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Specifications ,445 J )- (2-- G)/67 II s 1,1 �� � ��-� Y Michael K. Brown, S.E. 5346 E. Branchwood Dr., Boise, ID 83716 208-850-7542 Mikebrown.se@gmail.com LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 2, WHITE OAK TIGARD, OR ENGR. JOB # SP12-10 t c 'FPOcesu, t e, iprt'i;; i2-131 L. jr45 Prepared for: Sky Line Plans/ Westland Industries Plan #: LOT 2,WHITE OAK VILLAGE,ASH Date: 06-08-2012 The following calculations are for lateral wind and seismic engineering only. Gravity loading and the design of foundations are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. shall have no liability(expressed, or implied),with respect to the means and methods of construction workmanship or materials. Michael K.Brown,S.E.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage 0 MICHAEL K. BROWN,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, White Oak By: MKB Core Job Number: SP12-10 Date: June, 2012 Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. ASCE 7 used. Wind: 95 MPH 3 second gust, Exposure B, 7:12 Pitch roof,Average Per ASCE 7 Figure 6-2: Zone A: 17.8 PSF Zone B: 12.2 Zone C: 14.2 Zone D: 9.8 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 21 feet Therefore, use a = 2.1 feet Use 3 feeet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 15.2 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: = 10.5 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 12 feet Total Wind Force at Upper Level = 3922 #, or 187 PLF Side to Side: Horizontal Dimension = 48 Feet Average force on projected wall = 14.5 PSF Average force on projected roof = 10.01 PSF Projected Average Roof height = 8 Feet Total Wind Force at Upper Level = 6631 #, or 138 PLF MICHAEL K. BROWN,S.E. 5346 E.13ranchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, White Oak By: MKB Core Job Number: SP12-10 Date: June, 2012 Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 15.2 PSF Projected Length = 21 Feet Total Wind force at Main Level = 3038 #, or 145 PLF Total Wind force Upper and Main = 6960 # Side to Side: Averag force on projected wall = 14.5 PSF Projected Length = 48 Feet Total Wind force at Main Level = 6619 #, or 138 PLF Total overall side to side wind force = 13250 Pounds Seismic Loading: D1 seismic design category per O.R.S.0 SDS= .83, R = 6.5, W = weight of structure V = [1.2 Sps/(R x 1.4)] W V = .110W Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load . 12 psf Seismic Front to Back: Tributary Roof Length = 48 Feet Tributary Floor Length = 46 Feet Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 97.68 plf < 187 plf, therefore Wind Gov. Wfloor = 99.99 plf < 145 plf,therefore Wind Gov. Total Seismic Load = 4151.07 Pounds < 6960 Therefore Wind Gov. overall MICHAEL K. BROWN,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, White Oak By: MKB Core Job Number: SP12-10 Date: June, 2012 Seismic Side to Side: Tributary Roof Length = 21 Feet Tributary Floor Length = 21 Feet Equiv. Trib Int wall Length = 5 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof= 51.81 plf < 138 plf, therefore Wind Gov. Wfloor = 56.76 plf < 138 plf, therefore Wind Gov. Total Seismic Force = 5097.84 Pounds, < 13250 Pounds,therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 187 * 11 ft = 2054 # Total Shear Wall Length = 19 Feet V=P/L = 108 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 7 Feet Trib Floor Area = 0 Feet Mot = 6054 LB FT Factored Dead Load 76 PLF Mr = 1852 LB FT T = 600 LB Perp Wall and Header to Resist Uplift Line B: P = 187 * 11ft = 2054 # Total Shear Wall Length = 20 Feet V=P/L = 103 PLF Use A wall No Uplift MICHAEL K. BROWN,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, White Oak By: MKB Core Job Number: SP12-10 Date: June, 2012 Line 1: P = 138 * 12 ft = 1658 # Total Shear Wall Length = 12 Feet V=P/L = 138 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 20 Shortest Wall Length 6 Feet Trib Floor Area = 0 Mot = 6631 LB FT Factored Dead Load 238 PLF Mr = 4277 LB FT T = 392 LB No Uplift 2nd Floor/ Low Roof Wall Line: Front to Back: Line A: P = 145 * 11 ft + 2054 = 3645.557 # Total Shear Wall Length = 24 Feet V=P/L = 152 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 24 Feet Trib Floor Area = 2 Feet Mot = 32810 LB FT Factored Dead Load 97 PLF Mr = 27994 LB FT T = 201 LB No Uplift Line B: P = 145 * 11 ft + 2054 = 3645.557 # Total Shear Wall Length = 30 Feet V=P/L = 122 PLF UseA wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 30 Feet Trib Floor Area = 2 Feet Mot = 32810 LB FT Factored Dead Load : 97 PLF Mr = 43740 LB FT T = -364 LB No Uplift Side to Side: Line 1: P = 138 * 11 ft + 1658 = 3174 # Total Shear Wall Length = 14 Feet V=P/L = 227 PLF Use B wall MICHAEL K. BROWN,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, White Oak By: MKB Core Job Number: SP12-10 Date: June, 2012 Wall Height = 9 Feet Trib Roof Area = 22 Feet Shortest Wall Length 4 Feet Trib Floor Area = 8 Feet Mot = 8163 LB FT Factored Dead Load : 320 PLF Mr = 2563 LB FT T = 1400 LB Use HD Type 5 Line 1.4: P = 138 * 22 ft + 0 = 3034 # Total Shear Wall Length = 9.5 Feet V=P/L = 319 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 9.5 Feet Trib Floor Area = 16 Feet Mot = 27303 LB FT Factored Dead Load : 180 PLF Mr = 8123 LB FT T = 2019 LB Use HD Type 5 Line 2/2.1: P = 138 * 13 ft + 0 = 1793 # Total Shear Wall Length = 5 Feet V=P/L = 359 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 2.5 Feet Trib Floor Area = 0 Feet Mot = 8067 LB FT Factored Dead Load : 245 PLF Mr = 765 LB FT T= 2921 LB Use type 5 HD Bottom Level: Line A: P = 145 * 11 ft + 3646 = 5236.943 # Total Shear Wall Length = 30 Feet V=P/L = 175 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 10 Feet Trib Floor Area = 4 Feet Mot = 15711 LB FT Factored Dead Load : 112 PLF Mr = 5580 LB FT T = 1013 LB Use HD Type 1 • MICHAEL K. BROWN,S.E. 5346 E.Brand ood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, White Oak By: MKB Core Job Number: SP12-10 Date: June, 2012 Line B: P = 145 * 11 ft + 3646 = 5236.943 # Total Shear.Wall Length = 23 Feet V=P/L = 228 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 23 Feet Trib Floor Area = 4 Feet Mot = 47132 LB FT Factored Dead Load . 112 PLF Mr = 29518 LB FT T = 766 LB No Uplift Side to Side: Line 1: P = 138 * 11 ft + 3174 = 4691 # Total Shear Wall Length = 6.5 Feet V=P/L = 722 PLF Use F wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 3 Feet Trib Floor Area = 16 Feet Mot = 19487 LB FT Factored Dead Load • 360 PLF Mr = 1620 LB FT T = 5956 LB Use HD Type 3 Line 1.4: P = 138 * 22 ft + 3034 = 6067 # Total Shear Wall Length = 15 Feet V=P/L = 404 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 6 Feet Trib Floor Area = 16 Feet Mot = 21842 LB FT Factored Dead Load : 180 PLF Mr = 3240 LB FT T = 3100 LB Use HD Type 2 Line 2: P = 138 * 11.5 ft + 1793 = 3378 # Total Shear Wall Length = 4 Feet V=P/L = 845 PLF Use G wall Wall Height = 9 Feet Trib Roof Area = 22 Feet Shortest Wall Length 2 Feet Trib Floor Area = 10 Feet Mot = 15203 LB FT Factored Dead Load : 335 PLF - Mr = 670 LB FT T = 7267 LB Use Type 4 HD - - I I I • I I 1 I : I • T'/.--) .\\ \ j " 1 '•-• . I A L 1' -T - -ii I i Thr, I _ 1 1; li---------N,N --- 1I t-,5---,----- - I ,------,.- I . , 1 „,;:, (77„.- (._J.1 „.....,.. • ! 1!, r r . _.....=._-• Li L I Li D r ___- ----i--- 1 I, Li • 1 1 L L i \----, 4N. 11 t ` ,., (--7,-, \:----:: \, 1 L , 1 (,•-' - - II-i---t-7,--- 0 , , 1 I I 1 I I Il I 11 ( 2 , ‘...:J ,<,. , .., . - ED .„, I „tj ,,.!! : r-- I i _ n —(2.) (-71- 1ST FLOOR PLAN 2ND FLOOR PLAN TOP FLOOR PLAN SCALE:1/ =V SCALE:1/E=1 SCALE:1/8"=l' 111 r / --/ Dov � .uuY....� r ram is l A .Y . --n., true.. A1101101111114 0010911101 MIN ..........i.iiiiii.il rot rum 1.17:43,, Wim'' MYYNIL 1 se Elf ilk i WaLL..I mM rmew w wr. J 1 FRONT ELEVATION 2,034 S0. FT. 7/4—t—D• f ..„,,,7,44 RIGHT ELEVATION 2.160 SQ.FT. 1/4.7•_0• ,- —77 T - %SI RIM A. Y 4Y.d v+ II 111 e- "" ~\ —ffi 10.111111111M le i i THE ASH GARAGE LEFT REAR ELEVATION "°"" a 2.160 SQ. FT. 1/4"-1'-0' LEFT ELEVATION THE ASH 2.160 SQ. FT. 1/4-.1`—Q' GARAGE LEFT SHEARWALL SCHEDULE (a-m} MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A 16" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 42"o/c 16d @ 6" o/c A35 @ 18"o/c 237 B 16 OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 24"o/c (m) 16d @ 4" o/c A35 @ 14" o/c 367 C 16' OSB (1) SIDE (e,f) 8d 3" 12" i"Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 470 D 1 t, OSB (1) SIDE (e,f) 8d 2" 12" 2'Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8"o/c 623 E 7s (2) " OSBSIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 474 1 F 16" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2"Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7"o/c 735 G 6" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" '-"Dia. A.B. @ 10" o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 939 z H 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 8" o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 7" o/c 1246 Notes: a) C-D, D-C Sheathing, plywood panel siding and other grades covered in UBC Standard 23-2. All wall construction to conform to OSSC Table 2306.4.1. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x/" plate washers req'd at all shear wall A.B. d) ,Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m)I See plan for walls where seismic design shear is greater than 350 plf (ASD). 3x or 2x flat blkg at panel edges, Stagger nails. Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. ♦ l 1 1 3 OLDOWN SCHEDULE MAK Boundary Tension of DF Tension of HF Anchor Anchor NU BER HOLDOWN 1 HDU2-SDS2.5 OR Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour (2)2x 3075 2215 SSTB14 SSTB2OL PHD2-SDS3 2 HDU4-SDS2.5 OR (2)2x 4545 3270 SSTB16L SSTB2OL PHD5-SDS3 MIN 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L 7/ EDI EMBBED INNTOTO CON C. 1 A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1"DIA.x42"A36 1"DIA.x42"A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT AND HEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24"EMBEDPROVIDE 24"EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 17 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. • 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. lill a 1 1 MICHAE REGIS1ERE SEE DETAIL 4/S1 FOR HD STRAP DETAIL '.. , f "(R, Olaiii&L O O O O vvO 2,.., / F1 pr,.._,__T, 7 ` ev !, DBL L.V.L(3-1/i'MIN.T0'AL THICKNESS)TO \ e0 MATCH JOIST C PTH E•OOF SHEAR WALL ABOVE TO RECE VE HOLD-:OWN STRAP 1. 0 8 8 0 e53 SIM. ■ 0 52 I SIM. srs:z 1.4 1.4 e O I i 42111 e� FO HOl e e II I� C i Hi!, _ MARK NUMBER HI O E h 1 P ® �J11 I 2 F ® I 3 H mk *0 k I 1 1 SIM.,G.T.TO WALL Q O I III 1 O 4 H 1 © ® W/STfi224L EMMINIMIIIIIIIMIM ABO • Ir 8 H �.. © 5 IF QSIM.V ©© 6 N 7 N r Ur 1ST FLIM IR 'LAN 2ND FLOOR PLAN TOP FLOOR PLAN Notes: SCALE:1/8"=1' SCALE:1/8"=1' SCALE:1/8"=1' 1.Install al 2.Match s• 3.(Multipl 4.Refer to END POST PER i 5.Refer to SCHEpME �`DDwNPEE Pu SHEARWALL SCHEDULE SILL HALING PER SHEARWALL &SCHEDULE EDGE HARING PER SHEARWALL SCHEME PLAN 85CHEOUIE ON COM. IDD AT 6'O.0 IIuolsr ofla MARK REF NOTES:(a,l) Note:(b)EDGE NAILING FOLD NAILING SHEET ocIIE WALL GMT.MG F10ENSoeISooreeoo 114jk PLooRJONUMBER SHEATHING NAIL SIZE SPACING SPACING IF OFLOF 111ESTEMWUNG � � 7 OFF OF0JSISARwau I ! A is"DSB(1)SIDE Sd 6" 12' ,I_. rJIFLRJSTCONT.OVER WALL EI`- COUPLER B 6"0S8(1)SIDE(I) 8d 4' 12" SOLID IRK REDOMO ` AS REM Lx KurcH POST ADM �A,� C 16 OS8(1)SIDE(e,f) 8d 3' 12" `� D i€OSB(1)SIDE(e,Q Bd 2' 12" A35 PER SHFAAWALLGCIEDILE �� E ;"OSB(2)SIDE(d,e,l) Bd 6" 12" EDGE HALING PER SNFMWNL ANCHOR PER HD SCHEDULE PLAN u SCHEDULE ON COM. AND MANUFACTURER. MICHA REG IE ROOF E6 E NAILING 8d@4"O.C. _ TO BLKG. IV P EXTEND SHEARWALL 5 CLIPS PER SHEARWALL II 1� "��� 2 x BLKG W/ SHEATHING OVER PRIOR TO 2 x STUD OR BEAM SIMP A34 CLIPIIr SCHEDULE 48"O.C.MINAT E.A.END(DEPTH TO LEDGER PER PLAN 1/2'PLYWOOD CLIPS MAY BE OMITTED IF MATCH DEPTH OF TRUSS) ROOF SHEATHING IMPSON H2.5 IS ATTACHED 8 d @ 6"O.C. IF SHEATHING ON INTERIOR , SEE PLAN TO EACH TRUSS AND DIAPHRAGM II ROOF SHEATHING OF STUD WALL-ADD CONT. 1 S 20'OR GREATER 8 d @ 6'O.C. 16 d TOENAILS 2 x RAFTER 01' 1 BLKG.EDGE NAIL PRE-FAB WOOD ROOF @ 6'O.C. (4)10 d NAILS @ EA BRACE BY OTHER /��`•�_' SHEATHING TO BLKG& TRUSSES BY OTHER LEDGER TO BLKG. 2 x CONT.BLOCKING„.„,...-Ni EDGE NAILING SEE CEILING LINE HANGERS LE W/16 d@6"O.C. � C SHEARWALL SCHEDULE i' _" BY OTHER I 2 x 10 CONT.LEDGER I��1 lt�i • W/(3)164@EA.STWD OR SHEATHING 'Ir I SIMPSON H 2.5 l''''-41@ 6"O.C.AT BEAM BY OTHER (SEE SCHEDULE) @ E.A.TRUSS WALL SHEATHING SEE SHEARWALL SCHEDULE 2 x 6 BRACE @ 48'O.C. • LATERAL LOAD PATH @ CONT.DBL.2 x TOP 2 x STUD WALL SIMP.A34 CLIP , @ EA.BRACE PLATE I LEDGER DETAIL SCALE:N.T.S. SHEAR WALL LATERAL LOAD PATH @ SIMPSON TIE STRAP(2)(1) el ROOF BLKG. @ TRUSSES PARALLEL TRUSSESNAIP�STES&BOTTOM OF ACROSS TOP DIRECTLY NLINE BEAM-CENTER STRAP W/WALL(2) SCALE:N.T.S. TO WALL ABOUT END OF BM. SCALE:N.T.S. SHEAR WALL SIMPSON ST6224(W 28-16D( CONT DBL. OR SIMPSON ST6236(W/40-16d) TOP PLATE(2) 4 X,6 X OR GIB (1)-NAIL STRAP AC SS TOP PLATE DIRECTLY IN LINE &TOP OF BEAM-CE TER STRAP MI W/WALL(2 ABOUT END OF BEA ABOUT END moi•__ --- --._. OF BM. POST CAP(2) N CONT D:L.2X \ TOP PLA (2)Al 'WD POST(2) MI \SHEATHING PER IN WALLSHEATHING PER SCHEDULE 2 x STUDS PER PLAN 11 ISCHEDULE 2 x STUDS PER PLANS SILLNAILING SEE FLOOR SHEATHING PER 1wt•Mt•SILL NAILING SEE I DIAPHRAGM EDGE NAILING. SCHEDULEPLAN ` 2 X STUD WALL(2)SCHEDULE10D @ 6°O.C.MINII-JOIST BLKG @ 48"O.C. FLOOR SHEATHING PER EDGE NAILING SEE I'— NOTES: Pi IEDGE NAILING SEE I;^� PLAN SHEARWALL SCHEDULE I" 4J2/4 FILLER BLMGy( W/(4)Bd NAILS 1.SEE PLAN FOR STRAP SIZESHEARWALL SCHEDULE . 4 III �I SHOWN FOR POST CAP(2) 11. 4 POST I-JOIST PER PLAN BOUNDRY NAILING I��I 2.SEE ROOF/FLOOR FRAMING POST(2) 10d @ 6"O.C.MIN I' I-JOIST EDGE NAILING NUM. CONT.RIM JOIST EDGE NAILING ��� .. CONT.RIM JOIST PLANS BY OTHER IN WALL CONI.DBL 2X TOP I� 1►i� SIMPSON A35 PER PLATES �� SIMPSON A35 PER SCHEDULE: IN 48'O.C.MIN.MAYBE OMITTED CONT.DBL 2 x TOP I SCHEDULE.48"0.C.MIN. T I E STRAP C� BEAM X STUD WALL(2)', 2 x STUDS IF SHTG IS LAPPED ON RIM PLATES 'RI MAY BE OMITTED IF PER PLAN JST AS SHOWN 2 x STUDS PER PLAN SHTG IS LAPPED ON RIM © SCALE:N.T.S. SHEAR WALL I NE SHEATHING PER JST AS SHOWN 1• (1)10 d NAIL EACH SIDE SCHEDULE (1)10 d NAIL EACH SIDE —DOUBLE 2 XTOP PL. 1 SI OF I-JST VP. OF I-JST BLKG. SI PERP. FLR. FRAMING ALT. 6 PARALLEL FLR. FRAMING ALT. BdNAILS @3'O.C.STAG D. 2. 2• PLYWD.NAILING TO TOP P. 2. PL SCALE:N.T.S. @ EXT.WALL SCALE:N.T.S. @ EXT.WALL AND HEADER (2)-SIMP.MST48 STRAP" T g(2)-CRIPPLE STUDS . (HEADER SUPPORT) • 2 x BEARING WALL - &(1)-KING STUD SHEATHING PER SIMPSON HOLDOWN PER SCHEDULE ( PLYWD.SHEATHING p/::: C BOTTOM PLATE TO BE TT m TO BE ONE SOLID /// 3x CONT.P.T.PLATE PCE.W/NO SPLICES –11-4 ^T (WHERE REQ.PER PLAN ii SEE SHEAR WALL II '..I�--o.ocnoinir Duni i ncn onucni 11. , , i a 2x BEARING WALL M CH AEI SHEATHING PER REGISRFCO 1 SCHEDULE 80 @ 3'O.C.TO BLKG. 2 x BEARING WALL EDGE NAILING SEE SHEATHING PER I „E SHEARWALL SCHEDULE 0DECK SHEATHING SCHEDULE I DECK SHEATHING lacer 2 x BLKG.@ 48'O.C. I 16 0 @ 8'O.C.(MIN) • SIMPSON A35 PER 1.��, SIMPSON A35 PER 2x OR IJOIST PER PLAN SCHEDULE FOR WALL„ 2 x OR l-JOIST PER PLANSCHEDULE FOR WALL �� WALL ABOVE 48 O.C.(MIN) V'V 48”O.C. MINYWALLABO E ( ) ( CONT.RIM JOIST EDGE NAILINGliAllik ��I� CLIP PER SHEARWALL SCHEDULE EDGE NAILING ��'��' ELIMINATED IF 5�, CLIPS MAY BE I►�� CLIPS PER SHEAR WALL SCHEDULE 48'0.C. CONT.P.T.2 x SILL PLATE 16 d @ 8"O.C.(MIN) EDGE NAILING TO BOTH RIM& CONT.P.T.2 x SILL PLATE 1"'"‘a; :, (MIN).CLIPS MAY 8E ELIMINATED IF EDGE CONT.RIM JOIST SILL AS SHOWN ANCHOR BOLTS ,•.;• NAILING TO BOTH RIM&SILL AS SHOWN ANCHOR BOLTS 7 MIN.EMBED 7"MIN.EMBED '.i"1- SEE SIZE&SPACING FOR . *- CONC.STEM WALL SEE NOTES FOR CONC.STEM WALL SIZE&SPACING COPARALLEL JOISTS 2 PERP JOISTS SCALE:N.T.S. SHEAR WALL SCALE:N.T.S. SHEAR WALL STAGGER NAILS / 48"MIN.IAP / EDGE NAILING SEE il SHEARWALL SCHEDULE 16d@3'O.C. 16d@6"O.C. II N N -f/IIII . 01 ''' . °I I. ° . n + 160@16'O.C.TYP. 1 PLAN VIEW A(fERNA (2)16 D @ EA.STUD SHEAR TRANSFER PPLATE A -��y . THRU WALL INTERRUPTION AL ERNA CONT.DBL.2 xT0 4 SCALE:N.T.S. SHEAR WALL SCALE:N.T... O T 16'0.C. 1111 zxs STUDS POSTS @ SHEARWALLS ELEVATION � ENDPER PLAN&SSCHEDULE. RWALL TOP PLATE SPLICE '..I'11::: 1I11: . SHEAR WALL 1 I-11.-SCALE N.T.S. POST-SEE BELOW ['VII:. : ''I' HOLOOWN PER SHEARWALL SCHEDULE ' 2x STUD WALL lI'.;'/ 111. f:'/ I F. SEESCHED E • FLOOR DECKING BOLT'HD'TO POST , ' SIMPSON'111Y-SEE SHEARWALL .. "Q44., : L I. ' PLANKS. PO" WALL SCHEDULE FOR SIZE MATCH POST '.1.1:II. .'I I� &LOCATION ABV.TO FND - • „„ '' FLR PLYWD ` 4E1I �/ 2x OR 3x SILL PLATE-SEE SHEARWALL SCHEDULE - _-i :r~ 2.--1-1,'-. - _ ��. FOR NAILING&PLAN PER SIZE I:I I .T I 1 JOIST OR BLK'G I j I:I 2x OR 3x SILL PER PLAN �a .1. 1 `.;11:: PER PLAN MEMBERS TO RELIEVE SHEARWALL EDGE ' —THREADED 0 NAILING-SEE SHEAR WALL SCHEDULE 1:1 kA j/2'APA R VIED MATCH POST SIZE � ' DIRECTLY BELOW '—, • I i I SHEATHING:I � ��� ��w I I J { ; I —SLEEVE NUT@ `;d '7 DBL.2x TOP PLATE I BOLT SPLIC EDGE N!LING PER SHE II -'4.LI -: ,I — PLAN&SCHEDULED ./ I ° SHEET 0 ABV.WALL THREADED ROD/ANCHOR BOLT =°"— / —e . z I i fid. d'�'T — ------....---.