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SLkjECT TO RLVOCATION'.t`OR TION OF AP ICABLE PROVISIONS OF LAW. f 14 own C�51I ATLANTIC BEACH BUILDING DEPARTMENT �!�} By .1._ .._ 77 APPLICATION FOR FENCE PERMIT Owners Name— M�� , Phone `" Job Address l-7 ' 3 Com'mw bzy-_,C Df-- Lot Block and/or Unit # v` Subdivision , Contractor if different from owner 6a) /, Valuation offence $ I ryry ��0 Corner o Interior Lot Type of Construction1Q Show location and height of fence as well as location of street(s). O G� Q �Q GJ 0A Owner Signature �� Date Contractor Signature Date CITY OF A& & &etc - 57&Ui la 800 SEMINOLE ROAD ATLANTIC BEACH,FLORIDA 32233-5U5 TELEPHONE(904)247-5800 FAX(904)247-5805 NOTICE TO: Nater Department FROM: Building Department DATE / 7 c { Please be advised that the final building inspection has been completed on each of the following addresses and construction water is no longer needed: Permit lumber Address B. nc 1t, Building Department HAP SHOWING BOUNDARY SURVEY OF THE WESTERLY 83.3.4 'Ar caT "7 AS SHOTYN ON HAP OF O C6r4A•l 0RO V E = tlAll *r Al?- 2 AS RECORDED IN PLAT BOOK 20 PAGES 20 OF THE CURRENT PUBLIC RECORDS OF DUVAL CO. FLA. CERTIFIED T0: _..__ ._... 0.R.V. -76'7 0. P4. r r 89 e• R. V. 5.6 93. 39.8o'�er) N M v a0 X,-5 2 A1411-57 C 57 4YC0 '4G "6 -✓ /•8O44e pi- cclr�AG S'T Qv� 3E.4cy .QBE. , c`LE(/, �/2,45� , O jN� �AP)R• E,1''i S 7 /1- F EY. s Rem iNo /pAB �/fo 2��"�•2 To ti G,l/ v 9' N Cove. �PAtio.o 9.9'. M STuCC O a N � -7&13 7 8 JZ%o 0 3' 9.7' 20.3' I N 367 7 9 "/P) 12'AAW Ls 7.4 + 3859 X13!,Cp-.42"W. --69.80144er` "ri �J!f IGEA.Pin/C. BASE) (p0.O lP� 4-H 177995 wilding and Zoning DC �"14AI eROVE ,DRI V6 f/t/AC��REI/EP/FY F F.E•)!�D.'�951--�Oy�-3�2-/(0-95 ('F/ECla� fouu�Tor/ ��. lo�er�; Gr/.0 y4- Zo99 7 94, GFiBca' . THERE AMY BE ADDITJONAL EASEMENTS AND/OR RESTRICTIONS THAT ARE NOT SHOWN ON THIS SURVEY THAT MAY BE FOUND /N TH£ PUBLIC RECORDS OF THIS COUNTY. BEARINGS BASED ON PLAT AS SHOWN I HEREBY CER77FY THAT THE c G T SHOWN HEREON /S /N TIME SPECIAL FLOOD HAZARD ZONE "X " AS SHOWN ON FLOOD INSURANCE RATE MAP—! J o FOR THE CITY OF,49'6A4.V7YC BEACH, rz,4. D,oTE�° 4 /x•89 ALL AMERICAN SURVEYORS, INC. LAND SURVEYORS - 8789 SAN JOSE BLVD., SUITE 301 - JACKSONVILLE, FLORIDA 32217 - 904/739-2217 LEGEND ABBREVIATIONS - 5 CONE CONCRETE 1 HEREBY CERITFY THAT THE ABOVE LANDS WERE SURVEYED UNDER MY NON. MONUMENT RESPONSIBLE SUPERVWN AND DIRECTION, THAT THERE ARE NO —4 IR. IRO PROD ENCROACHMENTS EXCEPT AS SHOWN AND THAT THE SURVEY SHOWN ❑ CONC. MON. PR.M. PERANENT REFERENCE ALL NONSENT HEREON MEETS THE TECHNICAL STANDARDS SET FVM BY THE Pl. POINT OF TANGENCY FLORIDA BOARD OF LAND SURVEYORS PURSUANT TO SECTION 472.027, • IRON COR. PL, POINT OF RCURVE EVERSE PRL. POINT OF R€vERSE CURVE FLORIDA, STATUES, AMERICAN (SET 867 CAP P.C.C. CNCRD a CpvWND CLRVE 4B 3BS>) A ARE LENGTH SURVEYORS, R • RADIOS —x—FENCE (PT' PLAT JAMES D. HARMSON, JR. P.L.S. No. 2647 INC. m RADIAL I.R.L. BUILDING RESTRICTION O IRON COR. LINE SCALE (}'OjJfJp) U.DE RUCTED DRAINAGE EASEMENT —n EASEMENT J L.S. LAND SURVCTQi NUMBER _ ® CROSS Cul i CENTER LIE 28 94 G/$TE O SUR , STATE OF DA = GHT-OF-VAT DATE O R/V RI F.B. Seo; PG, 54 ORDER NO. 94-2099 DATE: J PRE-SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 233 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL. INSPECTION(S) HAVE BEEN MADE AND ARE SATISFACTORY: ------' ------------------------------------------------- ------'- ----------------------------------------------- ------' ------------------------------------------------- ------'------------------------------------------------- Enclosed are the blue copies of the permits. !afNCEREL , DING N /ECTION DIVISION cc:FILE TRANSMITTAL DOCUMENT FOR JEA DATE: c�_c The following permits have passed "rough" inspection: Permit No. Address RI &msoxxx=xg bclma* mho bemxso xxbkaxV=mLtw. Please update your records accordingly. our BUILD NG CA�ERK CITY OF ATLANTIC BEACH /vcb `t4 6 CITY OP ATLANTIC BEACH, URIDA � PPLICAth'w"N FOR WCY2lCAL PERMIT TO THE Cki_F ELECTRICAL INSPECTOR: DATE: �- + e , IMPORTANT NOTICE: IN C I' '�'IDERATION OF PERMIT CIVLN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE H[PI 3Y f(FREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, ,%'IIICii ,! C A PART HEREOF, AND IN ACCOkDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY GF ATLANTIC BEACH ORD;N.ANCES. c�Ais= — FLECTRICAL FIRM: MAST ELECTRICIAN SIGNATURE I�. ','.ECJS_—ADDRESS:1-7(o3 QC-- -A- Cj Zu.i 2 �1• RFD _BOX - - BLDG.SIZE _, BETWEEN: /Trs,i 5-r JPs" FES.'I- APT. ( ) COM1A. ( ) PUBLIC ( ) INDUS. ( ) NEW ( ) OLD ( ) HEW. ADDI-i iON ( ) TRAILER ( ) TEW.P. � SIGNS ( ) SQ. FT. ScRVICE: NE'W()4) INCREASE ( 1 REPAIR CONDUCTCR SIZE `� Am'PS Cao COPPER f ALUM. L";;ITCH OR L.-- EAKER Lp© AMPS t PH 3 W C t7VOLT ;I RACEA'AY - _- _ _ EXIST. SERV. SIZE -` AMPS PH W VOLT _ lRACEWAY FRS v. SIZE �NO. SIZE NO. SIZE Ett;E ---- S N N------- -- - - --- - - -- -__ - - LIGHTiNG OUTLETS CONCEALED OPEN FTOTAL _ RECEPTACLES CONCEALED OPEN ITOTAL -I- - _ 090 AMPS. t1v0 LMPS. SWITCHES fNCANDESCEN i- FLUORESCENT & M, V. 0.10 0 M APS FIXED } -- — - — �s 1 ' — BELL TRANSF. 1 ;IR H.?. RATING H.P. PATtNG CGhD{TiO�'�f�G MOTOR OTHEii MOTC:�S AMPS CELL HEAT: KW HcAT_ - _-_----- -- _--__-- --_-- -__-. _ OVER %1OTOftS 7_H.P_ VOLTAGE PrIS NO. 1 H•P• VOLTAGE PHS �t�sF0Rr:?E! S: UNDER 700 V. i O'J ,, r. 3 V. - - - 4, I NO. KvA :0. TPH ` NO VA. S' 'Ji ;Cti � HE c CN FC WARDIED % y rL,TttL rS Allstate Elactrical Contractors, Inc. J, CITY 0i A)'LANTIC BEACH, ,FLORIDA qj "ay __— App, by — ANPLIC►TIC`N FOR ELC CTR[CAL PERMIT TOTHECki-F ELECTRICAL INSPECTOR: DATE:Stl �"f IMPORTANT NOTICE: IN !DLkA'II0N OF PEi4,11T GIVLN FOR DOIfvG 1HE 1A)0RK AS DESCRI13ED IN TLIE FOLLOWING, Y1E Ht i1t 3Y � EE TO PERF00,1 SAID VVIORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIJNS, ,','II;CII .' C A i'ART HEREOF, AND IN ACCOkDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND C1lY GF /ATLANTIC BEACH ORD;NANCES. FL ECTRICAL FtHti1: MASTER F EC IAN SIGNATURE t:',','.E � �e.—��- 5_ ADDRESS:+[`1 (� QQkcs� 0Q.-RFD _BOX.. - - - BLDG.SIZE � 2-U� BETWEEN; FES. APT. ( ) COMM. ( ) PUBLIC ( ) INDUS. ( 1 NEW l ) OLD ( ) REW. ( ) AGD11'lCN ( 1 TRAILER ( ) TEPP. ( ) SIGNS i ) SO. FT. SERVICE: NEW ) INCREASE ( ! REPAIR ( ) ___FEE­_________ CONDUCTCR SIZE t�C� A�.1PS Lam_. COPPER ( ALUM_ (x1_- a® TCH OR L. A K E R ZvZ�) AMPS IIIPH 3w- ( VOLT _ RAC�AAY EXIST. SERV. SIZE AMPS PH W VOLT RACEWAY y ( EEC,EFIS NO. SIZE NO. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL _ I RECLPTACLES CONCEALED OPEN 1 TOTAL- 090 AMPS 1 1.J hMPS. S 1'J I TC H L S 1,NCANDESCEN FLUORESCENT & M.V. 1=OXED 0.100 Amps' ova -BELL TRANSF. ;IR H,?. RATING H.P. P.ATING ( — CG%DiTIONI NG � (;u!Y. MOTOR OTHE,i IMOTO:�S AMPS CEIL HEAT: KW-Hi�AT r 40TORS H.P. VOLTAGE Prla NO. OVER r � 1 H.P. VOLTAGE FHS MIQCELL." FOUS T' �t,�,FURr.tEPS: UNDER ;:00 V. ' i ...OVE.,, ECS V. Ir VA. � ,^�. i� � `:1%c HEFIi f , � FO�i1h1ARDD J r' • I I 1 _7 r f�i C%' j ti,TAL i is Allstate Electrical Contractors, Inc. 0000ow,13#}w O pO► DEPARTMEMT OF BUILDINQ CITY OF ATLANTJC BEACH' �- PERMIT INFORMATION!$ �---- � »- LOCATI NNFORMA rON I ermit Numb : � + r s 1763 OCEAN 11ROVE DRIVE , 'f ". Permit 'yPe' BUILDING ATLANTTCB *ACH ,, FLORIDA 21,33 RL / ifAAof jLwx � w. r — �n -- � BSC - r. c r. TPe* -WOOD FRAME ? FI S 5ection; ` roposed Ude: SINGLE FAMILY Township: ^ p: RNO, ' C d Subdivision: OCEAN GROVE UNI`' .inia d ,a l .?2,99 00 Impr v'-' ' Cost ; $0r66 E Amami3 f,4.'T 4 41 MIONr v „ APIt,TGATT ?I3 FEES NAFL RITCLTE I'ERMTT v� GT'ON DR IVN 'A IMPAC EEE r a. z 3 O * yy FL RI,DA " E{qE t� c !'' ' j 0,3 . » 7 NF'ORMAT toN TcAD NI CA d�,,�� ��. 27 NI lL? C'APITA lMFROV SEER. TAS' FPL 2082 _ r3ROSS CONN CTTF'N . a . YP L Hry IMPACT ` , EEEl E URCHA ..E I 4 g t .4eF ` Ciel �AtNAtffr3_ e; NOTICE=-ALL,CONCRETE FORMS AND FOOTINGS MUST BE INSPECTED BEFORE POURING " r F PERMIT VOID SIX MONTHS.AFTER DATE OF ISSUE ZN StJ, LDING MATERIAL,RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN,PUBLIC SPACE,AND MUST BE CI fiARED UP ANDAULED;AWAY BY EITHER FIEF CONTRACTOR OR OWNER- y kt t ;AILURE TO COMPLY WITH THE MECHANICSLIEN LAW CAN RESULT IN E PROPERTY OWNER PAYING 'TWICE FOR BUILDING IMPROVEMENT$ " i 1 ID ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR 'I TION©F APPS ICABIE'PRQVtStONS OF LAW. .ATS TIC BEACH BUILDING DEPA MENT , mom 0 .W 54 Wei 8/24194 til fk-pt l 0076878 p BUILDING AND ZONING- INSPECTION DIVISION CIN OF ATLANTIC BEACH ATLANTIC 86ACH, FLORIDA 32235 APPLICATION FOR MECHANICAL PERMIT CALL-IN NUMBER IMPORTANT -- Applicant to complete all items in sections I, II, III, and IV, I. LOCATION Street Address. C` OF Intersecting Streets; Between And BUILDING r Sub•divi:ion '�i._�y.,�'L!� l� ���Ue il: IDENTIFICATION — To be completed by all applicants, In consideration of permit given for.doing the work as described in the above statement we hereby ogres to perform said work in accordance with the attached plans and specifications which are a port hereof and in accordance with the City of Jacksonville ordinances and standards of good.practice listed therein. Name of Mechanical Contractors Contractor (Print) ��. MasterName of of Property Owner1 fy41/ Signature of Owner Signature of or Authorised,Agent Architect or Engineer 11L GENERAL INFORMATION.` A, Type of hating fol; - B. r IS OTHER CONSTRUCTION BEING DONE ON 0 tint THIS BUILDING OR SITET ❑ Gu—❑ LP ❑ Natural ❑ Central Utility IF YES, GIVE NUMB'f�"\ STRUGTION ❑ Oil PERMIT _ '❑ Other--- Specify (V, MICHAWAL EQUIPMENT TO It INSTALLED NATURE OF WORK (Provide complete list of components on back of this form) SCJ Reside ntlal or O Commercial p (seat ❑ Space ❑ Recused , rCT Central D Hoa ,; ;vuw Building 41 ):J�;Al�r-Conditioning: ❑ Room Centres 0 Existing Building j { cwct System: Moter6l Thickneu ❑ Rep acement of existing system # [�j Installation(No system previously Installed) M411myM capacity 0.1h. ❑- Refrigeration " 0 Extenslon or add-on to existing system 0 Other -- Specify ❑ Cooling tower: Cepacity g.p.m, ❑ Fire sprinklers: Number of hada i ❑ Elevator ❑ Manlift ❑ Esalotor (number) THIS SPACE FOR OFFICE USE ONLY I Q Gasoline pumps (number) O I Q.• Tanks (number) Remarks ❑ LPG contoine (number) ❑ Unfired pressure veaas ❑ .sailers Permi} Approved lb Ooh ❑`Other -- Specify Permit Fee LIST ALL EQUIPMENT AIR CONDITIONING AND REFRIGERATION EQUIPMENT Number Unita DeacslDtion Xodel Number Manufacturer (�)Y Approving) pm=CYY "vim U ea I HEATING • FURNACES, BOILERS, FIREPLACES Capacity Approvinx NtunberUnits Deacriyuou Mole]Number uf",him (BTU) Amy - \ ; TANKS Rae►Xaay "Nootltsel Capacity Type Lbil Nsune at Serial Ap roving ;lad Dim—;foe Contained Manufacturer No. Agcncy f r . xx rJ R 997 a 1 14 DEPARTMENT OF BUILDING CITY OF ATLANTIC BEACH PERMIT INFOR ATION ------- :LOCATION INFORMATION — it Neer#' 9297 kddress s l763 OCEAN GROVE DRIVE Irmi t ' `: MECHANZ i1 ATLANTIC REACH, FLORIDA 32233 "cad or NEW LEt AL DESCRIPTION qtr. Type,,, WOOD FRAMEfi � Block- Se c's i w ' Pc) d. JUSe�E SINGLE F'AMIL '�►� � .�� RNO• 0 7a. ziz °I. cods . 0 ubdiv.isilow 6, EAN GROVE +. E "mated 'a ltu : t rn r ov. cot : $6.00 '. Total. $%7,.00 Amount S57 , DO Datet 1194 I "DHEAT ANIS AIR IN NEW SINGLE VAHILY RESIDENCE � ,... . s _ . APPLICATION FEESTION, 'COMPANY IT _ray 7�.«�y}�11 �,1�r�s ki i [.OV +T7.3 +, 1°4 ,'I. IACTE-3.�i:�r&e C FLORIDA 3� � E�1 �'Am EE ��� $0 .00 AMD O O —H.R.S. ty ! < RADON 1�kt ' $0 .00 t A INC. � CAFITAL IMPROVE. 0 .00 II,m,. V. ►� �.. '�'�... SEER o A J!E 246 CROSS CONNECTION O.DC L o '4, A �� �, s P e; 0 SEC R. IMPACT FEE �?-.x.3 0 a I CONS'T' JRCRAROE � E � �� �� � .�, . �� l a y. S: `f NOT;Cti -ALL CONCRETE ORMS AND FOOTINGS MUST BE INSPECTED 13EFORE POURING PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE WILDING MATERIAL,RUBBISH ANO,OEBRIS FROM THIS WORK MUST NOT 0E PLACED IN PUBLIC SPACE,AND MIST BE C!EA0ED UP AND HAULED AWAY-"BY""EI`HER CONTRACTOR OR OWNER .I ILVeR:E "�C) COMPLY WITH THE MECHANICS' LIEN LAW CAN RESULT IN E PROPERTY OWNER PAYING TWICE FOR 13UI.�:C NG IMPROVEMENTS. A►CCS3RQI TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REYOCATIOIN,FOR I:AIIf3W CfF:AI?. LICABLE PROVISIONS OF LAW, „u; ., , INIMI�ff t6MIM00'"� #b7. 74 EACI'I> 1 4,LDING DEPARTMENT f� lowI v Y 9088 k DEPARTIIAENT OF 81.tMOtNC CITY OF ATLANTIC BEACH • PERM I T I NPORMAT I Oit -.. �. _.... _ LOCAL'I ON INFORMATION fDRIVE, -- � _ .» i Nomr Address: 2? OCEAN GROVE DRIVE Vrmit Ty��� PI�UM)3�Na ��LAN' I' BEACH, FLORIUA 32233 e C ' of 'eta a ADDITION .,. .� _,.. � � ' I, CkA2► DESCRIPTION , str« `I?y� ,: WOOD FRAME Lot .; Block w` Bectlon rOPOsed Use.- S I NGL ZANILY RNO: 0 'ision* 'OCEAN GROVE < R 3 t mated V 1 ue. O «QCT i Pry. Cca t : SCI : }�i ` Total Amon E ,4.CSC Opt' 9 . F r MB NO , , � rUN 'ION .. �- Of APPLICATION FZ28 N � ,� P I ' $64-00 GROVE DRIVE WAT IMPACT PER go $O , CII? 4 f) TASk 4.W RA ?O>I AB 1«RaS. $0a00 RADON CAB 596 lam L M811(.01111CAS I SAL IMPROVE •�w � ,� � . .. . . . Am c . o � V LLE Y 'L, 2 11 CROSS CONNECTION CONST} ' URCHARGi $V Q •. �. tea. ��- NOTICE w—ALL CONCRETE FOAMS AND FOOTINGS MUST BE IN$PICTED B€FORE.POURING PERMIT uOID SIX MONTHS AFTER DATE!�F ISSU, 'DING'MA'TER IAL,RUBBISH AND DEBRIS FROM THIS WORK MUST N(3TBE PLACED IN PUBLIC SPACE,AND MUST BE APED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER AJLURE it -COMPLY V ITH THE MECHANICS" LIS, 'LAW CAN RESULT IN TY OWNER PAYING TWICE Ft R Bl L N © .: G IMPRtJ�1VEMENT . 1 ED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION1 FOR l ION PFAPP�.ICABLE PROW' IC3NS'OF LAW. t a C BEACH ByIILDING DEPAR ENT u Ott iga L CITY OF ATLANTIC BEACH AP/PPLICATION FOR PLUMBING PERM T JOB LOCATION - ____ ------ -------------- OWNER OF PROPERTY : -_-_- l ___ __----- -------------- BUILDING CONTRACTOR :------------------------- ------------------- PLUMBING CONTRACTOR _______ ___________________ AND ADDRESS: -21i ------� _J�-------- ----------------`-------'----------------------- TELEPHONE NUMBER: ----------- ------------------ STATE LICENSE NO: -------------------- ------------------------ TYPE OF BUILDING. --- ------------ ----------------------- _SINKS _____________SHOWERS LAVATORY _WATER HEATERS _ g__ BATH TUBS --------- DISHWASHERS URINALS ___________DISPOSALS _CLOSETS WASHING MACHINE 'FLOOR DRAINS _____________SHOWER PANS ------------ OTHER --------- -------. TOTAL FIXTURE COUNT: � x *3. 50 * $15. 00 ---------------------------------------------------------------- INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF THE SOUTHERN STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS - (904) 247-5826 DATE• - PRE—SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 233 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL INSPECTIONS) HAVE BEEN !LADE AND ARE SATISFACTORYs 4 , ------ ------------------------------------------------- ------------------------------------------------- ------------------------------------------------- ------------------------------------------------- Enclosed are the blue copies of the permits. =SLY'w r BUILDING INSPECTION DIVISION cc:FILE � j LL_ tai, . � ] i=IT`r HH- LL OIL B —H CITY OF ;:•, a.__..__!_�R�M �_,...lL�'__..='«scion d,._ �{';�i`�- ��� Il grit w 1t 1(. ►Itlttlll� t::�t •.. -. 1994 1 k k.t l'l lO�k,t4(III 21T.�g,Nt a A"LY l u nS._�YX.Z �.- r�vY— ---- . ,i}.,y Cf 1 t 4 z �..�,,a S t ;✓ itr�•, t ►toM�- DEaCRIPTTON Of' WORK .r JCdrrDatl?b3 _-Q,��anre�e �,-______ It in u FLOOD HAZARD _ _____ _tai ua ..omplutu prQv 3. tlrisl r L Descriptionl _J.Jh.�IO._I�!n�1'J�/ CJuota of Mork; tflwwlRerodsi/Ad.titionl__ /4C�• _ •____ OuIIic, IMPORIIATION type of Actr>�tl_—_..------Use( �?� -----. --- E■tiwlltwd Va1Nw V. I�Q�.QdY_t©�___ _ xCaption■ or M■t�rlrlwk_INJ�11tcS. � t!000 •rlunCe■ Grant•dT-_...-----....--.......----........_-- •olid or filled /I l -------------------------------------- ---. {around 1 !_�QX ^----Root t OWNER INFORMATION Mwthod ox HawtlnQt__ /C'Gt PropertyDWr11rr1_�QrCn / i�66l� r` Phonwt_7.33"S��// Moiling Oe►G(� ir------------------------ »_--/-----_-- -- ----------------------- CONTRACTOR INFORMATION Contractors— SN_l�f//7C_s�LC. . CLIC�j .»....._- .. � _ . _.- Phone / Mailing Addrepa(—�GL ..IYB.� +Q�►...�/�JGtl_.--._- .. .__--_ »_. _�frl�7L7 C-+1/jL4-_......__---- ....------ ZIPt Lictnww Nut.b•TI . 4:o ate . _»-... _ .»_ ._ _-_ _ E.rk,itwt ian g/ 3_ DetwT v�9.� I H911I9T CtffTIrT TWAT I NATO{ RIAD ARD EIAMINSO TTIIII Attl ICATIO14 ANP RNOV THE 5An( To 1 t' ^•..t r ANO [OAMrm ALL ►1tattolart or TNI LAWS ANO OROAHANCRG OOvCRNINO Till: TTrA r,.' v•,n, CnRrLltoWITH, w"2114101 witorftp MtRIIM on 4/1T. TXL ONANTINU aL r A r(Rnl7 AI,': N,lt ri, , OAYc •UrNORITT Td WIO�L.ATt Oa 4AMCCL TNR IAUVIaIONf LW AMT FL4L'RAL, :,TATI ON tc.,.,t ��,1 ,• 0tOULH ATIO3. ONpINANCRI. pR LA" IN ANT NANNCR, INCLUDITto Tu[ CAvrRNINc1 rr fnrr:TR; 11, rt—ostmANc)I Ur cuH%vnw;vzcw O► TNS tN(IJCCT. t Uu ULNLTANO TRAT THE l',;VAMiI uor r,.l l r ... COUTINUt.,t urON THI AAOTR I11r"NATION •1'1X(1 '(NUC AMO C"*C(,T AND THAT TNA: fLAN•i Aw, , DATA NAVE BECN OR 911ALL MC 1`11OVIOEp As NCuul*CO Owner aignwtUYv Vatff Conirootcir fiip(►w#uro �„ _ f)utr CITY OF ATLANTIC BEACH ERMI ULATION SHEET Address— �3 Date s_ G(3 Heated Square Footage ( @ $ per sq ft = $ CGa­ra-g- /Shed --�@ $ per sq ft = $ , Carport orch ? @ $ 5 ( d per sq ft = $ Deck @ $ 6 per sq ft = $ Patio @ $ per sq ft = $ TOTAL VALUATION : S ZZ)-S � a 22 y Sc( 0 ` (o O, © � $� a Total Valuation 1st $ I V 0 z z-i �r ° (n $ Remaining Value $ per thousand Sr portion thereof TOTAL BUILDING FEE $ + 1/2 Filing Fee $ Q ) Fireplaces @ $15 . 00 $ t S O r BUILDING PERMIT FEE $_ C8'SS- WATER IMPACT FEE $ 0• - SEWER IMPACT FEE Sr75,�-4_-0 WATER METER/TAP $ 0 CAPITAL IMPROVEMENT SEWER TAP $ V660) RADON (HRS) . 0050 $ 5.0 3 . -;1-2 SECTION H PAVING ( ) $ l� HYDRAULIC SHARES $r_ CROSS CONNECTION $ (/©(Q SURCHARGE .0050 $� OTHER $ GRAND TOTAL DUE $ t b ADDITIONAL PERMITS OR FEES: Mechanical ; Plumbing Electric/New Electric/Temp ; SwimmingPool Septic Tank Well Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES : CITY OF ATLANTIC BEACH Fixture Unit Worksheet for Water Impact Fee FIXTURE UNITS ARE ESTABLISHED AS THE MEASUREMENT OF WATER DEMAND FOR EACH WATER FIXTURE UNIT INSTALLED AND CONNECTED TO THE CITY WATER SYSTEM. THE WATER SUPPLY CHARGE IS HEREBY FIXED AT TWENTY DOLLARS PER FIXTURE UNIT CONNECTED TO THE CITY WATER SYSTEM. BATHROOM GROUP CONSISTING OF SERVICE SINK TRAP STAND WATER CLOSET, LAVATORY & BATUI (8) TUB OR SHOWER STALL (6) L WATER CLOSET WATER CLOSET, TANK OPERATED (4) VALVE OPERATED (8) BATHTUB/SHOWER (2) URINAL WALL LIP (4) SHOWER GROUP PER HEAD (3) r FLOOR DRAIN (1) SHOWER STALL DOMESTIC (2) 1 LAUNDRY TRAY (2) 2— – _____LAVATORY (1) 1 COMBINATION SINK AND TRAY (3) WASHING MACHINE (3) 3 POT, SCULLERY SINK (4) _DISHWASHER (2) Z-- WASH SINK EACH SET OF FAUCETS (2) Q KITCHEN SINK (2) DENTAL LAVATORY (1) _LKITCHEN SINK WITH WASTE DENTAL UNIT OR CUSPIDOR (1) GRINDER (3) BIDET (3) URINAL STALL, WASHOUT (4) FLUSHING RIM SINK (8) COMBINATION SINK AND TRAY WITH FOOD DISPOS. (4) URINAL, PEDESTAL, SYPHON JET DRINKING FOUNTAIN (1/2) BLOWOUT (2) LAVATORY, BARBER/BEAUTY ICE MAKER (1/2) SHOP (2) SURGEONS SINK (3) LAVATORY, SURGEONS (2) JACUZZI (2) `-'� URINAL STALL, WASHOUT (4) TOTAL FIXTURE UNITS @ $20.00 EACH $ ,SSa • �o JOB INFORMATION ARCHITECT/ENGINEERS CtlltTIFICATION COASTAL CONSTRUCTION CODE FOR ALL MAJOR STRUCTURES TO BE LOCATED WITHIN CITY OF ATLANTIC BEACH, FLORIDA j APPLICANT' S PHONE NO. OWNER NAME: -_____R.E. TAX NO. : TYPE OF PROJECT: ( )Naw Home ( )Residential Addition { )Garage ( )Pool ( )New Commercial { )Commercial Addition ( )Other 911 STREET ADRESO: { ) We 'claim the structure -to be exempt as follows: ( ) curage with no provision for occupancy - detached one and two family only { ) Pier, Dock, etc. ( ) Other (Specify) I also certify that no structure listed above may be remodeled converted to a non-ex use without being upgraded to fully comply with n Signed• nave: �_- - ------------------------- - CERTIFICATION ----------------------- - CERTIFICATION This certifies that the plans and specifications submitted aid sealed by the undersigned meet all criteria set forth by the Cite of Atlantic Beach Coastal Construction Code. Roof covering is exempt from the 110 mph requirements of the Coastal Constructic,z Code, but meet all the other requirements of the City of Atlantic Beach Building Code. — ( X ) The structure including foundation, frame, roof decking , exterior walls and floors has been designed for wind loads of 110 mph, with all design complying with. the 19`lf , Chapter 12 . standard Building Code. ---------------------�---w---------ww w--------------------------- (X) ------------------------(X) Windows, doors and all other exterior devices comply with tr.: 110 mph wind load. , -------------------------w.•+ --r----------------r-------------r--- W The structure is located outside the area affected by wavF forces, OR ( ) The structure is capable of withstanding wave forces resulti:ic: from a wave crest height of feet above HSL includi,,,: uplift forces. ( ) The structure is located in FIA Zone A and the foundati(:;: design has considered possible exposure to water and erosi-:;i . OR (X) The structure is located in FIA Zone X and the foundation wi ! . not be exposed to hydrodynamic, hydrostatic loads or watr: scour, OR 0 . ( ) Foundation design has been completed with floor elevati, above the specified stillwater elevation, and to resist wavf. hydrodynamic, hydrostatic and wind loads acting simultaneousl ; with dead loads. Erosion computations for the foundatio., design have taken into account the projected 30-year erosio.. losses from. a 100 Year stores event and all vertical ani lateral erosion including scour caused by the structure : components. _ --------------w---------------------------------!-------- 0() ------- (X) No excavation of dunes is included in this project,, OR ( ) Dune excavation permit is attached. ' ..,.-------- _ '-wrr--..r.►w�wwwwwr«--rr--w--------------------- -- . Certifi d this /DYy day of __ Av� , 19',. (SEAL Flo i a Architect's License No. �r Prof ssional Engineer's License No. f CITY OF rptt o c Ve d - 94Ula 900 SEMINOLE ROAD �_____ --- _------- - ATLANTIC BEACH,FLORIDA 32233-5445 TELEPHONE(904)247-5800 FAX(904)247-5805 qcz August 16 , 1994 Michael Ritchie 8985 Mornington Drive Jacksonville , F1 32257 re: Variance minimum lot dimensions Dear Mr. Ritchie, This letter shall serve to grant to you a Minor dimensional Variance in accord with Section 24-47(8 ) , permitting you to construct a home on a lot with 83. 34 feet of depth where 100 is required and a total lot area of 4 ,983 . 7 square feet where 5 , 000 square feet is normally required. All other Zoning and Building Codes, and required setbacks shall be complied with. If any questions arise please feel free to contact me at City Hall or by phone at 247-5826 . Sincerely, i Q George Worley, II Community Development Director cc : File TEL hdo . a r c 1ii1 4 15 : ] r rLOOPPLAIN DCVFLO'PMENT INronHATION Type of ovveloppmcntl--- _(/1�/C _T!!/1��R/ ✓lf��.r__� __..--------_ __-_.___ Flood Zone; x---------------- Required - _------Required Lovest Floor Elovotion t It building is Toasted W*thin a flood hazard zona, ti survvy, au"t be made AFTER THE SLAB NAg SCEN POURED, certifying tort tho LOWEST FLOOR ELEVATION l• equal to or above the baoe flood elovatlon eatablished for that zone. No final inspection will be made and no certificate of occupancy will be lasued until the survey in on tXly with the Buildinu bopartment. COMMENTS3 Applidant Acknouledpomentt I understand that the isauance of this permit tw ooatinlgent upon the above Information being correct and that the Plano and supporting dote have boon or vhnll be provided as requitred. I agree to oomply with all applicable provisioner of Ordinonow No. 25-7-11 and all other lower yr ordinances a.iteating the proposed dovviopment. Date_ t Applicant Is 8i nature Department Use Requirwd lowest Floor X1grvsti.on As 8u4lt Lowest Floor Elevation Survey Filed with Building Department Building Dnparttie�nt~Representative pugu 3 �fAP SHOPING BOUNDARY SURVEY OF �"1'S 3� 6 Tc''�GY 83.3.4 �D/�F 607' 7 AS SIOXT ONS MAP OF AS RECORDED IN PLAT BOOK 20 PAGES ao OF THE CURRENT PUBLIC RECORDS OF DUVAL CO. FLA. CERTIFIED TO: CL E,t/ — R.� !r✓^C � �:^.11�',_i�-� ii i O.R. V. 7La'7 R. V. 5693, PG. /(075 59.So'�er) `^ to T ee o.O /0 AB ° i /q C -i ' 7_4F:'F - ©IJa o I 4 �\ L o to 3 08.o4'/ac r) 360279 '60) a 0'16 74 3 =40W.. -59.80l1acrj3857 y� t�a tr"'.ri � `} t'BEA.QinACi BASE) 6p�.D lP! i i Ea' X994 a c E, AI 46!,Qo V6 DRQ V 9 Tir'ERE MAY BE ADD177OAAL EASEMENTS ANDIOR RESTRICTIONS THAT ARE NOT SHOWN OPI T;?a'iS savEY THAT mAY BE FOUND LY THE PUBLIC RECORDS OF THIS COUNTY BEARINGS BASED ON PLAT AS SHOWN ! HEREBY CERTIFY Tr!AT THE 6 c T SHOWN HEREON IS /N THE SPECIAL FLOOD HAZARD ZONE AS SHOWN CN FLOOD INSU?ANCE RATE A.0! °" 0 FOR THE CITY OF, 1—Z.4A/r1C BEACH, A-6,4. DATED 4 /7 89 ALL AMERICAN SURVEYORS, INC. LAND SURVEYORS - 8789 SAN JOSE BLVD., SUITE 301 - JACKSONVILLE, FLORIDA 32217 - 904/739-2217 LEGEND ABBREVIATIONS - 5 CI HEREBY CERTIFY THAT THE ABOVE LANDS WERE SURVEYED UNDER MY 4_WC COW RESPONSIBLE SUPERVISION AND DIRECTION, THAT THERE ARE NO _ MW M(A1Fi.N1 P • 1R0N""` ENCROACHMENTS EXCEPT AS SHOWN AND THAT THE SURVEY SHOWN N Ll coxc. MON. RI.R IRON LM. .LRA tiW NT RCILRrNCL HEREON MEETS THE TECHNICAL STANDARDS SET FORTH BY THE (]M Al Ni PT P0"4 ' U TN FNCI FLORIDA BOARD OF LAND SURVEYORS PURSUANT TO SEC710M 472.027, ALL p 0 IRON COR. P.C. vu1Nr 1. ".,L R'C., r-�)INI I kl. RSI cu'vl FLORIDA, STATUES. AMERICAN (SEr WIrH CAP v.[.C. vu:N1 tx rtrvv�uuNp ax<vL B 3857) `" = ARC" SURVEYORS, n RC LeNcrN - -x---rENCE �P JAMES D. HARRISON, JR. P.L.S. No. 2647 INC. <R) = RAJIAI IRON COR. RAI sun.u:%RLSTRICTIM �•.�20' LIN! (F-OUNO) uoc auRSTRUClLR D-11-4SCALE LSN (.nlJO SLk V[Yflk N�mBf.R T; cRoss cur k CLN LR LINt 7. 8-94 / GIST£ £D SUR OR, STATE OF F D rDA uiv = Rmr�T-t,-vnr DATE ( —8 $20; pcl, 54 ORDER N0. 94- 2099 �l II U i r 3 r F :71 t w 2' CO 1 ' Atlas Building 6 Components, Inc . Palatka, Florida ®� Customer Name: GLEN REYNOLDS Model Job Location LOT 7 OCEAN GROVE Date of Drwg 07-20-1994 Drwg Number 4-5092 Designer SFP/94 1 r� co t a co ,b w Q w co 3 v < N m � m � '� t} t. t. }-- - 12 ' G I 15 '( I i I� —I Li i ii � 1 II i - 1 8��fu� %Eta-✓ �►.�L FS 00 Atlas Building Components, Inc . Palatka, Florida Customer Name: GLEN REYNOLDS Model Job Location LOT 7 OCEAN GROVE Date of Drwg 07-20-1994 Drwg Number 4-5092 ------ - - 1 Designer SFP/94 �n T 17 l�QoP�rl� �GN�, LVL-2 zy D H H c o„ CD . GrI I `D I Go�J1G N 13 Ln i 0 � I r uEPNl,21� CA,j I I r; lot i -u-t- --- 2 0 ---- — -�-- g ' - ----- -- -- q 2 -_--- Scale = 1/B" YER_a4.1J AS j NOTE: LOAD TABLE _ DESIGN CRITERIA o..a 1.THE LPI JOIST IS DESIGNED TO SUPPORT NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE f t). OTHER LOAD CASES ONLY VERTICAL LOADS AS SHOWN 1 LPI 30E DEPTH 16.000 LIVE LOAD - 40 PSF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED VERIFICATION OFLOADING DEFLECTION WEB: ORIENTED STRAND BOARD DEAD 'LOAD - 15 PSF (DIMENSIONS MEASURED FROM LEFT ENO OF SPAN OR CANTILEVER.j. LIMITATIONS.FRAMING METHODS,WIND FLANGEOE11.5 1.50 X 1.750 011-3t00F-2.0 TOTAL LOAD 55 PSF � BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-_N-SX FT-IN-SX SPACING - 24.00 IN. C(C= OF THE PROJECT ARCHITECT OR ENGINEER, UNIFORM LIVE 80 PLF 0-0-0 14-9-12 2.PROVIDE RESTRAINT AT SUPPORTS TO INSURE UNIFORM DEAD 30?LF 0-0-0 14-9-12 DEFLECTION CRITERIA LATERAL STABILITY. JOIST REQUIRES CONTINUOUS LATERAL RESTRAINT OF TOP AND LIVE LOAD DEFL: L ( 360 BOTTOM EDGES, WARNING NOTES: TOTAL LOAD DEFL: L / 240 3.DO NOT CUT,NOTCH OR DRILL LPI JOIST FLANGES. HOLES MAY BE CUT IN WEB ONLY ANCHOR LPI FLOOR JOISTS SECURELY TO BEARINGS OR HANGERS. DURATION OF LOAD INCR: 0 AS NOTED ON THIS DRAWING. 4.SHIM ALL BEARINGS FOR FULL CONTACT. LOAD SHARING: 0 5.VERIFY DIMENSIONS BEFORE CUTTING LPI JOIST TO SIZE CODE COMPLIANCES : REPORT III THIS DRAWING IS NOT TO SCALE"' BOCA 88-71 S DADE COUNTY 89-0307.11(88) R HUD SEB-1091 ICBG PFC-3754 SBCCI 8914 -WISCONSIN 890016-W N.Y. STATE 617-91M W- N.Y. CITY 654-87-SM ,,_, SUPPORT REACTIONS (LBS): _ CASE B E A R IN G N U M B E R 2 _'----�,_.�;�.r�" r-1 815 815 MIN BEARING SIZES 2- 0 2- 16.000cm -- '�1.750 I CROSS SECTION I f I i MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.14" 0.49" DEAD LOAD 0.08" -- 14- 9-12 TOTAL LOAD 0.19" 0.74" Handling 8 Erection Miscellaneous Information Gang-Lam LVL and LPI Joni Specifications Louisiana-Pacific Corp. 07/21194 SSBC 4 Temporary and psmraneni bracing for holding eomporw t The uN of this oonpawt shall W epedtsd by the designer of 'Suppons and cornedlona for Gang-Lam LVL and LPI Joists to be plmD and for realaW,o laterd rad..steal M dedgned the complete sbudurs.Obtain a1 ars neoessary code= sn es .p.dn°applications. Engineered Wood Products and lnttaled by otham.No loads ara to be appled to approval and blstructions Rom the designers of the oor plem 'common Malls dMn pamW to pus Inas Nal be"cod a minimrm of C ra d»oorrponis urlp atsr si Ms bmndng and fastening struahimbeWra wisp Ws oonpa»rt. NIM dasign orlteria 10d and 3'for 64. 2706 Highway 421 Noft ora eonpw.&N nb ema shat bads graetsr Man dad* listed abs doss not meet bed building*ode mquim carts do 'Do not out.notch.drat or.ler Garp Lam LVL and LPI Joists sxoept as el o Wilmington, bads be&M*d to Me ooeporwrt. not we this design.VMan this trswhp Is elgnsd and.soled In pLMWwd material from LoJNans-Padbo Corp. uw of Gwo-Lam LK NC 28401 `^I Local (910)782 9878 Lot/NaM-PadNlc Corp N appnONtp only the strudinl daMpr and LPI JdN+contrary to the Imus eel forth hsnon,napat.s any erpnu NttfOftf(YYab (6m)9909105: Des ig GrtteM a Me unit snowo on the basis of data WwAded by Me"orner ""My d M+product and Lorialsn PacMo Corp.Ascdfine allnpled and shroan on Ws draw".Garp-Lam LVL and LPI plots am mads wananiles ln4rdrg tM Implied warranties of merchantability and Illness nor - - Th. and matanW spacM W ora M subatartlal weMrt oalLer and,A1 dolled urdar load,wood in& d oortsa ■pemeWr,,... DWG wish oonorste mwt M yrotedad as mWmd by°ods,oontl w Dud wu tlw hatintaxlets an64.ittmarr fIsatoorr tour ueaD. lateral srpport is a"mwd Coal,boa beam.oto.) SHEET 9 j VER W.tJ o,M NOTE: LOAD TABLE _—` -_` DESIGN CRITERIA ores i t.THE LPI JOIST IS OADS AS TO SUPPORT NOTE: LOADS SHOWN ARE FOR IN LIT LOAD CASE(1). OTHER LOAD CASES ONLY VERTICAL LOADS AS SHOWN. 1 LPI 30E DEPTH 16.000' LIVE LOAD - 40 PSF VERIFICATION OF LOADING DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER) WEB: 0.375" ORIENTED STRAND BOARD DEAD - LOAD - 15 PSF LIMITATIONS,FRAMING METHODS,WINO FLANGE 1.50 X 1.750 OL310OF-2.0 TOTAL LOAD - 55 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX (SPACING - 24.00 IN. C/C� OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM LIVE 80 PLF 0-0-0 18-1-12 2.PROVIDE RESTRAINT AT SUPPORTS TO INSURE UNIFORM DEAD 30 PLF 0-0-0 18-1-12 DEFLECTION CRITERIA LATERAL STABILITY. JOIST REQUIRES CONTINUOUS LATERAL RESTRAINT OF TOP AND LIVE LOAD DEFL: L / 360 BOTTOM EDGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 3.DO NOT CUT,NOTCH OR DRILL LPI JOIST FLANGES. HOLES MAY BE CUT IN WEB ONLY ANCHOR LPI FLOOR JOISTS SECURELY TO BEARINGS OR HANGERS. DURATION OF LOAD INCR: 0 AS NOTED ON THIS DRAWING. 4.SHIM ALL BEARINGS FOR FULL CONTACT, LOAD SHARING: 0 6 5.VERIFY DIMENSIONS BEFORE CUrnNG LPI JOIST TO SIZE. CODE COMPLIANCES REPORT 1 THIS DRAWING IS NOT TO SCALE BOCA 88-77 DADE COUNTY 89-0307.11(88) R HUD SEB-1091 ICBO PFC-3754 i -� - SBCCI 8914 \\ WISCONSIN 890016-W N.Y. STATE 617-91M&MC 111 N.Y. CITY 654-81-SM i I SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 998 998 MSN BEARING SIZES (IN-SX) 0 I 16.000 1.750 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.31" 0.61" DEAD LOAD 0.17" ----------- 18- 1-12 TOTAL LOAD 0.42" 0.91" �T Handling 6 Erection Miscellaneous Information 1 Gang-Lam LVL and LPI Joist Specifications ^— ------1 Louisiana-Pacific Corp. 07121t`04 SSBC Tvrponry and psmarnri l raang M holdng oomparrt The ties of this oortpon.rt"I be spedMd by III*designer of 'Supporta and oornealons for f3an¢Um LVL and LPI Jaat.to be I One and for restating lateral lord.s wI be designed the oo *sbudura.Obtsin al UA mo tesary Code c*nMa.noa spednc applications. Engineered Wood Products and WWAW by others.No bads en to be applied to .ppwsl"Insinuations horn the designers;of IM CCnnplste •CoCri mile 61ven .nlsi pto pw Ines"I be eWCed s mrirtaan d la'for th.oors tponiwin ager N trt dna tw*V aria festering saAvs before Us"this ew"na t. If the design orlteAa 'od and 3•for ad. 2706 High"y 421 North at aodrylated.At no time shall bds aWavier than design listed abovees donot mast local bidding code npirenwes do 'Do rid eti,notch.611 or eta Gang-Lam LVL and LPI,lasts ea*eot ae shown Wilmington,NC 26401 de be applsd to the ooi poi stY. not tlee the design.NRnn iPoe owing is signed slaw sealedIn p blsivd—t-01 tram Laast.na-Pathic Corp any uee d Gang-Lam LVL Local (910)762-9878 Lotisinr-Padtto Corp Is approvingoriy til strudtaN design and lPI Jests cortmry to tM amps so(forth hereon,negates any ureas National Wets (800)999 9105 ha Design Crrte d tad the ut aMen on the basis data provided by this otntoma ,ananty of the P-duct and Loulsione-Palet Corp.dsclalms J rnpled and Moen on this 11 rMrq.Gang-Lawn LVL and LPI joists are made vananties Inc AN the Implied wee tias of merchantability and Rmse for TM design and maleeal spedged are In wbstardal with i4 0arrim anil'a'N do Md crow bad,. In dna axtaa a penia[.,tea DWGoonfo6 weh oonaete mtrl be prdeded as mored by*ode,oortlnnua Dead d dMh the lateen diesrVAan tie d NDS and ARC. lata"support Is as«nrd t—A,Moor berm,NC.) Dead loch deflection krArdee se aquwwrwne rano.for ore". SHEET 6 VER-94.1J 0- NOTE: LOAD TABLE DESIGN CRITERIA CAT i 1,THE LPI JOIST IS DESIGNED TO SUPPORT NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES ONLY VERTICAL LOOS N SHOWN. FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED 1 LPI 0.3 DEPTH 'IED S ' ! LIVE LOAD - 40 PSF j VERIFICATION OF LOADING DEFLECTION (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) WEB: E 1.5 ORIENTED STRAND BOARD DEAD -LOAD - 15 PSF LIMITATIONS,FRAMING METHODS,WINO 1 FLANGE 1.50 X 1.750 OL3100F-2.0 _ { TOTAL LOAD - 55 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX SPACING - 24.00 IN. C/C_, OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM LIVE 80 PLF 0-0-0 14-6-4 2.PROVIDE RESTRAINT AT SUPPORTS TO INSURE UNIFORM DEAD 30 PLF 0-0-0 14-6-4 DEFLECTION CRITERIA LATERAL STABILITY. JOIST REQUIRES CONTINUOUS LATERAL RESTRAINT OF TOP AND LIVE LOAD DEFL: L / 360 BOTTOM EDGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 3.DO NOT CUT,NOTCH OR DRILL LPI JOIST FLANGES. HOLES MAY BE CUT IN WEB ONLY ANCHOR LPI FLOOR JOISTS SECURELY TO BEARINGS OR HANGERS. DURATION OF LOAD INCR: 0 a AS NOTED ON THIS DRAWING. 4.SHIM ALL BEARINGS FOR FULL CONTACT. LOAD SHARING: 0 B 5.VERIFY DIMENSIONS BEFORE CUTTING LPI JOIST TO SIZE. CODE COMPLIANCES REPORT It ^'THIS DRAWING IS NOT TO SCALE"' BOCA 88-77 DADE COUNTY 89-0307.11(88) R HUD SEB-1091 ICBG PFC-3754 SBCCI 8914 WISCONSIN 890016-w N.Y. STATE 617-91M&W N.Y. CITY 654-87-SM l i I SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R I 1 2 I 1 799 799 MIN BEARING SIZFS 2- 0 2- 0 16.000 11 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.13" 0.48" DEAD LOAD 0.07" -- 14- 6- 4 TOTAL LOAD 0.17" 0.73" Handling 8 Erection Mhdeiloneous Information Cant'-Lam LVL and LPI Joist Specifications Louisiana-Pacific Corp. 07r21& SSBC TNrpwwy arta pwnwnart b aoirt for holding owVorwd The use or INS owVorwt NW be epedaed by da d"ww of •Supports and corrmotiom for Gang-Lam LVL and LPI Joists to be Engineered Wood Products ptub and for raN■W+p letsrsi torose Nal bs dasigad the ooniolata Nclta nfe.Obtabn a1 Ito naeasaary Ocala oanea speeMom e■pptcatl . end DMeled by ofMr No bads are to be o0ed to approvsiand bnstniodora aom ea daaignan of tM oorMletsCwwr riven nails dpanlal to OA Ina.sial oa be spad a mlydrt of 4'for dna ewpwwt arta slier al ea Dnp and hNsNrng Nmol"before Loft Ws oonyornsrt. Mea design omada •1 Od and 3'for ad. 2716 Hlgh vay 421 North "oonVleted.N m ams Nal bads gaster than design Wad above doer not mesi boo hilding o0da rsaineriwv t-do •Oo not at,notch,wl or■tw Gano-L■m LVL and LPI Joists exosq as shown Wilmington,NO 26W 1 bads be applad to the oonVonrt. not use this design.VNan this drawbt Is ogled and sealed in PDINad material ban LouNara-Paasc Corp.any use of Gona-Lam LVL Local (9/0)71329106 LW Ntana-Paalec Corp h apgrMtq only y structuralnd design aLPI Joist- V*Mit.e cartetMit.sat tante hereon,na>m agrn arty rvss National Wats (800)9B9 9105 'I Vd rttans of tfa aft six n on Va basis of daft provided by the ftmomar werrarty of the product aro LoJNarwPaci4c Corp.d eclenns al"ad and drown on IN.drawing.(left-Lam LVL and LPI IONS ars mads warrl�rtlss lt,.W t tM holed—Tris or wvto tabilty and abase for DWG * � n and matartai epedfa d+ra 1n kAw andal wlMnort camber and wY d~under loid,wood in died oontect ■P.M.O.,uw. wV,ea n Irc rav/Nona t NDS aria AMC. 'I O0A opovto must M pr Call, as raonend at code,eorCruoue deleotlon kn4r0as an■4uatnwt factor far creep, leterN auPPa1 Is anneumed(veal,!toot Dsam,N0 J SHEET 0 +) NOTE: �R�.0 LOAD TABLE _,— DESIGN CRITERIA ossa 1.THE LPI JOIST IS DESIGNED TO SUPPORT ONLY VERTICAL LOADS AS SHOWN. NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1) OTHER LOAD CASES FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIREO. 1 LPI 0.3 DEPTH 16.000" LIVE .LOAD - 40 PSF VERIFICATION.OF LOADING DEFLECTION (DIMENSIONS MEASURED FROM LEFT ENO OF SPAN OR CANTILEVER.) h1E8: 0.J75" ORIENTED STRAND BOARD DEAD LOAD - 15 PSF LIMITATIONS,FRAMING METHODS,WIND L FL.AHGE 1.50 X 1.750 OL3100F-2.0 TOTAL LOAD - 55 PSF _ BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX FSPACING - 24.00 IN, C/C—j OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM LIVE 80 PLF 0-0-0 14-2-12 - 2.PROVIDE RESTRAINT AT SUPPORTS TO INSURE UNIFORM DEAD 30 PLF 0-0-0 14-2-12 DEFLECTION CRITERIA LATERAL STABILITY. JOIST REQUIRES CONTINUOUS LATERAL RESTRAINT OF TOP AND LIVE LOAD DEFL: L / 360 BOTTOM EDGES, WARNING NOTES: TOTAL LOAD DEFL: L / 240 3.DO NOT CUT,NOTCH OR DRILL LPI JOIST FLANGES. HOLES MAY BE CUT IN WEB ONLY ANCHOR LPI FLOOR JOISTS SECURELY TO BEARINGS OR HANGERS. DURATION OF LOAD INCA: 0 AS NOTED ON THIS DRAWING. 4.SHIM ALL BEARINGS FOR FULL CONTACT, LOAD SHARING: 0 6 5.VERIFY DIMENSIONS BEFORE CUTTING LPI JOIST TO SIZE. CODE COMPLIANCES REPORT f THIS DRAWING IS NOT TO SCALE"' ROLA 88-77 I DADE COUNTY 89-0307.11(88) R HUD I SEB-1091 ICBO PFC-3754 SBCCI 8914 WISCONSIN 890016-W N.Y. STATE '617-91MaMC N.Y. CITY 654-87-SM I SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 783 783 MIN BEARING SIZES (IN-SX) 2- 0 2- 0 16.0000 "1.750 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.12" 0.47" DEAD LOAD 0.07" -- 14- 2-12 TOTAL LOAD 0.16" 0.71" Handling b Erectlon Mbcsllansous Information Gang-Lam LVL and LPI Join Specifications Temporary wW permanent bracing for holing component TM w al Ws oonpahwrt shiabe specifiW by tin designer of 'Supports and com■ctlom for Gang-Lam LVL and LPI Mots to Louisiana-Pacific Corp. 0701N4 s5 Be plumb and for raasSng lateral forces awl be designed on complete stnrdva.Obtain at the rwaeeary oodo eonpan*e specific spa«non.. Engineered Wood Products and Wistaled by*them.No bade w to bs apaed to approve and Irwbuctlone from the designers of the complete 'Common lawns Orton para W to glue Ins*awl be spaced a rrlNmu m of 4'M I IM component urd Mer all tlw framing and hawing olnrcture befera u+deh9 tlts oorrgorwrt. MIM design alterls 10d and 3'for ad. 2706 Highway 421 North an earpMed.H m Urns shot Wada paster than daagn laved above boas not maal local Wilding coda m0raments do 'Do not al,notch,dril or alar Gang-Lam LVL and LPI:data except as.Moven Wilmington,NC 28401 bads be applied to the oo porwrt. rad use this desipu NRwn tote&awWq Is signod ami sealed M published motM■1 lam LoulMsrw-PetMt Corp.arty use of Gong-Lem LVL LpC7) (910)762-9878Loutard n .P. ela a corp approvkg only tlw stnrohral design and IPI Joists h s oortrary to tion hits sM forth her .negates arty eprwas Design Criteria of the Will shown on the basis M data prov4ded by IM customer wamrty or the product and Lousi&a Pscmc Corp.dsdalmw al IrrpW National Wats (800)999 9105 and Gown on this drawhg. Gang-Lam LVL and LPI plats an mads —rhea Inducing the Imps wamntl.a or merchanlabley and fitness for The design"material speeMed anN aunateraal wltlmuut*amber and win Wb do wer ad,wood In 4-d octad ■p.row.r u... DWG 9 oordonity with the latest re v4aorw d NDS and 5TC. with concrete mid be protected as required by code,oogfM`uou o Dead ad dvhcd n Include an a4al wnt oda for«ergs lateral rapport is aseranM Mal.floor beam,ale.) ----' — — SHEET X — VER_w.1J cera I NOTE: LOAD TABLE _ DESIGN CRITEPSh o.0 1.THE LPI JOIST IS DESIGNED TO SUPPORT ONLY VERTICAL LOADS AS SHOWN. NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES 1 LPI 30E DEPTH 16.000• LIVE LOAD - .0 PSF VERIFICATION OF LOADING DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED WEB: 0.375" ORIENTED STRAND BOARD DFJW i.OJLt) 15 PSF (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) UMI'TATIONS,FRAMING METHODS,WINO FLANOE_1.50 X 1.750 GL310OF-2.0 'DOTAL LOAD - 55 PSF i BRACING.OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-I4-SX FT-IN-SX rSPACING - 2.4.00 IN. C/C7 ! OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM LIVE 80 PLF 0-0-0 9-3-12 2.PROVIDE RESTRAINT AT SUPPORTS TO INSURE UNIFORM DEAD 30 PLF 0-0-0 9-3-12 DEFLECTION CRITERIA LATERAL STABILITY. JOIST REQUIRES CONTINUOUS LATERAL RESTRAINT OF TOP AND LIVE LOAD DEFL: L / 360 BOTTOM EDGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 3.DO NOT CUT,NOTCH OR DRILL LPI JOIST FLANGES. HOLES MAY BE CUT IN WEB ONLY ANCHOR LPI FLOOR JOISTS SECURELY TO BEARINGS OR HANGERS. DURATION OF LOAD INCA: 0 It AS NOTED ON THIS DRAWING. 4.SHIM ALL BEARINGS FOR FULL CONTACT. LOAD SHARING: 0 1 5.VERIFY DIMENSIONS BEFORE CUTTING LPI JOIST TO SIZE CODE COMPLIANCES : REPORT 4 'THIS DRAWING IS NOT TO SCALE"' BOCA 88-77 DADE COUNTY 89-0307.11(88) R HUD SEB-1091 ICBO PFC-3754 SBOCI 8914 WISCONSIN 890016—W N.Y. STATE 617-91M&W N.Y. CITY 654-87—SM V SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 I 1 512 512 MIN BEARING SIZES (IN—SX) 2— 0 2— 0 16.000 — T 1.750 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.02" 0.31" DEAD LOAD 0.01" — 9- 3-12 — TOTAL LOAD 0.03" 0.47" Handling 6 Erection Miscellaneous Information Gang-Lam LVL and LPI Joist Specifications LOU{slana-Pechlc Corp. 0721/9-4 SSBC Tenpdary and q.s wits t bracing for hoidnp oontponrt The uoa of this oof oonom alrf be specified by the doW2rw of 'Supports and oomectlom for Gang-Lam LVL and LPI Join to be i ptunb and for resl•Ibq lateral force..hal be designed do oonplota•Wabn.Obtain d 1M rneoeeeary cod.eompfanee apedlic appfadom; Engineered Wood Products and Installed by oda .No bade we M be applied to approval and blebUddons ken the designers of tlo o011pW0 'Common Milo dr%ro paralet to gkrs Ina•"I be•paced s mogmun of 4-for IM oortporwt uta akar M the tramlrp and faslWrng •tnrctue belga usMq this oonporwt. It the dealpn omerta 100 and]'for lid. 2706 Highway 421 North am co"Ist d.At no time Mal beds greeter ban doolgri Isted above dose not meet local building oode repJnnwts do 'Do not cut,notch.aril or■iter Garp-Lam LVL and LPI Jdsta except as shw Wilmington,NC 28401 weds be applied to the oomperwt. not uee W do I.,.WMn W dueling Is algod and.«ted In PMf shut methal born L.U.I.—PseMc Corp.any use of Garp-L..LVL LoWelowP•eMc Corp Is approNMw rty dr slixedwal dwpt -rad LPI J.1.4.cartrary to the WA. at forth hs a .neer«any•grew Local (910)762-9678 of tM Matt•lwinf an the boale of data provided by the walomsr vrarrarfy of the prodret alai Loussi.—Padflo Corp.dedalms of impfed National Wats (600)999 9105- Ign Criteria ads alwwn on thisped•are made vnmndes InckxI drndrtg.Orq�lam LVL and LPI rq tM MrW W wmartlw M mercMrtadMy end fltnsee for design and mat«lal.peaked ala.In nbstanbal Mtho t oand.r and vA dolled underbider bad,mood b area eort.d ■pameur we. DWG y lath the Wad M WeAslom of NDS ads AfTC. with condole mual-be Proteds d me regaled by code.oordl u 4 bad d.Medd,incwee an equWrwt factor for deep. Weral o ppon It as—oil("it:floor boom.ro.) �— SHEET 9 . NOTE: VER-04.1 J LOAD TABLE - DESIGN CRITERIA 0,30 1.THE LPI JOIST IS DESIGNED TO SUPPORT NOTE. LOADS SHOWN ARE FOR INPUT LOAD CASE(1) OTHER LOAD CASES ONLYVERTIGtL.LOADSASSHOWN. • - FOR PATTERN INE LOADING ARE CHECKED AS REQUIRED. 1 LPI 30E DEPTH 16.000LIVE LOAD 40 PSF VERIFICATION OF LOADING DEFLECTION (DIMENSIONS MEASURED FROM LEFT ENO OF SPAN OR CANTILEVER.) WEB: 1ORIENTED STRAND BOARD DEAD --OAD - - 15 PSF LIMITATIONS,FRAMING METHODS,WIND FLANGEE 1.55 0 X 1.730 OL3100F-2.0 TOTAL LLOAD - 55 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD —` IS ALWAYS REWIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX SPACING - 24.00 IN. C/C- OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM LIVE 80 PLF 0-0-0 12-3-8 2.PROVIDE RESTRAINT AT SUPPORTS TO INSURE UNIFORM DEAD 30 PLF 0-0-1) 12-3-8 DEFLECTION CRITERIA LATERAL STABILITY. JOIST REQUIRES CONTINUOUS LATERAL RESTRAINT OF TOP AND LIVE LOAD DEFL: L ! 360 BOTTOM EDGES. WARNING NOTES' TOTAL LOAD DEFL: L / 240 3.DO NOT CUT,NOTCH OR DRILL LPI JOIST FLANGES. HOLES MAY BE CUT IN WEB ONLY ANCHOR LPI FLOOR JOISTS SECURELY TO BEARINGS CR HANGERS. DURATION OF LOAD INCR r 0 9 AS NOTED ON THIS DRAWING. 4.SHIM ALL BEARINGS FOR FULL CONTACT. LOAD SHARING: 0 4 S.VERIFY DIMENSIONS BEFORE CUTTING LPI JOIST TO SIZE. CODE COMPLIANCES REPORT / THIS DRAWING IS NOT TO SCALE"' BOCA BB-77 DADE COUNTY 89-0307.11(88) R HUD SEB-1091 .. ICBO PFC-3754 SBCCI 8914 WISCONSIN 890016-W N.Y. STATE 617-91M&MC N.Y. CITY 654-87-SM O t SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 676 676 j MIN BEARING SIZES (IN-SX) Iy 2- 0 2- 0 16.0066 1.750 ` i CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.07" 0.41" DEAD LOAD 0.04" ------ ------ —12- 3- 8 TOTAL LOAD 0.09" 0.62" Handling d Erection Miscellaneous Information Gsng•Lam LVL and LPI Jdbt SW tcatbns —_— ------------ LI OUIs18ne PeCfflC Corp. 07121194SSBC T.npowy.nA permanwt bmwV for holdup owrowiert The uae d bts oarpons- Owl M Wedded by llw OWpwr d 'SWpats.no eowctlom for Ganp�Lam LVL and LPI Jdsta to M I Pknb W for resistat9 rterat breva*&I be d&WW*d the aonwete slrudva.Obtain as the n.o....ry*ode oargtan a .p.dne applcanorts. Engineered Wood Products W k*.W by cerin.No Bede w to be appW to approval and YleNtaaorw ftom the d"pws of the congMte 'C onmon rwlte driven penial to Oa Ines stall W"oed a"mn of 4'for the oanporient Hata after V the earttnp W fastening struob"betatAN this oorrpdwt. It the design..erns t Ib W 3'for 84. 2706 Highway 421 North an oortpMed.N no Cnw.hat tuaM paler Man d"w, Sated abo.r dove not meet bast b%Adn9 oode rpUnmarts do •Do not at,ncldr,dnl or alw G■npum LVL and LPI Joists exoept as Hawn Wllmington,NC 28401 bade be aped to the oorrparwt. not U this design When tis drwMn9 Is Npwd and seatvo IP ptblshsd maternal from Louslane-PacMc Cotoany use of Gang-Lam LVL Local (910)782-9878 Loststu~Padao Corp Is■pPn'WV only the MrVdlasi deslpt and LPI Jdsts cortnry to the Amis set twm rtereon,r*9mas any ow". National Wats (900)999 9108 Design Criteria of the unit sftown on the baste of data pno Aded by Ow Customer wamrtty of the product ane L&AM41 -P.drle Corp,dsotalme all Implied end set ran an this d+'M^P Gsrp.Lam LVL W LPr pets an nude ».names 1--WIV nw Imwad wen.rtlaa of m.mJ vi.wny and tw,.sa fbf DWG Th. W matenat Wedged an In aubetamY .4f u mmw saw WI doffed-der bad.wood Muaor dd tal a pam-"r we. wfth the let"nNsto a of NDS W ArTC. wmt oorw.ts must be".dad lie regJlr od by Code,aarttn+as D«d dafacbm IndWea an.diu mb—t rads fa a..p. rtes motion Is.swnwd(wat,toe be.m,at..) � SHEET X GNI-10 FL VER_W.IJ ---' -- -- --'-- o.eo ATE o.0 1.THE LPI JOIST IS DESIGNED TO SUPPORT LOAD TABLE DESIGN CRITERIA :- ONLY VERTICAL LOADS AS SHOWN. NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(11. OTHER LOAD CASES 1 LPI 30E DEPTH 16.000' LIVE LOAD - -40 PSF VERIFICATION OF LOADING DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. WEB: 0.37 5" ORIENTED STRAND BOARD DEAD `LOAD - IS PSF LIMITATIONS,FRAMING METHODS,WIND (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) FLANGE 15" X ORIENTED STRAND OF-2A TOTAL LOAD - 55 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX (SPACING - 24.00 IN. C/C—� OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM LIVE 80 PLF 0-0-0 20-0-0 2.PROVIDE RESTRAINT AT SUPPORTS TO INSURE UNIFORM DEAD 30 PLF 0-0-0 20-0-0 DEFLECTION CRITERIA LATERAL STABILITY, JOIST REWIRES CONTINUOUS LATERAL RESTRAINT OFTOP AND LIVE LOAD DEFL: L / 360 BOTTOM EDGES' WARNING NOTES: TOTAL LOAD DEFL: L / 240 3.DO NOT CUR,NOTCH OR DRILL LPI JOIST FLANGES, HOLES MAY BE CUT IN WEB ONLY ANCHOR LPI FLOOR JOISTS SECURELY TO BEARINGS OR HANGERS. DURATION OF LOAD INCR: 0 8 AS NOTED ON THIS DRAWING. 4.SHIM ALL BEARINGS FOR FULL CONTACT, LOAD SHARING: 0 i 5.VERIFY DIMENSIONS BEFORE CUTTING LPI JOIST TO SIZE' CODE.COMPLIANCES : - - I / '-' THIS DRAWING IS NOT TO SCALE"' - REPORTBOCA 88-77 DADE COUNTY 89-0307.11(88) R HUD SEB-1091 IC80. PFC-3754 SBCCI 8914 WISCONSIN 890016-W " N.Y. STATE 617-9114SMC N.Y. CITY 654-87-SM STIFFENERS REQUIRED. . REFER TO STIFFENER SPECIFICATION. SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 1100 1100 MIN BEARING SIZES (IN-SX) 2- 0 2- 0 16.000 ! ,� 11,750 CROSS SECTION I � I MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.45" 0.67" DEAD LOAD 0.25" --- ---20- 0- 0 - ----,I. TOTAL LOAD 0.62" 1.00" Handling 8 Erection Miscellaneous Information Gang-Lem LVL and LPI Joist Spectf"tions 07Q1/W TaryWay and PemnW+ard wadrn Wholding oonnpored TM u a tNa oa oorrrd aha be qlatleb by the mrgnW or •Snppats and connections for Gong-Lom LVL and LPI Jars to W Louisiana-Pack Corp. _ 'SSBC - *ft ane for rerewn lateral 110o..raid be malmod the oonp.e.•buoba..obtain a the rraaawy code con"aroo .p.adc ami--h— Engineered Wood Products ane Installed by COWS.No load•are to be apoed to approval end Ynbvbtlorr Born the designers of the aompira Common nails dr e~pant(to"foes anal be.paced a ftni n of 4'for the conoorrrd UM altar all sr tandrnp and a.t.wn Wn,mn Mara wain this oonlvawd. It the design criteria 10d and Y for lid. 2706 Highway 421 North - are carptr.d At W woe ova bum Beater then design aced tnbaw does opt nret low bJWrn code r.gi.Wnards do Do not md,nota,,mai or as W GanpLem LVL and LPI Jarit except as Whew IDS&be appded b the oonpaed. not use,We design.VNwn this Wilmington,NC 28401 Lonlrw-PaaMO Corp Is dragon I•signed and and LPI Joints is cort from the Into set forth Corp.Coryany use of Ony express LVL Local (910)762-9878 approving only the etructW design and LPI of the eMnry to lM iota.r forth Mason,negate•any egress National Wab (800)999 9105 Design Cr1laAs Cas,.uw•mown an tai b.r•of date prv+ldad by the carom« w.rnCy of tM prodxl and Lo,r✓u.ru-Paaflc Corp.declaim a brot.d and(ocean m W aor-*V.G-9-am LVL and LPI ply.—male wartartlee inCWng the nVaed­rdla.of—chardmtty w dens••for The design and nrt«w epeo"ad We N atbatentr wtMnd aWndar ane naq ees.0 v+dv bed.wed h tied cordae a PWtondar o... DWG # cordwmlty cath the(tent rawrWn.of NDS and ArTC. with conste ear be ProteC.d as required by coda.ooM r—mi i Deed bad do*.*—Irnoadea an a4-tm.rd actor for creep, lateral•wpN crt of—ofwd(caan d.floor be .roe) SHEET # VER_94.1J ---oSt 1NOTE: LOAD TABLE DESIGN CRITERIA ou 1.THE LPI JOIST IS DESIGNED TO SUPPORT r �� NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES I ONLY VERTICAL.LOADS AS SHOWN. FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED 1 1 LPI 30E DEPTH 16.000' LIVE. LOAD - 60 PSF VERIFICATION OF LOADING DEFLECTION (DIMENSIONS MEASURED FROM LEFT ENO OF SPAN OR CANTILEVER) 1 WEB: 0.375" ORIENTED STRAND BOARD - DEAD LOAD - 15 PSF IO LIMrrATNS,FRAMING METHODS,WIND FLANGE 1.50 X 1.750 01-310OF-2.0 TOTAL LOAD - 55 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX FSPACING 24.00 IN. C/C— OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM LIVE 80 PLF 0-0-3 10-3-12 2.PROVIDE RESTRAINT AT SUPPORTS TO INSURE UNIFORM DEAD 30 PLF 0-0-) 10-3-12 DEFLECTION CRITERIA I LATERAL STABILITY. JOIST REQUIRES CONTINUOUS LATERAL RESTRAINT OF TOP AND LIVE LOAD DEFL: L / 360 BOTTOM EDGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 3.DO NOT CLT,NOTCH OR DRILL LPI JOIST FLANGES. HOLES MAY BE CVT IN WEB ONLY ANCHOR LPI FLOOR JOISTS SECURELY TO BEARINGS OR HANGERS. DURATION OF LOAD INCRt 0 4 AS NOTED ON THIS DRAWING. 4.SHIM ALL BEARINGS FOR FULL CONTACT, LOAD SHARING: 0 5.VERIFY DIMENSIONS BEFORE CUTTING LPI JOIST TO SIZE. CODE COMPLIANCES -. REPORT t ••'THIS DRAWING IS NOT TO SCALE"' BOCA 88-77 - DADE COUNTY 89-0307,11(88) R HUD SEB-1091 ICBO PFC-3754 SBCCI 9914 - WISCONSIN 890016-W: ��. N.Y. STATE 617-91M&MC N.Y. CI-TY 654-87-SM- c N� � I SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 567 567 MIN BEARING SIZES (IN-SX) _ 0 i I 16.000 1.750 CROSS SECTION - MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.03" 0.34" DEAD LOAD 0.02" 10- 3-12 TOTAL LOAD 0.05" 0.52" Handling b Erection Miscellaneous Information Gang-Lam LVL and LPt Joist Specifications _ Louisiana-P80IlC Corp. 07R1&4 SSBC Tmporary acrd psmranent braokp for holding oortponars T1s uws of this oongawt shell be @pool ad by the dWgrw of 'S.+ppats and oornecbora tot(3—q;pLam LK and LPI Joist.to b. WEngineered Wood Product 11 Wart and for nase lv&%;let"forasial W be dpad the 1, ip ste sbvotuis.obtain N the ra mssary Bods oom i Imes sroctapp e sicabors. 0 1 sin IraNled by otlan.No loads we to be eppled to appnovd and NnlntWors asm M+s dW- of tlr oonplsta •Common calls drl~pemast to ps+s Inas.hal be spaoed a mimman of 4•for Ma rnrpora t aril etr N the a•s"M anNuM the ass d fastsnp Mucture bek. WV this am pot design oMsna 1 Od"3•for ad. 2706 Highway 421 North ,axrpMed.N w bma tial bads psatr than dWpt Istsd ebtwe does not mast IoW bub&V ooh req sme is do •lm rat aa,notch.aril or sir Gang.Lam LVL and LPI Joists except a.show) Wilmington,NC 28401 bads be spplsd to Ma o Mwaard. not use this deslpl.W han this drawing N stead and swrd In published material tom LmAsi -PacMc Corp.my use of Geno-(am LVL Hyl (910)782-9878 Lousstam4Paotao Corp N apWvAV orgy Ma W W(+al design and LPI Joists cortrary to the lmlts W loft hrson,nepstss my aprass National Waft (800)999 9105 of tin un t shoo an the basis of data providedn by 61 customer wasrsy of the orodwl and Loulslan PacMe Cap.disciH alme Inplsd b Dea n Criteria and shows W IN dnawkV.Gan¢Lam LVL end LPI foists em made wamroas Irv>1aLq the Implied wanartle.W marcfart.tllty and Iltras.for DWG Basten aft mstrlal specified w b sutMertlel wltltouo oambsr aft WI abbot undat bad,wood In drsot eaasct •parpaYr ws. wMh the Wad rsNalora of NDS and AJTC. oanaste mot be"eatsd so ro%Amd by coda,oontlnxraa d bed defloodw bcsdes m e411,lment Nota for seep. rural wrtpoA Is ass.."(wall,boor beam.ate.) -- ------ -- SHEET 6 NOTE: VER D1.iJ LOAD TABLE o.a _ DESIGN CRITERIA o.tt i.THE GANG-LAM BEAM 13 DESIGNED TO SUPPORT — i ONLY VERTICAL LOADS AS SHOWN. NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES PSF 2 BEAMS 1.75 X 16.000 (31.3100-2.0 I LIVE LOAD - d0 VERIFICATION OF LOADING DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED DESIGN CONSISTS OF 2 - PLIES FASTENED I DEAD LOAD - 40 PSF LIMRIM ATIONS,FRAMING METHODS,WIND (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) - BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD ITOGETHER_(REFER TO NOTES). TOTAL LOAD 55 PSF— —' IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX FLOOR SPAN CARRIED 16.81 FT OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM LIVE 336 PLF 0-0-0 4-11-12 2.PROVIDE RESTRAWT AT SUPPORTS TO INSURE UNIFORM DEAD 126 PLF 0-0-6 4-11-12 DEFLECTION CRITERIA LATERAL STABILITY. BEAM REQUIRES CONTINUOUS LATERAL RESTRAINT OF TOP AND LIVE LOAD DEFL: L ! 360 BOTTOM EDGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 3.DO NOT CUT,NOTCH OR DRILL GANG-LAM BEAM, 4.SHIM ALL BEARINGS FOR FULL CONTACT. ANCHOR GANG-LAM FLOOR BEAMS SECURELY TO BEARINGS OR HANGERS. DURATION OF LOAD INCR: 0 9 5.VERIFY DIMENSIONS BEFORE CUTTING GANG-LAM BEAM TO SIZE. LOAD SHARING: 0 4 'THIS DRAWING IS NOT TO SCALE^ CODE COMPLIANCES NOTE FOR DOUBLE MEMBER - REPORT i BOCA 85-23 DADE COUNTY 90-0310.2 ( CONTACT LOUISIMIA-PACIFIC CORP.FOR HUD 1214A I'THE REQUIRED SIDE LOADED NAILING PATTERN, ICBO 4321 SBCCI 86215 - - WISCONSIN 870060-W N.Y. STATE 518-91MsMC N.Y. CITY 948-87-SM I I SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 1151 1151 I MIN BEARING SIZES (IN-SX) - I 3- 0 3- 0 16.00'0} 1.750 3.500 _ CROSS SECTION - MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.00" 0.17" DEAD LOAD 0.00" — 4-11-12 — TOTAL LOAD 0.00" 0.25" - - Handling 8 Erection Miscellaneous Information Gang-tarn LVL and LPI Joist Speclrbatlona 07Rt1D4 Louisiana-Pacific Corp. ssac Tamyond ane permanent bracing for hodhell a designed .rat it* om oft,s componJohvefwt Mal It e n cMW by dee designer of 'Suppots aro connections for Garp—Lam LVL am LPI Joists tow Engineered Wood Products pfuM and for rssi.tlrp Yteral torp**shell W designed tM oortnplste.vans..Deux+&I the rowowry sods oompl.noa .Pana.pPla.hon.. fl' am Installed by others.No load*an to M sppNd to approval and xn*buWono kom iM dasiprwa of tM oomplsb 'Common rolls dirt—Paralsi to Vua Ina.Mal be.paoed a n nWram of 4-fix the oomponart Intl star all this taming;and fasirtna aMreao bNon uxnp this oonvow't. It the design uft.ea 19d and 3"for ad. 2706 Highway 421 North an m i ad.N no stns Mall load*Boater man design lsted aoor♦does not moat bosi btlNno ood*npltr.merds do 'Do not art,notch.drill m star OarpLsm LVL and LPI Joist$asoapt•.arwwn loade be applad to One comporerd. not ute Ma desiahan design.VIlse drswna aligned ltme ed awlsd in pnblshed material from LWwana-Pedac Corp.any uw of Gang LVL Wilmington,ngLocal o n,NC 28401(910)762-9878 of Wel ns sinoan an Corp i basis �atrWval design and LPI Joists contrary to the imus sat form hereon,nepete,any sn"n"s (800)999 9105 . prig rlbrh provided by the enadomer wananty or the P.oa,n am Lw.l.n.-Paan*Corp.e.a.lms al xrww National Web and shown on this dnwnp. Ganplam LVL and LPI Joists are made --ti-IndarArp the Inol.d--ntla.of nercAantabllty and tfreaa for - The e.. am mat,..i a.d der.in A taraial wioent canber ane wl den.*under load,wood In ar.d contact a pamat*r wa DWG # cornfrxnit tie fllesi mlsio s d NOS and MTC. with corerNe m M be protected a f"Anad by cote,cotli—is Ds.e lo.e Zarin.n*gust ent hoar M an.ao. lateral support Is as«thee(wal.moor Deem.oto.) SHEET #� LVL-2 FL VER–".IJ NOTE: LOAD TABLE DESIGN',CRITERIA o.n 1.THE GANG4LAM BEAM IS DESIGNED TO SUPPORT LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES ONLY VERTICAL LOADS AS SHOWN, ��: 2 BEAMS 1.75 (dMENSION3 MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) X 16.000 GL3100-2.0 LIVE LOAD - 40 PSF VERIFICATION OF LOADING DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. DESIGN CONSISTS OF 2 - PLIES FASTENED DEAD LOAD - 15 PSF LIMITATIONS,FRAMING METHODS,WIND TOGETHER (REFER TO NOTES). TOTAL LOAD - 55 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX OF THE PROJECT ARCHITECT OR ENGINEER. CONCENTRATED LIVE 1775 LBS 3-0-0 MZNBRG- 2.50" DEFLECTION CRITERIA 2.PROVIDE RESTRAINT AT SUPPORTS TO INSURE CONCENTRATED DEAD 1006 LBS 3-0-0 lUN8RG- 2.50" LATERAL STABILITY. BEAM REQUIRES UNIFORM LIVE 751 PLF 3-0-0 11-0-0 LIVE LOAD DEFL: L / 360 CONTINUOUS LATERAL RESTRAINT OF TOP AND UNIFORM DEAD 479 PLF 3-0-0 11-0-0 TOTAL LOAD DEFL: L 1. 240 BOTTOM EDGES. UNIFORM LIVE 470 PLF 0-0-0 3-0-0 3.DO NOT CUT,NOTCH OR DRILL GANG-LAMBEAM. UNIFORM DEAD 319 PLF 0-0-0 3-0-0 DURATION OF LOAD INCR: 0 B 4.SHIM ALL BEARINGS FOR FULL CONTACT. 5.VERIFY DIMENSIONS BEFORE CUTTING - LOAD SHARING: - '0 4 GANG-IAM BEAM TO SIZE. WARNING NOTES: CODE COMPLIANCES THIS DRAWING IS NOT TO SCALE"' PROVIDE RESTRAINT AT CONCENTRATED LOAD TO INSURE REPORT If LATERAL STABILITY. BOCA 85-23 NOTE FOR DOUBLE MEMBER DADE COUNTY 90-0310.2 MINIMUM SEARING SIZES ARE TO PREVENT CRUSHING OF THE HUb 1214A CONTACT LOUIS1A A-PACIFIC CORP.FOR CiAN(1WA FLOOR BEAM.rr IS THE RESPONSIBILITY OF THE ICBO 4 321 �•THE REQUIRED SIDE LOADED"UNG PATTERN. PROJECT,£NGIN£ER OR.ARCHITECT TO MAKE SURE THE SIZE,SPECIES, - S BCCI 86215 AND GRADE OF-LUMBER'USED FOR THE BEARING PLATES ARE DESIGNED WISCONSIN 870060-W.' TO CARRY THE REACTIONS OF THE GANG LAM BEAM AND PREVENT N.Y. S TATE 51 B-91MaMC CRUSHING OF THE BEARING PLATE. FOR EXAMPLE:ON BEARING N.Y. CITY 948-87-SM NUMBER 1,A SPRUCE PINE WALL PLATE WOULD REQUIRE A MINIMUM BEARING LENGTH OF 6-S(IN-SX). ANCHOR GANG-LAM FLOOR BEMIS SECURELY TO BEARINGS OR HANGERS, I SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 7644 7340 , MIN BEARING SI2ES (IN-SX) ------✓—_^---- — 3- 0 3- 0 ' 16.000 _. I 1.750 3.500 I i i I CROSS SECTION �I MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0,13" 0.37" I_ J J DEAD LOAD 0.12" l ----------11- 0- 0 — TOTAL LOAD 0,20" 0.55" Handlbng 6 Erac0ott Miscellaneous In7ormatlon Gang-Lam LVL and LPI Joist Specifications -07r2lM4 SSBC - — ---- Louisiana-Pacific Corp. Tsrmporry and Permanent breobmg for holdkV oo„ponert The use of this oortparnt dot be spsdaed by the designer of 'Supports AM connections for Gang-Lam LVL and LPI JaMs to be Engineered Wood Products : -{ p umb aro for n listkp lateral Its shall be dwprd the ow nptsta stnrc4ve.Obtain aur necessary,oode con"ancs ap"Ac upplcabon* and installed by odors.No bads am to be appted to appall and MrbuctiorY'tor the designers of IM oontplete 'Cannon half.&Kant pansel to Dk+Ines"I Ids spaced•minimum of 4'for 1f.cmporwill t walter a to samiro and iaetwft stricture before usitq a"odnd to o assign~& 10d and Y for ed. 2706 Hlghw�y 421 North , we completed.N no tlna shall bads We"cern design listed above does Lal masa boal building*tide repimmeris do 'Do not a4.notch.Ong or after Gang-Lam LVL and LPI Joists except as slam Wilmington.NC 28401 - loads be"pled to ur oo mporart. not las this deslpn Wfirn this drawing is elQad end weed in published matanN mom Louidans-Patlsc Corp any use of Gang-Lam LVL Local (910)762-9878 Looddw.PsaMd Cop M Approving"d"wucbxw design aM LPI Joists contrary to tM Imts ser forth Mason,negates any exp*$ National Wats (800)999 9105 Design Criteria And Vw unit dawnad can the be of dws provided by the oustmr wu oerrvy of the andwa product aLuara-Paic Corp.dsmmls el implied .. end shots on this dneing.QwV4 a^t LVL and UM)olds an—0. wemnniea including lhs Implied wart ntk-of merdmutabiaty And ibws for DWG # The design ea fmatwiai~ad N In ebKvtlal without cambeir and wU dslteet war bad,wood in dred oor"ct s particular use. f —ionnty,wsh s"west reviefaa of NDS And AI TC. Wh oonWete mud be protaoted a r"Am d by code.continuous, Dead bad deflaction W"O-e en a¢wrmant factor fa creep. we1'f«peat N see-nod(wl,floor beer,etc.) j SHEET #__� VER 94.1J oe77 NOTE: 'LOAD TABIC DESIGN CRITERIA oJa i 1.THE GANG-LAM BEAM IS DESIGNED TO SUPPORT ONLY VERTICAL LOADS AS SHOWN. NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES I FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. 3 BEAMS 1.75 X 16.000 GL3100-2.0 LIVE. LOAD 40 PSF VERIFICATION OFLOA[XNODEFLECIION (DIMENSIONS MEASURED FROM LEFT END OFSPAN ORCANTILEVER.) DESIGN CONSISTS OF 3 - PLIES FASTENED + DEAD '.DOAD - 15 PSF LIMITATIONS,FRAMING METHODS,WIND TOGETHER (REFER TO NOTES). J TOTAL-LOAD 55 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION TYPE LOAD FROM TO LOAD — ISALWAYSREQUIREDISTHERESPONSIBILITY FT-IIT-SX FT-IN-SX OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM LIVE 284 PLF 0-0-0 20-0-0 DEFLECTION CRITERIA 2.PROVIDE RESTRAINT AT SUPPORTS TO INSURE UNIFORM DEAD 255 PLF 0-0-0 20-0-0 LATERAL STABILITY. BEAM REQUIRES LIVE LOAD DEFL: . L / 360 CONTINUOUS LATERAL RESTRAINT OF TOP AND TOTAL LOAD DEFL: L / 240 BOTTOM EDGES. WARNING NOTES: 3.DO NOT CUT,NOTCH OR DRILL GANG-LAM BEAM. DURATION OF LOAD INCR: 0 t 4.SHIM ALL BEARINGS FOR FULL CONTACT. MINIMUM BEARING SIZES ARE TO PREVENT CRUSHING OF THE 5.VERIFY DIMENSIONS BEFORE CUTTING GANG-LAM FLOOR BEAM.IT IS THE RESPONSIBILITY OF THE LOAD SURING: 0 t GANG-LAM BEAM TO SIZE. PROJECT ENGINEER OR ARCHITECT TO MAKE SURE THE SIZE,SPECIES, AND GRADE OF LUMBER USED FOR THE BEARING PLATES ARE DESIGNED - 'COD ); GOHPLIANCE$ THIS DRAWING IS NOT TO SCALE"' TO CARRY THE REACTIONS OF THE GANG LAM BEAM AND PREVENT 'REPORT f CRUSHING OF THE BEARING PLATE. FOR EXAMPLE:ON BEARING BOCA 85-23 NOTE FOR TRIPLE MEMBER NUMBER 1,A SPRUCE PINE WALL PLATE WOULD REQUIRE A DADE COUNTY 90-0310.2 MINIMUM BEARING LENGTH OF 3.1(IN-SX). HUD `' 1214A CONTACT LOUISLANA-PACIFIC CORP.FOR1.TCBO 7 4321 (•THE REQUIRED SIDE LOADED NAILING PATTERN, ANCHOR GANG-IAM FLOOR BEAMS SECURELY TO BEARINGS OR HANGERS. SBCCI^-• 86215 WISCON§IN 870060-W GANG-LAM FLOOR BEAMS ARE MANUFACTURED WITHOUT CAMBER, - <N.Y. STATE 518-911,10,1C THEREFORE,IN-ADDITION TO COMPLYING WITH THE DEFLECTION N.Y. CITY 948-87-SM LIMITS OF LOCAL BUILDING CODES,OTHER DEFLECTION CONSIDERATIONS SUCH AS VIBRATION,.BOUNCE AND AESTHETICS,SHOULD BE EVALUATED BY THE PROJECT ENGINEER OR ARCHITECT.MAXIMUM RECOMMENDED DEAD LOAD DEFLECTION IS 0.333'OR LESS. SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 5389 5389 i MIN BEARING SIZES 3- 0 3- 0 16.000 — — -- 1.150 3.500 R5.250 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE - LIVE LOAD 0.29" 0.67" DEAD LOAD 0.39" ---20- 0- 0 -- TOTAL LOAD 0.55" 1.00" - - Handling 8 Erection Miscellaneouslnformatbn Gang-Lam LVL and LPI Joist Specifications fy7MA4 SSOC Louisiana-Pacific Corp.` Twnporary and pemrront bracing for hofdng oor pores/ The use of this oortpa We Owl be speUged by the dewgw of 'Supports and oomedioos for G—Vt Lam LVL and LPI Joists to be - plumb and for ntl.nng Iaterw faoes wall be designed the complete shuuw.Obtain all the necessary oode oxrpence speclea applications, Engineered Wood Pib duds +. and Installed by atltsra.No bads we to W applied to approved and 111ebVLtlaM torn U1{deN¢Nra of the eorrpMs 'Carman mile&Nan parallel to gin Ines anal be spaced a mlnimur of 4'fors Live co+ponwt u dl after all the Ironing and fastening structure betas using this toi V*ea .If est design criteria 10d and 3'for/d. 2706 Highway 421 NoRfi she eor pleted.At no tins shelf bads greater than design feted aban does not meet but building oode repWsmrts do •Do not ori,notch,trill or alter Gang-Lam LVL and LPI Joists axoept as sho Wilmington,NC 2841 bads M sppfedts tin oorrponwi. not use Ws dewpl.YMen this ch -Ing Is si¢nd and sealed In puMahed rrterial from Lalwary-PacMe Corp.any use of fLno-Lam LVL Local (910)762-98T8 4' - LoJwanrPadlO Corp N approving only the shucorM design and LPI Joists contrary to the Imlts set forth hereon,negates any spteee National Wats (800)999 9105- - Ign Crilsh of er unit sho non the bests df dots provided by the rawtomr werarty of the product and Loriwar e-Pedfic Corp.dsdalma all hrpfed and @I o on this ch vAg:.Gene-Lam LVL and LPi Joists w made warranties Including tin irpted—ties of meroharteblsy and fbuwss for Thkidesign and mwedw specified w in w*swuw Wfhent oureer and sill rleaeal under bed,wood In drew oortact a particular use. DWG # oorAirwity win On fated rWA"n of NDS and ARC. volth ooi arta must be protected as npMad by cods,oonfi w D"Sed diSadjon includes an a4mbwt fads for oseD. Isteraf support Is ae«,ned(wed,floor beam,sto.) -- — SHEET 9 Handling and Installation Recommendations WARNING: Failure to follow good •This is not intended as a manual for select- procedures for handling, storage, and ing products and assumes that components installation could result in unsatisfactory and details have been specified correctly. performance, unsafe structures, •Consult the GNI Joist and Gang-Lam LVL and possible collapse. brochures or contact your Louisiana-Pacific Important Notes:"These instructions are engineered products distributor for assistance. offered as a guide to good practice in the •All rim joists,blocking,connections,and handling,storage,and installation of GNI Joists temporary bracing must be installed before erectors are allowed on the structure. ENGINEERED and Gang-Lam LVL beams.They are,-towever, •No loads other than the weight of the solely general recommendations and,in some erectors are to be imposed on the structure PRODUCTSinstances,other or additional precautions may before it is permanently sheathed. be desirable.In all cases,the procedures used .After sheathing,do"not over load joists •Gang Lam(D LVL Beams should be as specified by the architect/ with construction materials exceeding •GNI TM Joists engineer responsil le for the entire building. design loads. 18" deep or less 26 Series 1-1/2" flange width 30 Series 1-3/4" flange width FLOOR LAYOUT 36 Series 2-1/4" flange width (Typical) Squash blocks Cantilever details 6k 6d, 6e, 6f GNI blocking Dropped cantilever 6c 69 j Diagonal brace Hanger, connections j 6i M A , 1 x 4 temporary bracing GNI rim joist Refer"also tb p"a,&e 2 ` 6b TEMIPQRARY BRACING d,'Ne itOs c)t,(std's nailed at each GNI Joist with t*v©"{` bracing,'.or blocking at its ends and al'k fpot,iit parallel and terv�l , 8d nail s.het p t em papproximately 8 feet. (maxttntrm)between ends. apart'Use long pieces,not short blocks.lap the ends Remember,the continuous I x 4 bracing,is I not (side by side) to keep the line continuous. effective unless attached to the braced bay. To prevent endwise movement of continuous 1 x 4 Use particular care removing temporary bracing when bracing,provide a bay braced by sheathing,diagonal applying sheathing. Remove the bracing as you go. ROOF LAYOUT (Typical) Hanger Ridge beam connection 5d 4e Connection , of plies Stability I 5a or 5 blocking Sloping support a 4a or 4b Post-beam connection Overhang 5h details 49 or 4i Temporary bracing Stability Also refer to page 1. blocking STABILITY BLOCKING Stability blocking does not carry loads from above.Use 4 feet of blocking every 25 feet and at each end of the run of joists or rafters. I Use fabric slings HANDLING AND STORAGE Keel GNi Joists and Gang.-Lam LVL beams dry. i •Where possible,keep them in wrapped bundles. Uon't•stack..bundles,more than.10 feet high.g � � . . , , . AligA , Use forklifts and cranes carefully to avoid R — � one above /� da,[nag[ngjois[s Ehe, er othI l is `t Usk j$1'ktsap4,beams for other purposes such as ramps,AW,etc. 10 max. 10'-0"max. Hard,dry,level surface i r J'f I ,+�I���� '�a•-t �;��T�-``��y� ' 1 I _ • • •• I I ,`'3Z5"�ry/'3'i�j�F ;tee ;��r 5- i y � •. `may... 11 r • r . r . 11 ••• • r •• � { 'ttf5f rr r � rE`: � l 4 1 ROOF DETAILS Maximum slope: 12:12. Uplift anchors may be required. Verify capacity and fastening of hangers and connections. BIRD'S MOUTH BEVELLED PLATEWA TOP SUPPORT (Lower bearing only) (or cant strip) Reinforcement Cant strip, required both faces Simpson VP connector or equal. Cant strip Don't cut bevond insid,, face of bearing Simpson VP c onnc•ctur or equal mac bc Note: Bird's mouth cut not permitted ,ub,tilutt�d (or Slop(-tc 12 or le„ at lop support. 4d SUPPORT BEAM :4e' RIDGE BEAM 4f RAFTER CONNECTION tiiinp,un 51 '2,trap rn cquat �nnp,on Si-18 strap or equal i„r dupe>uvea -1 L' 23'32"APA' rated USIi (or equal) r for,lupe,ov,• 7 12, filler,and scab,both laces,(ace.gain horizontal- Filler rc'gUlrt d -. / l-';Ilcr Sl1-mIuIall required bean, Structural t_SSU hanger or equal Scam Maximum slope 12�12 Simpson I Sr SU hanger or equal Eight IW nails clinched M£1xImUi11 slope 12'12 4g FLAT SOFFIT s4t1 OUTRIGGERS "41 OVERHANG (Fascia support) (Ladder and rake) Maxinnim ovcrhan s.unas rafts r �");!k } Sd nails (2"(t max-) Rd nails at 6" staggered � o.c.clinched at o.c. Q" 'Gable Z x 4 cul end to fit • 2x4 fillers 2 x 4 cul 8d nail,at G" tiller to tit o e c hm llcd Ladder 2'-0" max WEB HOLE DETAILS Warning:Do NOT cut or notch flanges. Width W — --� 1-1/2"diameter hole allowed anywhere in the web. 24"max j Closest spacing V4Y D.C.. 3I i Closest distance (x)to edge Closest distance (x) to centerline of round holeof square or rectangular hole_ from either bearing from either bearing Max D or H `5-1/4" 8" 10" 12" 12" ROUND-HOLES-Closest Distance (x) - (Ft. In.) Joist Span (Ft.) 2" 3" 4" 5" 6" 7" 8" 9" 1(1" 11" 12" 14 1-04 2-00 2-08 3-06 3-10 1 406 4-10 4-08 5-02 5-01 5-06 16 1-05 2-01 21J9 3-06 4-02 1 4-10 06 5-04 .`r 11 5-09 6 03 18 1-05 2-01 2-09 I 3-06 4-02 410 5-09 I 5-11 I 6-07 I 6-05 7-00 20 1-05 2-01 24)9 3-06 4-02 4-10 5-09 6-(i'2 1,00 -r-UO 7 07 22 1-05 2-01 2-09 3-06 4-02 4-10 5-09 I 6-02 7-00 7-03 I 8-00 1 24 1-05 2-01 2-09 3-06 4-02 4 1U i C)9 t>t rt_) 0 �0:r 8 04 26 1-05 2-01 2-09 3-06 4-02 410 5-09 (r02 7-00 7-05 8-04 28 1 1-05 1 2-01 1 2-09 3-06 1 402 1 4-10 `>-(o (-(1'_' ;;-oo , ",OUARL,OR EEC.-YANGUTAR HOLES- Closest Distance (x) - (Ft In) Joist Span I' (Ft.) 211 311 4n 5n Jn 7" 811 c111 10 11n 1.� 14 5-01 5-03 5-05 5-08 5-09 6-00 6-01 6-00 6-01 6-01 6-02 16 5 10 6-00 6-02 6-04 (3-07 (')-09 (r 1 I G 10 1 1 40 7 00 7-01 18 6-06 6-08 6-10 7-00 7-02 7-05 7-08 74)9 I 7-11 7-10 8-00 20 7-02 7-03 7-05 7-08 7-10 MI 8-03 &06 8-08 8-08 &10 22 7-10 8-00 8-01 8-03 8-05 8-07 8-10 9-01 9-04 9-05 9-08 24 8-06 8-08 8-09 8-11 9-01 9-02 9-04 9-07 9-11 1002 14-05 26 9-00 9-02 9-04 9-06 9-08 9-09 9-11 10-02 10-05 10-08 11-00 28 9-05 9-07 9-09 9-11 1001 t 4-0 3 1006 1()-(,)8 1(1 11 11-03 11-07 GENERAL NOTES: • Use with-simple spans and uniformly distributed loads only. For • Maxirnum of three hales jwi ,pan multiple spans and other loading conditions,contact your L-P • lit;ies must be centere(H)etw,en flanges. engineered pPoducts distributor_ a Cut holes carchilk DO NUT o0ercut DISTRIBUTOR: ' 410?111 Louisiana-Pacific SW Fifth Avenue Portland, Oregon 97204 3600 For more infonnatioii on GN'1 Joists or Gang-1 +m IAT, please ,PIcontact our sale;offlce GNI inxdrniarkil u.nnxl-'(,ionninYon i->cr. .n i._i ,ia,ndm.nmk of PfS , .n, .. r Wilminwon, N( - .. Ih (800) 999 d 105 hn1 F'arty A i It ' AI PFS !n i tCPPn h}' {',�� (111 9) 7G3 81 78 � K PFS corporation, GANG-LAM@ LVL DETAILS r NAILEDConnections shown are typical. Special designs may vary. CONNECTIONb� BOLTED CONNECTION ROOFHEADER IRefer to 5a tor imils 111rce rows over 12"deep PloOdcpccificd ' . 1 RIDGE BEAM 5e BEAM CONNECTION11 ' BEAM Rclk.l to -�.`f �,,°'` \\��. �i�\. .�f,-•'mss �'\\� / i mructural beam reqLlirCd..[lot lioll Halt (I 111LI't i1pplV l0ild V(jLlilllVl0 C�idl p1V I eq till c1licil t,dcp� odo, 59 STEEL �: f• ��i _ ,i". �\ ��� of ���� i.�'..`A.: COLUMN / 1 1 COLUMN 5i FLOORHEADER fI OK, Plovide •1``\ \� �iF FLOOR DETAILS Verify capacity and fastening of hangers and connections. OSB (or equal) RIM JOIST GNI RIM JOISTWC GNI BLOCKING (For joists 16"deep or less) Fasten rim joist to each floor joist using Fasten rim joist to each floor joist using Mav also be one 10d nail per flange one 10d mail per flange_ used at interior bearings to Use 1 or 2 plies transfer load. 23/32"APA rated OSB 30&36 Series joists (or equal) as specified. require 2 x 6 plate Same depth as joist 16" Max PP ( ll rI, stiffener 1('(111 nu•nis Check bearing and stiffener requirements Check stiffener requirements 6d CANTILEVER 6e CANTILEVER 6f CANTILEVER (OSB or equal reinforcement) (Double GNi joist) 23/:32"APA rated OSB 13i.i2APA (or equal) nailed to raced ()"li each IA(,( nl each flange. itli 8d nail:staggemd a! ti"n-c nail•�," i 2tp, 2--o" mmaax X 0 Face grain 2'0" Filler approx 60'X�of web depth min horizontal min- 2 x for GNI 26&30 2 x_+ 15/32"OSB (or equal) for GNI 36 6g DROPPED CANTILEVER 6h STAIR STRINGER 6i HANGER CONNECTIONS APA rated OSB (or equal) APA rated OSB (or equal) reinforcement both faces reinforcement both faces APA rated OSB (or equal) 23/32"for 12626"&30 23/32"for GNI 26&30 winforcement both faces IN nails V o.c 1-1/8"for GN1 36 1-1/8"for GNI 36 -23/32"for GNI 26&S,, all around -O" 1 1/8"for GNI 361"Irom edge d'O" (nails clinched) LAci OWS 8d i . . • .�' nails 6" �• , o.r Approved Two rows 8d 2 x cantilever connection nails 6"o.c. min 1'-ll" dimension Miller appro,60X,of web-depth Filler approx 6A of wet)depth (2'-0"nnn ) 2x forGN126&30.2x_' 2x forGN126&,30,2x_ ��l'�'� 15/32"OtiL' �r cc ual)for GNI 36 " (� ! l5/3� OSB(or cquatl) for GNI 36 --13- JOIST NAILING SQUASH BLOCKS SQUASH BLOCKS (with OSB or equal rim) Use single or double squash blocks as Specified 23/32°APA rated OSB(or equal) rim joist - - 1-1/2"min. from end of joist to f nail Use two 8d nails or two Use single or double squash blocks 10d box nails load bearing wall aligned under as specified WEB STIFFENER DETAILS ( rnuentralyd Ir�ad 1/8"min.gap 1/8"min gap 1/8"min.gap 3" ruin gap 8d nails 12" each side - _ staggereri End support3"O.C.an a' Intermediate support Minimum 2"hearing ;, mclinched ...nium 3-1/2"bearing NOTES: • Web stiffeners at bearings must have a minimum 1/8"gap at �� the top flange,but be tight and h,lty bearing on the bottom flange.Top flange concentrated load stiffeners must be tight to 9-1/4" 11-7/8" 14" 1611 18" the top flange and have a minimum 1/8"gap at the- bottom flange(see drawing above). [Hi fener •APA rated OSB (or equal) stiffener is to be 5'nunimum 15/32° ght± 6rr �8-5/8" 10-3/4" 12-3/4" 14 3/4"thick for GNI 26&30,23/32"thick for GN1'36. (1t:t • Minimum width the same as bearing width—r 3 1/2"minimum. — -- _— • Nail to GNI Joist with 8d nails,each side staggered 3"o.c.ander clutched. luWOOD WEB MANGERS Specifically designed for use with wood web 1-beams. Web stiffeners are not required when ❑ OPTIONAL CONFIGURATIONS joist top flanges are secured by the sides of . These hangers are fully die-formed,and the hanger. cannot be modified.However,these Manufacturing method guarantees uniform- models will normally accommodate a skew ity and high quality.IU hangers are fully of up to 50 For a sloping joist to'/2:12,prod- die-formed. uct tests show a 10%reduction in ultimate 3•r Positive Angle Nailing supports angled hanger strength.Local crushing of the bot- 4 nailing;see IT hangers for details. tom chord or excessive deflection may be limiting;check with the joist manufacturer MATERIAL for specific limitations on wood bearing of • 18 gauge steel this type. FINISH '" - • Galvanized ' CODE ACCEPTANCE ®' f • BOCA,ICBO,SBCCI accepted;see Evaluation Report No.NER-209. ❑ INSTALLATION REQUIREMENTS 0' FASTENERS A, - Use all specified fasteners.Verity that the e . header can take the required fasteners o <<: specified in the table. • See page 2 for fastener descriptions 0 DIMENSIONS o O , ` • Consult the appropriate current Simpson Strong-Tie Table Book for specific sizes available and for dimensions ,9 I„ • "W'dimensions are hanger widths WEB STIFFENER REQUIREMENTS y �" •Web stiffeners are not required with )-beams when the joist top flange Is sup- ported by the sides of the hanger.The-H- I Typical IU IU dimensions are listed in the current Simp- Installed son Strong Tie Table Book.Check with the Patent No.4,291,996 beam manufacturer for other requirements. ❑ ALLOWABLE LOADS •The hanger maximum loads,dimensions,and fastener requirements are given in the current Simpson Strong Tie Table Book.See General Note 7,page 2. •To compute the allowable down loads for your joist with IU,MSURIL,SUR/L,and U series hangers,follow these steps: 1.Determine the normal allowable down load for the joist(shear,moment,deflection,etc.) according to the manufacturer's specifications. 2. Determine the allowable bearing load using this formula: WIDTH "B"DIMENSION JOIST ALLOWABLE OF JOIST X OF HANGER X BEARING (from joist mfr.) (see Table Book) (from joist mfr.) 3.Determine the joist nail contribution to the allowable load using this formula: NUMBER OF NAILS ALLOWABLE LOAD PER NAIL INTO JOIST X (See nail allowable shear (see Table Book) in the table,page 2.) 4.Add the results of steps 2 and 3. 5. Determine the allowable down loads for the nails into the header using this formula: NUMBER OF NAILS ALLOWABLE SHEAR PER NAIL INTO THE HEADER X (see nail lateral load (from Table Book) value in the table,page 2.) 6,The ALLOWABLE LOAD is the lowest value of step 1,step 4,step 5,and the MAXIMUM LOAD ©Copyright 1968 specified in the table. SIMPSON STRONG-TIE 7.The ALLOWABLE LOAD determined in step 6 may be increased for duration of load in accordance with the Code,but it may not exceed the hanger MAXIMUM LOAD given in the table. JU WOOD MW8HANGERS • = Iii Specifically designed for use with wood web 1-beams. Web stiffeners are not required when ❑ OPTIONAL CONFIGURATIONS joist top flanges are secured by the sides of ■These hangers are fully die-formed,and the hanger. cannot be modified.However,these Manufacturing method guarantees uniform- models will normally accommodate a skew ity and high quality.IU hangers are fully of up to 5'For a sloping joist to 1/2:12,prod- die-formed. uct tests show a 10%reduction in ultimate �37K Positive Angle Nailing supports angled hanger strength.Local crushing of the bot- nailing;see IT hangers for details. tom chord or excessive deflection may be limiting;check with the joist manufacturer MATERIAL for specific limitations on wood bearing of • 18 gauge steel this type. f..$ FINISH 1.• �'� ■ Galvanized a' •: Y'`»: CODE ACCEPTANCE • BOCA,ICBG,SBCCI accepted;see 2 Evaluation Report No. NER-209. K INV- 0 NVO INSTALLATION REQUIREMENTS t FASTENERS • Use all specified fasteners. Verity that the header can take the required fasteners m _ u specified in the table. A, • See page 2 for fastener descriptions 0 DIMENSIONS i0 �• j • Consult the appropriate current Simpson u Strong-Tie Table Book for specific sizes available and for dimensions • "W"dimensions are hanger widths. k 4 WEB STIFFENER REQUIREMENTS ■ Web stiffeners are not required with I-beams when the joist top flange is sup- ported by the sides of the hanger.The"H" Typical IIJ IU dimensions are listed in the current Simp- Installed son Strong Tie Table Book.Check with the Patent No.4,291,996 beam manufacturer for other requirements. ❑ ALLOWABLE LOADS •The hanger maximum loads,dimensions,and fastener requirements are given in the current Simpson Strong Tie Table Book.See General Note 7,page 2. •To compute the allowable down loads for your joist with IU,MSUR/L,SUR/L,and U series hangers,follow these steps: 1. Determine the normal allowable down load for the joist(shear,moment,deflection,etc.) according to the manufacturer's specifications. ti 2. Determine the allowable bearing load using this formula: WIDTH "B"DIMENSION JOIST ALLOWABLE OF JOIST X OF HANGER X BEARING (from joist mfr.) (see Table Book) (from joist mfr.) i j•• N• 3.Determine the joist nail contribution to the allowable load using this formula: NUMBER OF NAILS ALLOWABLE LOAD PER NAIL INTO JOIST X (See nail allowable shear (see Table Book) in the table;page 2-) 4.Add the results of steps 2 and 3. 5.Determine the allowable down loads for the nails into the header using this formula: , ! NUMBER OF NAILS ALLOWABLE SHEAR PER NAIL ! INTO THE HEADER X (see nail lateral load (from Table Book) value in the table,page 2.) 6.The ALLOWABLE LOAD is the lowest value of step 1,step 4,step 5,and the MAXIMUM LOAD ®copyr�phi 19sa specified in the table. SlMPSON STRONG•TIE'., 7.The ALLOWABLE LOAD determined in step 6 may be increased for duration of load in accordance with the Code,but it may not exceed the hanger MAXIMUM LOAD given in the table. _;mvi.cJ. KELLEY,JR., P.E. tgnsuiting Structural Engineer JACKSONVILLE,FLORIDA CALCULATED BY �„�^.�„ JOB TITLE CHECKED BY OATS Z ?� �4 DATE`" SUBJECT 'r "] JOB NO. SKETCH NO. SCALE �Q--- U14 2 _—` SH-1—OF_ ti V G'T'i�►K'�' �A'L-G C?C.+4 T,o a S s ArI= } Prw« This engineer certifies that I have reviewed the attached wind load calculations and find the load values, connector w specifications and material specifications shown thereon to be in compfia lce ..vit;i the S.B.C.C.I. Standard Building code, Chapter 12,Section 1203.2 for this specific residen- tial structure. i f DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY G G C• DA Z ?� JOB NO. CHECKED BY DATE suBJECT 4or 7, OC 04 epxoy a' SKETCH NO. scAtE U4 I T 2 SH Z o f Z. I It 0 t4 �11c +.1 ►dao a'. i T . Av6 (- 'A S L.w' I Z oO z A' W Z0,ZPbFIf. C . gyp ,., -7 4Z F:- osG 3 05,5 rs;: t A,►�a..�l z�' �!n t ,,c v -,V -,vr-c.�/ ,r��/r.� 2,�v �+vv 47 46-Man- At.I-o to A r tr- an-A`1-otU/iT E 'SAn., 316 (b�`�F Non r/2 �c.1/wood Co s9$ 1 r°7o so , ry nd pegion !� 90 meds 70 its �19asicVirnd70 so s0 a:.. -.: lr rf � t � � � r 1 i i• ''�. � OR 10o t >y t g -•_t u :.: 110 �M w .J ' ,{ rte -..q.:=� • '^ .� • a r so t 1'•.td yjio `1 4 y it.tt0 m1 above • Nous: iN6 stt�s at 33 are ass°urisd s „ v atues are Lastest ut rV C artd gyre CatetW -� 80 100 1 prounA 101 E"up pro °t wind speefi contours wrtn an antwal P t 90 intentotation 1tetH \,meat COrttptlrS rn rttpunUntOVs q0' �' uaute, • iD .s arxnn rn use of Wind at — g Gutio Alaska a adwse` _"'----."_-- t" •.t.'i..#N11naa Ntands 110 tic: _ Q to o �•r �` H m x Sp ?, to So to fn - o Tn j Ca. TABLE 1205.20 GCp COEFFICIENTS FOR MWFRS PROVIDING RESISTANCE IN TRANSVERSE DIRECTION' FIGURE 1 .281 &Wzomcommeim. zom APPLICATION OF COEFFICIENTS FOR PRIMARY awe Naha STRUCTURAL SYSTEMS PROVIDING AnsW x 3 4 1 2 3 4 RESISTANCE IN TRANSVERSE DIRECTION 0<a510• 2 +so -1.4 •.8o •.79 +25 -1.0 45 •.55 (Positive sign Indicates inward acting pressure) 3 «.90 -1.o -.40 40 +AS ..Go •25 -.15 10'<a s 30• 2 +.&- -1.4. -1.0 +.40 -1.0 •.75 -.70 3 +1. •1. •.00 -.S5 +.00 -.80 •.35 •.30 <a 5451 2 +. +.10 -AD .� +.45 *AS -.70 -.65 UaD rau w..as araurir FrRK0010 M TO MIDGE ww CAK 01;res Guca-ur PARALLEL To MIDGE 3 +1.0 +.50 -.40 -.36 +.85 +.45 •.30 •25 4 4 -.75 -IA -.80 -.75 -.70 -1.0 -.65 -.70 ` ` l3 a:90° 2 +s8 +S6 74 -.74 +.43 +.43 62 62 3 +.98 +.98 -.34 -.34 +.83 +.83 •22 -22 a[ ` 4C �E, _ 4 -.74 -1A •.80 -.74 •.71 -.Y8 -.62 -.71 ` s 0<4S10• 2 +.10 •12 •12 -1.1 -.15 •1.4 •1.1 -.95 3 +tA -.90 •30 -20 +.75 ..So -.15 •.05 TE 109<as30• 2 +.30 a.e •1.4 -1.4 0.0 a.4 -12 •1.1 . 3 +12 40 -.50 -.45 +.90 -.50 -25 -2D 30•<a S 45• 2 +20 •20 -12 -2 •.06 .35 - •1.1 3 +1.) +.60 •.30 -255 +.85 +.55 -20 •.15 y 4 -12 -1.8 -12 -12 -1.1 -1.4 -1.1 •1.1 Drrs•DDw ro orxcnow 4 &.N-* 2 +28 +28 -IA -1.0 +.03 +A3 -1.0 -1.0 wwKE JIMWA 3 +1.1 +1.1 -24 -24 +.93 +.93 -.12 •.12 4 •1.1 -1.8 -12 -1.1 -1.1 •1.4 -1.0 -1.1 0<A:9 10• 811 +12 •.70 -.70 0 +1.8 -.70 •.70 0 711 +1.8 -.3D .80 0 +1.8. -.30 •.80 0 10•c a s 25• 6.11 +1.8 •.70 •.70 0 +1.8 •.70 •.70 0 7.11 +I.8 +.70 •.70 0 +1.8 +.70 ,70 0 FIGURE 1205.282 711 +1.8 +20 40 0 +1.8 +20 •.90 0 2r<as45• 611 +1.8 -.70 -.70 0 +1.8 •.70 •.70 o APPLICATION OF COEFFICIENTS FOR PRIMARY 711 +1.8 +20 +.30 0 +1.8 +2.0 +.30 0 STRUCTURAL SYSTEMS PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION (Positive sign indicates inward acting pressure) ww Eau at WHIN MME&W FMMWa m IN" WA au ax MW COON"rNw,a TO MIDGE TABLE 1205.2C GCp COEFFICIENTS FOR MWFRS i a PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION I �l3 (ALL ROOF ANGLES)' 'r s _ -INN am ZIORMIN Clsaa Nobs C08001:61111" Cos�laelwKs x u � Zom =\ x T/2 s 2E 39 SE SE 2 3 5 a s ME / 1/2 CED0 -1.40 -0.80 +0.50 -0.70 •1.00 465 +0.25 -0.55 810 -1.00 440 +0.90 -0.30 -0.60 425 15 4 -0.15 a Pat* U -1.80 -120 +0.10 •1.10 -1.40 -1.06 -0:15 -0.95 ) Endoad 810 -0.90 430 +1.00 420 450 415 +0.75 406 6,11 -0.70 -0.70 +1.8 0.00 470 470 AS 0.00 gpwi 7.11 •0.30 -OAO +1.8 0.00 -0.30 -0.00 +1.6 0.00 U• 1992 Revisions standard 8u0ding coded01991 Standard BuAding code/01991 1992 Revisions 283 DOLE J. KELLEY,JR., P.E. 'Consulting Structural Engineer - - JACKSONVILLE,FLORIDA ,J, TITLE CALCULATED BY GG .1 ,Jos NO. 54011.5 CNECKED By DATE susleaT4ar 7 J Oc"4 ei"y dr SKETCH NO. scALE_ U4 IT 2 W-6—aft lot _ , OJ 11 OF= _..J I aF-1 ❑ GSI. sT-Qp _ Ex low _ Z _ • t - _'S dL at . tI. T1AIt5 RSI 6T - -_- ?- _* in .t .SIS.. - Y?y 1P+. .. '•" ."_ . .r+ 't�tr..y' i"" * - _ - -- G s -�-^ - - -- - - „ot� A iI � 'S PA k __ C _ _ ' __ ? �• Z t1 2 ' DOLE J.KELLEY,JR.,P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY G G C• DATE JOB No. A p 5 CHECKED BY DATE SUBJECT r 70 d%",4 e,"d er SKETCH NO. sra e V N lT 2 OF-?-!5 0 '�; 'R1�•�T' Es �.�V�IT�oN ® • t;tAf o a,iT Gi1bg J eD -' �- '� � 6•Q.MiTALg Rb{BSb +E L rM c rkv— AuL Aw f iL . i .�� � ..M'a: :ir• r ti .4 v, � ����f1��. 0� ��11iv01iN1 . �;�` .• �" -.�•:.., •�, 3�r oft 1�I D�1. i (ep+cps POLc. Afteolab : L.EFr _ 4 .til � • $f5. '*R,e#1r :76 O7- 1 -• q - ivy i,�` 0r'/2 ,t � 2� o ��,� -= �°) 2 3 i" ��c.rur�r�I 3 p.,S pb L41 C>' LOA h F 7c. 30),'S 1"5G _ 23 CP 164 i f -sA, 16Ua4Mi4iZ�l A � . � ~ trll 1VD LOAF AVAj&Aac.LF" qu- laweon4 �i�5tk'�'� -E co CA Q ?s$4(6-a 42.F -(4'.-s'* g'1 owl �i►S > a m -a is _ - - lZ Z'+ �0 /bo -- - _ - -- tt►, 74LFx c'r Cgs 27?- t 41' - �� to } dv98 .t{ _ i�•wt�tST. ADO . = c «x 3 1�1..�« 4z- � - _ 1 i4��a•�.�_ � N!f ____�4�(D _R��fT' , �F'A-�. -5►��' c�= ��►'t,+4�a n� ql i � 0 3 J � � DOLE J. KELLEY,JR.,P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA ,m TITLE CALCULATED BY GG�' DATE Z ?� ' • Joe No. !1-401105 CHECKED BY DATE SUBJECT T 7 , Ocwm4 eO"ydr SKETCH NO. scALe_ VIS IT- 2 SH-A-OFA l 'w•EK.Io K. GJ VIA LAI �TWKucn.. 1--A-4Af/AL T_ ,_T 7 y j pLyn,job n JA�cFn -rb ='gid" STw� Exr.ton. ` �eJ� tod MJA« Fame 1�2��•p�;}/vovv I I 1 A1At1.s c. ra 1 iia s q� a , p ; �OyV�ATIo� i "A Catalog Information d Standard Kwik Bolt II Sizes Item Min.Embed. Size Thread Threads C".Par Number Description Depth Die. x Length Length Per Inch Box/Ctn. 000453597 KB 11 14-134 1/4"x 1x4" 100/900 000453605 KB 1114.214 1114" 114"x 21/4" a4" 20 100/900 000453813 KS 1114.314 V."x 31/4" 1001400 000453821 KS 11 38-214 1%, Nam x 2'/4" %J, 18 1001500 000453639 KS 1138-3 %0 x 3" 100/400 0004 3647 KS it 38.334 1%0 %"x 3*s* 1'M 16 100/400 000453864 K81138-5 %N x 5" 5x1200 000453882 KS 1112.234 'h"x 2x40 50/200 000453870 K8 It 12.334 2114" '1k"x 3x4" 1114" 13 501200 0004 a 'X x 41$# 50/200 98 K81112.5120st '12'x 25/125 000453704 K 158.334 %,x 3W4" 25/100 0004537/2 KS 1168.434 2W4" %*x 444" i'h" 11 251100 000453720 KB 11 5" eh"x 8" 25175 000453738 KB 11 58-7 %'x 7" 25/75 000453746 KS It 34-434 _ _ 314"x 43/40 _-. -_--------- --_- - - _ 000453753 -KB 1134.512 3'b" *4N x 51h" 1'h" 10 20/80 000453761 K81134-7 %R x 7 10140 000453779 KS 11 34-8 :/4"x 8" 10/40 ••000454124 1 KS 111.6 41h" 1"x 8" 2114" 8 5/25 "000454132 K8111.9 1"x90 5120 Extra Thread Length Kwik Boit 11 Sizes Item Description Min.Embed. Size Thread Threads city.Per Number Depth Dia. x Length Length Per Inch Box/Ctn. 000453787 KS 1114-412 Extra ltd life" 114"x 411a" 3" 20 100/400 "000464140 K81138.7 Extra ltd tai" aa"x 7" 4" 16 501200 000453795 K81112.7 Extra ltd 21A" 'h"x 7" 4" 13 251125 000453803 KS 115"12 Extra ltd 2x4" %a x 8'h" 314" 11 251100 000453811 KS 1158.10 Extra ltd 2x4" W,x 10" 4'h" 11 25!15 000453829 KS 113410 Extra ltd 3114" -/4"x 10" 31h" 10 10/30 "000454157 K81134.12 Extra ltd 3114" 3/4"x 12" 4/1a" 10 10130 •000464165 1 KS 111.12 Extra ltd 41b" 1'x 12" 4/h" 8 5/15 .•SM Maleft a pa9a 44. 50 The Hilti Kwik Bolt II System continued Carbon Steel Kwik Bolt 11 Allowable Tensile Loads (lbs)* Dia- t"s f"n fQ• f. • MOW Embedment2000 P41 3000 psi 4000 pat 8000 pel i'h• 270 330 380 470 'he 2• 580 590 830 870 3%& 870 870 670 670 1%2 530 650 750 850 1h0 TV 1200 1290 1370 1550 4+14" f 1330 1390 1440 1550 _�f,� 1170 I= 1450 1730 • [3'h 7 1870 CTIM 2400 2800 20801170 2530 2800 204• 1800 1870 2130 2670 4' 2400 2850 3290 4190 70 3200 3470 3730 4190 31k• 1970 2320 2870 3200 S4••• 43b• 2930 4130 4800 5870 8• 4000 4930 6870 8320 41h• 3330 4050 4870 5070 1" 8• 4930 6000 7070 8400 9• 8870 7670 6670 10670 'Does not appy to Post Nut Kwik Bolt 11 When using the%x 12 KB 11 Anchor,contact your HIM Technical Representative for kaad capacity. Carbon Steel Kwlk Bolt 11 Allowable Shear Loads (Ibs)* Dia• fa a.._--. fQ W.- _- fQ s iQ� "Wer Embedment 2000 psi 3000 psi 4000 pal 8000 pN 11h• 430 430 430 430 Ike >2•• 530 530 530 530 • 1%, 980 1040 1100 1100 * 2 2'h•• 1470 1470 1470 1470 �h• —1/K111940 1970 1970 • 2450 2450 2450 2450 %• 23/48 3070 390 3070 3070 4•'• 3840 3840 3840 3840 3'k• 4140 4140 4140 4140 >414••• 5120 5120 5120 5120 • 4'h• 7070 7600 8140 9200 1 2 8• 9200 9200 9200 9200 • Vam shown are for a shear plana acting through the anchor bolt shank.When tha shear piano Is acting through the anchor holt dvoods,reduce the shear values by 20%. •• VlMues shown an for a shear plane acting through the anchor bolt shank.When the*hear plana Is acting through the anchor bolt threads,reduce the shear value by 12%. -� AN other value*shown are for shear plane acting through either body or threads. ••• Do"not apply to post Nut Kwik Bolt ii 49 .._.�...._.. �, f. �Z .�tR'ri%�s�► . _ .. ���a-.,6'��1Z+?+l.;ot.►���5 �naY_�w�•e� ._. --wood. �Sl'� LseN�� Z H�+i�rrl i w1Q� je ��� hays _o AFVd -044w► l-1 - 0.4 �a�g ve + V 2 ti'+ioy�t'hwl �3j QdV • ru IP Y y� ►sr�, _ c .. Lf -� rA �`�" ti �' �.• H HO rood �.�� I V!� 36 NY At - •-•N°cps ��� •o`f? .,�•;F •-�----�,0/;9--_.. .� . � __. .... r $;G/ -' - � .�� „� — �i'"" �;!"'-",�'_'�9;S—.N u-r . . .+,•F. �:i ---.;o•� �- ..9;L +--- �9.b ----+;! • �i VN OW �,` �'Z ! vc •�•T7 �aa�ruawa sws la vCikdOld'3'111ANIOS��tlP imulfdu3 jumpAS aupinsuoo DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB Tn LE CALCULATED 9Y GG C. MCI ?� 4 Joe No. 54Oy 5 CHECKED sr DATE smEm 4ar 7 oumv3 Ce rtny eE SKETCHND. sCAIF,— U4 IT' 2 sH t2 op • ,���--T— -- L 74 —► ` I Y 40/14 4 30 30 30 ' f 3v 4I• � ♦ _ 1 •i14 A . j .1 t��4 620 V. ss I Le Y•� i. q>+Il.. N IIT I ` n1 't ter.. BgQ�cS�9A' OT'Iifi�J�L lta f \ ry � t��,�•r�y; ,• ,'J r., ', vle ,D. �I .��t 1�igC'`•t?�'b�i[ee ra I I ��A►1.1' .3HE.!•Fib �� e► �Y y I I s 1 I « . �% 1 �. � ♦ w S':e 11 els;, !O w-�-_-.+�'O N '_'f__3•/C;•��•C�1. � �:��Is (j•`'�"•..�-� 4,61 ASL- St�+E�1K. 'o�-✓ ' I I DOLE J.KELLEY,JR.,P.E. 'Consuldng Structural Engineer - c�icxx�rrm ev FLORIDAroe � p,,, = Z� , roe TITLE ,pg No. 94 Oy 5 CHECMSY DATE 4aT 7 .1 OC M4 Gtio$Jff No. VIS tT c 5 --41 _ a flit !! - • N� � wi4c wldseY-..art. F'►1le,C a�EaN ✓ ��"a,L � '� ' _ T,;+�1 ,,,� a0_ OBJ-.Fr2�. %JPp�'•i��'�'p brl�'�/L ,••' a` . - ' .. �� ^•�•_�.�. i..L lam•. .•�-�. I .. ` S. 1 47,VUW 1 • ICA• � • 1 '� _ , � '.� •1 1•t.T;�. OP 41 a 1� �.r H � L "It��a f 1 AP f f�0 1A•� IVIi 131 • : ' --'-�' 20:0"� �._�.__.�.._._y.c':_.:____�_�'�._l._:_.G�4=--�+:f-,;t0" I .,�tet. 1 .11 1. r •,.i , 1 DOLE J.KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY G GK"' DATES#)T JOB NO. , CHECKED BY DATE SUBJECT exV QD�J SKETCH NO. SCALE IT- SHA 1W �e��10r.ITtIIG tov+<JD�AT�O� 14T E�T`i��� MONOLITHIC FOUNDATION ANALYSIS Fibermesh Concrete1 Layer 3 '-0" wide 6x6 10/10 s Welded Wire Mesh 01,00 i s I( �Y t 2 #5 Continuous 3 PROPOSED 1~OUNDATION ' Effective Dead Load of Monolithic Foundation: 4 Q 12"x16" _ 192 in? © 16"x16"/2 = 128 r t 3� 60"x4" = 240 3 F Total = 560 in? Dead Load foundation- 560 in?/144 in? x 150 lb/ft? - 583 lb/lf t Dead Loadwall ' = 8 ' x 1 if x 11 lb/ft? a 88 lb/lf Total Dead Load = Capacity of Roof Uplift = 671 lb/lf r I i I i i DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE m+ r CALCULATED BY G G�• Z 2I ' Joe No. A 4(s , CHECKED BY DATE SUBJECT 4or '7 ©CwM&1 ep"yf SKETCH NO. sCALE� VAS tT 2 sH oF2'S T•ZA,u A3 A,N14 t-q St 5 'STom-, 42:FAe 14Cp O 1 O•G. LL! ' '��� 'S�•,.r Z t lbs, s 51*1sq I(o = 52. 7 /h�1 Mr4� z We� S„ rz Z Idb '' g &403 = 367!5 ro�Yo3 X80 la-ibIV — vim' 2c 6rnAM1$3 3 Tv C i-4 r = ( $` 40TIF" •b,u ar kA rw e4 c. '6U P�o r� Y- q r t' 10" n / LoAa ON Foal. 9r � Ar �t1��nmcu = (iZ +-. Z ) �C 3°>' '�Per=_ l�32 jib 6/1.r= l IVjAa&-O zxc� v IZtaO � (��vX �a2 x C�al,6 = ��-1�201N .i1►s: !o L I�Ma� • (+ 3Z�2 ( ► gxl?� — Co�� 15Z � u- �b � !�o• STvvS '' 6t} IS'_� a- 1w� = t� � � -�a� ds� � e�aarl , S�� I . i s DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE.FLORIDA JOB TITLE CALCULATED BY `i GK• DATE#)+ JOB NO. CHECKED BY DATE SUBJECT 4,40'^T de.9MQ &"\#W SKETCH NO. SCALE f✓to T Z SH of Z 1 i K r1t f N!„� ZA �'� s y p n1o.Z e-6, DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE a1 CALCULATED BY Gk �c - DATE2- 4 o JOB N0. 4 ' CHECKED BY DATE SUBJECT 4.07-7 (2aA02 •K) 4040'112 SKETCH NO. SCALE L9A)f r sH 7 OF_&S 2.3.2-Load Duration Factor, Co 2.3.2.1 Wood has the property of carrying substan- 2.3.2.3 The load duration factors, CD, in Table tially greater maximum loads for short durations than 2.3.2 and Appendix B are independent of load combi- for long durations of loading. Tabulated design values nation factors, and both shall be permitted to be used apply to normal load duration. Normal load duration in design calculations (see 1.4.4 and Appendix BA). contemplates a load that fully stresses a member to its allowable design value by the application of the full design load for a cumulative duration of approximately TABLE 2.3.2-FREQUENTLY USED LOAD ten years. When the cumulative duration of the full DURATION FACTORS, CD' maximum load does not exceed the specified time period, all tabulated design values except modulus of Load Duration CD Typical Design Loads elasticity, E, and compression perpendicular to grain, permanent 0.9 Dead Load Fee, based on a deformation limit (see 4,2.6) shall be ten years 1.0 Occupancy Live Load multiplied by the appropriate load duration factor, Co, two months 1.15 Snow Load from Table 2.3.2 or Figure B I (see Appendix B)to take into account the change in strength of wood with seven daysad changes in load duration. en minutes 1.6 Wind/Earthquake Loa impact- 2.3.2.2 The load duration factor,CD,for the short- est duration load in a combination of loads shall apply 1. Load duration factors shall not apply to modulus of elasticity, R. nor to for that load combination. Alla linable load eombi- compression perpendicular to{rain desip values,Fcl,based on a deformation PP limit. nations shall be evaluated to determine the critical load 2. The impact load duration factor shall not apply to structural members pressure. combination. Design of structural members and con- treated with waterborne preservatives to the heavy retemiwu "im for nections shall be based on the critical load combination "marine"exposure (we Reference 19), nor to structural mambas pressure- treated with fire retardant chemicals. The Impact load duration factor shall not (see Appendix B.2). apply to connections. Sµ6gT•tf nnJt!a T'tl•V'� tri Z'S►4n btirt m4'•o"0.... bees t3gcr,• 4 s cab Ilwv l�qw tee • t�asur sr�t . I • � ' Z.jt 4-u t�ort.t�orlTAt.. a�lf�tit= I j ' f9 A`-o"o,ra j Bru.w 4.spAaeS #,I^ILj :int/. TD•$ear.TM�i"� croon.D P� 1 ....u....,. mrr"c i,an.,r e. Consulting Structural Engineer _ JACKSONVILLE,FLORIDA JOe TITLE CALCULATED BY OATQ_z_L24_/')+ JOB NO.me" CHECKED BY DATE SU JECT L,4-1-1 cxErt,J &"Jff 'SKETCH W. SCALE V N 17- SH—L9 OF Ci m 0=1 PTSI pr � rr i GUt�-»sem , 2&1, Zrr6F K0.0 ' g .4- for- � �+� A�Fxi�g Btu Ute" T h&GscaAxs ?o M//Od 6 ,CAD rt,Anit I N fr9 "a-M 15t%71 S; . P'wGT Z::"Az. 40A C� dt'= IMo,= /cE-r4,�JCa syr Clog LASS�'qlc. pts✓iia:" A ar2EZT' A-tD P,477/ ��✓l.lD M T/`F><� '�OD r"' ��4 M ,A�is M sr'1'N/$Eh� �T+G 7�-�C' _ ' ow l= AnO.N . i Ute:, ter2pe ' X 4o ,�rsi¢ Ia�,a� +• ,t2 x se,b, F -lops*��) XZv e., TA G IL- u.JSS FL 7_ o:r4roa= - fO Fx 'Oro• ► - ; S -7 G'x TE'1�,10 rL I �i o 6 �L b d � �wr�n.►d iL t `rycr At, 60 a f oar.., T'N06t) I 097 1� t Z6 k 220 Ca 1 b o DOLE J.KELLEY,JR.,P.E. Consulting Structural Engineer l JACKSONVILLE.FLORIDA JOB TITLE CALCULATED BY G d.k. DAn z!�h+ Joe No.934c". CHECKED BY DATE SUBJECT L CsT'7 Oe-mF* 3 &2j b-Jff SKETCH NO. SCALEt9 til►r SH-12 2 of Z5 ( ata. f Fw.wIT�.I�dg s"�4 NI .� daARsivSr' 7b „S J Pf n.T- ��7 . � 1 W�4C. �•�� M FLOon 7T.L• 2 / 4o 1kt,(w -t -7 `o/p F) t y 3 v35 ►bs . 'P E'Acla cuA I►n�� 14N a�o� 1ry P� Tv � ����v�c 6er.a��,,. 'r'o rc vPPt�T b•ruvs�. , � At91t,aA1'io� T� tp0s�lvAvtoo + 3$35 -cuso) 31%) = 730311 16 ! qt.-rem.0 Arm G4q"or Am -r"as % } OPL.1 Fr - zo' x �A•oAf6I-- z � Gln.t��-N•, T^•uSs -r-o w��on'r © Us�fL , �rt.00,..t �! 7- Fr T- x ADD clba � Z • fC�1r�'�. Sv�,�;-r -- . . 3 �oG W Toa� �(S,�Z. $ GA�f t',�t� T►�wg5 o`rcrn, ��+�aaMj ,rl'. . 1 (4010)�bF �-lOrsv► + z �S. � sF -Io�))x 2-0 z � 1 AlogiatToAJAc.. tOOI kgs0 CSG • 1� a�tco —to l i&T t'co�or� F"i,A.w f �rT�con.. �n �o� Ike -, DOLE J. KELLEY,JR., P.E. 'Consulting Structural Engineer r JACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY G Gy- J08 NO. CHECKED BY DATE SUBJECT t07- -7 G,E7Q/J Cv no Je SKETCH NO. SC/LLE0 N 1 T Z SH-20—OF-f S i UPLIFT HARDWARE! / 60NNECTOR+SCHEDULEi DESCRIPTION ;SI PSTN ; . ,SE:METALS FASTENERS CONN*CTQRS i CONNECTORS T ?►CAV, HIP 'R�i='Tr=tris -To -. P .>LTs Ips H-7 Ips Wap?� 7i P(z-AL- ;/4 TA4-r- T Tb Ti%i To Y 1pa H5 f i P ;. $- rWSE, I ,� .I P la1 R-DE1'� ?�o �-T 5, I I P4. �'D P 2X DyD 12-IDA i An.AmE �4m -rn v��s Tz, S pan.-rS P� Hl �. I c - p ra 14.8.1 ho�lDa /� .E jTiW�SS Tb' 6 0 M�on.• IFe+ jl� x I�c 1�Gj�IrA i IA•S��Zo-�o� ?4^ti� t�Ir'RonF r T'ft b i _-M $®1140 M; !{ GI •n.TiwsS �E'f'; Tl aJ�Es Fc+Jt. R I R sw r . _. 1 i BM±ia tliAn ,To' .. St� oitiT� 3plc . Gs (o_ ... �Z5115o tt-10d�2o�-1 - $E�1N1 Tb TP FO�as�ATl Aj• i I Z A5 2 I 1 � i. H __ M sfi /_�i�2DE71. 'Thins; 'Tia So n.TS 3 r - - - I �° P,L 1:5 i14 ? -_. P r* To /br, FZw I Stdppn rs i i n 7-m' �* o�JoAn Aj ! i i t t '�"P I . �o ._ p- Is } 9•I¢d (:Iz-rr.4 ZR} A 2 PA , G-t *. Fborl. !16{ D,C1< Tv i SPF TS (( S;I(o ! 1 PC. SS1S0 i 11-1O4 �le-! I : i R A rtr,el ro noaMo-4T fw i , -�« �` �n�►M V f?a� �ir MI I �o t 1. . .;T ��� _.. Kcal. � 8�� IZS Ib:Om 80 �It,� Cs I�• � �•1 � i�zd-I 1 1 ..... Bp'rrn. + 'PL rte' - �...I� .00 32.0 G. I a. f4 R st32ho.� g� � P�. �•, B-�Q 8- � I ! � � � � I p�+I • 2 �.c r� Nc p •3 z e• t �.� driOAF 3 D IO;Qs Lt/imm VVIR 0JU !PG SI K ld Ipc RSI 50; X ;(<c 1r0'Ian ll6-1 t fl Nc�an.! ?or►T'S, fi� Z hG v ,s I - / I y Z � J' ,1 Q._. �S( iZ l(�o_{ .ATS, As�I O' 24-v, i ; I fu� /O•r A4 r4.6 . Q ...0 `A►5 A AJ 0: G o� f•-� f I. i DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE , CALCULATED BY G DATE ��[dD+ JOB NO. CHECKED BY DATE SUBJECT �pp-1r '�""��� 4r&Mbyf SKETCH NO. SCALE V lY 1 OF- c...oa�c�n©►saw. �'�/� �•1 t� Ca L r4 - TSA a j2PF1ra-n 5,� z i; Co�.i.An- -riE 0 74 k!/ l.Pcs IZd Nl�l�s rrt 1=4Ic> .- 2146 nGv4t 4r�.TSE G' ¢P O't�r�o�►4 C— i �� 4 4"o.4. �I �I 2 1t 4 AW&a w j a,as-rc 4 24''0��• 2'x4' ;PAA M,nl(o A r , F1rremom WAL4- i� Flt. • d��'PLIWooD u*Lw cb Ib &m^ �G�1(om4lSo.G� F'Loo1'2. a"'OtST i 4 rRgM 1�c. AT &-*rvwoti l�Ar��Atsc N/�Ri.t�, Consulting Structural Englneer JACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY G GDATE.A 124�f)+ JOB NO. F CHECKED BY DATE SUBJECT ,My"? CW-&-ft>J &cob q C" SKETCH NO. SCALE V to Ir SH �Z Opr Z5 i HIP RAFTER JACK RAFTER • • FOUR 16 d TOENAILED (nAIAJ 1 IKuNt , Iti-Rtc iR Cop ovS pct C��LT>3r1� OSRTNERPO Eaves arm'. STUD • JACK RAFTERS NOTE: d a PENNY 411.lA1L ;?GCV/R-&7t4Wre6 47— � 4AID 1/*jx d=tG 4n-- W4tpM 81 f�n�4S i 1 rvor.Y.nGbi.G Y,an, P.C. Consulting Structural Engineer `SACKSONVILLE,FLORIDA •SOB ME CALCULATED BY G Gk. DATE�'T JOB No. CNECKED BY oATe_ sualscr -owl"? Cw-e iJ ro¢&V ff SKETCH NO. SCALE V IV 1 r Z sH�' OF 06 IZ L,gee. 12 `GAtit�t+F �ooti. S�PPIaA- �'t'tw � Dn. 8�►M j���a�• "3,j2' As uf?aa:r � ZRf4p v Ar 86R*4 ob e~dm 11 - 10A tSA►t_s CAdA Lo 81 1�lsrpc.M7 G+KP,T. �crTr'vIv( fZR a Nati w j Z 'x z '`x is o� A rC 00 17 zt.At ft!5z. CIA FXTt n1o1k. CA' e,mj �' 2oSO l�o � . cop'. I P.-r) �- r Catalog Information Standard Kwik Bolt 11 Sizes Nom Description Min.Embed. Size Thread Threads Oty.PW Number Depth Die. x Length Length Per inch Ctn. 000453597 KB 1114.134 +14"x 13/4" 1001900 000453805 K81114-214 1'/a" 1/4"x 2+/4" 214" 20 100/900 000453813 K8 11 14-314 +/4"x 31W 1001400 000453821 K8 11 38-21 4 tai" 3h"x 21/4" 18 1=500 000453839 KB 1138.3 3h"x 3" 1=400 000453847 KS 1138.334 1%N 3h"x 33/4" 1110" 18 100/400 000453854 KS 1138.5 %e x 6" 50/200 000453862 KB 1112-234 Ih"X 2314" `• i 50/200 000453870 K81112-334 21,4" +h"x 3314" " 501200 000453688 KB 1112.02 112,1 x 4,12" 1 1/. 13 50/200 000453896 KB 1112.512 'h"x 51h" 251125 000453704 KB 1166.334 W x 3314" 25/100 0004 2Wi" �1"x 43/4" 1'12" 11 25/100 �1�0 MCM720 K8 11 5" x 25175 x 25/75 000453746 KS 1134.434 314"x 43k" 20180 000453753 KB 1134512 x 51h" 1�h:.. -... __._.. ..__1 O 20180 000453761 KB 11347 _... 3/4"x 7" 10140 000453779 KB 1134-8 314"x 8" 10140 —1 000464124 KB 111-64,12" 1"X 8" 2,/i" 8 5/25 •'000454132 KB It 1.9 1"x9" 5/20 to Hilts Kwik Bolt II System continued irbon Steel Kwlk Boit li Allowable Tensile Loads (Ibs)* Dia+ fQ s fa s N a fa a meter lmbedrnent 2000 pal 3000 pel 4000 psi 6000 psi llw" 270 330 380 470 tb" 2" 580 590 630 670 334" 670 870 670 870 1%, 530 850 760 850 %@ 2*6 1200 1290 1370 1650 4W 1330 1390 1440 1550 244" 1170 1310 1450 1730 I6' 3*4 1870 2130 2400 2800 6" 2080 2310 2530 2800 " 1800 70 2130 2670 4• 2400 3290 4190 " 3200 3730 4190 9u4• 1970 2320 2870 3200 4314" 2930 4130 4800 5870 8" 4000 4930 5870 6320 Who 3 � 4060 4670 5070 1" 8" 4930 8000 7070 8400 9" 6670 7670 8870 10670 m not apply to Past Nut Kwik Bolt ll ban u"the th x 12 KB II Anchor,contact your HIM Technical Representative for bad capacity. d. DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA ,,pg TITLELC CALCULATED 8YDI►T�' J00 NO. CHECKED BY a�TQ suattCT ' j7 oc. •J 20�/� EKEFCH NO. VAJ f r Z' w Z6 of 25 4 ?Odo�� 'Srvv�. QA 1 t'o "o�G•� ; IAAMI ••tort... Woe 16 S tl G-74Th t�!e W11* FAc W Afl� POV., _ f i 141L � IOA.. tj AI&- Ito Z &-ito= O z•�.,Lo,a , CrYF',� f 8x8 CONC. OR �" Ciraatis &&A 6 ! CMU BOND BEAM --=- 5 WALL REINF. r wo.a. w/ GROUTED EL ; �jeAn. AL.•I&490 ( SM. HOOK GM V v.l it U.• IWoi%, ZMIN. . _f 3 • CC IE • OVER t20n F s � 2 5 G,�lr,a�ovs f ' DOLE J. KELLEY,JR., P.E. �.onsulting Structural Engineer JACKSONVILLE,FLORIDA J JOB TITLE CALCULATED BY G G'�' DATE Z Zµ JOB NO. 7 O(o S CHECKED BY DATE SUBJECT 4OT 7 , (Dag-AM1 a",)EE SKETCH NO. SCALE V l�l (T 2 - SH_L OF Z S a 3 _ o-7- 7 0jr,z e The EpoineercartifiesthattheseWind Load Calculations�have been reviewed and finds the wind bad values,connector specifications and material specifications shown hereon to-be in compliance the that these codas {recl ode Chapter 12 Section 1205 2 for this specific residential structure. Be 9. ..._. ___.._ _.. ., . SE Standard building Code Cha !u that all exterior window and door openings g are secured and protected p for theAgation of's wind storm condition. i f ; Note:!The Enpineet_dpes,not pe fy,nor assume responsibility,for the structures)credibili of an engineered and manufactured structura l'buiiding components or roof/floor truss systems including requirod connectors(fectotyor field Installed)which are intrinsically associated parts of the components or truss' I } fi DOLE J. KELLEY,JR., P.E. .Consulting Structural Engineer (� JACKSONVILLE,FLORIDA CALCULATED BY G G'r" DATE 2 '?I JOB NO. ..24065 CHECKED BY DATE SUBJECT `1r 7 OCZ"4 d"yF SKETCH NO. SCALE U'v IT 2 SH Z OF Z� 1(0 fAft4 Ate. ort. 30. 3 0 l �'Lnc.�-rJ Sv ,�,C- avps� � 'o X ' 3`4- • 2'$�/ - ���Z�,. CTA ,!.v- 12 v'5 Z Al i coo i TC-, Ai P G�'Nl7 !a �?�T LtrNt L com r3 , A(L, W� C`jir� (L� 4 w 1 " i FIGURE 1205 USE FACTORS FOR BUILD#NGS Atyv.... BASIC WIND-SPEEDS FOR WYEAR MEAN RECURRENCE INTERVAL Virgin h hands and Puerto Rico shall use a basic wind speed of 110 mph Nature of Occupancy Use All buign%and structures except those listed below 1.0 Buildings and strictures where the occupant �- -- load is 300 or more in any one room. 1.15 Buildings and strictures designated as essential facilities, 0, �'� r including,but not limited to: 1.15 ' t a {1}Hospital and other medical facilities having surgery o � ti a or emergency treatment areas $= = {2 Eire or rescue and police stations O N U 4 G } 7 O s - � {3}Pnmary communication facilities and disaster , operation centers {4}Power stations and other utilities required in an emergency R> d Buildings and structures that represent a low hazard to r v U a 2 "� � human life in the event of failure,such as agricultural 0.9 buildings,certain temporary facilities,and minor storage facilities xao dam } O }t! y �e Ln I Q o _ TABLE 1205.2A / VELOCITY PRESSURE(psf) > - Building Height 60 ft or Less Mean Roof Fastest Mite Wind Velocity,V(mph) + Height(ft) (From Figure 1205) iwoo 70 80 90 100 110 S 0.15. 10 13 17 ;.21 o. x2Q 11 15 19 2 xx — j� 40• 14 18 23 2$ ,<<; ; ; . —• t 60 15 20 25 31 .:::.: .. ...._...._.�......:_.:............. ... � ;: t> ;;..:,,.::,::::..:;:,:,::; • �used frn�the entire bui 1 A single vale for vefoaty pressure . j V 2 Em herd maybe a bstidated for mean roof height if root aagle does not exceed tQ° r........::...:k; '... 3.Lineal irterpdalion of tabled vAm is pemrissil*• -4. Ic . l�N •t °6 tir'?` < f 1992 Revisions Standard Building Code/01991 Standard Building Code/01991 1992 Revisions TABLE 1205.2B GC COEFFICIENTS FOR MWFRS PROVIDING RESISTANCE IN TRANSVERSE DIRECTION' FIGURE 1205.2 TS FOR PRIMARY EZDn.rg.rnglIN,ts interior zone coemciente APPLICATION OF COEFFICIENTS Rooe Not" STRUCTURAL SYSTEMS PROVIDING Angle • 1 2� '3 4 1 2 3 4 RESISTANCE IN TRANSVERSE DIRECTION 0<a510°. 2 +.50 -1.4 ..so .70. +.25 -•1.0 -.65 -.55 �, (Positive sign Indicates inward acting pressure) a 3 +.90 -1.0 -.40 -.30 +.65 -.60 -25 -.15 y 10°<a 530° 2 +.70' -1.4. -1.0 -.56 +.40 -1.0 -.75 -.70 3 +i. =1'. -.60 -.55 +.80 -.60 -.35 •.30 m <a 545° 2 +. +.10 80 75 +.45 +.OS 70 65 LOAD CASE�WINos GENERALLY PERPEN C"To ROGE LOAD CASE 91:WINDS GENERALLY PARALLEL TO RIDGE 3 +1.0 +b0 -.40 •.35 +.85 +.45 -.30 -25 4 4 -.75 AA -.80 -.75 -.70 -1.0 -.65 -.70 ` ` !3 Lu a=90° 2 +.58 +.58 74 74 +.43- +.43 62 62 3 +.98 +.98 •.34 -.34 +.83- +.83 -.22 -.22 `2 4E 3E. 2 4 -.74 -1.4 -.80 -.74 -.71 -.98 -.62- -.71 C ` Z- 0<a!;10° 2 +.10 -1.8 -12 -1.1 -.15 -1.4 -1.1 -.95 2E 3 +1.0 90 30 20 +.75 50 ;15 05 10°<a<_30° 2 +.30 -1.8 -1.4 -1.4 0.0 -1.4 =12 -1.1 N y 'E v 3 +1.2 •.90 -.50 •.45 +.90 -.50 -25 -.20 ''E e, w 30°<a:5 45° 2 +.20 •.30 -1.2 -12 -.05 •.35 J.1 -1.1 \ WIND 3 +1.1 +.60 •.30 -25 +.95 +.55 -20 -.15 m 4 -1.2 -1.8 -1.2 -1.2 •1.1 -1.4 -1.1 -1.1 DIRECTIDN y„Hp DIRECTION t RANGE RANGE a a=90- 2 +.28 +28 -1.0 -1.0 +.03 +.03 -1.0 -1.0 3 +1.1 +1.1 -.24 -.24 +.93 +.93 -.12 -.12 4 -1.1 -1.8 -12 -1.1 -1.1 _ -1.4 -1.0 -1.1 0<a:5 10° 611 +1.8 •.70 -.70 0 +1.8 •.70 -.70 0 TL 7.11 +1.8 :.30 •.80 0 +1.8. -.30 .80 0 10°<a 5 25° 6,11 +1.8 70 70 0 +1.8 70 -.70 0 m 711 +1.8 +.70 -.70 0 +1.8 +.70 -.70- o - FIGURE 1205.262 n 711 +1.8 +20 -.90 0 +1.8 +.20 -.90 0 E 25°<a545° 6.11 +1.8 -.70 -.70 0 +1.8 70 70 o APPLICATION OF COEFFICIENTS FOR PRIMARY 7,11 +1.8 +.2.0 +.30 0 +1.8 +.2.0 +.30 0 STRUCTURAL SYSTEMS PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION (Positive sign indicates inward acting pressure) - MAD CASE BZ WINDS GENERALLY PARALLEL TO RIDGE LOAD CASE e3:WINDS GENERALLY PARALLEL TO RODE TABLE 1205.2C GC COEFFICIENTS FOR MWFRS 3 PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION , s (ALL ROOF ANGLES)' 2 /-2 - ,� \ Building End Zone Interior Zone 21 Clnemeatlon Notes t:ostnGiente coefficients 21 1/2 L 2E 3E SE BE 2 3 5 6 a x 1 L `-� 8,9 •1.40 -0.80 +0.50 -0.70 -1.00 -0.65 +0.25 -0.55 8,10 -1.00 -0.40 +0.90 -0.30 -0.60 -025 +0.65 -0.15 B Palli* 8,9 -1.80 -120 +0.10 -1.10 AA -1.05 -0.15 -0.95 Enclosed 8,10 -0.90 -0.30 +1.00 020 -0.50 -0.15 +0.75 -0.05 woo t>tREcnoN 6,11 -0.70 -0.70 +1.8 0.00 -0.70 -0.70 +1.8 0.00 WIND DpECTION RANGE Open 7,11 -0.30 -0.80 +1.8 0.00 -0.30 -0.80 +1.8 0.00 RANGE . ` 1992 Revisions Standard Building Code/®1991 j Standard Building Code/01991 1992 Revisions 283 N' +- DOLE J. KELLEY,JR.,.P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA 1 JOB TITLE CALCULATED BY G'G' DAT Z ?" JOB NO. d CHECKED BY DATE SUBJECT 4nT ~J Oc�wa e."V er UPA lT SKETCH NO. SCALE 2 11 SH of 444 r .. - - -_ _ '� O ..... C. I � I an �a0C Io DOE �❑ - DD I oDO 744 2 c t� .i -. !,i:.. � ,.....� .. ;.� �..,fix' M Y�r '•C'MK T. � ; i f:r, ,. ,' �,.,r1�*'r,!tz.. �gar, .- .:•�.;.,s-.:--•�--i�•—°�. '':�,:7�I'.rt•.:...�,, �,r,. � S�►Yf . .. . _.._.CA Ito„ �. res K�1 6T p _ t r x _ Z 3�. . IIS �� __.. I t-. . } .._._.__..__....____ -- _. l ._... .___v__ L DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer ''jam JACKSONVILLE,FLORIDA 1J JOB TITLE � f"(M` CALCULATED BY G G�" DATE 241k JOB NO. 7 A 0(9) CHECKED BY DATE SUBJECT 4_lr "I OGEp►J ep f.O of SKETCH NO. SCALE V N IT- 2 SH.(�o OF r ' I ,z I.. i � -- t�it�♦IT E �EVAT�dN � I i S•Sc MrTAl,g, jZsl. ti, `TYP 4.ALt.. 14u. fl wN / 7- -_ ea; y r L s a,, Sip *0 M/INI�r►�. 1 .,,?..s..- >• ;��. �;,r :'fit-•:1�e�Y-.... .. ._.,• � - :-z -, (TYPICAL. �7Vl�R �EFr F L.EV lob i I o _ i ►9 El '�7 + I , I�oi coAn = ��g5 30), 51? ,G ;3 , I i ' C' D: CO CJ � C.) A = IUP LORD AVAJLSt,. __ AGS L�tl4Tjf �i'e�t1�T� ! O m Z r M Ca r -n C's m CASA ®_ 7 $' -tb-s_ �ZIF C- = s s.F>; 3l o l�, �� o�d III,-, m �o _ — f-�K.. 4 26FC AL � . `22,+ ` •3! °c !ho`4� = c$c� .-- . �F P��/wcaQ_ (K�a �, rAOAJT - _ �STEA�(1b�M _ �ta�tU�► 5 � > a �AI�� �LFYJTi4G r m -i r m ci45 _ I $7,4Ibb (3l b -_(3�) r -2\-_(4 41- 74L. -74L. x 3l 'otG���-Cs z 3 53 Zi s� - 2.�vFl►- I C� 27 33 1 C�IYo - `)- t' h2 - ('`�`1' a <Qga2lba_ iac.t�U�_ ADI { = 6 3�oll►,,�t� = TO $5 i b�.. _ 2.24Fp��/�vo�r�__C ia, - - 0 r C m _ w. �4T' rFn roi �lc.�(� L'c�•vl j ' '1 J � - C�4tt�U.pnr�( 7�mn�f . ASD _.R��r-�z' � T��'A��•.. _S,�a�- c-�= �ft�'c�4-woes--. �v L � w Z ul � � o `DOLE J. KELLEY,JR., P.E. gonsulting Structural Engineer I JACKSONVILLE,FLORIDA JOB TITLE P''f 14'5� 4 7�J� CALCULATED BY C��- DATE 2 2 JOB N0. 0,4-0` CHECKED BY DATE SUBJECT 1-12i_ 7 l`�G-�'XYl7 60110VE SKETCH NO. SCALE VA)l T Z' SHOF � t W41-Z t r • _ ' /N57Al.1. 2ric 4'',6R1D*1W 20 , AT PJ.-1141000 cTbiNTS 1 A" f/ /S 47R ACMR. _ _ __ ( � I __ VO_ P.wwaOA VA/Z.1 .XTER/OR_ W4LG � —— —--I — 2 to , it s-IvDS AWAAJ1N47 AIA145 I L ' I i P4YW6I0D..T 1A11 ED I i I + I I I - `DGES;,00 : I � � i IPC SC7 P 2 EA CH .'Nle I I Sn(AR WA1.4to I Ll I , l r + , VIA \ PCSE. j W, AT 4"ACR STUD T Off Ku/ KBoA.? ,BOTTOM PLATE, 32 1!041- --CDNCRE 76- hAS/I,ER, 'EXTER/oR , F0VA10AT/01,1 SYSTEM i S1fEs+THlivh F'iRST_ S��RwA�� STvo WA-14 ARA14/rV49 P1116, d ;` XTEY110lZ WALL ill.4/L$. -AC. �7EeT/D�/ A^14 ; 25 Catalog Information Standard Kwik Bolt 11 Sizes Item Description Min.Embed. Size Thread Threads Qty.Per Number P Depth Dia. x Length Length Per Inch Box/Ctn. 000453597 KB 11 14-134 +b"x 13/4" 100/900 000453605 KB 11 14-214 11/8', +l4"x 2+/4" 314" 20 100/900 000453613 KB 11 14-314 1/4"x 314" 100/400 000453621 KB 11 38-214 1%* 3/e"x 2+/4" 7/e" 18 100/600 000453839 KB 11 38-3 3/e"x 3" 100/400 000453647 KB 1138-334 1%" 3/9"x 33/4" 1+/e" 16 100/400 000453654 KB 11 38-5 31e"x 511 50/200 000453662 KB 1112-234 V2"x 2314" 50/200 000453670 KB It 12-334 2,/4„ +h"x 33/4" 1 /4 13 50/200 + „ 000 98 KB-1-112—.5-12) o5G�e�2 + "ff x 4+ " 25//125 000453704 K 158.334 s/e"x 33/4" 26/100 000453712 KB 1158.434 „ e/e"x 43/4" 1, „ 25/100 000453720 KB 1158-6 23/i Rye"x 6" 11 25/75 000463738 KS 11 68-7 %ff x 7" 25175 000453746 K8 11 34-434 34"x 4314" 20/80 000453753 KB 1134.512 314"x 5+/2" , 20/60 000453761 KB 1134.7 3,/4„ 3/411 x 7” 1 10 10/40 000453779 KB 11 34-8 3/4"x 8" 10/40 "000454124 KB 11 1-6 41h" 1"x 6" 21/4„ 8 5/25 "000454132 KB 11 1-9 1"x 9" 5/20 i Extra Thread Length Kwik Bolt 11 Sizes Item Description Min.Embed. Size Thread Threads Qty.Per Number Depth Dia. x Length Length Per Inch Box/Ctn. 000453787 KB 11 14-412 Extra Trd 1+/e" +/4"x 4+/2" 3" 20 100/400 "000454140 KB 11 38-7 Extra Trd 1 we" 3/e"x 7" 4" 16 50/200 000453795 KB 11 12-7 Extra Trd 2+/4" +h"x 711 4" 13 25/125 000453803 KB 1158.812 Extra Trd 2314" %"x 8+/2" 3+/2" 11 25/100 000453811 KB 11 58-10 Extra Trd 2314" We"x 10" 4+12" 11 25/75 000453829 KB 11 34-10 Extra Trd 3+/4" 3/4"x 10" 3+/2" 10 10/30 "000454157 KB 11 34-12 Extra Trd 3+/." 314"x 12" 4+/2" 10 10/30 "000454165 KB I11-12 Extra Trd 4+/2" 1"x 12" 4+/2" 8 5/15 ..See Materials page 44. 50 The Hiltl Kw1k Bolt 11 System continued Carbon Steel Kwik Bolt 11 Allowable Tensile Loads (lbs)'' Dia- Embedment f" = f",= f,' = fa a meter 2000 psi 3000 pal 4000 pal 6000 pal 1+M" 270 330 380 470 +Na 2" 560 590 630 670 33h" 670 67U 670 670 1%x 530 650 750 850 21h" 1200 1290 1370 1550 41/4• 1330 1390 1440 1550 21/Aff 1170 1460 1730 'h• , 1870 130 2400 2800 2080 2530 2800 2314" 1600 1870 2130 2670 4a 2400 2850 3290 4190 7" 3200 3470 3730 4190 31/46 1970 2320 2670 3200 7fa" 4314" 2930 4130 4800 5670 8a 4000 4930 5870 6320 4V 3330 4050 4670 5070 1a 6" 4930 6000 7070 8400 9" 6670 7670 8670 10670 'Does not apply to Post Nut Kwik Bolt II "When using the 314 x 12 KB II Anchor,contact your Kill Technical Representative for load capacity. Carbon Steel Kwik Bolt II Allowable Shear Loads (lbs)" Dia- f"_-- -- ---..... .. to W._._._ . . . . . 1.y. t� meter Embedment 2000 psi 3000 psi 4000 psi 6000 pal Ills" 430 430 430 430 1 '/4� >2"' 530 530 530 530 '990 1040 i 100 1100 2'h0 1470 1470 1470 1470 �h. 21b• 1940 1970 1970 8450 2450 2450 2450 2314" 3070 3 70 3070 3070 % >4"" 3640 3840 3840 3840 " 31/A" 4140 4140 4140 4140 �' >4914"•• 5120 5120 '5120 6120 41h• 7070 7600 8140 9200 i >6a 9200 9200 9200 9200 Values shown are for a shear plane acting through the anchor bolt shank.When the shear plane Is acting through the anchor bolt threads,reduce the shear values by 20%. Values shown are for a shear plane acting through the anchor bolt shank.When the shear plans is acting through the anchor bolt •' thrads,reduce the shear value by 12%, All other values shown are for shear plane acting through either body or threads. "• Does not apply to post Nut Kwik Bolt II 49 'DOLE J. KELLEY,JR., P.E. ®onsuiting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE 4 CALCULATED BY G-G r" DAT = ?�Lo 4 JOB N0. A p ee 5 CHECKED BY DATE SUBJECT 4Qr 7 # oa"4 (a"ye SKETCH No. SCALE_ U4 1-r 2 SHIL OF 6- _ ,rt '• } � ao 35 ! w 10 J —co 3'Pi■cv 3p j `m c teiTlvr` bA�An wAws I ,,,;,L `"I 1p , �;� � ..'''"'")'� 7z, eelff,QgB " -'• ''t� 9 �"`riT EP_-,71_e� 'i _3,9,,_. , r►L'1�'Ttwety SN4'74YL�AJ`�1 � i - I i o0 y t iL "LA.slT., ,4J6.D SSI r - ---�— , D Z'> Y Com) l.. Nla� owt Z AriQr� ;8o�•r3 Fm- Rr, r nls tt r'A.a" o' D OF WOWS 1 Nv►C W Ai�t.w/ 5 PZ Nw�•w ,,,:. _ _ _ � N Z A+w6tlpR.,` $pur.!� 61R4N S v6' OF GAaa1v ff�'>Q.ec►�.- -- - 0.1 i{o0.lio�'dl� /1aD� 7�13��•IdtT�L+2+3+fir'` ���✓ >14A•CIGYIL � ,lr� DOLE J. KELLEY,JR., P.E. Qonsulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY GG�' DATE ?"' 9 JOB NO. (0 CHECKED BY DATE SUBJECT .or 7 F OCZA#3 ep"V E SKETCH NO. SCALE UN Ir 2 SH (2 OF?5 T Y tj + � '�i q0 Q 3n 3v 30 �o '• 3u •1�- .7T"14 .. 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SCALE t T SHA OF 6 � d�Jpc.tTt-I tG. to�tJDATiOIrJ AT E�T`rz�,� MONOLITHIC FOUNDATION ANALYSIS Fibermesh Concrete 1 Layer V -0" wide 6x6 10/10 1 Welded Wire Mesh f j Z yGrade a, i 8t 83C4 3z I �� • ^t 2 #5 Continuous I �! 1 t E PROPOSED FOUNDATION I Effective Dead Load of Monolithic Foundation: I i 1� 12-1x16" _ . 192, 'in? i © 16"x16"/2 = 128 � s 3Q 60"x.4," = 240 l Total = 560 int I Dead Load = 560 in?/144 in? x 150 lb/ft? = 583 lb/lf foundation Dead Loadwall8 " x 1 if x 11 lb/ft? = 88 lb/lf Total Dead Load = Capacity of Roof Uplift = 671 lb/lf t i i t i a 1 i i I i I St 1 DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer � J JACKSONVILLE,FLORIDA JOB TITLE �hlGt= �ON'S CALCULATED BY GG�' DATE Z Z� 4 JOB NO. CHECKED BY I DATE SUBJECT T 7 OCZA4 ep"V E SKETCH NO. 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