The URL can be used to link to this page

Nisqually Landing Building A Calculations (2018 IBC)19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING Structural Calculations For Nisqually Landing Apartments Building ‘A’ Yelm, WA November 24, 2021 Prepared by Ryan Hartman Nathan Bonck 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 BTL ENGINEERING STRUCTURAL CALCULATIONS SHEET INDEX Nisqually Landing Apartments Yelm, WA Item Page # Criteria · Design Criteria ..............................................................................................................C1.1 Gravity · Roof Framing  Key Plans .......................................................................................................R1.1  Beams ............................................................................................................R2.1 · Upper Floor Framing  Key Plans .......................................................................................................U1.1  Beams ............................................................................................................U2.1 · Main Floor Framing  Key Plans .................................................................................................... MF1.1  Beams ......................................................................................................... MF2.1 Lateral · Forces  Criteria ............................................................................................................ L1.1  Building Geometry ......................................................................................... L1.2  Seismic Parameters ...................................................................................... L1.3  Wind Lateral Loads ........................................................................................ L1.4  Vertical Distribution of Lateral Forces ........................................................... L1.5 · Shear Walls/Diaphragms  Roof Diaphragm Forces ................................................................................ L2.1  Upper Floor Diaphragm Forces .................................................................... L2.2  Main Floor Diaphragm Forces ...................................................................... L2.3  Shear Wall Forces ......................................................................................... L2.4  Shear Wall Analysis ....................................................................................... L2.6 · Shear Wall/Diaphragm Capacities  Allowable Diaphragm Stresses ..................................................................... L3.1  Allowable Shear Wall Stresses ..................................................................... L3.2  Shear Wall Anchor Bolts ............................................................................... L3.3  Shear Wall Schedule ..................................................................................... L3.4 Miscellaneous · Stud Wall Design......................................................................................................... M1.1 · Post Design ................................................................................................................. M1.3 · Footing Design ............................................................................................................ M2.1 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Criteria BVFIL E 1NGINEE,RI G Project: Nisqually Landing Apartments Project Number: Yelm. WA 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Code: IBC 2018 4.0 psf Risk Category II 6.5 psf Earthquake: Site Class D 2.5 psf le= 1.00 R= 6.5 Ss = 1.279 Qo = 3.0 S,=0.461 Cd=4.0 P = 1.00 22 psf Wind: Basic Design Wind Speed, V 100 MPH Wall Framing: Exposure B Dead Load Topographic Factor KZT = 1.00 10 psf Soil Bearing: 3000-psf Allowable Soil Bearing Pressure 8 psf Concrete: 2500 -psi Concrete Strength Higher strength may be used, but special inspection and testing reports not req'd Nails: Sheathing 8d common (2'/z' x 0.131") Framing 12d box (3'/4" x 0.131") Roof Framing: Snow Load Ground Snow, Pg 25 psf Exposure factor, Ce 1.0 Thermal Factor, Ct 1.2 Flat Roof Snow, Pf (0.7 Ce Ct I Pg) 21 psf Use Snow Load 25 psf Attic (where accessible) 10 psf Dead Load Roofing - Composition Shingles 4.0 psf Sheathing - 7/16 OSB 2.2 psf Framing - Trusses @ 24"oc 2.5 psf Insulation - Batt. 1.0 psf Ceiling - 5/8 GWB 2.8 psf Misc. 2.5 psf Total 15 psf Deflection L/360 Live Load, L/240 Total Load Floor Framing: Live Load Apartments 40 psf Stairs 100 psf Decks 60 psf Dead Load Finish Floor Allowance 4.0 psf 3/4" Gyperete Topping 6.5 psf Sheathing - 3/4 Plywood/Edge Gold 2.5 psf Framing - 2x Joists @ 16"oc 2.7 psf Ceiling - 5/8 GWB 2.8 psf Misc. 3.0 psf Total 22 psf Deflection L/480 Live Load, L/240 Total Load Wall Framing: Dead Load Exterior 2x Stud Walls 10 psf Interior 2x Stud Walls 8 psf Date: 9/7/2021 Page: C1.1 9/7/2021 U.S. Seismic Design Maps Nisqually Landing Apartments 17021 103rd Ave SE, Yelm, WA 98597, USA Latitude, Longitude: 46.9378888, -122.5780147 American Legion Post 164 e ro M a. w M r Date Design Code Reference Document Risk Category Site Class Old Yelm-Mc Kenna i; LU w oD 9/7/2021, 4:09:56 PM ASCE7-16 11 D - Stiff Soil OSH PD Type Value Description Ss 1.279 MCER ground motion. (for 0.2 second period) S, 0.461 MCER ground motion. (for 1.0s period) SMS 1.279 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SDS 0.852 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.5 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.55 Site modified peak ground acceleration TL 16 Long -period transition period in seconds SsRT 1.279 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.407 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.461 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.517 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.614 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.909 Mapped value of the risk coefficient at short periods ola r Pl��1 d� 4 Map data ©2021 hftps:Hseismicmaps.org C -t, ow 9/7/2021 17021 103rd Ave SE - Google Maps 17021 103rd Ave SE f 3 �� .... SIT?, Natliv,'xsl C'e•yxi --` - , 1� • V-9 nakrwi �Kv=xn,e-v Stxwa70-W ., a 0 •- Go gle Map data 02021 2000 ft, d` FXPOSv(kF FJ l�� T� {��GT ®�►% C)F 013 hftps:/ANww.google.com/maps/place/l 7021+103rd+Ave+S E,+Yelm,+WA+98597/@46.9433618,-122.5673667,14z/data=!4m5!3m4! 1 sOx549113e52178... %V BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Gravity Roof Framing 2 0. 4 M -os 5v.4.ps- Y4 k 'ywo.'s Al(w MA R1.1 U r -IM Roof Framing Key Plan 3 -Oz -0/ R12 BTL ENGINEERING S9 k.£t V= L/3b0 (LL) L/240 (TL) EIreq'd = [F xlO'lb.in' N 3'/ `7 �2,CrL� RB- C, �- M= C2,'V kft V = �Lr 4 L/360=—C6))" caw e�w+ { )2x (LL) L/240= C A r, (TL) Elrcq,a - f xl4filb.m' .41,1� 19011 Woad-Sno Road NE, Suiu 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 W,:;-t15t2FyJJ14d)2171E 1J'liti�15fx5'uLS�trlx��) = i W, r�Aoea f J2x caw e�w+ { )2x TRIMMER POcXET FLMH 5FAHFL USFI e�Art f J2r f �J�x,6 STUD 6,011E 111D POST FWTINE yY4 FLU51i BEAM FLU5H BBAM POST_ H&R BY HER TRLP-6 Mm LRAYi E¢N4 _F09T CFOOTINO 9110`, Facr.�T TR�MM�R iT21 STUD GROW T11D A { J2x H6R E3YE3Y TRU&S MFR H6R HSR aRmt BEAM POST FWTINE # X52 cis # V pm BEAM POW BEAM i J2)c FOCXF-T iT21 eeAM STUD 6ROJF FW5FI STLm) ,ROUE { J2x FLL�iF! �P1A HOR EPr TRU55 MFR HSR FLI15Fi Bmf T VT""rOIAIL V pm BEAM W—bm POCKET T,IMM�R i J�x { J2x STUD E['O p STUD SFOUP FLM SAF! FLI15Fi Bmf H6R HER 8Y TRUSS MPR POST_ Project: N1SQ L)4tC- t L4 (big[ b P77 Designed By: y� Date: 1151121 Project Number.. Client: Scale: Page: R2• ATL ENGINEERING RB- D 3 M = 2 S I k.ft V 4 L/360 — 6,33" (LL) L/240 = 0 .5 , (TL) EICeq+d = �� x106lb.in2 M= k,ft V= ' Il L/360 =-0,p (LL) L/240 = (TL) El req'd = �' I x10' lb.in' x/p 19013 Wood -San ]load NK Suite 100 Woodinville, WA 98072-4436 Pbone:425-814-8448 175 # HEIMIR IFJ2x TRIMNI£R pow+ w -m f ]2x POCKET }2x STUD 6ROk7P �Al4FL)5H ( JZx STLV wuxr FLLW[ Cz.}� STUD H6R BY TRUSS MFR 9.LW OEW f ]2x STLO 6ROUP Hs -P057 FOOTI N OTHat 10,7 1% r x: FLS -6141-41 LU 7 e # pow+ era+ { }Zx POCKET HEApa� { 1Zx TWMMER -08! TRINT�R �Al4FL)5H ( JZx STLV wuxr FLOH BEAM (zz2 STUD Fl15H 5mm f )2x 5TUD SP40W 9.LW OEW f ]2x STLO 6ROUP F3JXH BEA1"F H&R OY TRk1S5 MFR � H6R -H6R 7-,, T I N6OTHM >� ( JZx POCKET ( )2x POCKET -08! TRINT�R �Al4FL)5H ( JZx STLV wuxr BEAM ( J2x STUD 6ROI1P BEAM ( )2x STUD &ROUP 9.LW OEW f ]2x STLO 6ROUP H6R BY TfiL55 MFR H&K -H6R HOR EBY T MFR 1105T L-FOOTIN& OTPER >� ( JZx POCKET HcAi�R l }ZxL TRIMMER �Al4FL)5H ( JZx STLV wuxr BEAM ( J2x STUD 6ROI1P H6R BY TfiL55 MFR H&K f�OST �OOTiNb Project: 1s00AULr Apr Designed By:N IZ Date: Project Number: Client Scale: Page: R2 • Z BTL ENGIN EERIN G RB- 05 M= 5, (,5 k. ft V= 2,0L k L/360 = d `I (LL) L/240 = w (TL) EIreq d = LR,+Wi x106lb. U* 1 RB- C'�(� M = D )'f k.ft z.a V= ' L/360=—O"?" (LL) L/240= l F (TL) EI,.egld = X106lb.in 1-1,r / �- 19011 Wood-Sno Road NE, Suite 100 Woodinvffle, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 fr # H r1J2x� TRI D" [ 12x POCKET T-7 STW SROUP BEAM STUD GROUP - L MW 5Y 7RL55 MFR R.u5H BEAM ( )2x STUB &ROUP f1�Y�F! BEAJT HSR LR,+Wi HSR 6Y TRU55 MM p�T �I-OOTINEa Dow W -M POCKET TRIMMEli t� 02 �w5H r Jxx 5TUD &RXF R.u5H BEAM ( )2x STUB &ROUP FLIM! EEAM �t r }ax HSR 6Y TRU55 MM HSR 5TLO SPOO Po5T_ �OoTl% 11 Lr7YH ( }2x POCKET LOYH BEAM t� 02 }2x IT:J POCKET �t r }ax r ]sx 5Tty &ROOM 5TLO SPOO 6EAM SOOT I NS HSR 5Y M69 MPR HSR rMT GFOOT1hIC� Lr7YH ( }2x POCKET r rJsx �mmmmp R.IF.�+5EAM1 ( }2x STUD &ROUP J2x { rF STUD OROLP KOR 5Y TRU55 MFR H6R OTPEFP05T 6EAM SOOT I NS f Project: tsOL)'l � DW6 bt Designed By: ►�1r��3 Date: (112- 1 Project Number: Client: Seale: Page. R2.. 2.5k 90 10 43/2+2 940 6'3" 2938 2938 4.59 2.94k 103 0.21" 0.31" 3.2 2.4k 61 0.18" 0.26" 39/2+3.75'930 2441 2441 11/5/21 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Gravity Upper Floor Framing UB -10 01 b a a uB-a3 Upper Floor Framing Key Plan u OE -06 OB -H 013-15 Upper Floor Framing Key Plan UI..2 Stair Framing Key Plan U 1.3 UB- 01 M= 2,zy k.R V= 0, (> it L/ybp = (J',9211 (LL) L/240= LEE" ATL) EI,ay d = 2-7 x10616.inz o2y/15 �V /2 lrG UB- U 9. M= .33 kdt V= �1 (It L/fin,, (LL) L/240= (TL) Eli d = � x1061b.m dF/•CSCE /G GL. 19011 WoodSno Road N£9 .100 Woodinville, WT 9907240 Phone 425-810.9046 Fm 425-M-2120 71 Rel Elm LEE LWOM OR BE Elm M-al /5 `FLir Bel M-al Project:%5GUAu-4 LAktlui, Designed 8q HAS Dace Illsk2l Project Nmnbu: Chwt Scale: Page: U2. j RTL V D— O'/n_ M = O (W'I kJt V 9- I.4`) L/,40 = (LL) L/240= O,/G' (TL) EIy,d = I O x10616.112 UB— Bl ,M= 019Lt V= I,I✓ Lc (LL) L/240= C5,/(,` (es-) EI,Qy.d=�_z10616.in2 19011 Wood-Sw Roed NH, Swm 10O Woockvilk WA 980724436 Phone 425814.8448 Fox: 425-821-2120 1 10"/p i" T IN How -, Be ".I. J JS�S■ M 1 10"/p i" T Project: ✓Ji,ouku LA-t4oma. Apr Designed By: NAB Dg YS/0-1 Project Number: Client Scale: Page: U2.2- How -, ".I. J JS�S■ Project: ✓Ji,ouku LA-t4oma. Apr Designed By: NAB Dg YS/0-1 Project Number: Client Scale: Page: U2.2- UB- ©S M= A, (.1 >tft k L/�50 = 4113 (LL) L/240 = 6, X6 e (2L) EI"J" = 105 x1061b.in2 UB- No M= ' kst V_ I I [J L/y8©= 6, II (LL) L/240= 64-1" " (M) EI,.ey,d = 31 x1061b.in2 �e2i 1..0 12 s 14011 WoodSoAoad NE, Sire 100 Waodimitle, WA 980724436 Phone: 425-814-8448 F. 425-821-2120 IBM OAu7 go am BE Project N,nnb= Be as a® Imm'. owl IBM OAu7 arl- Am mmim l .J BE Project N,nnb= Be as INE mm S3 W, 43" OFM OAu7 E046IN6 Am mmim l .J BE Project N,nnb= as ®® mm owl 11,16%1 % an? Project: 71/150 OAu7 E046IN6 Designed By. 'qL CEJ Project N,nnb= as Scale: mm Project: 71/150 OAu7 E046IN6 Designed By. 'qL Date: ///5/a/ Project N,nnb= Client Scale: Page: U2.3 UB- D-7 M= --I-L12—k-ft J-h/e*o =�(LL) L/240= 4, �i `jl (M) EI,d = _xIelb.in UB- bb M= S.1fc Ut V= im 's k L/43o = 0�'d9 (LL) L/24()= Q� S`( '(TL) EIgyd = a_�x1061b.in2 w` 411 IBM ON I-- � am INE n-3 y=� 19011 V6'aod-Sno Road NF, Sw. 1011 Waod.a W, WA 980724436 Phone: 42M14-8448 Fa :425-821-2120 +),;f,5PkIL 59, Rio .. �_... I-- � HE ON n-3 y=� Rio BE HE ON n-3 y=� ho)Ic # BE ral:__i ,.. % IMMf sawim HE ON Proje ct: ASQQ%C4Y L41401,V4 47- DemgnedBy: Aily Date: 51'21 Project Nmaber.. Client. Scale: Page: U2.1/ UB- p M= ,9 ( k.fkI V= Ile (3,1k) L/4to (LL) L/240= (3,36" (TL) F1,4, =-_Ljj1 x10'lb.in' UB- 0 v=J1` L/y�o = Q'dG (LL) L/240 D,31` (TL) EI,�q.d = L. x1061b.inz 5rp-as # -7 Y 19011 WoodSno Road NK Suite 100 Woodinville, WA 980724436 Ml 425514-&148 F.:425-821-2120 0 a I On on me ON INE., 19011 WoodSno Road NK Suite 100 Woodinville, WA 980724436 Ml 425514-&148 F.:425-821-2120 0 I 1� V ISMI No as ON /O= J ••� I 1� ON Ptojeet: tilsel(,Aa'/ MAIUH4 ii7- Designed By: �� nate: !) 154 1 Project Number. Client Scale: page; U2. S UB— e? r' pat Lf = �L � G ALL) L/240 ¢- 11$ = - (M) I -�Ix /0 - 1 M = , 37 Mt r L/= ell {LL} g� L/240= 0=1{TL} El, d = xOIb iii 19011 Wood-8nntetrad^ E, Suite 100 Wo vik, NPR 9W, 36 Phonc 425.=814--544 Rw 425-821-2120 �. 4n�a } f t� �1A t Q� 1> V Project: signed By: Date - Project ate:Project Number. Clime Scale: rage: U2. 3i « Q� 1> V Project: signed By: Date - Project ate:Project Number. Clime Scale: rage: U2. UB- 13 M= 1&5�6 Mt V= 5,9° L/,�� = 0, s 2f (LL) L/240 = Oi 6Y UP EI�q,d = 1061b.ia UB-)+ M= �I�9 k�fi V = .L k '490 = °, /(,` (LL) L/240= 01W ° UL) El,, = S9 xlO'lb.in' P,=�5Y4tPs-e-1) x,31. 19011 Waod-Sno Rodd NE, Sum 1 W Weodi lln, WA 9807244?6 Pho a 425814.8448 Fax: 425-821-21211 ss-Q,n # Bel MPA No as ME Page: U2.� low- x,31. 19011 Waod-Sno Rodd NE, Sum 1 W Weodi lln, WA 9807244?6 Pho a 425814.8448 Fax: 425-821-21211 ss-Q,n # Bel MPA No as ME Page: U2.� 7e RME-3-111 MPA us as 0-0 Page: U2.� PIoject: Nl,m ur4s 'f 141VDI116 hr Designed By:Dater Project Numbm Client Scale: Page: U2.� BTL tINCII.NL'.tlKINU UB- iS M= k.ft V= L (LL L/24,0L1 (TL) L'Iveql,d 10'IbAn' It1" /C IMI 1 WQf,)d-Svio Road NII, Suite 100 9802-4436 Phone: 425-�14-8449 tlax-. 4Z)-k;Zi-2]A: Project. Oesigiied.Bv: Date- ProieaNumber: client- Scale. page.. U2. 1; STLO awx)w VD I r:6ft-Ay hmnuE f4&R By TRU59 MpW H&R ---MMT ---FMT TR4&— FCO: LMXB— Project. Oesigiied.Bv: Date- ProieaNumber: client- Scale. page.. U2. 1; UB- 17 M= 3,31 kft V= V,Hk L/yam = 6, W , (IL) L/240 = 6,14 ` (TL) EIfegd = 5S x1061b.in2 UB -J8 M =,1lcft t4"021W Pial V= so L/4E = 0,�71f (LL) L/240= 0,32" (TL) EI.q.d =_130 X1O6ib.ln2 19011 Wood -S. Road N$ SW. 1W Woodinville, WA 98072-4436 PAonc 425-814-8448 Fax: 425.8212120 IRWIN t4"021W Pial BE so Pmje Number. Crent: me ME OR low WE 5 4 'la + Iola-) 7 o Rol t4"021W Pial Dmgned By: Date: so Pmje Number. Crent: ME OR low 5 4 'la + Iola-) 7 o Rol t4"021W Pial Dmgned By: Date: so Pmje Number. Crent: ME OR 00 PTU1C(;t: 1V/SQL)L4k-Y t4"021W Pial Dmgned By: Date: Pmje Number. Crent: Scale: Page: U2. PTU1C(;t: 1V/SQL)L4k-Y t4"021W Pial Dmgned By: Date: Pmje Number. Crent: Scale: Page: U2. BTL M= 1D,S(e k.ft V= ay'y, L/V.V = 6,14b (LL) L/240 = 6,o2Qa� (PL) Eiaeq•d = Iii x1061b.M V = 84 L/.3fa0 - X34 (LL) L/240= O, Gs' (PL) Eln:q.1 = �,I-1 x1061b.in2 PT CoK12 I 19011 Wood-Bnu Anad NE, Salm 10p WoedinvA,, WA 98072-4436 Phone 425-8148448 F. 425-821-2120 BE V LIMO/1V&i Ar l asSM Date: 12/ 121 pm)ect Number. so WIN INM.. . 5'~ BE V LIMO/1V&i Ar l OR Date: 12/ 121 pm)ect Number. so WIN page: U2.I0 FEE V LIMO/1V&i Ar l am Date: 12/ 121 pm)ect Number. so WIN page: U2.I0 u PYO�eCi. A/S Q f 4L V LIMO/1V&i Ar l Designed By:� Date: 12/ 121 pm)ect Number. Chmv.. Scale: page: U2.I0 SR -01 M = q• " k.ft V= 3.774 L/240 = ©,49„ (m) EI, q-, =_3 G ] xIelb.iW SC3-OL M = 5, S3 kft V_ 9.'51` L/3rd _ ®,3% (LL) L/240= EIny,d = ay, x10616.in2 �l�>< 9& PSLS•eE W, 4-25'0 # 01011-1 L No W, 4-25'0 # 01011-1 No BeBE lown 19011 Waod-Soo Roed NH, Sti IM Woodimik WA 98072-4434 Phone: 425-814-8448 F.: 425-821-2120 9io` U-s"Im No OR Project: Al/SQtaA4tLy 4Al-lp)1W APT D�i,,dBy:/Y/44 Date:11/12/ Project Number- Client Scale: Page: U2.11 -i __ _s SB- b_3 M= a, 2Y k.ft V= C.9ik L/3ya = 0132, (LL) L/240 = 19,y (TL) EIreyd = -71 x1061b.m M= k.8 V= L/ _ (LL) L/240= (TL) EIreqd = x10616.m2 19011 Wond-S,w Rmd NE, Suice 1 W Weod.Ah-, WA 98072-4436 Ph..: 425-8148948 Fu: 425-621-2120 MEO, am 8---m J -533': EW Offla am J .+ J WEI Offla am J J: -1J No J Project: N/sQOA-It Y /47�/OMM )4PT Designed By:� Date: /Z/12L Ptoject Number. Client Scale: Page: u2.1Z BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Gravity Main Floor Framing M mt, AA6 -moi A& -OF' Y(6-0, 22 3 /Imyd16o� 9 J 7 0560 �-oi,v2�l�e�l7� Ig Min Floor Fr ming Key Plan MFF, -i JA3-to - I �k6-11 }.tics— ►y Main Floor FramingKai° Plan /,&6 -o`i MF1.2 Foundation Key Plan MF1.3 C-0 c C-1 CO Foundation Key Plan MFI A IC3) ell- . -. f Stair Framing Key Plan M F1.5 M= 6. (S kft V= 0.94(3,is') L/�6 = Q 081 (LL) L/240 = O, / G. ° (M) EI,q.d= 106lb.in2 MB_ oy M = 1, oy uk V= F zy% L/yam = 6,09' (LL) BE L/240= 0, l4" (TL) El,q,d X106lb.in2 19011 Wood -Sao Aosd NE, Satre 100 Woodiomt4, WA 98072-4436 Phone: 42S814-8448 Fix: 425-821-2120 3's 33" m1129002 ii BE yam-.•; .:.® ®s ME 3's 33" m1129002 BE ®s ME Project: �&/5QUAaY ZA"Dl 6, 04fr Designed By. v�,W Date: Il H-1 Project Number. Client Scale: Page: MB- d5 M= ,'�, 9�7 k.ft V— L24(f16r� L/�8. = 0, /.S" (LL) L/240 =__�,94" (TL) EI, y d = �`� x10616.in2 bk� tt�s% drµAefSN MB -04 M = $9 k.ft L/ASO = Or I/ (LL) L/ 240 = 0„ 71 " (TL) EI -q d =_31 10616.in2 19011 Wood-Sno Rd NF., Suite 100 Woodinv e, WA 98072-4436 Phone 425-8149448 F. 425-821-2120 PRO 5;J W = nl2 P, m9 rwwK4ae rocrer N® �r 0, mill No as 0-0 5;J W = nl2 P, m9 rwwK4ae rocrer N® �r 0, mill No as 0-0 1, Bel Project: 4 LILD/H6 Designed By..Y47- Date: j Project Number: Client Scale: Page: MF2.Z Project: 4 LILD/H6 Designed By..Y47- Date: j Project Number: Client Scale: Page: MF2.Z BTL lVf- O M= A•Lft V= �,%� . e L4( = 6, ly y (LL) L/240=-6,91' (TL) EIr�q, =—_x1061b.Mn2 M= 5,9 G kft V= L/4tb = C>, 4-1 (LL) L/240= 0,5'7(TL) EI,,,, = �,79 x1061b.in2 19011 Wood-Sno Road NE, Su 100 Woodt vMl WA 980324436 PMne: 425 814 84 4 8 Fax: 425-821-2120 fya IoYoH P. (1�s # No o rs 57 Bel R- R \�/1"YI/� �® fz r. NEI Project: M60UALG. LAAro FIG APT Designed By: P#98 Dater Project Nu be. Client Scale: Page: MF23 Project: M60UALG. LAAro FIG APT Designed By: P#98 Dater Project Nu be. Client Scale: Page: MF23 10031110 M= 5,q`I k.ft k V= 9,76 P!C+) L/48o = 6, IPJ" (LL) L/240= 03G." (TL) EIrc9,d= — III _x106lb3 2 w M= kft I k V= L/4r = (LL) L/240 = (TL) EI", x1061b.in2 L}Y10 uv a)t W1+(D2a4�JC 17S'l2}+l0.9,5 ate$ 11 m5A (,tiaoe) �, :5a? n%g-oh ) X110 # -1 G no BE Projea Number rYJ Be BEON WE 19011 Woad4.. Road NE. Suia 10D W..&ln Me WA 98072-44:54 Phone: 425-814-8448 Fu: 425-821-2120 0100-1 ilk BE Projea Number rYJ Scale: BEON MMO ilk Uewgned by: 44 Date: �L�II�MFOR, Projea Number rYJ Scale: >\ Page: 11 Project: N„w�a 4<1 /hh ilk Uewgned by: 44 Date: �L�II�MFOR, Projea Number rYJ Scale: >\ Page: 11 Project: N„w�a 4<1 /hh Oi eC fi?U _ Uewgned by: 44 Date: ///t�/a1 Projea Number Client Scale: >\ Page: 11 BTL ENGINEERING Mk.fe V= -(c i' L/400 (LL) L/240 — + 27 " (TL) EI,c 'd — x1. 61b.ltY2 B - 4.q u (LL) L/240 - [ � ` (f14 Efwq'd — io X106fb.in2 y- l 19011 Wopd-,%o Road \Iii, Suite 1. 00 Woodinvill(f, WA 980'2-4636 Phone: 425-814-8W Fax: 425,921 -2129 14) Ll 4b:P:r # # `�� Ccs - C�J�x{P TRIMMER . C 32x F'pCY.iT I Km STM swap aTW 12"=20 t HSR Q-THM �T F� 14) Ll 4b:P:r # # `�� Ccs - C�J�x{P TRIMMER . C 32x F'pCY.iT I Km STM swap aTW wap. 5r TRuf3s MPR t HSR Q-THM �T P" BEAM F'oGi'.E"i TRIMMER SIUG E�2[]k1P 57bV C4ZaP H R BY Tisus'; mm HSR Project. Q vj& &" f l: Desiped -By : HAL Date. � 4 Page: MF2. r. Project Number: Client: Scale: 6 BTL ENGINEERING MB- 15 M= L / Y?�w = c),2.i " (LL) L/240 = 6, S-5 (TL) Elteq'd i -j AO'lb.in' 91 � L ILI L—# � —- e- f=)2. rd -x Desimed By- Dace: a. S-riv &tarSTUD 6RCi11P Client: we: H*R HSR BY TRIPS Mr -K Foariw— WIER 19011 Tood-Sno Road NE, Sunt 100 Woodinville. WA 98072-4436 Phone: 425-814-8448 Fax: 425-921-2120 Pirojecto �N" 5-1Qpkk---1 , 4��T- Desimed By- Dace: a. Project Number- Client: we: Page: 8 9 10 11 12 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Lateral Forces 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Nisqually Landing Apartments Revision Date: Building A Criteria Code: Seismic Design: ASCE 7-16: 12.8 Equivalent Lateral Force Procedure Wind Design: ASCE 7-16: Ch. 28 Envelope Procedure, Low Rise Risk Category:Table 1.5-1 Snow Importance Factor I S =1.00 Table 1.5-2 Ice Importance Factor - Thickness I i =1.00 Table 1.5-2 Ice Importance Factor - Wind I w =1.00 Table 1.5-2 Seismic Importance Factor I e =1.00 Table 1.5-2 Spectral Response, Short Period S S =1.279 (Mapped) Spectral Response, 1-s Period S 1 =0.461 (Mapped) Site Class:Table 20.3-1 Site Coefficient F a =1.04 Table 11.4-1 Site Coefficient F v =1.84 Table 11.4-2 Structural Systems: T L =6 (Figs. 22-14 thru 22-17) Response Modification Coefficient R =6.5 Table 12.2-1 Overstrength Factor W0 =3 Table 12.2-1 Deflection Amplification Factor C d =4 Table 12.2-1 Basic Wind Speed: Exposure to Wind:Section 26.7.3 Topographical Factor K ZT =1.00 1/11/2021 Light framed walls with shear panels Date: 11/23/2021 Page: L1.1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Nisqually Landing Apartments Revision Date:1/11/2021 Building A Roof Seismic Weight - Roof N/S Projected Area - Roof Geometry Roof Area 1 10000 SF 15 psf 150,000# Sloped Roof Area 2255 SF Mean Roof Height Hn = 34 ft Roof Area 2 Gable/Parapet Area 0 SF Roof Depth D-Roof = 9 ft Roof Area 3 Wall Area 1127.3 SF Overhang Length 24 in Exterior Wall 1 1270 LF 4.5 ft 10 psf 57,150# Pitch 4:12 Exterior Wall 2 E/W Projected Area - Roof Exterior Wall 3 Sloped Roof Area 0 SF Floor 3 Interior Wall 794 LF 4.5 ft 8 psf 28,584# Gable/Parapet Area 195 SF Geometry Total 235,734# Wall Area 193.5 SF Width W3 = 250.5 ft Length L3 = 43 ft Seismic Weight - Floor 3 N/S Projected Area - Floor 3 Plate Height H3 = 9 ft Roof Area 1 Sloped Roof Area 0 SF Floor Depth D3 = 12 in Floor Area 1 9360 SF 22 psf 205,920# Gable/Parapet Area 0 SF Floor Area 2 Wall Area 2536.3 SF Floor 2 Floor Area 3 Geometry Exterior Wall 1 1270 LF 4.5 ft 10 psf 57,150#E/W Projected Area - Floor 3 Width W2 = 250.5 ft Exterior Wall 2 1270 LF 4.63 ft 10 psf 58,738# Sloped Roof Area 0 SF Length L2 = 43 ft Exterior Wall 3 Gable/Parapet Area 0 SF Plate Height H2 = 9.25 ft Interior Wall1 794 LF 4.5 ft 8 psf 28,584# Wall Area 435.38 SF Floor Depth D2 = 12 in Interior Wall2 794 LF 4.63 ft 8 psf 29,378# Total 379,770# Floor 1 Seismic Weight - Floor 2 N/S Projected Area - Floor 2 Geometry Roof Area 1 110 SF 15 psf 1,650# Sloped Roof Area 0 SF Width W1 = 252.5 ft Floor Area 1 9360 SF 22 psf 205,920# Gable/Parapet Area 0 SF Length L1 = 43 ft Floor Area 2 Wall Area 2576.9 SF Plate Height H1 = 9.25 Floor Area 3 Exterior Wall 1 1270 LF 4.63 ft 10 psf 58,738#E/W Projected Area - Floor 2 Exterior Wall 2 1291 LF 4.63 ft 10 psf 59,709# Sloped Roof Area 0 SF Exterior Wall 3 Gable/Parapet Area 0 SF Interior Wall1 794 LF 4.63 ft 8 psf 29,378# Wall Area 440.75 SF Interior Wall2 797 LF 4.63 ft 8 psf 29,489# Total 384,883# Date: 11/23/2021 Page: L1.2 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Nisqually Landing Apartments Revision Date: Building A Redundancy, ρ 1 (Section 12.3.4) Design Base Shear S MS =F a S S (Eq. 11.4-1)S M 1 =F v S 1 (Eq. 11.4-2) =1.34 =0.85 S DS = ⅔ S MS (Eq. 11.4-3)S D 1 = ⅔ S M 1 (Eq. 11.4-4) =0.89 =0.57 Seismic Design Category: Structure Period and Weight: Short Period -- D 1-Second Period -- D C t =0.020 Table 12.8-2 x =0.75 Building Height (Mean Roof), h n =34 ft Approximate Fundamental Period, T a =C t (h n )x (Eq. 12.8-7) T = T a =0.28 T L =6 (Figs. 22-14 thru 22-17) Calculated design base shear: V =C s W (Eq. 12.8-1) C s =(Eq. 12.8-2) C s =0.14 The total design base shear need not exceed: (Eq. 12.8-3) (Eq. 12.8-4) for T O T L C s = C s =0.31 C s =6.58 C s =0.31 T ≤ TL C s =0.46 1.5 times Cs in accordance with 11.4.8 The total design base shear shall not be less than: C s =0.044S DS I e ³ 0.01 (Eq. 12.8-5) C s =0.04 nor where S 1 ³ 0.6g: C s =0.5S 1/(R/Ie)(Eq. 12.8-6) C s =0.00 C s =0.14 V = 0.14 W 1/11/2021 for T > T L C s = Date: 11/23/2021 Page: L1.3 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Nisqually Landing Apartments Revision Date:1/11/2021 Building A ρS = λ KZT ρS30 (28.5-1)Exposure = B λ = 1.04 (Fig. 28.5.1)Mean Roof Ht hn (ft) = 34 ft K ZT =1.00 (Section 26.8)a (roof) = 4.3 ft a (upper/main floor) = 4.3 ft Basic Wind Speed = 100 mph Roof Angle = 19 North/South Loading 28.5.4 Minimum Design Loads Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Roof Awall 39 21.6 21.6 22.4 869 521 619 372 Agable 0 21.6 21.6 22.4 0 0 0 0 B 77 -6.0 0.0 0.0 0 0 619 372 Cwall 1089 14.3 14.3 14.9 16234 9741 17417 10450 Cgable 0 14.3 14.3 14.9 0 0 0 0 D 2178 -3.3 0.0 0.0 0 0 17421 10452 Total Area = 3382 Total Load = 17103 10262 36076 21646 Design:36076 21646 Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 3 Awall 87 21.6 21.6 22.4 1954 1173 1393 836 Agable 0 21.6 21.6 22.4 0 0 0 0 B 0 -6.0 0.0 0.0 0 0 0 0 Cwall 2449 14.3 14.3 14.9 36527 21916 39188 23513 Cgable 0 14.3 14.3 14.9 0 0 0 0 D 0 -3.3 0.0 0.0 0 0 0 0 Total Area = 2536 Total Load = 38481 23089 40581 24349 Design :40581 24349 Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 2 Awall 88 21.6 21.6 22.4 1978 1187 1410 846 Agable 0 21.6 21.6 22.4 0 0 0 0 B 0 -6.0 0.0 0.0 0 0 0 0 Cwall 2489 14.3 14.3 14.9 37116 22270 39820 23892 Cgable 0 14.3 14.3 14.9 0 0 0 0 D 0 -3.3 0.0 0.0 0 0 0 0 Total Area = 2577 Total Load = 39094 23457 41230 24738 Design :41230 24738 East/West Loading 28.5.4 Minimum Design Loads Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Roof Awall 39 21.6 21.6 22.4 869 521 619 372 Agable 39 21.6 21.6 22.4 869 521 619 372 B 0 -6.0 0.0 0.0 0 0 0 0 Cwall 155 14.3 14.3 14.9 2309 1385 2477 1486 Cgable 156 14.3 14.3 14.9 2331 1399 2501 1500 D 0 -3.3 0.0 0.0 0 0 0 0 Total Area = 389 Total Load = 6377 3826 6216 3730 Design :6377 3826 Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 3 Awall 83 21.6 21.6 22.4 1858 1115 1324 795 Agable 0 21.6 21.6 22.4 0 0 0 0 B 0 -6.0 0.0 0.0 0 0 0 0 Cwall 353 14.3 14.3 14.9 5259 3155 5642 3385 Cgable 0 14.3 14.3 14.9 0 0 0 0 D 0 -3.3 0.0 0.0 0 0 0 0 Total Area = 435 Total Load = 7116 4270 6966 4180 Design :7116 4270 Zone Area p S30 (psf)p S30 design (psf) ρ (psf)Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 2 Awall 88 21.6 21.6 22.4 1978 1187 1410 846 Agable 0 21.6 21.6 22.4 0 0 0 0 B 0 -6.0 0.0 0.0 0 0 0 0 Cwall 353 14.3 14.3 14.9 5259 3155 5642 3385 Cgable 0 14.3 14.3 14.9 0 0 0 0 D 0 -3.3 0.0 0.0 0 0 0 0 Total Area = 441 Total Load = 7237 4342 7052 4231 Design :7237 4342 Date: 11/23/2021 Page: L1.4 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Nisqually Landing Apartments Revision Date: Building A Vertical Distribution of Lateral Forces Base Shear: V =137.03 kips Shear Walls: F x = C vx V (Eq. 12.8-11)C vx =(Eq. 12.8-12) Diaphragms: Floor Level (from base) Height, hx (ft) Story Weight, wx (Kips) wxhx (ft-Kips) Roof 34.0 235.73 8015 Floor 3 20.5 379.77 7785 Floor 2 10.3 384.88 3945 Totals W = 1000.39 Kips wxhx =19745 ft-Kips Floor Level (from base) Lateral Force N/S, Hx (Kips) Story Shear N/S, ∑Hx (Kips) Lateral Force E/W, H x (Kips) Roof 36.08 36.08 6.38 Floor 3 40.58 76.66 7.12 Floor 2 41.23 117.89 7.24 Seismic, [0.7E] (kips) Wind N/S [0.6W] (kips) Wind E/W [0.6W] (kips) Roof 38.94 21.65 3.83 Floor 3 47.36 24.35 4.27 Floor 2 47.98 24.74 4.34 68.54 Floor 1 19.16 24.74 4.34 20.73 27.38 137.03 4403 1000 616 Diaphragm Force, Fpx (Kips) 55.62 67.66109.65 Strength Design Seismic Forces (E) Story Moment (ft-Kips) 751 Portion of Weight at i , wi (Kips) 236 Diaphragm (ASD) Wind N/S [0.6W] (kips) Shear Walls (ASD) 1/11/2021 Story Shear, Fx (Kips) 55.62 Lateral Force, Fx (Kips) 55.62 299954.03 13.49 Strength Design Wind Forces (W) Story Shear E/W, Hx (Kips) 6.38 Seismic, [0.7E] (kips) Wind E/W [0.6W] (kips) 3.83 4.27 Floor 3 Floor 2 21.65 24.35 38.94 37.82 ℎ ∑ℎ =/….12.10 − 1 = 0.4 ….12.10 − 3 (max) = 0.2 ….12.10 − 2 (min) Date: 11/23/2021 Page: L1.5 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Lateral Shear Walls/Diaphragms BTL ENGINEERING Diaphragm Forces: Roof 5175- �, l E=39rv" w -J%SDS 19011 Wood -S.. Roed NE, Sm. IM Waodimitle, WA 980724436 Phone: 425-8148448 Fax: 425-821-2120 3SRVon W- ufa5on LtJE 7"1*fll-.1 li N,, N,-2ss'I c4 to(, PAF LL 4u PY- Lw T LFyF\ by=l�ltit Lb 1114"- SF P,F L{tw Pw LTr 4ID , Ag= MOO t -b (IZw' lSl Kr- Lllp PLt, [scan (*>6 Project: Project Nw Ol ,,. UNgwcKJ 6 41y- M.W Yzma .SiOfs v{ qat G �bOc.51 Wvim FTM "MVA-rF Designed By Date: Scale: Page: L2. I, BTL ,WwdBvo Road NE. S7¢ 36 Woodinville, WA 9@8]24436 Phonc 425-8148948 ENGINEERING F.:42s-821-2,20 Diaphragm Forces: 3rd Floor B= M31DD9F cSw wool � E=wljoo* 1 \�Dnw _ lits - W = L{no® 1 .. __ 241._ \� 1 Y^\U 14W lA\ KV 3110 M 19�s 1n1U 1\b uw f..w u\o 1nb V 24s ;uo lSRR w Ik ,4 pt , Ir4R 1MA4 Y 4 (4411 K% Ik44 Ik44 ISM I -TM'!; IIYIbIw{SI419tK141 11/�a lila 118(1"l`" tlop Pta: "W KC. �W4ae( (ika8\ ^/4ji 1$qH LO tw -6-t I°K L�1W P4f (S.Ic kI6 ; k'b'- 23ty8� Will"_ ll1 pec I.1t61� 4- b v" T yp;k i rot LMd) Ul`k(, iC" Dyci.� •_�?34K� I.a. ,O3N-C-kw : (w c6 :) wri 3Uc ()NOLOGr-60 �Ikv P`T" GW1m �� wt D0� (i VYUc. eog;� tru& cipto T- AbEcQ -,; Designed By. Date: Scsle: Page: L2.I BTL 19011 W.o-. oRudM,Swte 100 Woodinville, WA 98072-0436 Phone: 425-814-6448 ENGINEERING Fax: 4z5 -a21-2120 Diaphragm Forces: 2nd Floor fw _ N.'1a8o9 3� 2bL.f E—UI�BGIr .+ w - y,, dl :a r�4• 3k. n 1aY4 wYe arr u. .a•n, :+n 31s1 I1ez5 1 3.s. 15+.10. I 49YI11u TgRt `N{ Lsw uzv IW 415,ISL if,. .i'v eb 15.. 15�n 1415 Li.+[ I(1131 1 N Sl bl-11�{I4� 'gyp, 3lS lS\ P.r- Ltvr p,r- CVonbT GbE1 q/�:lU.LS to[l`t- 1•-8 Pic I.l60 PL+ LUIS 1 l4 1 1115-, 13°44v `'b121z '- (t?, P4c. LAW ptr CG OA' - r VYp1AC.K6P 3IM' � Fwm SSrr[, tnl gy( G (y'VG 6o6Ea, (2.0� Fig 1A FJ aD6(i5/�rrG YYoject: Designed By Dace: Project Number. Client Scale: Page: L23 BTL ENGINEERING Shear Wall Forces 3rd Floor �jM, Curra+a� E- w38�ass3D% = 2nd Floor 5465, carroa� L E = 318109 W = yz•roA Project: gvAYou W= 1N bSOtl . Z3Q3A _lJ5oa � E=Y)8tau W=2`i35od 19011 Wood -Sm Rued NE, Spice 100 Woodinville, WA 98072-0436 PMm: 425-8148448 F. 425-821-2120 7 E. 2as� a 4y'. Itiz>:g W :ISQA1 IY1it 3O1t9 Project Nurnbcv W- IYAIa � IS)0'� 2y14A Designed By: G OYt Wt3ms4 Scale: Page: L2.k BTL ENGINEERING Shear Wall Forces 1st Floor U `YW —l'o hot 19011 Woad -S. Road NE, Satire 100 Woodinville, WA 980724436 Pho= 42"I4-&448 F.: 415-821-2120 11'tl } `t11'1 : 3$gNa �. 19Z,o1A4 Inl^.IW1Sw3e11 � N(o`Ilos W ; IS7o+14i(r'- tlYlbsl v4L Designed By. p ge L2. S TL ear Wall Line l I A CmVAO"tP ) IS 31A ,11j11q GinSUN1A (�- 1� F=50Y1 q E=C¢Z40.q w-41AMI i 19011 Waod-Sna R..d NE, SW. 100 Wood.e dle WA 980724136 PM—:425-814-8448 F.: 425-921-2120 teal,3ocw va.2S31`s9z Pu %r (Yz"l. LQ I%it-•45 F4% i% (/Otzgf'_'k2, PPR CV, -7w u5^I a`IW; Alv un�3PY' tt-, ENG, ^� SupbEµwY Cuoa9r rwary N,.SoK1 x111'-163 Or- _7 NW>3021 L61bit %0.l Flt VPoyPr. 11.3 Pw>l 0.1251.-ISo8 (4b-Izonlz'-R�-4b :7 C r I N _ ..,.., . r.,r., tw.. r My:(y2a4 LgIIII-7103" �; A NW N(GK6 V6 hlI -- M Pcr- V(VG r%2DI Nc, 0.,zS1', ISlBW t0.ot—h4c,Z151(yy) �;:,/ 44D05 rLO)CCl: Designed By. Date: Pmje¢ Numb= Client Scale: Page: L2 (o BTL 196t1WoudSrodB xtm W—dim ]) , WA 9SM4436 ft.rc: 42 -614-BNS F.r: 425 -VII IM W Wall Line 2 WR-) f �U(,jGL11> =a ) v 2. Ua.yc .to6p exq"•0.sY e1 -l�z aou wnf L_ $Ckl G 9` �:2oUnv W= 30-4 Q`l"-q 4Yta w o vy Solo e4I24t: 210. PL v �u=3o1� I.IS (2hl elzk Peri , PI. UO.trT _ zio, PeP x 0.,ut 10.Y ep_2o6Wz= C)42 Ag -> Cs4te yelza e=taza�a ,(�t_2W�e x411 W-tO) ea f � '13rsn 7.�bA v : & VA Cr 12.,.: tWz M� xw e Mw: k(wr. eD 8 1i(1 VF pr,. zd,i Pw N,%6'•. 7'%z3 LD-IwA.L 40.4+. =23taS G3 l{aU6 Project: Designed By. Date: Project Number. Clieee Stale: Page: L"•, 19011 Woodson Aosd NB, Burse 100 Wo..kik, WA 980]2-4436 PM.; 4258148448 Pu:425821-2120 shear Wal_ 1Line Jxl�41 G,S Gwa\ E='iiN�it W=1$104 �147i-i 1$Obn F v n. b b6z 2313 a#21z1` :lpD per :i �� 8 IFN. 136o '6 1 zy` :. 55 Pn� Ui rnGry kcPV,& q`'' qoo cb-146D la Nn JP@rn E- loo 8' W, lszw# 11'� 23D6§ F L (#1¢3a, 4Fas. v-10 43 g 'CA,1zv' =10.4 Par- -,'. vq,: 24z1e wg l zv' :1\`a ar '1 Fife JOurrr•. NA Fie,* q,ZS" 1813 �b' 23oD �z:(�(n3 tk n, 1Sl4 G(.3k w=y3ybA � �663t F lits# l�g9r Y3 3 Ny= ZHO P r - o Por. '7 PI- �, 'w (X"o4rr ='2.16 for -x ge'iS`_ 2zlS�gr(o�3,21oo �i = figs �h C;tyuS `...1...,I Designed By: Dace: Project Number Client Scale: page:L2•i$ BTL Mll Woad-5no Rand NE, Solre 1W W�,WAM78 4M Phone: 415414848 ENGINEERING Pu: 425-91a120 ear Wall Line -11, C , ino_d —� .IefiAJ1P7n � .la�t..kvc �k0$✓�' I Lwn4l 13e70JA� Nba'�3A3 LA11eS'=117 �� it �� qa_ 1350 Lry Iao.S• 65 roc V&TPT., wl pw h 9` ` 1063 Ns-. I Z -zao = u� rr�\ts-r e^'r;• 5aoeeMwr E= 4ioa`!tp„ 2ga�a � y¢zb a Y (>,"13Y 6ii L O,$' 21t, w, wF 1°1 4 o rysf 2S1ZIY L4120,S'Ij$ Pw J OP.Lrr-2bo ewA 0..25 :2121 at'- i.qa :(p77 L0 :i C z, 1i=S4Nyb 6 -ns t(qi,: 20.00w a 9;lhaze x'68-+; r' Ma` SflkK L1S'7o,fi`,28'1 P« Pl,. 8 lle Lt114 us Izn.s,=ali PIP. 7-7 GP.> -- 241 Ptr-,l 0.,'1,51 2655 toy, t%7L L• lk�a�5 i "'1`'x'4• Designed By: Date: Pmject N=hen Client Scale: P L2., age:--� BTL � ENGINEERING �ttWo��oRoWA98M4436 WDodinvM� WA 980]24436 Phone: 425-814-8448 Par. 425-su-vzo Shear Wall Line /� E=�0.4'foy 'icfL-koous rol F,�541q •Lot(,-, Zbova k I� H a - 4L,�F� .•. ., e o o •. o f ens g• 1 $ 1 ,(} 0 / w '�y110.kaa 1.Iq.^2Y(dP�c ;N H' l^aJHt 06) UO�srr C26:175M4L1,.RAz%'a= s204 0 w1f-o1� ° SNf.Y 1Mwl-, ITf QJW4 taD:"lH4u E— 383$0a CT. N l.ol--Zvw,q ■G -�OdSJ2= 1 a L.3xa,lr ""'a' s7 ev4,. V �swcae,s'wH..:sl IzP,s•-no9-�Y�Il:s�p�nc)c�� UOMz C},3a• L9 =l Cry( Ile N % 33rq 4�r0.tY--twlzc Salt ..q :� C's�L5t4 �; ti" —� Id10.60y F,--LS43{ ps"s f a SL%106�U1' a lase gar d roa.4�0.(ev �toaI.Y".4s. P•P LwiB ww c UATGf-I�Se6ja.G.lrI7i�S-t'3te•1Nwsrog U. l28 w..0 _ I44M 1' 'y' i3.3i6i4'•�h6Ya~•a5'2YZ,uu i83a1-_>> VP�Yy ; .i � 4260 Project: Ptojec Nw atva Designed By Date: Scale Page: L20 BTL 19011 Wood -Sm Road N13, Sww 100 Woodinvdk, WA 980'24436 Phone: 425-814-8448 Pu: 425-821-2120 Shear Wall Line �5 ee IL _lee r Im-ee, i_oo 0o -on� -5 M6o10.Nw I.75.'1` -,I P�M1L29Y M " P 6 3.K •9' 1Pas µc lh.ts It,�s Pf :'la3o t0.\Iraa'�156'1— 3� : No UPW �0pjv r'-ee 2 IN`NRM E=3839uy A V�=tl41S. al,av i �ti10.4'to �TM�k'�1.: F;1liP♦ G�i0.5on ;AL 3. S ,h._4l•%110.51` _�'es'1� _ i.42 ;. �l1.11` � 1441' tU6P (a%1 1 1 l\Is4P Jt�l p o 0 00 00 0 of 45 C v r' 1At 1, apt 3fl+- t,3` 2` 5A1 IN l3' IN,ZS' 11.41 l`1.191 YS'I 34oa uW,y,. WULA Ma=35139L2 w Illo,sl''-3t� r+r- Lv21 rto ;? ►+� d7 U�c pt-zCu,M�) UPOYro U5` aAu i WOrn1 Gros)".k4ro5'+LwA,tSl�p y -y`-_2151 -tika"f�•'•x51 '-0:) LSI iB 150.8 'I1 S� Iwk E- k-I',U°$n r y Vino l0..gti 3Sa o o. y} stP.l 3�Ivo o ]Iwo \c c 3W w Yy: k'I0.1Lu 1-6 �ION.511%`\S; nwyL Iy' .ua. U71'LFS Llh` wqµ wax Duel : Is - IT 4,1$` llgyk F _lao% 1FI1=®®I:IsfoToE1 7.1`. IBM 3 ll` 3W nl,tj aso Nx ko 56aq I�M1T 11.4-1` IN,V 5 '•231r+I1k4,�•35•+1 �p-) Ntws ..�7es.L. Designed By. Project Number. Climc Page: L2. l\ BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Lateral Shear Wall/Diaphragm Capacities 2018 IBC/SDPWS 2015 - Diaphragms (8d Nailing) Table 4.2C Nominal Unit Shear Capacities for Wood -Frame Diaphragms Unblocked Wood Structural Panel Olaphragms"A'A €. Noogoulunji 2.3 Ind, skraraapacidrs dell be adjuged in'auordanre wiN4. _inn ASDallosreblrsoil shaar capacity and LRYI? mrtwea ank [esfsnnco. Pm p_1 conamednn nquiNmnnn aca 42 6. Fm sperm rrgNraman4, 114.2.7.1i wood etrvenan[panel&aphmpns-SaAppcndieh Larrpmmpn nail dhnrnst9ne- '-. For 9pre ice and grades of rmming oehm du11 DoMFe Pia-Larrh 0r Sauthem pine,[ adav4 nominal urA - shell be dcmrmmed by VZ""'tba tats] o d Pommel alt l sh 4 ty by doe Spsclfic Gnvaty Ad]mlmeat F.,L,-[I{o5-CA.-1emG SP fi Dmvtyoflhr Framing lumber From ,br ND5 ryable 1333A] The Specific I1111O AdjZ-1 Facmr shill nm be [treater than I. 7 Appaunl chew stffn !alms 0., ole b95ed l oIp in 0amo19 -h n nnr km 00;= 1b 19%w- ffb- aM panel ,nfh.,vaI_fbrdiaPI.-wim-41 050 mn ply plywood panel], When 4 -ply or 5,11 FIv dpmnlso pwt pmo[s arc uwd, G, ,.ht Mnl1be permittedm he mahlplled byk2 4 wdncoaoi:[mc con[entufthrfrmolsm is Xlra9rl tkaa 195, al tune affrhnea lion, 0. 4allirs daaLL be multiplied by O5. 5. Dlaphtagm reslsamx dePenes m Ne direLtipn of con[ilwsale panel joins wllh resp..[ w ilo 1p.adingai ft,n a end tlireelion of flaming mrnb>e, er.d u irdedenr,gr pmr nnrl nrianmrnn, � low... MinimN6nhnun xrnllnal wmm lmgPeaPl D-fint FeFndicularm3vppar6 Common Fastener Nwninul oNndad Facea shadhirlgGrade Nailsne Pernmralion In Framing panel svPPmrad TriEagan non Mail Spacing at diaphragm boundaries - (Ip.( Im.4 1lwndadaa (161 a.mil ed - 6d 1.114 5116 3 ad tesla 318 s 5frupbaelI 10d 1412 15132 2 s kf N. 5115 2 3 Smawa liar! vdnptue-0m on 1-124 31a 2 3 055 PLY 330 90 7.0 318 2 3 8.0 4.5 1170 7,6 2 Shlng rnd Floo15!32 ed 1-9167116 2 8.5 79 360 6.0 4.5 530 15132 3 8.0 gd 1.112 19132 2 3 570 14 10 €. Noogoulunji 2.3 Ind, skraraapacidrs dell be adjuged in'auordanre wiN4. _inn ASDallosreblrsoil shaar capacity and LRYI? mrtwea ank [esfsnnco. Pm p_1 conamednn nquiNmnnn aca 42 6. Fm sperm rrgNraman4, 114.2.7.1i wood etrvenan[panel&aphmpns-SaAppcndieh Larrpmmpn nail dhnrnst9ne- '-. For 9pre ice and grades of rmming oehm du11 DoMFe Pia-Larrh 0r Sauthem pine,[ adav4 nominal urA - shell be dcmrmmed by VZ""'tba tats] o d Pommel alt l sh 4 ty by doe Spsclfic Gnvaty Ad]mlmeat F.,L,-[I{o5-CA.-1emG SP fi Dmvtyoflhr Framing lumber From ,br ND5 ryable 1333A] The Specific I1111O AdjZ-1 Facmr shill nm be [treater than I. 7 Appaunl chew stffn !alms 0., ole b95ed l oIp in 0amo19 -h n nnr km 00;= 1b 19%w- ffb- aM panel ,nfh.,vaI_fbrdiaPI.-wim-41 050 mn ply plywood panel], When 4 -ply or 5,11 FIv dpmnlso pwt pmo[s arc uwd, G, ,.ht Mnl1be permittedm he mahlplled byk2 4 wdncoaoi:[mc con[entufthrfrmolsm is Xlra9rl tkaa 195, al tune affrhnea lion, 0. 4allirs daaLL be multiplied by O5. 5. Dlaphtagm reslsamx dePenes m Ne direLtipn of con[ilwsale panel joins wllh resp..[ w ilo 1p.adingai ft,n a end tlireelion of flaming mrnb>e, er.d u irdedenr,gr pmr nnrl nrianmrnn, C$tts l@3:Cbntin0ous Cases 2@4'Cnntinuoue CSaea S&dContnuoas PatxlJanp PerpcodicWv Pvrnt lot MZ Pv¢uol to Pane]lanLa Prrpco• m Flaming r mg dicvlm mid Parallelm Long Panel DucLvpn Perymdicdmlo Suppn¢ts � -• � A lmgPeaPl D-fint FeFndicularm3vppar6 - -( C �� SEISMIC _ _ e In. Mail Spacing at diaphragm boundaries - and II pried a.mil ed - Cat.I Ca5ea 2, 3,4,5,6 YI ng !tart a! SaPMaOn kf N. hi sfin. Smawa liar! vdnptue-0m 059 PLY brulatl,6Pac do las caaash,l wnalnaem 41, md!d O Pweellnfeatl lCesea]a 4 end still ttWu ca Caa,ai8e 055 PLY 330 90 7.0 250 8.0 4.5 1170 7,6 6.0 250 4.5 4.0 4130 8.5 79 360 6.0 4.5 530 7.5 8.0 400 5.0 4. 570 14 10 430 115 70 AM 12 90 480220 BD fir 3000 9.0 65 8 -0 4,0 340 To 5.5 250 5.0 3.5 330 7,5 5.5 250 S.0 4.0 370 6.0 4.5 280 4.0 3.0 430 9.0 6.5 340 6.0 _ 4.5 480 7.5 5.5 360 50 3.5 480 015 6.0 a40 6,5 40 0 7.0 5.5 311 4 2 3 450 7.5 5.5 300 5.o 4.0 530 6.5 5. 3.6 570 25 9.06 360 10 8.0 5g0 12 0 430 0.0 5.5 570 13 8.5 430 0.9 55 19 95 11 65 1090 122n 7,5 480 7.0 5.0 C$tts l@3:Cbntin0ous Cases 2@4'Cnntinuoue CSaea S&dContnuoas PatxlJanp PerpcodicWv Pvrnt lot MZ Pv¢uol to Pane]lanLa Prrpco• m Flaming r mg dicvlm mid Parallelm Long Panel DucLvpn Perymdicdmlo Suppn¢ts � -• � ,,,, �. � lmgPeaPl D-fint FeFndicularm3vppar6 - -( C �� I.anr f�rlel Atrec[idn Pamlle] to Supports' _ _ , ul Fernley case. rm oer.d-p1.o,loon. moyxln..ar ann al,rp,a.n..6..ea lk b.,a p...e a;ad.n PUFnaiculrm m,�.a. [Sc sesoisny.214etl iulion 51.31 Table 4.2A Nominal Unit Shear Capacities for Woad -Frame Diaphragms Blocked Wood Structural Panel Diaphragms3aaa6 1.Nom'lnd ocit ahuw wycitira dldl ba adju dinacrp 4m iJ, 4.2.31, dcinmioc A30 dlanaticunit sM1cmupariry and LP.FDGPmrW unit residence. Fm general usmnlpnrvpolemrna mr41,6-Fo[spxigc requimnXnu. see4.1?.I far wood sfiael For .i. pearl diaphragms. Ser Appendix A fm rprrmml lull dmens'wtn, S. spas sod g,dm offs 9 vdtmLima L%uglas-Fir-Lmh or 50uthem PNe, mdviced mm� nal v t 141, rapines shall bx deurmi.d by multiplying the mbtdmedanrn_m wI. ah-e4pmlryby IIIc SWific 0-i.,AdjvdnvrtFacwr- [I wL_a Sr"fic Gmvilyaf_(tong lumber Qom Ne NDS(35Me 1213A), 7h5 3penrc Gmnry Adju9lmeM FattOr Mall not be g}ealtr Naa I 3. Appame low sli n,Ill-,G„11beed en ..it a hp in fromialr 1nNmoimlrt fr8nt Was L1- -W m 19°1 air- Orfabn io and parol atifmr. x.Icen d'uph .ign, wn-"d wKk abler OSB uc3•ply plyveood Pmde. W1l 4 -ply nr5-pty plyw68d pmlda m eooromi4pmlela artvscd, 9,vducs sta0 he pcmlinrd lobe mu 1[ipind by 1,2, 4 whern maw I Phe fro ghgrtater Nan 1941 e1lime orfoblzvlon, D. valuers Ibe annitiplWby05 i oaaplaagmre lan¢dgmada. M.d- - ot,metmvolmperel3o'nIDwiN respect m the loading dtreclim 4M drtclioa offismiag mrmbc ad is'usdcpndcnt of die panel eriexadn9. Cares 1A3[osdnuv¢s pami lemh P,7,11dtcuLv Raring [ms iR4•LLnOnrwr Rod Fdnn P_IW Framing Cala 5@4•case- PmlelM_Pas- dicwlnr and PnrW Frrming lmgPeaPl D-fint FeFndicularm3vppar6 - -( C r -.e d•.. A Bp96ae � 8 Tmm� Naxp - _ �� ng !tart a! SaPMaOn bleu Smawa liar! vdnptue-0m eoumarvea tan nsaln mnunmm panel noes 0ery81bteee nu.es64 e.d eldl e.sl rad ca Cwca 566 brulatl,6Pac do las caaash,l wnalnaem 41, md!d O Pweellnfeatl lCesea]a 4 end still ttWu ca Caa,ai8e eenimum � znn z a Frslwr MInTI stn M wnN.laxdN XaN ___.... _. Ful w sdax ixl,d Cense 1,2.3. S 4 dna iParinp I61.) dn1n,. pntela�a Ceeve -.1&. 9MeIMa9 fbinnan Penna bnln PaR1M Pmlel � Fan at ndiaNng WO 0 W�. AM 9 Ik mn 1 3 6 a 0.adr IIN em Ilenhmn Pan.l5d9se imJ1lnOr ON Ma- Is-) 9nunddirbe In. 370 420 098 PLY 15 12 12 PS 500 560 069 PLY 05 i.6 75n 7.0 SA 1. C69 RT 12 to 9 S &.$ gap 4yi 060 PLT 4a 15 11 5211 Tq0 aura 1578 Inn 765 1115 F939 N 1-fM 9M8 2 3 1mB 32 2 B Sun 6W 14 II 12 In 720 800 90 i.5 1060 75 8.5 fIN 13 10 19 90 1Mn 13511 2i 18 10 13 101 1 11A 108! 1000 tail 5-1R 1Ya2 3 ]T8 26 1T 2n 15 aOz 4a0 15 I] 12E0 tR 55 1ma 29 li In 19 1100 loop 31 29 2g la 696 11110 1]01 2011 m1p 13x3 AIL22052205____ 9d t•tn Stla 2 3 310 3m 15 10 12 11, 450 500 9.0 s7o 7.0 _u 1. t g 1n 8.0 n 890 21 13 1T 1] 475 va 940 tpgi 53o Ito !065 1205 2 ala i9 95 10 89 506 5®] _ 70 9b 153 55 - 510 10 00 0.5 70 860 956 14 12 14 10 531100 1Md at? I. 105 1176 1339 �neume Y6 2 ] 400 15 1 1 �i IOW 95 gap 7.5 _ Imo 19 95 11 65 1090 122n 21 13 td 12 OTO ba] 1315 1325 755 loin 1SFo ti10 roil 50ig1eferl BO 15'9 T16 2 515 14 M 11 90 ass 700 5.5 o 161. T.0 1111 t2 95 t0 OD 1150 1290 In 19 tY 715 350 1415 1610 o t:AS 1605 law 2 9 510 1a 95 10 ]211 T.6 ILt. - 00 11 05 7S 400 4350 19 13 15 11 155 10m 1165 1590 910 Iran 1560 1090 fOtl 1-110 !figs 2 3 560 w $ 15 21 14 ]70 AGO 15 it 1150 12 n5 1300 21 t4 1T 1 1n56 1470 77 16 ae On 1000 1013 1.35 620 2080 lgu 2 F1 21 850 14 9.5 1360 16 12 1460 20 1T _122- 885 1100 1]00 2W5 i i4g 1i 960 1M0 M1a 11 16W 24 1i 1-010 1914 0115 2286 1.Nom'lnd ocit ahuw wycitira dldl ba adju dinacrp 4m iJ, 4.2.31, dcinmioc A30 dlanaticunit sM1cmupariry and LP.FDGPmrW unit residence. Fm general usmnlpnrvpolemrna mr41,6-Fo[spxigc requimnXnu. see4.1?.I far wood sfiael For .i. pearl diaphragms. Ser Appendix A fm rprrmml lull dmens'wtn, S. spas sod g,dm offs 9 vdtmLima L%uglas-Fir-Lmh or 50uthem PNe, mdviced mm� nal v t 141, rapines shall bx deurmi.d by multiplying the mbtdmedanrn_m wI. ah-e4pmlryby IIIc SWific 0-i.,AdjvdnvrtFacwr- [I wL_a Sr"fic Gmvilyaf_(tong lumber Qom Ne NDS(35Me 1213A), 7h5 3penrc Gmnry Adju9lmeM FattOr Mall not be g}ealtr Naa I 3. Appame low sli n,Ill-,G„11beed en ..it a hp in fromialr 1nNmoimlrt fr8nt Was L1- -W m 19°1 air- Orfabn io and parol atifmr. x.Icen d'uph .ign, wn-"d wKk abler OSB uc3•ply plyveood Pmde. W1l 4 -ply nr5-pty plyw68d pmlda m eooromi4pmlela artvscd, 9,vducs sta0 he pcmlinrd lobe mu 1[ipind by 1,2, 4 whern maw I Phe fro ghgrtater Nan 1941 e1lime orfoblzvlon, D. valuers Ibe annitiplWby05 i oaaplaagmre lan¢dgmada. M.d- - ot,metmvolmperel3o'nIDwiN respect m the loading dtreclim 4M drtclioa offismiag mrmbc ad is'usdcpndcnt of die panel eriexadn9. lel P,xl cp=n rali2 Fw oW o6pla3. bade naY b<bwa Don lin aPanrean6 wilA am beg Peed durum Perpellanaaflo Suppely f5m Sa1iw 9.2 4 and Satiw 3.2 31 1. Reduction Factor= 2 2. G = 0.42 (SPF or Hem Fir)... Adjustment Factor = [1-(0.5-0.42)] = 0.92 or 0.5 (I -Joists or Douglas Fir)... Adjustment Factor= 1.0 L3.1 Cares 1A3[osdnuv¢s pami lemh P,7,11dtcuLv Raring [ms iR4•LLnOnrwr Rod Fdnn P_IW Framing Cala 5@4•case- PmlelM_Pas- dicwlnr and PnrW Frrming lmgPeaPl D-fint FeFndicularm3vppar6 - -( C r -.e d•.. � f.wg Pawl Dirtatoe Parallel m 3_ -, - _ �� lel P,xl cp=n rali2 Fw oW o6pla3. bade naY b<bwa Don lin aPanrean6 wilA am beg Peed durum Perpellanaaflo Suppely f5m Sa1iw 9.2 4 and Satiw 3.2 31 1. Reduction Factor= 2 2. G = 0.42 (SPF or Hem Fir)... Adjustment Factor = [1-(0.5-0.42)] = 0.92 or 0.5 (I -Joists or Douglas Fir)... Adjustment Factor= 1.0 L3.1 2018 IBC/SDPWS 2015 - Shear Wall Schedule 7/16"OSB; 0.131"(P Nails; SPF or HF Studs @ 16"oc Table 4.3A Nominal Unit Shear Capacities for Wood -France Shear Walls'A.6,7 Wood -based Panels I. Nominal uah slwv .pacams shall be adjusrcd in accordance;with 4.3.3 tndcrcmrinc AS❑allowablc unit shear capacity and LUD factored unit resistanrr. For gcncrul construction requireen nia sr 4 3.6. rot apatific reQUIM Ats, see 4,3,7,1 for wood sli Oiml panel shear wails, 4.3.7.2 for part ittebcard sbeur walls, and 4-3.75 for fiberboard shear walls, S--App--di- A for common and hex nai I dinnCtIMas, I Sbeurs are pc-ALed ru be increased w values shown lar 15132 inch (nominal) sheathing with same nuiling provided (a) studs we spaced a maximum of 16 inches on center, or (b) panels ate applied with lung dimension acmes surds. 3. Fur species and gr.des of Framing other than Duugla Fir -Larch w Suuthnm Pine, reduxd nominal unit shear tapscilies shall hcdelennieed by mulliplyixg the lubulattd amainal daft shear Jpaci4y by the Specific Gmvity Adjustment Factor = [!-(0.5-G]], when: G = Specific Gravity of the ft riing lumber from the NDS (Table 123.3A)_ lite Specific Gravity Adjustment Faerurshall not be SrWlrr r1�n L 4. Apparent shear sfffners v3hlcs G., arc based on nail slip in fiarning rvilll moisture xwu[enl leas than or equal 10 19% at time of fabrication and panel sfiffncss ,alues forshear wails cve,lrueted with either OSB or 3 -ply plywood panels. 1When 4 -ply or 5 -ply plywood pinus- cmnposite panels are used G. values shall be permined to be multiplied by 1.2. 5. Where m[iislmo content er the rtaming is grcawr than 19% al time o f fabrication, Co. values shall he muiliplicd by 0.5. 6. Where panels ale applied on batt faces of a shear wall and nail spacing is less Than 6" on censer on either side, panel joints sh8L1 be -offset Id fall an di11'e7ent framing members as shown below. AliaYnativcly, ehe width of the nailed face of framing rnemixrs shall be 3- norainsl nrgreatcr at adjoining panes edges and nails at all panes odgm shall he itangcred. 7. Galvatuad nails shaU be hot dipped or tumbled. 1. Reduction Factor= 2 2. 16"oc studs - use values for 15/32 3. G = 0.42 (SPF or Hem Fir)... Adjustment Factor = [1-(0.5-0.42)] = 0.92 Wall Type Blocked Sheathing (1) or (2) Sides Nail Spacing Edge/Intermediate Framing Sill Plate Seismic Capacity h/b, = 2 Seismic Capacity h/b, = 3.5 SEISMIC A WIN❑ B 6alnimun . Minimum Nominal Fastener Peatratlan nFraming Fastener Panel Edge Fastener Spacing (in.) Panel Edge spacing Fastener n. Sheathing g Panel in Type 6 Size -- fi_ A MMMM== 3 2 ®M© a 4 3 2 Maateriatem l Thickness M or •• • v, G, V. Ge ®® V. G, ® v, Ga K v„ V. V. (In.j lackl,rnber Blocking in, {plf} (JapcJmn j ipli) (klpsFin,) {plf) (kiprlin.] (pll) (kipslin.) (pts) (pt1) (plf) (p If) Nair lcominDrt or 056 PLY 056 PLY DS5 PLY Dss PLY galvanized box) 4vood Vi6 1414 6d 400 13 0 SOD 18 13 780 23 16 1020 35 22 550 840 1090 1430 Structural Panels- 946' 460 111, 14 720 24 17 920 30 20 1220 43 24 645 1010 1290 1710 SWcltral as 7l16i 1'No od 51.1 16 13 790 21 16 1010 27 19 1340 44 24 715 1105 1415 1875 75192 560 14 71 060 18 14 1100 24 17 1460 37 23 765 1205 1540 2945 1 19132 1-112 lad a80 22 16 1020 29 20 1330 36 22 1740 61 28 959 1430 1860 2435 5116 1.114 360 13 9.5 540 18 t2 1 24 14 DM 37 18 305 155 980 1260 am 400 71 6.5 800 15 f1 750 20 13 1020 32 17 569 840 1080 1430 Woad 316 449 17 12 510 2S _ 15 "rli 31 17 1060 45 2A 515 995 1750 1465 Panala� 7116, 1-3l6 8d 48D 15 71 700 22 14 e:ll1 25 17 1170 d2 2'1 5Ta 98.1 1260 4040 Sheilh"11 16132 529 13 15 70a 19 13 980 35 15 1266 39 20 730 1905 1371) 1780 1M2 141 2 10d 620 22 14 926 30 17 1203 37 19 1546 52 23 9TD 1290 1500 2155 ivu 580 19 13 102D 20 10 193J 93 18 1740 4a 22 959 1430 1860 2435 Ply,m9d I Nall I•alvan[zad casinyj Siding Sic 1.174 Cd 280 13 420 i8 SSo 17 720 21 390 690 770 1616 wa 1-38 W 320 10 1 490 16 $26 30 820 22 450 a7D 870 1160 Na11 leemmm w pgniclepperd getvanlxed hex) Sheathlrg - 3B fid 210 15 360 17 460 19 60o 22 335 505 645 840 'Exlgrtor 3M 9d 260 16 300 20 480 21 630 23 365 530 670 804 Glue Glue' end "Exterior 112 260 18 420 20 540 22 790 24 390 590 795 990 104 370 21 550 23 729 24 920 25 520 770 1014 1290 Qu Glue'j 112 5M 400 21 610 23 7% 24 1046 26 500 953 1105 1455 Mau Igalvenlxedr flnyl Structural 102 11 ga. gar, nofing nail (0.12T 340 4.0 460 5.6 520 5.5 415 545 730 Flbirboard x 1-1l2'rong x 7176" head) 25.r32 11 9a. 9a1v. roofing nail(0.120° °J-00 4.0 460 5.0 520 5 5 475 945 7311 Sbaallilg x 1.314' long x 318' head l I. Nominal uah slwv .pacams shall be adjusrcd in accordance;with 4.3.3 tndcrcmrinc AS❑allowablc unit shear capacity and LUD factored unit resistanrr. For gcncrul construction requireen nia sr 4 3.6. rot apatific reQUIM Ats, see 4,3,7,1 for wood sli Oiml panel shear wails, 4.3.7.2 for part ittebcard sbeur walls, and 4-3.75 for fiberboard shear walls, S--App--di- A for common and hex nai I dinnCtIMas, I Sbeurs are pc-ALed ru be increased w values shown lar 15132 inch (nominal) sheathing with same nuiling provided (a) studs we spaced a maximum of 16 inches on center, or (b) panels ate applied with lung dimension acmes surds. 3. Fur species and gr.des of Framing other than Duugla Fir -Larch w Suuthnm Pine, reduxd nominal unit shear tapscilies shall hcdelennieed by mulliplyixg the lubulattd amainal daft shear Jpaci4y by the Specific Gmvity Adjustment Factor = [!-(0.5-G]], when: G = Specific Gravity of the ft riing lumber from the NDS (Table 123.3A)_ lite Specific Gravity Adjustment Faerurshall not be SrWlrr r1�n L 4. Apparent shear sfffners v3hlcs G., arc based on nail slip in fiarning rvilll moisture xwu[enl leas than or equal 10 19% at time of fabrication and panel sfiffncss ,alues forshear wails cve,lrueted with either OSB or 3 -ply plywood panels. 1When 4 -ply or 5 -ply plywood pinus- cmnposite panels are used G. values shall be permined to be multiplied by 1.2. 5. Where m[iislmo content er the rtaming is grcawr than 19% al time o f fabrication, Co. values shall he muiliplicd by 0.5. 6. Where panels ale applied on batt faces of a shear wall and nail spacing is less Than 6" on censer on either side, panel joints sh8L1 be -offset Id fall an di11'e7ent framing members as shown below. AliaYnativcly, ehe width of the nailed face of framing rnemixrs shall be 3- norainsl nrgreatcr at adjoining panes edges and nails at all panes odgm shall he itangcred. 7. Galvatuad nails shaU be hot dipped or tumbled. 1. Reduction Factor= 2 2. 16"oc studs - use values for 15/32 3. G = 0.42 (SPF or Hem Fir)... Adjustment Factor = [1-(0.5-0.42)] = 0.92 Wall Type Blocked Sheathing (1) or (2) Sides Nail Spacing Edge/Intermediate Framing Sill Plate Seismic Capacity h/b, = 2 Seismic Capacity h/b, = 3.5 Wind Capacity h/b, = 2 Wind Capacity h/b, = 3.5 ®M© ea.side MMMM== ®M© -• side ®® �I• • ® •• • • • ®M© -• side ®® :• • ® • • L3.2 SS 55 i 2018 IBC/NDS 2015 - Shear Wall Framing Clips Model No. Type of Fasteners Connection (in.) Direction of Load DF/5P Allowable Loads SPF/HF Allowable Loads Floor (100) Root (125) {t60j Floor (100) Roof (125) (160) 540# 1❑ (8) 0.131 x 1'/z Ft 395 465 465 340 400 400 Fes 395 430 430 340 370 370 A34 540# (8) #9 x 1'/x SD Ft 640 640 640 550 550 550 F2 495 495 495 425 425 425 Uplift 240 240 240 170 170 170 0 (9) 0.131 x 1'A At 295 350 350 255 300 300 E 295 360 385 255 310 330 C} 185 185 185 160 160 160 2 rows 8" oc [3 (12) 0.131 x 11/s A2 295 325 325 255 280 280 C2 295 330 330 255 285 285 D 225 225 225 195 195 195 (12) 0.131 x 1'/a Ft 590 650 650 510 560 '560 Fes 590 670 670 510 575 575 ❑5 (12) PH6121 Fi 420 420 420 360 360 360 (12) 0.131 x 1'h G 580 625 625 500 540 fMl H 580 525 525 500 450 450 LTP5 n7 (12) 0131 x 1'/zG 580 565 565 500 485 485 H 545 490 490 470 420 420 1. Allowable loads are for one angle. When angles are installed on each side of the joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over 3/8" wood structural panel sheathing with 0.131" x 1 1/2" nails and achieve 0.72 of the listed load, or over 1/2" sheathing and achieve 0.64 of the listed load. 0.131" x 2 1/2" nails will achieve 100% load. 4. LTP4 satisfies the IRC continuously sheathed portal frame (CS -PF) framing anchor requirements when installed over raised wood floor framing per Figure R602.10.6.4. 5. The LTP5 may be installed over wood structural panel sheathing up to 1/2" thick using 0.131" x 1 1/2" nails with no reduction in load. 6. Connectors are required on both sides to achieve F2 loads in both directions. 7. Fasteners: Nail dimensions in the table are diameter by length. SD screws are Simpson Strong -Tie° Strong -Drive° screws. PH6121 is a pan -head #6 x 1/2" screw available from Simpson Strong -Tie. For additional information, see Fastener Types and Sizes Specified for Simpson Strong -Tie Connectors. P1 -6U 144-plf (E) 560# 44" oc 540# 44" oc P1-6 240 If E 560# 27" oc 540# 27" oc Pl-4 350 If E 560# 18" oc 540# 18" oc P1-3 450-plf E 560# 14" oc 540# 14" oc P1-2 I 820 If W 560# 7'/2" oc 540# 7'/2" oc LTP5 18" oc + P2-4 700-plf (E) 560# 9" oc 540# A35 18" oc LTP5 14" oc + P2-3 900-plf (E) 560# 7" oc 540# A35 14" oc LTP5 8" oc + P2-2 1640-p1f (W) 560# 2 rows 8" oc 540# A35 8" oc L3.3 2018 IBC/NDS 2018 - Shear Wall Bolts Table 12E 80LTS: Reference Lateral Design Values, Z, far Single Shear (two member) Cannectians'•�•'•4 for sawn lumger or SCL to concrete Tfttciuteea 2. Tabulated lateral design values, Z, are for "full-body Jinn, let" bolts (see Appettd= Table Ll) with batt beading yield sumgth, F,e, of 35.000 psi 3. Tabulated latual design values. Z, are based on domel bearing strength. F,, of 7.500 psi For 49 0 4- Six such anchor embedment assumed C g Sill 2x IAxdd Uncrecked CoNOM 5/8"4) Anchor Bolt Spacing 60" oc SIH Site �• Sides Top Wind and SDC A89'•° SOC C -F, Wind and SOC A&8t" SOC C. -_F_' c Uplift Fr F2 Standard I nstal Iatlon - Attached to ONS P Sill P late 1376# 2xa, x6, xB, xip l3} 0.148 x 1'h (6} 0.148 x 1'h 920 11.47511051 7451,235. 1 045 750 ;1,475 875 ■ MASAor 660 11.2351 705 WSAP x4. 3x6 1 (5) 0-148 x 1 K 1410.146 x 1'h 630 1,166 725 556 1,020 725 475 1.165 725 415 1,026 646 One -Lep -Up WaNation -Attached to OF15P Sill Plate 2x 12 4. ZL Zy 21 Zl Zl Al Zs 4. 4 n in. in. in. Ids lbs ba. b& lbs. lbs. lbs. lbs. lbs Ihs 2x4, M. f1 P2-4 112 590 340 590 340 550 310 640 290 530 290 P2-3 ■ MASA or MAW3M, 518 860 420 860 410 810 360 500 330 780 320 565 1-1/2 314 1200 460 11-0 450 1130 37[1 1120 360 1100 350 3x8 718 1580 500 1540 4910 1360 410 1330 M 1280 370 I 5911 1 1800 540 1760 530 1500 440 1520 420 1400 410 Twu-Legs-Op kslaNation -Ham Fir SNI Plata incl HFIS" 8imhoard 111 640 360 630 350 580 320 580 310 580 310 u :1,• •'"` 0"t" 2x4, ■ A1ASAor MASAP Double 2x8 (5) 0.146 x 115 C1) 0.148 x 1 h 899 720 675 630 775 875 545 BAO 675 516 910 490 8100 480 840 400 830 380 810 370 1-314 314 1230 540 1220 530 1160 430 1140 4201120 410 Go 716 16,30 S80 1610 570 1540 470 1520 450. 1490 43D 1 2096 0 2060 610 1820 510 1770 4901 1710 470 and greater 112 730 00 730 400 700 380 890 340 680 340 5/8 7070 540 106n 530 980 480 960 470 940 46D 2-1/1 314 1400 710 13811 700 1290 620 1270 600 1240 W 718 17W 830 1770 010 1660 660 1640 660 1500 610 1 2230 goo 2210 880 2080 TM 2060 700 2030 GM 912 730 470 730 470 700431D GM 410 690 400 518 1140 620 1140 610 1090 550 1080 530 1070 620 3-1/2 314 1650 180 1640 770 1540 680 1510 670 1470 660 718 2100 960 2070 960 1910 870 1880 850 1940 820 1 2550 1190 2520 1180 2340 1020 2310 980 2260 950 1. Tabulated lateral design values, Z. for bolted connections shall be multzplted by all applicable adjustment factors (see Table 113.1). 2. Tabulated lateral design values, Z, are for "full-body Jinn, let" bolts (see Appettd= Table Ll) with batt beading yield sumgth, F,e, of 35.000 psi 3. Tabulated latual design values. Z, are based on domel bearing strength. F,, of 7.500 psi For concrete with minimum F'=2.700 psi 4- Six such anchor embedment assumed Wall ._Plate P1 -6U Fasteners lin.} Allowable Loads Sill 2x IAxdd Uncrecked CoNOM 5/8"4) Anchor Bolt Spacing 60" oc SIH Site �• Sides Top Wind and SDC A89'•° SOC C -F, Wind and SOC A&8t" SOC C. -_F_' . . Fr Fp F7 F2 0plih F. F2. I Uplltt1uplilt=T- Uplift Fr F2 Standard I nstal Iatlon - Attached to ONS P Sill P late 1376# 2xa, x6, xB, xip l3} 0.148 x 1'h (6} 0.148 x 1'h 920 11.47511051 7451,235. 1 045 750 ;1,475 875 ■ MASAor 660 11.2351 705 WSAP x4. 3x6 1 (5) 0-148 x 1 K 1410.146 x 1'h 630 1,166 725 556 1,020 725 475 1.165 725 415 1,026 646 One -Lep -Up WaNation -Attached to OF15P Sill Plate 2x ■ MASA or MASAP 2Y4, x6, x$. Y70 1610.148 x 1§i 1310.148 x 1'h1 755 1 965 1 M I 9F0 8M15 995 570 965 930 5tlp 845 910 3x4, 3x8 1710.148 x f 13 0.146 x 1 'k— � i,!1 — — 885 — — — — — 885 Two -Legs -Up Installatton -Attached to ON Sill Plate and Rbnhoard 450-plf E ■ MASA or MASAP 2x4, x8, x$, 00 .n 0.146 x 1+h — I S10 1,105 885 740 965 755 UC 1,105 630 1 560 1 065 550 Double 2% irwtaAatim -Attached to DF/SP Sill Plate 1060# ■ MASAor MASAP Doutle 2x4• (5) 0.148 x 154(2) 0.148 x 1 R I 840 I 1,030 1 785 735 900 785 1 635 1 1,030 785 Double 2x6 1 555 1 900 1 785 4aerci6r roan ree.e�e 7IX OnE iE9 Standard Inotall0cri - Attached to Noun Fir Sill Plate xeraa Iso nbkl ■ 0.146 x 116 1 R 0.148 x 1 V5 1 790 1.250 940 640 11,060 1 900 1 650 65 570 2x4, M. f1 P2-4 (5} D-148 x 159 1410.148 x 1'h 535 1,005 625 475 875 6x5410 25 355 5511 .r �m 0, 3* 28" oc One -Leg -Op Installation - Attached to Hent Fir SRI Plate and HFISPF Slud 15" oc P2-3 ■ MASA or MAW3M, 2x4, x8, x8, x1 D (6} 0.148 x 114 (310.148 x 1'h 550 830 855 565 725 855 499 830 795 430 725 695 3x8 S7) 0.148 x f 54 (21 D.148 x 11i — 1 670 1 — I — I 5911 Twu-Legs-Op kslaNation -Ham Fir SNI Plata incl HFIS" 8imhoard ■ htASAw kSASAP 2x4, x8, x8, 910 (9} 0.148 x 1 768 1 956 1 745695 830 650 545 950 640 480 930 475 Double 2x kmtaladen -Attached to Hem Fir Sill Plate r u :1,• •'"` 0"t" 2x4, ■ A1ASAor MASAP Double 2x8 (5) 0.146 x 115 C1) 0.148 x 1 h 899 720 675 630 775 875 545 BAO 675 555 776 6T5 :" '1 1..,e• L3.4 Wall ._Plate P1 -6U Capac 144-p1f (E) Sill 2x Single S/BTIC� Bolt Capacity 1376# 5/8"4) Anchor Bolt Spacing 60" oc MASAP Anchor Capacity 1060# MASAP Anchor Spacing 60" oc P 1-6 240- If E 2x 1376# 60" oc 1060# 52" oc P1-4 350- If E 2x 1376# 46" oc 1060# 36" oc P1-3 450-plf E 2x 1376# 36" oc 1060# 28" oc P1-2 820- If W 2x 1376# 20" oc 1250# 18" oc P2-4 700- If E 3x 1712# 28" oc 875# 15" oc P2-3 900- If E 3x 1712# 22" oc 875# 11 " oc P2-2 1640- If W 3x 1712# 12" oc 1005# 7" oc L3.4 SHEAR WALL SCHEDULE (IN ACCORDANCE w/ ANSI/AF$PA SDPWS-2015 SECTION 4.3) Updated 1/20/2021 PANEL MINIMUM WIDTH OF NAILED FACE OF FRAMING@ ANCHORAGE TO CONCRETE SEISMIC WIND ,Ai I SHEATHING EDGE ADJOINING PANEL EDGES Q MUDSILL FACENAILING FRAMINGCLIPS CAPACITY CAPACITY TYPE NAILING PLATE Q Q SINGLE BUILT-UP ANCHOR BOLTS MUDSILL ANCHORS 0 h/b=2 h/b-3.5 h/b=2 h/b-3.5 MEMBER MEMBER A35 @ 27" oc 240-PIf 240-PIf P1 -b 1 SIDE fi" oc 2. 2. 2. 6".. or LTP4 @ 27' oc 60" oc MASAP @ 52".c 194-pif 194-pif A35 @ 18 oc 350 -pH 350-PIf P1-4 1 SIDE 4" oc 2. 2. 2x 4" oc or LTP4 @ 18".c %"0 @ 46" oc MASAP @ 36"- 284-pif 284-plf A35 @ 14" oc 450-PIf 450-p f P1-3 1 SIDE 3" oc 3. (2)2x 2x 3" oc or LTP4 @ 14".c %..o @ 36" oc MASAP @ 28" oc 3656 -pH 366-plf Pi -2 1 SIDE 2" oc 3. (2)2x 2. 2" oc A35 @ oc %"0 @ 20" ac MASAP @ 18" oc 590 -pH If 820-p1f LTP4 @r7X" oc 478 -p 6569-plf A35 @ 18" oc 700 -pH 700-pif P2-4 2 SIDES 4"oc 3. (2)2x 3. (2) Rows, 4" oc antl LTP4 @ 18".c %"0 @ 28" oc MASAP @ 15" oc 5658 -pH 568-PIf A35 @ 14" oc 900 -pH 900-pif P2.3 2 SIDES 3" oc 3. (2)2x 3. (2) Rows, 3" oc antl LTP4 @ 114' ac %¢"0 @ 22" oc MASAP @ 11- oc 733 -pH 733-plf P2-2 2 SIDES 2" oc 3x (2)2x 3x (2) Rows, 2' oc A35 @ 8" oc antl �¢"0 @ 12" oc MASAP @ 7" oc 1180-p1f 16540-pIf LTP4 @ 8- ac 957 -pH 1338-p1i SHEAR WALL SCHEDULE NOTES (SECTION 4.3.7.1.1) X.. OSB o"X2 PLYWOOD SHEATHING OR SIDING EXCEPT GROUP 5 SPECIES. MINIMUM PANEL SPAN RATING OF (24/0). PANELS SHALL NOT BE LESS THAN 4'x8', EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. © (SECTION 4.3.7.1.2.8 SECTION 4.3.7.1.3) PAN EL EDGE NAILING APPLIES TO ALL SHEATHING PANEL EDGES. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH SHEATHING NAILS @12'oc. MAXIMUM STUD SPACING SHALL BE 16'oc. SHEATHING NAILS SHALL BE 0.131"O x2Z". PLYWOOD EDGE NAILING SHALL BE STAGGERED. NAILS SHALL BE LOCATED AT LEAST X" FROM THE PANEL EDGES. I I I INTERMEDIATE NAILING (12" oc) 1 j it I I 1 MIN PANEL EDGE NAILING PER SCHEDULE (STAGGERED) Q (SECTION 4.3.7.1.4) THE MINIMUM NOMINAL WIDTH OF THE NAILED FACE OF FRAMING AND BLOCKING AT ADJOINING PANEL EDGES SHALL BE AS INDICATED IN THE SCHEDULE. SINGLE MEMBER (FLATWISE) t -j- PERQ STUD, PLATE, BLOCKING, RIM, PERQ W_--OROTHERF MING MEMBER . Q Q 1_ 11 MIN IIIN ADJOINING PANEL EDGES BUILT-UP MEMBER PERQ STUD, PLATE, BLOCKING, RIM, ® OR OTHER FRAMING MEMBER 01 y Q Li Q MIN ADJOINING PANEL EDGES ADJOINING PANEL EDGES Q FACE NAILING APPLIES TO CONDITIONS WHERE FRAMING NAILS CAN BE STRAIGHT DRIVEN THRU FIRST MEMBER AND PENETRATE MAIN MEMBER MINIMUM OF lx FRAMING NAILS SHALL BE 0.131"0 x 3y". 0.131'0 x 3" NAILS MAYBE USED WHEN STITCHING TOGETHER (2)2x MEMBERS WITH NO SPACERS. Q AT ADJOINING PANEL EDGES WHERE SHEATHING CANNOT LAP ON SINGLE MEMBER AND FACE NAILING CANNOT BE ACCOMPLISHED, FRAMING CLIPS SHALL BE USED TO FASTEN BUILT-UP MEMBERS. USE 0.131"0 x 2A" NAILS AT LTP4 CLIP WHEN INSTALLED OVERN SHEATHING. ® 0 Q Q Q LAP RIM OPTION LAP PLATE OPTION A35 OPTION LTP4 OPTION ® (SECTION 4.3.6.4.3) ANCHOR BOLTS EMBEDMENT SHALL BE T', U.O.N. ALL ANCHORS SHALL HAVE 3'. 3'. 0.229" PLATE WASHERS. PLATE WASHER SHALL EXTEND TO WITHIN Y" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. IF SHEATHING IS ON BOTH SIDES OF THE WALL, STAGGER THE ANCHOR BOLTS, AS REQUIRED, SO THAT HALF OF THE PLATE WASHERS ARE WITHIN X" OF THE EDGE OF THE BOTTOM PLATE ON EACH SIDE. HOLE IN PLATE WASHERS MAYBE DIAGONALLY SLOTTED. 3"x3"x0.229"PLATE ANCHOR BOLT OPTION MUDSILL ANCHOR OPTION W MAX °•' CONCRETE STEM WALL.. :.: +4F°•'�"'" CONCRETE STEM WALL PER PLAN -'�'" - PER PLAN P.T. MUDSILL P.T. MUDSILL (ANCHOR BOLT OPTION) LV (MUDSILL ANCHOR OPTION) L3.5 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Miscellaneous Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Exterior Walls Wall Height:9 ft Desired Stud Spacing:24 in oc Design Axial Dead Load:683 plf Design Axial Live Load:960 plf Design Axial Snow Load:538 plf Design Lateral Pressure (0.6W):15 psf Deflection Criteria: L/240 STUD CHECK l e/d < 50 OK D+0.6W (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.53 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.92 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc' =0.72 <1 OK D+L (CD = 1.0) fc/Fc' =0.71 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 240 = 0.45 0.18 < 0.45 OK SPF Stud 2x6 @ 24 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing 2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc^' =0.87 < 1 OK Douglas Fir Plates:fc/Fc^' =0.56 <1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 1/27/2021 Page: ________ M1.1 Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Exterior Walls Wall Height:19.25 ft Desired Stud Spacing:16 in oc Design Axial Dead Load:323 plf Design Axial Live Load:0 plf Design Axial Snow Load:538 plf Design Lateral Pressure (0.6W):15 psf Deflection Criteria: L/180 STUD CHECK l e/d < 50 OK D+0.6W (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.70 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.71 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc' =0.30 <1 OK D+L (CD = 1.0) fc/Fc' =0.14 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 180 = 1.28 1.24 < 1.28 OK SPF Stud (2)2x6@ 16 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing 2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc^' =0.13 < 1 OK Douglas Fir Plates:fc/Fc^' =0.08 <1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 1/27/2021 Page: ________ M1.2 Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Interior Walls Wall Height:9 ft Desired Stud Spacing:24 in oc Design Axial Dead Load:203 plf Design Axial Live Load:540 plf Design Axial Snow Load:0 plf Design Lateral Pressure (0.6W):5 psf Deflection Criteria: L/180 STUD CHECK l e/d < 50 OK D+0.6W (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.41 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.99 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc' =0.69 <1 OK D+L (CD = 1.0) fc/Fc' =0.86 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 180 = 0.60 0.23 < 0.60 OK SPF Stud 2x4 @ 24 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing 2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc^' =0.46 < 1 OK Douglas Fir Plates:fc/Fc^' =0.30 <1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 1/27/2021 Page: ________ M1.3 Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] < 1 in which: FcE = 0.822(Emin')/(e/d)2 Wall: Interior Walls Wall Height:9 ft Desired Stud Spacing:16 in oc Design Axial Dead Load:338 plf Design Axial Live Load:900 plf Design Axial Snow Load:0 plf Design Lateral Pressure (0.6W):5 psf Deflection Criteria: L/180 STUD CHECK l e/d < 50 OK D+0.6W (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.31 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/Fc']2 + fb/Fb'[1-(fc/FcE)] =0.99 < 1 OK fc/FcE2 + (fb/FbE)2 =0.00 <1 OK D+0.75L+0.75S (CD = 1.15) fc/Fc' =0.76 <1 OK D+L (CD = 1.0) fc/Fc' =0.95 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 180 = 0.60 0.15 < 0.60 OK SPF Stud 2x4 @ 16 oc OK PLATE CRUSHING CHECK1 Checks Crushing for Stud Spacing 2 No Stress Increase for Load Duration Hem Fir Plates:fc/Fc^' =0.51 < 1 OK Douglas Fir Plates:fc/Fc^' =0.33 <1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Date: 1/27/2021 Page: ________ M1.4 2018 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS F c =800 psi Emin =440 ksi C D =1.00 Emin' =440 ksi C M =1.00 l =9.0 ft C t =1.00 d =5 1/2 in C F =1.00 Ke =1.0 le =108.0 in F c ' =F c * C P le/d =19.6 F c * =F c C D C M C t C F F c * =800 psi C p =0.743 F c ' =594 psi F cE =938 c = 0.8 K f =1.0 (1) 2x6 (2) 2x6 (3) 2x6 (4) 2x6 (5) 2x6 14711 10313 15469 20625 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 19614 25781 DF Plate Crushing 5156 24518 13365 16706 STUD 4904 10024 HF Plate Crushing 3341 66839807 2 min'822.0    = d l EF e cE           -            + -   + = c F F c F F c F F KC c cE c cE c cE fp * 2 ** 2 1 2 1 Date: 1/27/2021 Page: __________M1.5 2018 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS F c =800 psi Emin =440 ksi C D =1.00 Emin' =440 ksi C M =1.00 l =9.0 ft C t =1.00 d =3 1/2 in C F =1.00 Ke =1.0 le =108.0 in F c ' =F c * C P le/d =30.9 F c * =F c C D C M C t C F F c * =800 psi C p =0.416 F c ' =333 psi F cE =380 c = 0.8 K f =1.0 (1) 2x4 (2) 2x4 (3) 2x4 (4) 2x4 (5) 2x4 5237 6563 9844 13125 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 6983 16406 DF Plate Crushing 3281 8729 8505 10631 STUD 1746 6379 HF Plate Crushing 2126 42533492 2 min'822.0    = d l EF e cE           -            + -   + = c F F c F F c F F KC c cE c cE c cE fp * 2 ** 2 1 2 1 Date: 1/27/2021 Page: __________M1.6 BIL E i` GT NEE RIN Project: Continuous Strip Footing 18" wide x 8" thick 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 IBC Section 13.3.2: One-way shallow foundations Footing width, B = 18 in Footing Thickness, t = 8 in Stem Wall width, C = 8 in Stem Wall Height = 24 in Normalweiqht 2500 psi Uncoated fy = 40000 psi Longintudinal Reinforcement: (2) #4 v Bar Diameter = 0.500 in = Bar Area = 0.20 int As = 0.40 int Cover: 3 in Stem Wall Reinforcement: #4 - @ 24 "oc Straight Dowels Bar Diameter = 0.500 in qu Bar Area = 0.20 int A, = 0.00 int Cover: 3 in 2 bw = 12 in (per ft) — Clz d = 4.75 in Footing + Stem Wall Weight - Weight of Displaced Soil = 240 plf One-way shear, no shear reinforcement: [22.5.5.1] Vc = 2A f, bwd — 5700 # per foot length [22.5.10.1] Vu <_ q5V, CB—C— Vu=qubw 2 d � qu= B — C bw d) qu = 51300 psf ( 2 — Max Uniform Load on Stem = 76950 plf [Ultimate] 48094 plf [Service] Moment Strip footing V .P_ 0.75 [22.2.1.1] Mn = Asfy(d — a/2) = 0.000 k -ft per foot length = 0.90 M. 0M. 2 Asfy B—C a= = 0.00 in qubw ( 2 ) 2cpMn 0.85f,b Mu � qu 2 — Clz b w (B 2 J qu = NO MOMENT Max Uniform Load on Stem = 12000 plf [Ultimate] 7500 plf [Service] Development of Reinforcement: [25.4.2.3] ld = 3 fY V)t0'0s1 db = N/A (40 ATbd tr�J OK b Allowable Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Uniform Load, Soil 2010 plf 2760 plf 3510 plf 4260 plf 5010 plf 5760 plf Max Uniform Load, Shear 48094 plf 48094 plf 48094 plf 48094 plf 48094 plf 48094 plf Max Uniform Load, Moment 7500 plf 7500 plf 7500 plf 7500 plf 7500 plf 7500 plf Max Uniform Load (Service) 2010 plf 2760 plf 3510 plf 4260 plf 5010 plf 5760 plf Max Uniform Load (Ultimate) 3216 plf 4416 plf 5616 plf 6816 plf 8016 plf 9216 plf Max Point Load (Service) 16080 # 22080 # 28080 # 34080 # 40080 # 46080 # Max Point Load (Ultimate) 25728 # 35328 # 44928 # 54528 # 64128 # 73728 # Date: 3/19/2018 Page: M2.1 B'TIL ENCTNEERING Project: Typical Footing Footing: 18" x 18" x 8" thick Footing B = 1.50 ft z — C2)/2) t=8in or Reinforcement R = (2) #4 1w 24908 ASI = 0.40 int 4 in d = 4.25 in Column C 1 = 3.50 in Materials f, = 2500 psi Normalweight Max Load (lbs), Two -Way Shear fy = 40000 psi Uncoated Net Footing Weight Max Load (ASD) PFrc = 0.06 k 5304 Soil Pressure: PASD = gaB2 — PFTG = Cover: 3 in C2=3.50 in . Al = 1.00 0e = 1.00 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 �t Isolated footing One-way shear: 0 = 0.75 Vc=2A1-Bd= 7.65k Vu<_OVc OV,= 5.74k (B—C2— 1 _ 0Vc (B — Cl — 1 0Vc 2 Vu _ —quB d� qu B—C Vu=quB 2 d� qu B — C B( 2 z—d) B( 2 i—d) qu = 10392 psf or 10392 psf Pu = quB2 = 23383 # Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4A1 f1 = 200 psi a [22.6.5.2(b)] vc = (2 + 4).1 fc = 300 psi '6 = 1.00 Q a,, = 40 [22.6.5.2(c)] vc = (2 + bo) Al 374 psi bo = 2(Cl+d)+2(C2+d) fc = 31 Vu <— 0Vc OVc = Ovcbod = 19.76 k 0Vc Vu = qu[B2 — (Ci + d)(Cz + d)] - qu = [Bz — (Cl + d)(Cz + d)] qu = 10782 psf Pu = quB2 = 24260 # Moment: 0 = 0.90 Mn = Asfy(d — a/2) = 5.4 k -ft a=ASfy/(0.85f,B) = 0.42 in Mu < OMn OOM,,= 4.8 k -ft — B—Cz z quB (" ) 20Mn 2 Mu= �qu= 2 B((B z — C2)/2) qu = 17712 psf or Development of Reinforcement: 15162 3 fy iptip,ol 24908 1 __ d )dL, 40 a 1(cb + Kt,. 4 in db Adjusted Soil Bearing Pressure 1500 psf Max Load (lbs), Soil 3315 Max Load (lbs), One -Way Shear 14614 Max Load (lbs), Two -Way Shear 15162 Max Load (lbs), Moment 24908 Max Load (ASD) 3315 Max Load (Factored) 5304 _ z quB (B 2 C1) 20Mn Mu 2 qu B((B — Ci)/2�z 17712 psf Pu = quB2 = 39853 # 4 in available OK 2000 psf 2500 psf 3000 psf 4440 5565 6690 14614 14614 14614 15162 15162 15162 24908 24908 24908 4440 5565 6690 7104 8904 10704 3500 psf 4000 psf 7815 8940 14614 14614 15162 15162 24908 24908 7815 8940 12504 14304 Date: 3/19/2018 Page: M2.2 B'TIL ENCTNEERING Project: Typical Footing Footing: 24" x 24" x 8" thick Footing B = 2.00 ft 10.20k t=8in 7.65 k Reinforcement R = (2) #4 1w _ � au B—C C2d) B( ASI = 0.40 int qu = 5649 psf or d = 4.25 in Column C 1 = 3.50 in Materials f, = 2500 psi Normalweight Adjusted fy = 40000 psi Uncoated Net Footing Weight 5893 PFrc = 0.11 k Max Load (lbs), Two -Way Shear Soil Pressure: Max Load (lbs), Moment 16830 PASD = gaB2 — PFTG = Max Load (Factored) One-way shear: 0 = 0.75 V,=2A1-Bd= 10.20k Vu <_ 0 V OV, = 7.65 k (B — Cz 1 0Vc _ — Vu—auB l\ 2 d/I _ � au B—C C2d) B( 2 Mu 2 qu = B((B — C2)/2)2 2 qu = 5649 psf or Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4A1 f1 _ [22.6.5.2(b)] vc = 2+ R) Al fc = [22.6.5.2(c)] v, _ (2 + E�Lb d).1 f" _ 0 Vu < oVc OVA = Ov�bod = Cover: 3 in C2=3.50 in 1.00 1.00 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 �t Isolated footing (B — Cl — 1 _ 0Vc Vu— _ quB 2 d qu B—C B( 2 d) 56495649 psf Pu = quB2 = 22597 # 200 psi a 300 psi Q = 1.00 a,, = 40 374 psi bo = 2(Cl+d)+2(Cz+d) 31 19.76 k OVA Vu = qu[B2 — (Ci + d)(C2 + d)] - qu = 2 — qu = 5516 psf Pu = quB2 = 22063 # Moment: 0 = 0.90 Mn = As fy(d — a/2) = 5.5 k -ft a = A S fy/(0.85f , B) = 0.31 in Mu <_ OMn OM, = 4.9 k -ft _z C2) quB (B 20Mn, 2 Mu 2 qu = B((B — C2)/2)2 qu = 6732 psf or Development of Reinforcement: 11893 3 fy �t�el�s 15829 1 __ d )dL, 40 a f(cb + Kt,. 7 in db Adjusted Soil Bearing Pressure 1500 psi Max Load (lbs), Soil 5893 Max Load (lbs), One -Way Shear 14123 Max Load (lbs), Two -Way Shear 13789 Max Load (lbs), Moment 16830 Max Load (ASD) 5893 Max Load (Factored) 9429 _ z quB (B 2 C1) 20M,, Mu 2 qu B((B — Ci)/2)z 6732 psf Pu = quB2 = 26929 # ...7 in available OK 2000 psf 2500 psf 3000 psf 7893 9893 11893 14123 14123 14123 13789 13789 13789 16830 16830 16830 7893 9893 11893 12629 15829 19029 3500 psf 4000 psf 13893 15893 14123 14123 13789 13789 16830 16830 12710 12710 20337 20337 Date: 3/19/2018 Page: M2.3 B'TIL ENCTNEERING Project: Typical Footing Footing: 30" x 30" x 8" thick Footing B = 2.50 ft 12.75k t=8in 9.56 k Reinforcement R = (3) #4 _ � au B — C C2d) B( ASI = 0.60 int qu = 3974 psf or d = 4.25 in Column C 1 = 3.50 in Materials f, = 2500 psi Normalweight db = fy = 40000 psi Uncoated Net Footing Weight Soil Bearing Pressure PFrc = 0.17 k 9208 Soil Pressure: 15524 Max Load (lbs), Two -Way Shear PASD = gaB2 — PFTG = 18740 One-way shear: 0 = 0.75 Vc=2A1-Bd= 12.75k Vu <_ 0 V oVc = 9.56 k (B — Cz 1 0Vc _ — Vu — auB l\ 2 d/I _ � au B — C C2d) B( 2 2 qu = 3974 psf or Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4A1 f1 _ [22.6.5.2(b)] vc = 2+ R) Al fc = [22.6.5.2(c)] vc = (2 + E�Lb d).1 f" _ 0 Cover: 3 in C2=3.50 in 1.00 1.00 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 �t Isolated footing (B — Cl — 1 _ 0Vc Vu— _ quB 2 d qu B—C B( 2 d) 39743974 psf Pu = quB2 = 24838 # 200 psi a 300 psi Q = 1.00 a,, = 40 374 psi bo = 2(Cl+d)+2(Cz+d) 31 Vu <_ 0Vc OVc = Ovcbod = 19.76 k 0 V Vu = quLB2 — (Cl + d)(C2 + d)] - qu = LBZ — (Ci + d)(Cz + d)] qu = 3388 psf Pu = quB2 = 21176 # Moment: 0 = 0.90 Mn = Asfy(d — a/2) = 8.1 k -ft a=ASfy/(0.85f',B)= 0.38 in Mu <_ om" OM, = 7.3 k -ft _z C2) quB (B 20Mn 2 13235 Mu 2 qu B((B — C2)/2 )2 qu = 4797 psf or Development of Reinforcement: 18740 3 fy oto, Ips 18740 _ Id 40 b + K Al fc (C Kt, db = 10 in db 1 13235 Soil Bearing Pressure 1500 psf Max Load (Ibs), Soil 9208 Max Load (lbs), One -Way Shear 15524 Max Load (lbs), Two -Way Shear 13235 Max Load (Ibs), Moment 18740 Max Load (ASD) 9208 Max Load (Factored) 14733 _ z quB (B 2 C1) 20M,, Mu 2 qu B((B — Ci)/Z�z 4797 psf Pu =quB2 = 29984 # 10 in available OK 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf 12333 15458 18583 21708 24833 15524 15524 15524 15524 15524 13235 13235 13235 13235 13235 18740 18740 18740 18740 18740 12333 13235 13235 13235 13235 19733 21176 21176 21176 21176 Date: 3/19/2018 Page: M2.4 B'TIL ENCTNEERING Project: Typical Footing Footing: 36" x 36" x 12" thick Footing B = 3.00 ft 16.2 k -ft t=12 in Reinforcement R = (3) #4 20Mn A si = 0.60 int or d = 8.25 in Column C 1 = 5.50 in Materials f, = 2500 psi Normalweight fy = 40000 psi Uncoated Net Footing Weight 13140 PFrc = 0.36 k Max Load (lbs), Two -Way Shear Soil Pressure: Max Load (Ibs), Moment 33825 PASD = gaB2 — PFTG = Max Load (Factored) One-way shear: 0 = 0.75 Vc=2A-Bd= 29.70k Vu <_ 0 V OV, = 22.28 k Vu_ aB (B — Cz — ) _ 0Vc —ul\ Z d � au B—C B( 2 C2d) qu = 7128 psf or Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4i1 f1 _ [22.6.5.2(b)] vc = 2+ [22.6.5.2(c)] vc = (2 + b 0 Vu < �Vc OVc = Ovcbod = Cover: 3 in C2=5.50 in 1.00 1.00 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 �t Isolated footing (B — Cl — 1 _ 0Vc Vu— _ quB 2 d qu B—C B( 2 d) 71287128 psf Pu = quB2 = 64152 # 200 psi a 300 psi /6 = 1.00 a,, = 40 400 psi bo = 2(Cl+d)+2(Cz+d) 55 68.06 k (A V_ Vu = qu[B2 — (CI + d)(C2 + d)] - qu = 2 — qu = 8854 psf Pu = quB2 = 79687 # Moment: 0 = 0.90 Mn = As fy(d — Q/2) = 16.2 k -ft a = A sfy/(0.85f,B) = 0.31 in Mu <_ om" OM, = 14.6 k -ft auB (B— Cz z ) 20Mn 2 __ Mu 2 qu B((B — C2)/2)2 qu = 6013 psf or Development of Reinforcement: 26640 fy s 35424 la = db = 40 bt+ K 1 f� (c tr) 12 in dI, / Soil Bearing Pressure 1500 psf Max Load (lbs), Soil 13140 Max Load (lbs), One -Way Shear 40095 Max Load (lbs), Two -Way Shear 49805 Max Load (Ibs), Moment 33825 Max Load (ASD) 13140 Max Load (Factored) 21024 — z auB (B C1 2 ) 20Mn Mu 2 qu B((B — Ci)/2)z 6013 psf Pu = quB2 = 54121 # ...12 in available OK 2000 psf 2500 psf 3000 psf 17640 22140 26640 40095 40095 40095 49805 49805 49805 33825 33825 33825 17640 22140 26640 28224 35424 42624 3500 psf 4000 psf 31140 35640 40095 40095 49805 49805 33825 33825 31140 33825 49824 54121 Date: 3/19/2018 Page: M2.5 IL iEN INNER N- 0 Project: Typical Footing Footing: 42" x 42" x 12" thick Footing B = 3.50 ft t=12 in Reinforcement R = (4) it4 A S1 = 0.80 int d = 8.25 in Cover: 3 in Column C 1 = 5.50 in C2 = 5.50 in Materials fc = 2500 psi Normalweight !j = 1.00 Vu=qu8 f y = 40000 psi uncoated 1.00 Net Footing Weight 2 qu = 5606 psf or PFTs = 0.49 k quBz = Soil Pressure: Two-way shear: 0 = 0.75 PASD = gaB2 — PFTG = 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Isolated footing One-way shear: 0 = 0.75 Vc=2A1-Bd= 34.65k Vu <_ 0 V OV, = 25.99 k 0Vc (B — Cl 1 0Vc (B—C2— ) _ Vu _ —qu8 d� qu B—C 2 z—d) B( Vu=qu8 2 — d� qu B — C B( 2 i—d) 2 qu = 5606 psf or 5606 psf Pu = quBz = 68677 # Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4A1 f1 = 200 psi a [22.6.5.2(b)] vc = (2 + 4).1 fc = 300 psi '6 = 1.00 Q a,, = 40 [22.6.5.2(c)] vc = (2 + bo) Al fc = 400 psi bo = 2(Cl+d)+2(C2+d) 55 Vu Vc OVc = gvcbod = 68.06 k 0Vc Vu = qu[B2 — (Cl + d)(Cz + d)] - qu= z _ [B (Cl + d)(Cz + d)] qu = 6223 psf Pu = quBz = 76233 # Moment: 0 = 0.90 Mn = As fy(d — Q/2) = 21.5 k -ft a = A S fy/(0.85f , B) = 0.36 in Mu <_ om" OM,, = 19.4 k -ft B—Cz 2 qu8 (") 20Mn B—C1 qu8 ( )z 20Mn 2 2 MU = ---> qu l2 2 B((B — Cz)/21 MU = 2 �qu= 2 B((B — CJ12) qu = 4785 psf or 4785 psf Pu = quBz = 58622 # Development of Reinforcement: fy S Id=(3 db = 12 in 40 bt+ K 1 f_ (c t,-) ...15 in available OK db Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 17885 24010 30135 36260 42385 48510 Max Load (lbs), One -Way Shear 42923 42923 42923 42923 42923 42923 Max Load (lbs), Two -Way Shear 47646 47646 47646 47646 47646 47646 Max Load (Ibs), Moment 36639 36639 36639 36639 36639 36639 Max Load (ASD) 17885 24010 30135 36260 36639 36639 Max Load (Factored) 28616 38416 48216 58016 58622 58622 Date: 3 /19 /2018 Page: M2.6 B'TIL ENCTNEERING Project: Typical Footing Footing: 48" x 48" x 12" thick Footing B = 4.00 ft Vc=2A1-Bd= 39.60k t=12 in Reinforcement R = (5) #4 (B — CZ — \ _ 0Vc Vu _ —que d� qu B—C 2 z—d) B( ASI = 1.00 int 2 qu = 4644 psf or d = 8.25 in Column C 1 = 5.50 in Materials f, = 2500 psi Normalweight [22.6.5.2(b)] vc = (2 + 4).1 fc = fy = 40000 psi Uncoated Net Footing Weight 23360 PFTs = 0.64 k 400 psi Soil Pressure: PASD = gaB2 — PFTG = 68.06 k Cover: 3 in C2=5.50 in . Al = 1.00 0e = 1.00 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 �t Isolated footing One-way shear: 0 = 0.75 B((B C — z / qu = 3853 psf Vc=2A1-Bd= 39.60k Development of Reinforcement: 46436 Vu <_ 0 V OV, = 29.70 k 46342 Id = (B — CZ — \ _ 0Vc Vu _ —que d� qu B—C 2 z—d) B( (B — Cl Vu=que 2 — 1 0Vc d� qu B—C B( 2 i — d) 2 qu = 4644 psf or 4644 psf Pu = quBz = 74298 # Two-way shear: 0 = 0.75 Max Load (lbs), Soil 23360 [22.6.5.2(a)] vc = 4A1 f1 = 200 psi a Max Load (lbs), Two -Way Shear [22.6.5.2(b)] vc = (2 + 4).1 fc = 300 psi '6 = 1.00 Q 23360 a,, = 40 [22.6.5.2(c)] vc = (2 + bo) Al fc = 400 psi bo = 2(Cl+d)+2(C2+d) 55 Vu Vc OVc = Ovcbod = 68.06 k Vu = qu[B2 — (Cl + d)(Cz + d)] - qu= z _ 0Vc [B (Cl + d)(Cz + d)] qu = 4634 psf Pu = quBz = 74147 # Moment: 0 = 0.90 Mn = Asfy(d — a/2) = 26.8 k -ft a=ASfy/(0.85f�B)= 0.39 in mu:5 OMn OM, = 24.2 k -ft _z qu8 (B 2 CZ) 20Mn _ qu8 (B 2 C1) z 20Mn Mu= 2 �qu=8((B C) 2)2 Mu= 2 ,qu= z 3853 psf Pu = quBz = 61640 # ...18 in available OK 2000 psf 2500 psf 3000 psf 31360 — z / qu = 3853 psf or Development of Reinforcement: 46436 fY S 46342 Id = 40 bt+ K .1 f1 (� II )) db = 12 in db 38525 Soil Bearing Pressure 1500 psi Max Load (lbs), Soil 23360 Max Load (lbs), One -Way Shear 46436 Max Load (lbs), Two -Way Shear 46342 Max Load (Ibs), Moment 38525 Max Load (ASD) 23360 Max Load (Factored) 37376 3853 psf Pu = quBz = 61640 # ...18 in available OK 2000 psf 2500 psf 3000 psf 31360 39360 47360 46436 46436 46436 46342 46342 46342 38525 38525 38525 31360 38525 38525 50176 61640 61640 3500 psf 4000 psf 55360 63360 46436 46436 46342 46342 38525 38525 38525 38525 61640 61640 Date: 3/19/2018 Page: M2.7