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HomeMy WebLinkAboutB17-2484 040-140-015Summit: Structural Design 383 Rio Undo Ave #200, Chico, CA 95926 p. 530.592.4407 www.summitchico.com RESPONSE TO PLAN CHECK Project: Langerwerf Residence; 1203 .Durham Dayton Highway, Durham, CA Plan Check Number: 817-2484 -Structural Plan Check. Comments.: 51) By others. RECEIVED S2) By others. 53) By others. NOV 27 2017 S4) By others. TRIS AND ASSOCIATES S5) By others. S6) See revised roof truss MJ1and detail 6/SD5: S7) By others. S8) The referenced CBC Section 2304.12:2.1 is referring to a beam pocket condition. In the case of 1/SD2 the beam is not "entering" a concrete wall, but is.sitting in a Simpson GH girder hanger that doesn't.allow contact of the end of the beam with the concrete, Providing a %:" gap within the girder hanger by short -cutting the girder is not recommended by Simpson. S9) See revised roof truss Mil and detail 6/SD5. S10)• See revised calculation sheets 15-16. Rho has been revised to .1.3. The only changes to shear wall nailing;are at lines 5,1 and 6,1_(they.go'from3" edge nail ->V edge nail). PERMIT# VA -1- 77 4q L4 BtftYE C©UNTY DEV_9LbPMEN —SERVICES REVIEWED FOR DATECO OOMPLI E BY REVIEWED FOR CODE COMPLIANCE DEC 0 7 2017 TR13 AND ASSOCIATES 617-2484 TRB 040-.140-01-5 NOVEMBER 2:1, 2017 RECHECK #2 F1 L -e co ey i 4 • i Vr � - I�S---- 1 73976 - IM WsWs-Truss, Elk Grove, CA 95629552 Root Spodal I34 !D:X. DOKSU 2.60 . 2.6-0 a 57/Z.0 ciuY29 e— psce/11� Scale =1;20.9 Plate. Offsets (X,Y)_11.0-0.9;0.0-81 LOADING.(psf) SPACING- 2-D-0 CSI. DEFL in .(loc) Udell L/d PLATES GRIP TCLL 20:0 Plate Grip DOL 1,15 TC 0.11 Vert(LL) -0.01 2 :oggg 360 MT20 2201195 rCDL 14,0 Lumber DOL 1.15 BC 0.04 vert(CT) -0.02 2 >999 240 BCLL 0.0 ' Rep Stress Iner. YES WS 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 7.0 Code IBC20151TPI2014 Matrix -o' Wind(LL) 0.00 2 >999 240 Welght: 17 Ib FT `= 20% ------- ....... . LUMBER- BRACING- TOP CHORD 2x6 DF No.2.G TOP CHORD Struclurai.wood sheathing directly applied or 2.6-0 oc purlins, except SOT CHORD 2x4 OF No.2 G end verticals. WEBS 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10.0-6 oc bracing, MITek,recan ommends that Stabilizers d required cross bracing be installed during; truss erection, in accordance with Stabilizer Installation guide. (Ib/size) 4=20/Mechanical, 1=135/Mechanical, 3=153/Mechanical REACTIONS. Max Hom 4=-82(LC 8) Max Upliffl=-30(LC 12), 3=40(LC 12) Max,Grsv4-48.(LC 3), 1=139(LC 18), 3-153(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) Vesd-91mph; TCDL=6.0psf; BCDL=C2psf; ti=2511; B=4511; L=24tt; eave=oft; Cat. It; Exp C; enclosed; MWFRS (directional) and C -C Exterio((2);zone; cantilever lets and right.exposed,; end vertical lett and right exposed;C-C for members and*forces & MWFRS fcr.reactions shown; Lumber DOL=1.80'.plate grip DOL=1,80 2) This truss has been designed fore' 10.b psf bottom chord live load nonconcurrent.with any other Iive.loads. 3) ' This truss has been designod:foro Ilve,load of 20.Opsf on 'the bottom chord`In all areas.where a rectangle 316-0 tall by 2.0=0 wide will fit between the bottom chord end any other members: 4) A plate rating reduction of -206 has been applied for (fie, green lumber members: 51 Refer to girder(s) for truss to truss connections. (i) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 3Q,I4 uplift at JoInC1 end 20 ib uplift at joint 3. 8) This truss Is designed in accordance with the 2015 1nternadonal Building, Code section 2306.1 and roferenced standard ANSI/TPI 1.. 0)'Gap between Inside of top chord bearing and first diagonal or vertical Web shall not'exceed 0.5001n. LOAD CASE(5) Standard BUTTE COUNTY BUILDING DIVISION APPROVED �—PROVIDE 2X6 OF/2 STRUCTURAL FASCIA VATH .(2) 16d AT EACH TRUSS AND ,(1) A35 CUP, TYP.. WATERPROOFING AND DRAINAGE BY OTHERS A35 CUP.:E:ACH.TRUSS TO LEDGER. 2X LEDGER WITH 16d AT 8' D.C. & E.N. (2) 1/4' DIA. X 3- SIMPSON SOS SCREWS AT EACH STUD. TYPICAL ' F:OOF PLY AND NAILING PER E.N. 2X LEDGER WITH (2) 1/4'' DIA X 3' SDS SCREWS AT 12' O.Cc, .TYPICAL ST12 Sl.RAP EACH AWNING.. TRUSS TO JOIST TYP. LUS HANGER, TYP. AWNING TRUS$ EN. 8Y (ITHERS SHEAR PER PLAN AWNING TRUSS'DETAIL NO SCALE SU rTE COUNTY. BUILDING DIVISION APPR®VE PROVIDE TS18 STRAP AT EACH AWNING TRUSS, TYPICAL `2X SOLID BLOCKS ALIGN WALL.FRAMING PER PLAN WITH AWNING TRUSS, TYPICAL. WHERE OCCURS. A35.,CUP .TOP AND. 80TT EACH STUD AT AWNING TRUSSES, TYPICAL SOLE NAIUNG PER 1/5D1 FLOOR SHEATHING PER PLAN r SEE.8/SD4 FOR. MORE CONNECTION INFORFAATION, 7YP. —FLOOR 'GIST/8L= PER PLAN BEAM PER PLAN (WHERE OCCURS) 6 -.n� v Summit Structural Design Project: Engineer: Desian of: Shear Wall Framina N Light Framed Sheathed Shear Walls Bodsliya Aa5 Sill rho= 1.3 Lateral Wall. Attachment: Attachment Sbeauwaii Load Laad �L eiag1b Lenc wh Lemgt Load/f M-o.d1lica-hon Edge Waulhe Case 41110, M). M -M 2w1h A,2Wind 1 3545 11.00 11.00 11.00 1 322 1.00 4" ............................... . ............................... Seismic 7 2 2 0 ­ ............. 1.00 .. ........... 4"* A,1 Wind I... 7418 17.26 17.25 i 17.25 430 0.67 . . ............ ... . 4/4 ............. ........ .......... I ............... .................. ........ .............................. Seismic 1 5231 1 ............................. 394 i .................... 0.67211 . ............................... 1 13,1 . Wind 1 4525 9.75 9.75 9.75 1 464 0.67 4/4 ............................... ....................... t ...... I ........... ................. I .......... ........................... I -Seismic 1 1946 if .............................................................. 259 11 0.67 . ................. I ............. 3" C,2 ........... I ............. Wind ....... ............ 3173 1 11.50 :1 11.50 11.50 1, ................ ......... . ........................ ...... ............................... ............ I ................................. 276 ........... 1.00 4" ............................... I Seismic if 2207 249 1, 1.00 611 C.,1 1 ................. . Wind ............................... .......................... 9609 17.25 ................ ........................ 17.25 17.25 557 ...................... ..... ..... .......... 1.00 ...................... 1 2" Seismic if 4364 329 1 1.00 . .............. I ................ D,1 .........................................W.s....i.n....d... ........4010 ............ ......................... 1M.0 1.2.00 12.00 334 1.0,0 4"* Seismic i 044 9 .. .. If ............ 102 ............................................ 1.00 ...........i 611 ........... .................. ....... Wind 1 981 .......... 11.25 ; 11.25 . 11.25 1 116 1.00 1 6" ......... I ............. .......................................... . ....... Seismic 1 1284 .......... ............... ....... 148 1 .............. 1.00 ........................ 611 2,1 Wind 1 3577 1 10-00 1 10-00 10.00 .358 i 1.00 41f ........... ; ........... ....................... Seismic 1. ....... . ............................... 1584 ................... ................. .............. .............................. 206 : ............................. 1.00 611 3,2 Wind i 2190 16.00 16.00 16-.00 137 1 1.00 if 611 ............................... ................................ i .......................... Seismic 2207 ................ I ............ i ..................... ................................ .............................. .. . .................................... . . ............................... 1 179 1.00 611 3,1 Wind 8199 15.25 15.25 15.25 538 1.00 2" ............ ........ ............................... ....... .................... ........ ........... .... Seismic it 4112 ........... 351 ...... ....... ..................... ............................... 1.00 1 411 4,1 Wind 3.017 1 5.00 1 15.00 15.00 1 .201 1.00 6tv ............................ ..................... ............ I .............. ... .................... . ...... .................... r ............................... ; ............................... Seismic if 1066 92 ............................... 1.00 ............................... 611 5,2 Wind 1843 19.50 1 19.50 19.50 1 95 1.00 6" .... ....... . .. ............ Seismic .................. ............................... 2207 ......................... ............. ............................... .................................... . . ............................... 1 147 1.00 6" 5,1 & 6,1 Wind 2635 16.50 1650 16.50 1 160 0.67 6" ............... I ............... ..................... ......... Seismic I ........ ....... . .............................. 4440 ..................... I ......... . .............................. ............................... ........ 1 ..................... ....... .......................... 350 0.67 2" BUTTE COUNTY BUILDING DIVISION APPROVED t . y .�M'J4'1 '+"$'� a "� _ s ' �t7 \r`s ^.,,`!L:':' , 3�Ri'7 ';i:,•C'� .,'(1.♦ - "+�•' -`".'lt°*'4k'i;M�,a."'�`,?."`''MS' .. (+ =uplift} Overall Resistive Gravity_ OT ' Summit Structural 06 Design'' Project: Length ." , i eigj# Engineer: Moment M/D I/ValI Ling- Case Design of Shear Wall -Stability 4 a;Lf�� SDS= Q.534 Overturning., (+ =uplift} Overall Resistive Gravity_ OT Y► OI R.ightina. N21 �. Load Length ." Length L9�d .' i eigj# 'Mornen Moment M/D I/ValI Ling- Case (f�. a;Lf�� A,2 Wind !; 16 00 11 00 ; 200 8 28360 25600 :... ........ t....... ...,.... , ; : ,..... .. ., ! ' 22953 " 25600 : Seismic , .. . `: . A 1 i Wind i 3.00. ; �..........:....l.:.... 3:00 ` ; i 225 .... .L. 9 ...n. �......:....,.... 11611 • ....... ........ 1013 ...... •• ,,. 'Y •I'i :............... .................... ; (` Seismic { ! i ! 10.644 '; 1013?I, B,1` Wind 3.00 3 00 . 500 i 9 12531 i........ c:.................... .................I......................... ........ ...................................,............ Seismic _ _ .,... ...... ... _ ' ... 2250�11P ••, 11'A i _ _ .. ,. 7006 C,2 ...................... .:i.: _Wind- 11.50 .. .. .... ....................................... 11 50 200 .L .......................-, 8 _ 2538413225r1r'�N"j ................................J .. ........... . ! Seismic 22953 13225 j: c,1 fi Wind: 11 50 ...... ........ ...........................................L 11.50 225 ...... -9 ! . 57654 ....:...................... 14878 Seismic ! ! i ! 34039 ; 14878 80 ' D 1 : Wind • 6.00•- i 6.00 { 200 ................................ ........... ............._.................:............................; ? 9 ! 18045 ! 3600 ,.. Seismic i , . i 5522 ; 3600 Wind 11 25 11 25. ', 300 9 i 17829 ;. .18984 ........................ ..................... . ; ....... r ....... i .:.... ...i .' �a. ...... Q9 ! Seismic:. ; i ; 15023 i 18984 2,1 ! Wind 10 00 10.00 ; 300 ! g.... ... r...... ............� .......... .........j...............................� ... _ ...f.... 9 32193 i ...................................L............................. 15000 _ i . Seismic y 18533 i 15000 aiw ��6 ., ,. 3,2 i Wind 16 00 16 00 275 ! 8 j 17520 352005 `$ ................................................ I...... ......... z ......... ......_ ....... �.. ! �.....�c .... ............................... 35200 Seismic .' ! X22953 ! 3,1 , !. Wind ! 7.50 !'' ,450 . 9 ! 36291 ! 12656 ¢R.6 t.............................i.. ! ....... ........................ ............ ! Seismic ' ' .7.50 ......r......... ; ................................................................. r j 23661 i1265 4,1 n�Wind " 15 00 , ! 15.0.0 I 300' 9 , ! 27153 ! 33750 �.............. ....._..................... .:. .F... _ ! ! Seismic ! ........._... ..;.. .................................................. , .. .!................................?.......... ! 12472 ' ! ......... 33750a E 5,2 ! Wind , 14.00 9.00 1 275 ! 8 6805 ' 26950 .. .. 9 ` ...................................... ......... ..................... ....... Seismic ! ...... ....... .. _ ... i 10594 26950 {� s 5,1 & 6,1 ! Wind '• 3.00 3 00 { 300°` 9 •4312 1350 � fi �, • I ! I _ eg ,Seismic .• 9446- . 1350 , F • ` �.. x ,BUTTE COUNTY ~ • BUILDING DIVISION APPROVED. 4