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NEW TOWER FRAMING
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<br /> A5.5 A / LOADS JOB Ti0: 24M090
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<br /> 1► assoclakcs-Z WALLS) DATE: 1/31/2022
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<br /> INPUT:
<br /> 6'-711
<br /> CORNER TOWER FRAMING STOPS AT EXISTING R= 6.5 (table 12.14-1) h6= 30 g C,= 0.02 (table 12.6-2)
<br /> TOP OF TOWER = 1= 1.0 (table 11.5-1) TL= s s x= 0.75 {table 12.8-2)
<br /> PARAPET AT THE EDGE OF THE ROOF WELL ss= 0.712 5'= 0,584 site class= D
<br /> 23'-0"A.F.F. 1
<br /> E D 4 s1= 0.281 sG,= 0..30.0 p= 1.3
<br /> o LINE OF NEW TOWER WALLS BELOW A5.1 A5.1 A5.3 aTs
<br /> LL]O (E)6X6 POST 6 4 3 V= csw Ta= c nn"= ( o.oz )( to e) = p.11 <TL
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<br /> 0 (E)GLB. f 0.300 )( 1.0 )
<br /> Max
<br /> C311= 150,x11/IT,xR}=
<br /> 011 6.5 = 0.410
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<br /> W 0 CS(Mtal= (5,y 1)1(2 x R)_ { p.2$1 6 5 = U-12
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<br /> C RC ff zm= T =RC =1= �= �= w== 7 �p I� I� 0.584 )I lA
<br /> _ II II 11 111 111 11 II II II II II 111 II I II II VIII / 7
<br /> (7 CC II I I I I I I I I I I I I I I I I I I I I III I I I I II F= P Cs W= ( 1.3 )( 0.09 )W= 0.117 W x 0.7(ASO)
<br /> w o NEW TOWER w II II II II II II II II II II III 11 -- Wall Parapet 2.5 , Rp= 2.5
<br /> uj FRAMING ?' // II Fr= p.4a 512,5/0[1+7(z1h}IwP 0.4( zs )( 0,50.4 )( 1.00 )( 3.0 fw = 0.701 w VMl arckitecture
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<br /> Fpµ,x,= 1.6 5X5 Ip W,= 1-6( 0,584 11 1.p )W = 0.934 W
<br /> P `°Lu 0S FrIMIX1= 0.3 Sas Ip W,= 0.3( 0.584 }( 1.0 )Wp= 0.175 Wl -� Fp Govem6 415-451-2500 415-451-2595 fax
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<br /> w O A5.5 II I 11 FP= 0.701 Wp x 0.7(ASD) 0.491
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<br /> Lu 1 E TRUSS Fr= 5,4 SDS 1p Wy= 0.4( 0.584 }( i.p )WP- 0.234 wP x 0.7(A50)= 0.160.
<br /> CO 0 11 II Fp 0.45,,5 k,1,Wp= 0.4( 0.584 )( 2A )( 1.0 )Wp= 0.467 Wp 20049
<br /> d = WaIIAnchorake: k. 2.0
<br /> Z O 1� I E 6X8 5 5 F,Lm,N,= 0.2 k,1p Wp= 0.2( 2.0 )( 1.0 )Wp- 0,400.WP FP Governs
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<br /> 9 I II FP= 0.467 WP x 0.7(ASD)= 0.327 ARD L
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<br /> w I I REVISIONS
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<br /> TRUSS MODIFICATION PLAN 1/4" = 1'-0" A Fal ieltl, A94534
<br /> LLU)Q SITE#:3560
<br /> LL > SEISMIC: (EQUIVELANT LATERAL FORCE PROCEDURE) 1. MODIFIED/EXTENDED TACO BELL TOWER FRAMING;REFER TO WALL SECTION SHEETS A5.1,A5.2 AND ENTITY#:
<br /> W LL
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<br /> I = 1.0(OCCUPANCY CAT.II) A5.3.
<br /> �I 0= S =0.712 S =0.281 PROJECT
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<br /> 2. (E)TRUSS TO REMAIN,TYPICAL.
<br /> 0 0 0 Sps -0.584 So, =0.300 TACO BELL
<br /> coco w < 3. CUT BACK EXISTING TRUSS TO EXTERIOR WALL,SEE TRUSS MODIFICATION DETAIL 4/S2.0. 532 WEST HAMMER LN
<br /> LI ~U SITE CLASS: D SEISMIC DESIGN CAT.D STOCKTON, CA. 95210
<br /> E Z U BASIC SEISMIC FORCE-RESISTING SYSTEM: LIGHT-FRAMED WALLS SHEATHED W/WOOD 4. (E)EXTERIOR WALLS BELOW;VERIFY(E)FOUNDATION IS V-6"WIDE AND 2'-0"DEEP WITH(2)#5 BARS APN#000-000-000
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<br /> E STRUCTURAL PANELS RATED FOR SHEAR RESISTANCETOP AND BOTTOM.
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<br /> n o o V = 0.082 W C s - 0.090 R = 6.5 5. (E)PARAPET WALL TO REMAIN;REMOVE(E)PLYWOOD FROM SIDE WALLS INSIDE ROOF WELL AND
<br /> REPLACE WITH(N)1/2"CDX(32/16)PLYWOOD SHEATHING,SEE DET.B/A5.0.
<br /> U) WIND: (METHOD 1)WIND LOAD ON BUILDING(MWFRS)
<br /> o w 6. (E)HEADER/GLULAM BEAM TO REMAIN. ��a e n
<br /> v o oW ULTIMATE WIND SPEED: 110 MPH Irz%C@ MIEL�L
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<br /> Cn W I = 1.0(OCCUPANCY CATEGORY II) 7. (N)DRIVE-THRU TOWER FRAMING ATTACHED TO(E)BUILDING WALL. E N D EAVO R
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<br /> m o wSUCCESSOR M 11/13/2020
<br /> of COMPONENTS AND CLADDING: P s 25 = 19.2 PSF(WALL) (ASD) 8. NEW ROOF TOP UNIT TO REPLACE EXISTING,SEE M1.0 FOR DETAILS.
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<br /> Z = ROOF LIVE LOAD: 20 PSF 9. CUT BACK EXISTING TRUSS TAILS TO EXTERIOR WALL.
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<br /> Q NOT USED E STRUCTURAL DESIGN CRITERIAC KEYNOTES B
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