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Nisqually Landing Building C 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 ‘C’ Yelm, WA November 19, 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 h-C,I Roof Framing Key Plan R1.1 F C5 ��ro J s Y �' Roof Framing Key Plan R1.2 BTL ENGINEERING M = �, 59 k.ft V= 2- L/36d = 0-3- (LL) L/240 = C' N I (TL) EIreq'd = 1 [p xIO" b.1tI' N ,311 y `7 �a GLS RB- C �- M = �, 9. Y k.ft V= 1,6k L/360 = (1)1'. )11 (LL) L/240=—CA" {TL) Elrcq,d = f xldfilb.ui 19011 Wood-Sno Road NK Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 717 'WZti�15rt5uLi�trlx�?) = i W, Lot: 1-77�2- f J2x TRIMM M POC*Zr f 1�r 5TVD &ROW f J2x f J2x 1 f H%2x, JTVD 57UD &ROUP TVD 5TUD 5R011P A F7.1l�1 BEhM �YY{� I/NL ��* aT H&R BY H&R TRIS MFR LRAYi EEW4 POST _POST r-FOOTIN& 9110 U # 5-I # 1525 # EEAM f J2x POCKrr POGY.ET T mmm f 1�r 5TVD &ROW f J2x r a J2x f J2x TVD 5TUD 5R011P A H&R 8Y TRUSS MM H&R BY��H&R 6Y HOR ---rOOTlk&-�' TRIS MFR Gii�3'i BEAM POST T1Fi*aOTFLIR 5-I # 1525 # V EEAM f J2x POCKrr w-AmPM f J2x t TRI f J2x STUD &ROUP f 1�r 5TVD &ROW f J2x FLLSF! f�AM H&R 6Y TI)SS MFR H&R GF.FY1. EF1�h1 COST FOOTEI3G V Project: N /SQ 4LL14 L4N b 1k! 6 AO- - G Designers By: y� Date: 11s 11,21 Project Number: Client: Seale: Page: R2• POGKEr iRlH x i J2x f J2x STUD &120111' 5T4V &Rap FUeH SAM FLf5F1$Ial H&R H&R 8Y TRUSS MM PO5T_ ---rOOTlk&-�' Project: N /SQ 4LL14 L4N b 1k! 6 AO- - G Designers By: y� Date: 11s 11,21 Project Number: Client: Seale: Page: R2• BTL IVIOM1\IMV1I'M IMM M = 9. 3 f k.ft V= f' C)4 L4 L/360 = ► 3 (LL) L/240 = .5 + (M) EIreq,d= xla6lb.Min2 (4N) 2� i� , -7:�a (ZE I RB- () L1 M =, k.ft V= 0 L/360 (LL) L/ 240 = F� (TL) E I rcq'd = x106lban2 19011 Wood-Sno Road NE, Sviee 100 Woodinville, WA 98072-4436 Pbone:425-814-8448 1. 3x: FLS-iS.L 1-L 1 LU H.'7AMR IF}2x TRIMMER I M OFAM f ]2x POCKET > mgr+ ( )2x STLO 6RakIP ( }2x STUD GROUP FLUM i'} r m HfiR 6Y TRU5S MFR FL LSH [ J2x STUD GROUP H6R -P057 FOOTINS� HSR 10, { }Zx POCKET { Y2x FOOZIr f 12x ( }2x STUD GROUP Fi ISH BM (1i2rn STUD aew ( }2x STUD GROUP FL LSH [ J2x STUD GROUP FLI15H BEAM H&R eY TR155 MFR HSR HSR HGR 6Y TRUS5 MFR �T �FOOTIN6 10, { }Zx POCKET H'.AUE1R { 1Zx MMMER (1)2.L TRI WMA ( }2x STUD GROUP Fi ISH BM (1i2rn STUD FW MkM f 12x STUD GROUP � FLI15H BEAM H&R eY TR155 MFR HSR OTHM 7-" �N' sYs, 2012-+.31.7sAZ3�- L; CWp l cc.3► �3 IM ( )2x POCKET (1)2.L TRI WMA ( }2x STUD GROUP ( ]2x 57M &RCW H&R 6Y TRU95 MFR H&R PEST �OOTITa6 Project: &scoAuLi L4u4zf�,a, AT Designed By:! 1 � Date: 112 -' Project Number: Client. Scale: Page: R2 • Z BTL ENGINEERING RB- 05 M = ,]• Cas k. ft V= L/360 — — ��I (LL) L/240 =.3Gr w (TL) Elregrd x1061b.it2 RB- N, M = 01 � ci k.ft L/ 240 = 0, (TL) EImq'd = ! x10'lb.inz 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 �r # >r TRI FEAR •� DOM BEAM, POCKET r J�x STUD SROUP r J2x STUD SROIJP FLU5H BEAM r )2x 5TUD &ROUiP FLNSF! 6EhH HGR mw aY TRU55 MFR LRAYi HSR �05T �FOOTINE� —7 I? , Dow WI&M POCKET JW1" OFAM TRIMM , ())24F ( 12x r )2x 5TUD &ROUiP F.u5H SEAM ( )2x 5TUD &ROUP FLU" BEAM Fi U�11 I&NA HSR BY TRU55 MM HSR OTHER P05� --FOOTIMi l ( )29 POGKPT JW1" OFAM ())24F ( 12x Ti?J POCKET Fl { 1� r J2x STUD SRCA P STLO Sviap FlIP5F1 EFJiF4 F'tLSH BEAM HSR BY TRIJ55 MFR H&R _POST OTHER ( )29 POGKPT { r)2x TRIMMEiZ RIF�+BFru1 ( 12x STUD &ROUP FIA15H OEM ( )2x STUD GROUP HOK HGP, 5r TRU55 MFR SEAM P05T �OOTIM6 r Project: IS LACI U T .'e—' Designed By: OA -0314112- 14112 Project Number: Client: Scale: Page: R2. 3 BTL ENGINEERING RB- 01 NI = S, T -f k.ft V = 1ziOlk L/360 = ; ( (LL) IR L/240 = ,,? / {TL) Elregld = all x1061b.ill2 >« �M M= o� kft fir_ �'0if. L/360 = o 116 (LL) L/240 = 6+ �t G ' (TL) EI �d = y F x106lb.M 1 41 y�C� 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 A-41, W, �I # 3 HF {J J2x� ' (I TRI P" BEAM ( )2x POCKET { Js>{L TRI f 1a�c 5T1 -D 110 I m f lex STUD 5ROLIF f J7x 511M 6R.OI1P FLU5H SEAM { )7x STUD FROLF HOR ESY TW55 MPR FSR BY TR1J55 MM H&R CAML SEAM PMT r-FOOTIN& G7, DOMK> FCXKET f 52x POCY.ET { Js>{L TRI f 1a�c 5T1 -D 110 I f Jsx 5TIm 6017 FL 15H EEFrtI STUD GROUP FLU5H SEAM { )7x STUD FROLF HOR ESY TW55 MPR EEAM HSR GRhYY.. POST �OOTITJS FOOTING G7, DOMK> FCXKET Tf21MNfER f 1a�c 5T1 -D 110 I f Jsx 5TIm 6017 FLU5H MM HSR SY 7RV9' MM FLUSH EEW H&R POST FOOTIN621 nam BEAM { J?ac POO<ET FEI�Dl31 { {)fix ;e (7iAMN7Mq �l fJ2x 5T= &ROUP ( )sx STLV GROUP FLUSH BEFJd H&R $Y TRL55 MFR �� HSR GRhYY.. POST �OOTITJS Project: f s nuatL y L 4i -II I cle A?7- Jr- I Designed By: Date: 112-1121 Project Number- Client Scale: Page: 82.14 BTL ENGINEERING RB- 0i M = 4,!5-3 15-3 k.ft n lC V L/360 = D.�i7 (LL) L/240 = (TL) Elre, = '106lb.in' an V= V= L/360 = L/240 = T;Irlm,d = k.ft (LL) _(TL) X106lban2 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax:425-821-2120 -[3a TRIMMER POCKET f 12x 57UV &ROUP {j2x 57LO &ROUP Ca J 571JD ()2x FF STUD GROW Ft11�F1 BE FLLBH BEA}4 H&R EY TRM5 MFR HSR GRAFI EEAM �05T FOOTINS 0 { jsx TRJMTER paw+ DE M+ { j2x FOOKEFT { 12x 571,D &ROUP {j2x 57LO &ROUP R.I1BH BEA}1 HSR 8'f TR ISS MrR ()2x FF STUD GROW �� HSR FLi15H SEAM HSR BY TRUSS mm OTHER _POST F9OOTlN6 /O -C75- # POClET TRIMMER / RJ)5H i� �7UD SRf7l1P ()2x FF STUD GROW FLUSH EEPa1 FLi15H SEAM HSR BY TRUSS mm H&R CA.�4WI PO5t- �OOTINS� "T_ FOOTIN& eeAM { J2x POGY..S7 W.AM 11 f J2x TRIMMER FLU 1 EEAJd { J2x STUD SR,OUP FUSH BEAM f J2x FF STUD GROUP Protect Number- FLS B�IIRI HSR HSR BY TRUSS MSR Page:• CA.�4WI PO5t- �OOTINS� Project: L QO & J LASO LkI6 Af F� � Designed By: I Date: V2-1121 Protect Number- Client -Scale: Page:• 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 Oa -10 ,_yg -oX- t7�A� Upper Floor Framing Key Plan -I3 93 Upper Floor Framing Key Pian C3 `CB Stair Framing Key Plan U-1 .3 BTL ENGINEERING M= ),,7— k.£t V= 0.(�'(i LIygU = 0, V2 (LL) L/240 = 6. ft x (TL) EIreq'd = 7 �- x1061b.inz u.B- 0 9,- M= , - M= F 33 k.ft V= D�, i./p = D, M 1 (LL) qA J,/240= 0.7 (Ti) El rey'd = 1 10' lb.in' in Cc %e'? cd 19011 Woad-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Pas: 425-821-2120 G], - (�ztVJ G2,14 FEAOai f 12x TRIMMER [ JTc POUCiFT Fu>�I+ eeAM FLCSH tea+ [ J2x STUD 6Fuxp ( 1)12X(; S niD GROUP FLIIJH EEFJ-! iTiU55 MFR CRAM wC*T — FOOTINS FlSR FW; Mw —P05T CrOOTINS # lr-772!-!� TRIMMER [ » POCKET FUW OW { lex l STUD CAROJI FLUSH PEM ( )2x TLID FOR ey TRL55 MFR —HOR CRAM wC*T — FOOTINS BY lfw5 MFR /0 f ap C�� S`2 ?- # ( J2x POCK= FF.ISSQRR { )2x TRIMMER 1 ( )2x STUD &ROGP ( 1)2wG, ITUO GROUP 7R�U5' MFR • R. .H&k BY lfw5 MFR Pasr� �00TIFS6 P05T_ --FpOTi" [ J2x POCX r t!C!)2.�t TRIMMER FEW SEAM 12x FF STUD OFZOUP $TUD 7R�U5' MFR FibR L{1STlfl Pasr� �00TIFS6 I Project: M.'QuAt..4_ �� c Designee �Y NQS Date: l {121 Project Number: Client: Scale: Page: U2• I BTL ENGINEERING LTB- Q Viz. M = k.ft V - �r � � (I .vil L/y, � o = D d� c (LL) L/240 = (TL) EIr,.egrd X106Ib.in UB- Dy = 0,'b k.ft V = I. C)k L Q I +� L ., , (LL) L/240= 0,/(-" (rL) Elreq'd = ), x106Ib.in' P, = /5'26#4 ega-taz Afvi 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 42-5-814-8448 Fax: 425-821-2120 MM BEAM f )sx POCKET { � )zcr- TRI ! )2x 5TW 6ROL7P { )2x SND &ROUP .il 1 BEAM F7J15Fi EFI�M HrPR HOR BY TR1 W MFR Cp1gL �1 PLU5K BEAM NFl T FOOTIH6 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 42-5-814-8448 Fax: 425-821-2120 I�Aaax TRI i aar�+�8�+ I rte, POCKET TRIMMER BEAM REAM SND &ROUP STUD *ROUP PLU5K BEAM NFl L FI BEAM HSR H6R 5Y M65 MFR EF"W POST_ �OpTIM5 I�Aaax TRI Lt�YlI era+ POCKET { 12x 5ND 6ROUP f 12x 5TUV *ROUP FL1l5H BEAM H6R BY TR1l55 MFR F1,LxF! BERM —H&R T r(77L.F G H&R f J2x POCKET ! lY�c TRIMMED¢ Ii�5FI SEAM { }mac SND *ROUP IRISH BON I f }fix Fv 57UD £+RCDP H6R BY TRUSS M R H&R OTHER %51A11 POST —.F0OT1M6J Project: �� 5ou&Lj L4�-tIom-1 c, AP1- 'c Designed By: N qB Date: 9 /-21 2 / Project Number: Client: Scale: Page: U2.2- BTL ENGINEERING UB- C)S M = 'd, � 5 k.ft V= 2 L/Z/,o(LL) ,6 L/240 (TL) Elreq'd 7 X10 6 lb.in 2 up Offed kh V = 1/13 L/ 240 = 6, L- i (TL) ' - Elreq'd = ( '(6 : 7 X106 1b.in' /2, 626, C. I 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 TRIMMER P&"Kf-:T STLO &ROLP STM 69.0p (z)2x STUD H&R 5�r TRO55 MPR RLSH ESM HrpR r�T �'�— k7rHER f N Z12y 1 # TRIMMER )2x PpG1Cl=7 STUD VZOW STM 69.0p 5TLV H&R 13Y TRUS-5 MM H&R 05T POOTINO- 12THER M6 I # I'VOK57 17-X TRIMMER POWC-Itzr STM 69.0p 5TLV FLLU BLM fulsH NOR H&R Ely 7RIe5 MFR OTHER R05T- --FOOTIN&� D" BEAM ( )2x WASIR ( )2x � POWC-Itzr TRIMMER ---11 FLLU BLM �55�W - "2X ( )2x FF 51w rpTUP &ROUP FUM 515M 16R- H&R BY TRr--a MM Project: t!1:5OU4U-Y 14L 616 47— Designed By:Yfi6 - Date: Project Number. Chcnt: Scale: v.2//2/ - Page: U2.2 BTL ENGINEERING UB- 0-7 M= 0-7(� k. ft V= ,l11k (LL) L/240 EIreq'd = 11 x1U61b.in2 Llk12 UB- 06 M= k.ft v= Lly5o = (�,`�� (LL) L/240 = L 92Lt (TL) Elreq'd = �")() x1061b.in' 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4+136 Phone. 425-814 448 Fax: 425-821-2120 W. { 32x TRIMMER Oora e�Aal f 17.x POCKET POCKET TRIMMER Bim+ { ): STM VZOW BW `1 f 7x STM sRouP HGR SY TRUSS MFR FLlSFI SEAM _ HGR GRA!'4 EF.hl4 / F1.U5H W -Am COST tPOOT1N6 31 I70!'fi � { )2x rFAoe� POCKET TRIMMER r i2x { 32x 57110 611O 57110 GROUP FU15Ff EEAF1 LRAi^L EF.AM PO5T_ --r,OOTIN6-�] / F1.U5H W -Am *) ill �T LFOOTIMS HSR I]UC HOR HY TRM5 MFR GRA L � POST SOOTING Olt (tZfi4-0)( "V11) :Ble �d LO ca�3 # # TRIMMER POCKET fU6H EEAM r }2x 57110 ISROUP fl.u5►+ BE M IiJ W MM { )2x STUD GROUP 6�2� - STM FU15Ff EEAF1 LRAi^L EF.AM PO5T_ --r,OOTIN6-�] f 9E fly —H&R. HSR 15r TRUST MM �T LFOOTIMS OTHM DOM BEAM ( }2x POCA<r=7 + r r x TRIMMER fU6H EEAM r }2x 57110 ISROUP FLU5H 02X 6 STIR 6RO11P Fu—M BEAM Y�Ff BEAM HSR BY TRUSS MFR H&R LRAi^L EF.AM PO5T_ --r,OOTIN6-�] Project: ...1�S(JLJ)4a—Y LAPDIN6 /4F7- C� Designed By: t/453 Date: Project Number: Client: Scale: Page: u2• STI ENGINEERING UB- DI- M = 8 k.ft (LL) L/240 S 6 (TL) EI, 'd =x101lb.- 2 UB- 10 M = _�,+,3 k.ft Lly�o = 0,1 (6 L+ (LL) L/240 = 0,31 (TL) EIYeq'd = ()x106Ih.in2 k r0 1 19011 Wood-Sno Read NE, Suite 100 Woodinville, WA 98072-1436 Phone: 425-814-8448 Fax: 425-821-2120 w �122tvo)t 17,2Zr'Lj-, to kg< 511, # _7 �3 t, 4, 75" POCKET vorw sE�w (12x POCKET {2}2xs TRI ( )2x 5TLO bROUP f 32x 51W ISFUAF f }2x FLL6H UEAM H(SR SY TRU55 MFR HER 6Y TF%U95 MPR -HOR. PD5T ODTINS 9EPM PO5T InHC�� _7 �3 t, 4, 75" POCKET BEAM ( )2x TRIMMER ( )2x N 5TIO 611OUP ( )2x 5TIO 5T20UP f }2x FLL6H UEAM H(SR SY TRU55 MFR f i d HOR FLU511 HEAM PD5T ODTINS LJ=IV4-YA11,5'12.) � /6J, lc # �� " �f75(� # IEAnaz iffpc� BEAM ( )2x TRIMMER POCKET s ( )2x f }2x 5TW 6pexp 5TW &ROUP FLU511 HEAM Fiu5H BF/�H HER BY TRU-% MFR H5R TM GPOOTIN& OTHER DOYN SEAM f Y2x POCKET HENXR (242. (t TRIMMER 5no &ROUP 57W &ROUP FLLEH 9EM4 Fi U5H BEAM H6R BY TRUSS MFR H5R CA.AYlG EEAM P057 --FDOTiNC,-!) Project: lV 15 C.i LW(,/ G.f-jl UE1, /k` 6, Designed By: Me Date: r 1 Z / 12 / Project Number: Client. Scale: Page: u2.5 lip ENGINEERING UB- 1,— M= , M= 2,01 k. ft L/19) = Dr 2 ] N (LL) L/240 = (TL) UB- 1'2- M= 2, M= 1,31 k.ft V= i (�' k,jr1k L/240= C�. / G " (TL) Ef j5 x1D6lb.in 19411 Wood-Sno Road NE., Suite 100 Woodinville, WA 98072-4436 Phone. 425-814-84-48 Fax: 425-821-2120 HFA TRIMMER vaw+ el�r+ POCXF-7 TRI R U3H BEAHfLJU4 r )fix STUD (5R.(X P [L.J�x1G STUD RJ151+ EEA3A Hen 6Y TRUSS MIrR H&R SY TRL55 MFR �"FT H&R Gfi•11'i HF.N4 PO5T CFOOTINS OTHER { )sx POGICET r 7aac TRIMMER TRI n.L64 {2x STUD RJYH r )2x STUD 6P.DUP R.f fFEAR STUD &ROUP H&R SY TRL55 MFR H6R BY TRUSS MPR H&R Gd�AYL C.FAYi-EEAM POST �PpOTIN6� W = t1,2+yDYi7 Zs'.]+ -rte --x� y� /(I k? = 9q�pA td n r'�C yz #!d G� # POCKET POCKET TRI STUD 612DUP F7JFrFF nrt STUD &ROUP R.f fFEAR STUD &ROUP H&R SY TRL55 MFR H&R HSR Gd�AYL p T r-FpOTIN6 POCKET TRJHMETt STUD 612DUP STUD fi�ROUP PLI1Jf 6EAM PiJ%N SAM A I HSR SYSY`9 TRUSS MFR H&R HFN4 POST_ �OaTINEs Project: 1Vrs Ak`f LA {OP16 4r -..r s . Designed By: 1 Date- q121 /Z 1 Project Numher: Client Scale: Page: U2. a BTL ENGINEERING UB- 13 M = N 516 %.ft ❑= 5.9 k L/qe�o = 0, x fz►r (LL) L1240 = A � Y = (TL) Elregpd = /)() () I x1061b.in2 �� 12 61-I? ■ M = 1, -� I k.ft V _ �� 1,4 6, 5y '/60 = (LL) L/240 = L f L) (TL) EI1ey'd = X1061b.in2 �Is�lo 19011 Wood-Sno Road NE, Suite 100 Woodinville, W.A. 98072-4436 Phone: 425-814-848 Fax: 425-821-2120 -.. # I�19 C?,2(1 # I�Acee { }2x TRIMMER ter+ �Arr f }lac POv KP7 STUD &ROUP RISH OFAM }2K 5TVD &ROL7P 5TUA H&R BY TROffe MFR F11,LriFl BEAM H&R BY TRUSS MFR H&R GlzAY� EEA1•I ,,,!r.T7- �OOTIk&� �05T FOOTING f }2x POCKET r J2x TRkMMEt¢ T tz— RISH OFAM }2K 5TVD &ROL7P 15TUV;r/ ra.IF,*I REAM }2x STUD 6ROLIP F11,LriFl BEAM H&R BY TRUSS MFR J� H&R I ,,,!r.T7- �OOTIk&� Ifitq # I # �3 taw Baas ( }2x POCXET POCKET T tz— ( }mac STUD &ROL P FII15H BEAH ra.IF,*I REAM }2x STUD 6ROLIP I�LL�iFI ( }2K 5TUD 6R4XP FLUSFf EF,Mi F11�.H BEAM H&R SY TRV55 MFR H&R COST Podrlra& taw Baas ( }2x POCXET (gj2x� 'PRIMMER ( )2x STUD &ROUP ( }mac STUD &ROL P FII15H BEAH FL!!5H FF H&R BY TRU55 MPR H&R i°p5 STNS& l Project: M.S a uyit" r'l 14 o///6 j` Designed By: Y Date. �•� �1 J Project Number_ Client. Scale: page. -U2.7 BTL ENGINEERING UB - M= B - M= '7. O � k.ft V = �,�f4(a, s� L f { (LL) L/240 = 0, 52) !I (TL) Eireq,d = x10'lb.in UB- /(c M= x,06 k.ft v = C), 00 k L }') to L/240= dr 7 " (TL) 19011 Wood-Sno Road NE, Suite 300 Wvodinviile, WA 98072-4436 Phone: 425-814-8448 [pax: 425-821-2120 + �rArv� f, LTJ, VM�z- TRIMMEW. PO(,KET TRIMMER ( 12x 5TUD &ROUP ( }fix STM &Row lGY�a STUD H&R 6Y TRUSS MFR F'LLSFh BEW-0 WAR H&R GRA1'1. EEN+f �UDVcR�OUP H&R 5Y COST r - FOO I * a�w sem+ { }2x POGIZT If,�x (}9x TRIMMER TRIMMER ( 12x 5TUD &ROUP {�2x:� 5TUD 612OUP -MW BEAM FWSIi EEAM H6R 5Y TRU55 MFR F'LLSFh BEW-0 WAR 57 POSF � .�oOTI1J&� T-772-- D" Eux TRIMMER POGCET RAl5if EGAM -MW BEAM Project Number: 1 + 57 STLIp �UDVcR�OUP H&R 5Y CRW"l. POST �OOTIN6 HSR TRUe5 MPR POST (-FOOTIN& DfY 72BExAM F KET f }2x TRIMMER Designed By: Date: —FUM �BEM STUD &ROUP STUD Project Number: H&R Irr TR155 MFR H&TZ Page: U2. S CRW"l. POST �OOTIN6 Project: MMA � Z,4, 011-16 Apr- ' Designed By: Date: Project Number: Client Scale: Page: U2. S BTL ENGINEERING UB- 11 M = �, 3 f k.ft V= STPD 6ROPP r -1>I = 6,11lu (LL) L/240 (TL) x1061b.in2 /-1k /2 VB— 15 A4 _ X17 k. ft k (LL) L/240 = 6, 3c; (TL) E1,gtd = 5j x1061b.in2 16, 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 S76r104A U`1o6 # H=am TRI MM —EEM ( )fix POG4CET STUD &ROUP STPD 6ROPP FWSH BEN4 HSR SY Tmr% MPR F UW W" HSR 7—T"—"ST "OR 5Y TR{155 MFR { 12x FOOKET r tea+ LX2 { J2x STM 61ROPP { J2xFF SnV &P4X P R -M44 BEAM ( )2x 1r STUD 5ROI1P STUD &PXX P PUSH HOR "OR 5Y TR{155 MFR FLIYH BEAM PO5� �FOOTIN6-)OTHMI # `73 �. .2-'17r # Dl BEAM i2x POGFCETTRIMMERr�-' r tea+ TRS PO-IKET R -M44 BEAM ( )2x 1r STUD 5ROI1P STUD &PXX P STUD &ROUP FL115H BFJ�M FLIYH BEAM OTHER HCF R SY TRUSS MFR H6R ----FO5T Cr-OOTIN6 Dl BEAM i2x POGFCETTRIMMERr�-' f 1�>�' R -M44 BEAM ( )2x 1r STUD 5ROI1P F[1) 5E M 12x STUD SROUP FW�SH B&A}'1 FWSH BF�1Mf H6R BY TRI155 MI -3i H6R OTHER LRAYi BEAM POST_ --rOOTIN6� A' _ 1 i�1'ojeCi . A �S Q U1 -1,L V ��1�1 d /I�� 4r,, 1 C Designed By: �.T Date: __r /211,-7 / Project Number: Client: Scale: Page: U2• BTL ENGINEERING .fs-� -01 M = Q , S (e k.ft V= OI L/Z k (LL) L/240= 6,,"L&" (TL) Elreq.d = x1Q'lb.in2 M M = , `j k.ft V= 4��4 L/240= o , (TL) EIfeq d = �-91 x10"lb.in' PT 6� x l I yJ i 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-84-48 Fax: 425-821-2120 r asx DOM eem ! rex TRIMMER PoC.KrT r 1�x L) 2— --. 9Tldi &RZW STUD &ROUP ti HSR e y Hsf� TRL+5' MM BEM .�Osr FOOTING F=77 TRIMI`+lE=Ti ncwl !) POGKUT STUD &ROUP STUD &ROUP m w 13r T%Y55 MPR -H6R FOOTING K 5.3 >� P009LT r TRIMMM ! )3t STUD &ROUP ( )fir FF STM &ROUP HSR ! 5 ` HSR 6Y TRU55 MFR Pp6T- �ooTlrl& e >a�r+ eFaw ! nx POCKET -=(-)2A. ! )2x TRIMMER r STUD &ROUP r )sx FF STUD &ROUP HOR H&R Br rRllSE MFR POST_ �FGOTINS Project: A Udl�- V LLtL2 I1VG ArT • Designed By hate: f121 /�, / Project Number: Client: Scale: Page: U2.10 BTL IMOM SE -01 M= 9. kft V= 177 C), (LL) L/240 = 0 ,0 (TL) EILeged = xl0slb.in 5'lq X 74' PSC- Ao M= S,S2 Ut V = 1�, ask L/240 = 6,'f9 " (TL) EIreq'd = f 11 X1061b.in2 kiy �� PSL�.*l 19011 Woad-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-844$ rax: 4ZJ-W I -212L1 A P 31 � � ►.170 # q ,n TRIMMR DOM eaw Pocler STUD 6ROlN' STUD &Rap -H6R P�f HSR HSR Dr TRll5E> MFR T FaOTlhl7 6OTHM posr_ ooT,rrF, di7,=[2�►15,t�Iaj� (r5�25x3,ts h�tsty'i-y�IQ(-t4 TRJMML=R t T- { Jar STUD SROW H&R SY Tplrbr MFR -H6R �FOOT�Nb OTHER OTHM posr_ ooT,rrF, di7,=[2�►15,t�Iaj� (r5�25x3,ts h�tsty'i-y�IQ(-t4 TRJMML=R t { Jx+c STUD 6ROJF { Jar STUD SROW H&R SY Tplrbr MFR -H6R �FOOT�Nb OTHER 9�o" 12 -YO # Project: 1 15 QC2>�L Y t+4i�l d )11G APT � Designed By:1YLL Date: 1211 1 Project Number: Client: Scale: Page: U2.11 +fADFR { Jam+ TRiMMM A�ON1i �JW �Ir�14 F40GKET 5TI1D 61 D 5TW OMOUP FIER HSR 6Y TRUSS MM OTHM posr_ ooT,rrF, Project: 1 15 QC2>�L Y t+4i�l d )11G APT � Designed By:1YLL Date: 1211 1 Project Number: Client: Scale: Page: U2.11 BTL ENGINEERING -S,&- (!) M k.ft V L = di 3 (LL) L/240 = 0■ (TL) Elreq�d = xl0glb.iti2 y10 M = k.ft V= L(LL) L/240 = (TL) E I req,d = X106 ib.m, 710 19011 Wood-Sria Road NE, Saute 100 Woodinville, WA 98072-4436 Phone: 425-814-B44-8 F= 425-821-2120 m W TRJMI�R f J2x FOO -CET !Z7 =z f ?2x STM 6ROUP { J2x STUD GROUP H6R H&R BY TRVS' MFR H6R 477sT POST_ - TINOarHER V=72! TRIMMER f J2x FOO -CET t )2x STUD GROUP { )2x STUD OW.Cxp H5R BY TRW5 MFR H6R POST FOOTING H6R BY TWO5 MFR xr++ BE►�s f )2x POGICET WAVER r )2x TRIMMM m i7}7x� FOCKEr t ]2x STUD SROUP r )2x STUD 6ROUP HOR hIER H6R BY TWO5 MFR 77INI POST_ - TINOarHER xr++ BE►�s f )2x POGICET +�,� ! 72x TRIMMER STUD GROUP STUD 6RDL P HOR H6R BY TRMS WR 77INI Project: A Udl�- V LLtQ /IWd ArT • Designed By hate: 2121 �� I Project 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 Ll - Y\ CB - C1 C2 1031 k .�J1 0 Main Floor Framing Key Plan MF1.1 f4\B U Main Floor Framing Key Plan Wt2 CQ� C2 C3 I 47 i i'I---------- --411 11 -- ----------------:I I �1 T� 1 �I I• .. ir74joCB — — — — I I • , .� . d 7 1- '� � — r — - i • � . 1 I: ^ I Vii, 7 —10T. ------------ --------------------------- ! I ! Foundation Key Pian MF1.3 Foundation Key Plan I , .----�,f111 r 1 1 I I MFI A (C3 Stair Framing Key Plan MF1.5 BTL ENGINEERING Ir; M -76 k.ft V= 1.541 L/ -;Go= 6Jq " (LL) L/240 = 6,34 " (TL) MB- 0? M = 1,72 k.ft V= 2.3-k L/W = ()r �,l (LL) L/ 240 = 0, 31 a(TL) EI,.eq,d = -�� x1061b.in' Jyx /0 1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8418 Fax: 425-821-2120 r�lb75 V) L�4 P, /-4 1A M IA it TRIMMER oowr f Y2x PGGiC�T { ' y2x:c 7RIMMEiZ r 12x 57W 6ROUP STUD 694W FLU5Ff BEAA1 FGll�iFl BF1J4 H&R BY TRLe(S MFR HOR H&R 9Y TRV55 MFR POST CFOOTINS-- r�lb75 V) L�4 P, /-4 1A M IA it TRIMMER vaw IEIM POCIKET STUD &ROUP rF STUD GROUP l 12x 5TUD 6ROUP r1�+ eeArr ( }fix STUD &ROUP FGll�iFl BF1J4 H&R BY TRLe(S MFR Fl.1F.M BFJVR H&R �T �FOOTIHS paw+ BEAM POCKET Mi, TTRIMMER STUD &ROUP rF STUD GROUP RMOH BENZ ( )2x STUD GROUP F1A151+ sFAM { 1yc STUD GROUP H6R H&R SY TRUSS MFR HSR POST_ rOOTiHG vaw� + { a2x POGY.ET I�wER { 12x{r^ TRIMMER STUD &ROUP rF STUD GROUP FuM BEAM H&R BY TRIJ55 MFR H6R CRAM_BEAM PDST �OOTIN& ProjeCt: UG T Designed By: N A3 Date: ! 2Z/2 1 Project Number: Client Scale: Page: MF2.1 BTL ENGINEERING MB- 63 M= 3.15 k. ft V= L/240 = (TL) EIregtd = Ili - 1b.iri if kit) MB- O` M = k.ft V L/" = (!), 3�f (LL) L/ 240 = Q, V �) W (TL) EIreq'd = . d x061b.in2 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 /0's U I23 6 # XW ( )2x POCKET POM em ( )2x Hem (!) e TRIMMER Poch FLUSH BEM ()2x 5TLP 6ROUP HOR BY TRL155 MFR 5TU17 &ROUP 5TLO &ROUP LFAYt. BEAFF POE, �oarirr<s� - IF6ii�O5T arir+s FLUSH 6EAH HSR 19Y HCR TRUSS MFR LRAYi 9EAM COST LFOOTIN& /0's U I23 6 # XW ( )2x POCKET (}2x POCKET HEADER ( 7)2x G TRIMMOR r rex STUD CRaF { )2x 5TLD CRa P FLUSH BEM ()2x 5TLP 6ROUP HOR BY TRL155 MFR H&R OTHM LFAYt. BEAFF POE, �oarirr<s� Lot'. W-WOX (fir}= :2)_p I' 1 t h # 13'C " -73i # RR ( )2x TRIMMER (}2x POCKET POCKET TRIMMER VT) _Ix 5TW 6Rar FLUSH BEM ()2x 5TLP 6ROUP FLUSH EFJNf wnri eeArs { J2x QEF Uri H&R HCR SY TRUSS MFR - IF6ii�O5T arir+s FLUSH 6EAH DOM BEAM ( )2x �ncez [ ]ax POCKET TRIMMER [ }2x wnri eeArs { J2x 5TUD CROUP 57UP 6RGUP FLUM �AA1 FLUSH 6EAH HSR HCR 6Y TRUSS MFR POST_ ---rOOTIk621 r ' Project; 15 UA'�-`, Designed By: � �-L Date: 1f 2Z .Z Project Number. Client: Scale: mage: MF2. Z. BTL ENGINEERING MB- O5 M= 6, Lp k.£t V=z� L/#/ 0 _ �.3y (LL) L/240 = d �`� ° (TL) Elrcq'd = ? 75' XIfl61b.M M= I t Y j k.ft L/fc&, _ (LL) L/ 240 = ej (o (TL) EIreq'd = ..j 2 x1a'1bJnz YM TRIM P ( }2x POCKET 5nV ORM P 5nv Olza P HSR eY TRUSS MFR ii�+HEAH { 12x STUD 6RDw H6R CR�S'i HEAM -D5T �oOT 1Nb H6R 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 I^ax: 425-821-2920 el i� 2:f . u 9 R7P'N CFAM POCKET HES TRIMMER > }2 x &ROUP F1.115H BENT ( ]2x STUD SROIIP ii�+HEAH { 12x STUD 6RDw FLUSH BFAH FL1Y1+ BEAM H&R BY TRU55 MFR H6R OTHM POST 71 fOOTIN62l wry-r[zZf�rral�s1af-ll,slt) �g��/.�. i �i=35tse��CU$-�,Yn} C2a�JCt�,�lx�15;Zrj,��7�,o CG WI # 3 G `7-76 2 # 2 -W-ADM { )2x TRJVMM r ]2x POVYrt > }2 x &ROUP r }2x 5TUO O%xp FLL5FI HEFM HbR FLl15Fh �f H&R H&R SY 7RUSS MPR �T ��ooru� OTHL r ]lac POCKET x TRIMMER }2 x &ROUP ruJIRILP 6,r STUDSTUD HSR BY TRL155 MFR HbR CP.AYL POST ---FIVOTINSOrAER Project: N1 v 4u— `i BALL• Of7 Designed Sy: Date: ftkj Project Number: Client: Scale: Page: NF •= ENGINEERING MB- (D� 'M o , k.ft V- 2.�1 (LL) L/240 = a, 1 S " (TL) EIregid = I X1061b.in2 I-] x 12. MB- 013 k.ft a3. %"-� L/fav = _C), y,2 (LL) L/ 240 = 0, e)Lf ` (TL) EIteq,d = 39_0 x1061b.in2 L{x 1 2 19011 WoodSno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone- 425-814-8448 Fax: 425-821-2120 rEnve� r J� o�w astir, {J2x TRIMMER POCKET { 12x 5nV SRO. P r J2x STUD OROUP STUD 614OUP SIVA FLII:�'16Eh14 HSR (�EE� H&R BY Mee MFR H&R POST CFOOTINS { J2x POCKzi r )2x TMHMER STUD GROUP { 12x 5nV SRO. P r J2x STUD OROUP M. w BEAM HSOR HY TRUSS MFR H&R i `l `� ,�.,•.: c,. HSR CR,+vYI. EFiM POST ---FOOTIFI6'J Pi n� $13: # # , H H6AM { lax TRIMMER e w F [ J2x POCKET STUD GROUP STUD 6ROI1F' RJ15H EEAF1 H&R 6Y TRUSS MFR M. w BEAM H&R FEI15Fi 9EAH HOR BY TR119S MM HSR CRVL _RAST POOTIN6 POCKET TRIMMER FLEH DEW J2x FF env 6ROW STUA Ram BEM FEI15Fi 9EAH HOR BY TR119S MM HSR P05T�.. 7 ,N6 I " /2 1 Proi ect: N 1.5 Q o �-r 1 f+(n JWL, Designed By: , +� Date: 1J Project Number: Client: Scale: Page: MF2.9 ENGINEERING MB- cm M= k.ft V= (LL) L/240 = 0,36-'- —(TL) El,eq'd 106 1b.in2 I Li Y— / ?- I MB- IO M = ? -,, .2-U k.ft V =: L/�f,t,o = (b, I& " (LL) L/ 240 = C,3 I '- — (TL) Exreq'd 1061b.inl 19011 Wood-Sno Road NF, Suite 100 Woodinville, WA 98072-4436 Phone. 425-814-8448 Fax -.425-821-2120 jut .9) LJ .3 -7'62'n # 17 J% POGKET DOM EEAM ( );2x POCIKL7 5TUV GROUP 5nV 6R4X1P STUD &ROLP STUD SROJP H6R BY TRU95 MRk H&R 5y TRLG5 MFR -H&R CRTAPL 5EA11 _FM5 T FOOTING L kyrHM 17 J% POGKET 7T 5TUV GROUP 5nV 6R4X1P STM SROW FhfpR BY TRLS5 MM fur- HGR- H&R 5y TRLG5 MFR OTFLIR POST- L FOO NS I- ILs. # # nowt BEAM POCX47; 1POM DEW ( )2K RX4CET 2. TMI-IMFJ2 FU54 MAM ( )2x 57VD &RDLF STM SROW FhfpR BY TRLS5 MM F,J�I+ BEAM H&R BY 77KL5 MM -HGR OTFLIR OTHM XGRAYI.9EArf P05T nowt BEAM POCX47; t2, TRI MMe R KOR MAM STUD GROIN 5nv 6RCAP FU�iFI BEAM F,J�I+ BEAM H&R BY 77KL5 MM OTFLIR CRAM O5'— T,. SOOT 1N&� Prof ect: 45all A -LI -I Lft-ioiJ-tL 412y- Designed By: V46 Date: Project Number: Client. Scale: Page: MF2-S BTL ENGINEERING MBI M = 3, (�` k.ft V = �_ 3 `` r3 '/,) L/q,C.) = C , ?, (LL) L/240 = 0,5" ('ITL) EIreq'd = I f, 3 X1061ban2 MB- 1,L M = /, .3 ! k.ft a � ❑= (LL) L/ 240 = b ! i (TL) EI1eq•d = J 0 x1061h.inz 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 W,-(t2f-Gq)�bpsFCy'� {r ��Yl �lrlri re,►pl�z ( )xx TRIMMER >xxw tea+ r }xx Foc+c� FOOK57 r }�xFF 57Uf� fiRIXiF' ()2K STLV SROUF {z}� TUD U H&R 6Y TRUSS MFR f1.LEH BEAM H&R LRAYlL E''EAl4 10��-T 10, ry,2 # ao►w seAM POCKET +Ewez TRIMMER FOOK57 r }�xFF 57Uf� fiRIXiF' rv2x� T1JD 6ROUQ FLIM SAM FiL5H HE H&R HFaR 6Y TRUSS MFR H&R POST . FOOTIM6 r-7), TRIMMER G'Or'H PO_'KBT FOOK57 TRIMMER > BEAH ( }xx STNV &ROUP Int Bit (7xx STUD &ROUP STUD 5ROL P 57W &ROUP H&R 6Y TRI)55 MFR H&R H6R t11 -- LING VOM BEAM ( )2K F65UFi2 { yxx FOOK57 TRIMMER STUD 5ROL P 57W &ROUP FLUN4 EEAM H6R H6R 8Y TRUSS MFR CAJiYi FAST_ OTHER ---FOOTINS� J Project: ' �) J IL`s ' ` Designed By: Date: � /IZ /2 Project Number: Client Scale: Page: MF2.. 6 BTL ENGINEERING M= I &�`� k- ft V= 5, 16,1 )1,11-) L/q90 = C9.3 t (LL) L/240 = 0. (TL) Elreq'd — J 1 i x10'lb.in' MB- Ii M= 1, b2 k.ft V= �, 2 1 240 ^, ! , (TL} El,eq'd = C] x10' lbA ' >c /C-) 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4435 Phone: 425-8148448 Fax: 425-821-2120 ] [_ ( )2x TRIMMER BEAH { 72x FOGKET 5T= &ROIR°&ROJP TRIMMER 5TI1P HSR 5Y TRU55 MFR R IEH BF�W HCR GRAY'L �l4M POST L,=OOTINS DTHM VO% BEAM ( )2x I€n�R (1�x POCKET TRIMMER BEAM T -{ )2x 5TM &FtaP R IEH BF�W FU W BEAM k ! o ( )2x STUD 6R.OIJP 51UD GROUP )� FLI�F+ BEAM HGR HSR BY TRU55 MFR CRAYL POST_ —OOTIN6�] cel =lzt-t om][+�F luvx7.s ire q -7o 1 # 6k 2/7 0 ? # ( )2x 1°OGiCE7 D" ErDAM i ( )2x POCKET (I}2x(r TRI eaAN ( }2x 5TUD &ROUP BEAM T -{ )2x 5TM &FtaP F FuSH f 12x STUD FROUF FI FR11 eEihf't OTHER Ff.U5F# &ENR —H&R HSR 5r TRU55 MF1Z POST LFOOTIN& 6k 2/7 0 ? # ( )2x 1°OGiCE7 (7.Y2x1r TR1HiMER FLUSFI EBAM ( )2x STIO GROUP eaAN ( }2x 5TUD &ROUP ITER 5Y TRU55 MFR H6R OTHER Page: MF2• 7 P05T �FODTfN6 Project: � 15O UA -O -J LAMPIM, APT Designed By: wAS ].late: 'M-)2 Project Number: Client: Scale: Page: MF2• 7 BTL MB- 15- M = D �] k.ft V= POCK!=T L/240 = o- s�o (TL) EIreq,d _ 6 '1061b.in2 MB- IQ. M = , 06 k.ft V = k (LL) L/240 ^ , l (TL) EILeq'd X1061b.in2 19011 Wood-5no Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-514-8448 IF= 425-821-2120 3'10 # �x� raw BEAM TRIMM7£R POCK!=T SEAM FW5F1 STUD HROUP 5TUD GROUP H6R FUM4 BEAR FIMT , -FOonj' i H&R BY -H6R TRUSS MFR CrZH'4 9F.AM �P05r FOOTINb 3� # �2x PQCY.ET f 17x TRIMMER FUl5H B6AM STUD (BROUP h1Ji�iFl e�AM r )2X 5TU37 r,RarP FLLSFI r )�x STUD SROUP raw BEAR ( )ax STUD 6ROUP FLU3if BEAM FUYH �PM HOR BY TRU55 MFR H6R LP.A}'L 9EPJ•1 FIMT , -FOonj' i MI TRIMMER r )ax POCKET FUl5H B6AM STUD (BROUP h1Ji�iFl e�AM r )2X 5TU37 r,RarP STUD 11ti FLLeH BEA1'1 FLU3if BEAM HaR BY TRU55 MFR He<iR LP.A}'L 9EPJ•1 7,46 P05r �aorlfvs eEAMr r )sx POCKET HEADER r ]2x TRIMMER h1Ji�iFl e�AM r )2X 5TU37 r,RarP r 75TUSi &R4x FLLeH BEA1'1 FLU3if BEAM HGR HSR By TRU% MFR 7,46 r , Project: M M AM L 40 � 6 � � Designed By: � Date: 11,2 z- /; Project Number: Client Scale: Page: W72.S BTL ENGINEERING MB- I -I M = 3,31 k -ft V = r (LL) L/240 = 0, 2 `d (TL) EI,q'd = ?) � x10"Ib.in' IL ■ ; M= 3,73 k.fr k V = "- L/240 - L/240 = 6 , 3 (� `' (TL) Elreq'd = X1061b.in2 19011 Woad-Sno Road NE, Suite 100 Woodinville, WA 38072-4436 Phone: 42-814-8448 Fax: 425-821-2120 }2x IF-T--1-- DOM [ }� TRIMMER TRIMMER POCKET (3)2xy 4-- MOM BEAM ( )2x 51W STUD aROUP FLL5X �Af4 FLIl�jFf EEAM POSF� FOOTIN6-:� HSR BY TR155 MPR HSR 7—T1:-0--T C-FOOTIN6 r }2x POCKET [ ]2x TRIMMER FUM POCKET 7,3,- STUl7 614411° { ]2x STUD &ROUP FLL�iFI BEAM RJ.SFf BEAM HSR BY M65 MFR HSR OTHER POSF� FOOTIN6-:� tOJ y523 # ��'S.? # 1FavEtz (.02x j Dam BEAM i ( )2x TRIMMER POCKET l }2x ( ]2x STLV &ROUP STUD &RO)p FlASFf BEAM FiAf5Fl EF�41d H&R BY TRU55 MFR H6R WOR EEAM _Po5T C-FOOTIN6 varve BeAx POGiCET TRIMM7lr'R { ]2x STUD &ROUP { ]2x STUD &ROUP HCR EPr TRU55 MPR H&R PD5� ---poont,*� Project: I`h 5 W A L `A � c l k(- P�T- IC -1 Designed By: I b Date: 2) 2 � 1 � Project Number: Client: Scale: Page: MF2. BTL ENGINEERING MB- 11 M= J �L . � 3 k.ft V = -7. 5 It, Lr - D� �:� j(LL) L/240 w (TL) EIreq'd = 3 x1061b.in' MB9-0 - M= 3;3/ k.ft V= IIY/t L/4 SU = e)1318 `. (LL) L/ 240 = a, 15(TL) EI rcc�'d = (�3 (e x100 1b.in2 (P-) 2. � -/,z 16 ( = 14 611+)31x.}+ 1G�pr�C`1 �1 [ tiz+ern s�z}-y j W-M»M r }2x cors, r }2x 7RIMMER POCKET FuEH (�' PLLW DEM ( )2x STUD STUD SRO P FLVSH 6EAf4 7'N' FtJ15F1 REAM_ HSR 5Y 7IRL155 MFR H&R Fk:)ST �FOOT INO— L 11011 Wood-Sno Road NF, Suite 100 Woodinville, WA 98072-4-436 Phone: 425-814-8448 F -x:425-821-2120 r }2x POCKET r ]2x MMMER FLLB4 BEAM r )2x STUD &ROUP POCKET ! 12 STVI7 6ROIJP FL65H E€AM FLL+51+ �AA1 HOR 5Y T RRU55 Mr -R HSR 7'N' )� # 15 ' 7 # �R }Zx V r }2x TRIMMER POCKET r }2x r rix ST LV &ROUP STUD 6ROVP FLUSH EEAH H&R BY TRUSS MPR H&R GP.AP'� EF.IJ4 P05T r—POOTIN6 POCKET TAJMMER FL11hiH eeAa+M&MEEW { }yc STUD 6ROLIP ( }2x 57UD &ROUP H&R 5Y TRUSS MFR HW GR,4r{_ BEAM PO5T� �OOTINCy� Project: N 1 S QL CI-st E�1Y-L A? -r— Gi Designed By: �At Date: 4712 Z /7 f Project Number: Client: Scale: Page: W2• I BTL ENGINEERING I► EM M= �,, -7 q k.ft V= � 9A, L/y,o 0 = 0, 43 , ' (LL) L/240 = dr �-& (TL) 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 ��` �7.z'I•�ID�'��/y��/22t�c�k/�-� 13'��, 109. � .��x� � � }�7lpF'g AX 1145))- laiA �1�37YI J # EITeq'd = x10'lb.in2 MB- IL M = , ❑ ^j k.ft V= L13 (LL) L/240= ©, `l y " (TL) Elreq'd = I (' x1D,lb.iw �lz /][4nt/)2xy DOM EEM POCXLr f J2x Sno &Rap { J�x 5TW &ROJP HSR SY TRUSS MFR {-ISR SY TRU56 MFR -H&R PDST_ �p0'iITiFi rFOOTmm FOSTMS I SI b FOC* rT TRIMHM 9TUV SROL F BEW )2x rF STLV &Ra P {-ISR SY TRU56 MFR H6R. PDST_ �p0'iITiFi f z w, 1 Ll- 4 # �_[ ~� # Project: N15(�O€ L -Y IaPO/ c, �'T 'C Designed By:)44�� Date: 1!122!2 - Project Number: Client: Scale: Page: MFZ.) l =nom :a�• =nm,,�a�r� -il"' -j�• j -n:• *• 1. .,._ Project: N15(�O€ L -Y IaPO/ c, �'T 'C Designed By:)44�� Date: 1!122!2 - Project Number: Client: Scale: Page: MFZ.) l =nom :a�• =nm,,�a�r� -il"' -j�• j -n:• *• 1. Project: N15(�O€ L -Y IaPO/ c, �'T 'C Designed By:)44�� Date: 1!122!2 - Project Number: Client: Scale: Page: MFZ.) l ENGINEERING M = 3,3/ k.ft V= L/ = 0, V,5 r, (LL) L/240= e. 6 L' (TL) Elreq'd = Z6 Ix10'lb.in' {2� Z 12-.� ��64 M= �j,� k. ft V = L�O = C),�-4 U (LL) L/ 240 = o 31 (TL) Elregrd = � x1U'lb.in2 0 ,/ # 19011 Wood-Sno Road NE, Suite 100 WoodiznUe, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 xM Mi—M71 I PorlqEr -3 --7f TRIMMER SnV 5RaP F70 MR -W3 • -� H&R % TRUSS MFR H6R H&R $Y TWM5 MM moi.•=: 19011 Wood-Sno Road NE, Suite 100 WoodiznUe, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 xM Mi—M71 I PorlqEr -3 --7f TRIMMER SnV 5RaP i f 14x IF ronv epzk P �2. STUD ¢RGLIF H&R % TRUSS MFR H6R H&R $Y TWM5 MM Page: MU, 12- POST �OP]TIN6 z2,k`40) ) TRIT•I-M 5M BEW POCKET SnV 5RaP STUD OROUF H&R % TRUSS MFR }•15f2 EPOST FODTIN6OMM Page: MU, 12- :3r - Designed By: L Date: f6 -,l /,�'l Project Number: _p"' • 3" .I -nom � 3n �• Page: MU, 12- Project: M JSQ-Uk Nb AaT 1C -r Designed By: L Date: f6 -,l /,�'l Project Number: Client: Scale: Page: MU, 12- ITL ENGINEERING M = , 7 k. ft ❑= J,o4I� I-1 � k t) _ �i [} (LL) L/240 = A (TL) EIreq'd = x10'lb.in' hm V Ax / O/o- I k.ft L/ — (LL) L/240 _ (TL) Elreq'd = X106lb.in2 19011 Woad-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone. 425-814-8448 F= 425-821-2220 7pr ( ]2x TRIMMER noM MW [ )mac POGICET [ )7x STUD &ROW i STUt7 MM H&R BY TRL55 MPR -HSR T K-FOOTIN6 FOOTING # F(=77 7MMMER DOM BEAM ( )2x FOCKET ( )2x STUB 6ROLP r )7x ST.V ERl. F STUB rr sTlm 6RaF H&R BY TRL55 MPR H6R T K-FOOTIN6 d, V? # lXM BEAM FF 2 POOICJ:7 TR4MMER STUB rr sTlm 6RaF BY TRMS Mr -R H6R f'05� :-IMS ---POOTIN63 m iY POGCET �:J TRIMMM { )2x STUB SRQUP [ )2x 5rLV 6Ra P H6R EIY TF255 MFR H6R :-IMS I c� J --1 a ! Project: �O LI �� W6 '� Designed By: Date: r { �r V I _ Project Number: Client: Scale: Page: W1.13 BTL ENGINEERING Se,--n`y M = 10, 9 k.ft V= L.�)k L/3�0 C�, 33(LL) L/240 = CHI" (TL) EI req'd = f 3 x�4d 1b.ixz fT0 V= L/ _ L/240 EXreq'd = k.ft (LL) —(TL) x10` 1b.in2 19011 Wood-Sno Road NF, Suite 100 Woodinville, WA 98072-4436 Phone: 425-8148448 Fax.- 425-921-2120 MUM TRIMMER { }2x 51W VUA P -rtr .an •r H&R 8Y TR1155 MPR H&R OTHER R'.IwRA =3� m W M Por,Krr TRIMMER { }2x 51W VUA P -rtr .an •r H&R 8Y TR1155 MPR H&R OTHER P05� ---FOOTN5� i.. -c M Por,Krr TRIMMER { }2x 51W VUA P -rtr .an =nm c3.-r� H&R 8Y TR1155 MPR H&R OTHER P05� ---FOOTN5� M Por,Krr TRIMMER { }2x 51W VUA P ( }2x 57W 69a P H&R 8Y TR1155 MPR H&R OTHER P05� ---FOOTN5� Project: 1,ti,'SCDUALL l L— /046 AVE 'L' Designed By: Date: + r A- 4-1 Project Number: Client: Scale: Page: 2 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Lateral Forces IL E ] GUNEERIN G 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 C Criteria Code: 2018 IBC • Allowable Stress Design (ASD) V Seismic Design: ASCE 7-16: 12.8 Equivalent Lateral Force Procedure Wind Design: ASCE 7-16: Ch. 28 Envelope Procedure, Low Rise Risk Category: II - Other Structures v Table 1.5-1 Snow Importance Factor /S = 1.00 Table 1.5-2 Ice Importance Factor - Thickness l; = 1.00 Table 1.5-2 Ice Importance Factor - Wind IW = 1.00 Table 1.5-2 Seismic Importance Factor IB = 1.00 Table 1.5-2 Spectral Response, Short Period Ss = 1.279 (Mapped) Spectral Response, 1-s Period Si = 0.461 (Mapped) Site Class based on Geotechnical Report Site Class: Site Coefficient Site Coefficient Structural Systems: Light framed walls with shear panels I All other structural systems Response Modification Coefficient Overstrength Factor Deflection Amplification Factor Basic Wind Speed: Exposure to Wind: Topographical Factor D Fa=1.04 F„ = 1.84 TL=6 R = 6.5 S2o=3 Cd = 4 100 mph Exposure B KZT = 1.00 v Table 20.3-1 Table 11.4-1 Table 11.4-2 (Figs. 22-14 thru 22-17) Table 12.2-1 Table 12.2-1 Table 12.2-1 v Section 26.7.3 Date: 912812021 Page: L1.1 VFIL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 F N V E N EE YCIN G Fax: 425-821-2120 Nisqually Landing Apartments Revision Date: 1/11/2021 Building C Roof Sloped Roof Area Geometry 15 psf 71, Mean Roof Height Hn = 34 ft Roof Depth D -Roof = 9 ft Overhang Length 4.5 ft 10 psf 24 in Pitch 4:12 Floor 3 Floor Area 3 Gable/Parapet Area Geometry 4.5 ft 8 psf 9, Width W3 = 114.5 ft Length L3 = 43 ft Plate Height H3 = 9 ft Floor Depth D3 = 12 in Floor 2 Geometry 270 LF 4.5 ft Width W2= 114.5 ft Length L2 = 43 ft Plate Height H2 = 9.25 ft Floor Depth D2 = 12 in Floor 1 Geometry Roof Area 1 1300 SF Width W1 = 140 ft Length L1 = 43 ft Plate Height H1 = 9 ft Seismic Weight - Roof Sloped Roof Area Roof Area 1 4735 SF 15 psf 71, Roof Area 2 515.25 SF E/W Projected Area - Roof Roof Area 3 4154 SF 22 psf Exterior Wall 1 610 LF 4.5 ft 10 psf 27. Exterior Wall 2 N/S Projected Area - Floor 3 Exterior Wall 3 Floor Area 3 Gable/Parapet Area Interior Wall 270 LF 4.5 ft 8 psf 9, Exterior Wall 1 Total 108, 5elsm1c Weight - Floor 3 Sloped Roof Area 1035 SF Roof Area 1 0 SF Wall Area 515.25 SF E/W Projected Area - Roof Floor Area 1 4154 SF 22 psf Gable/Parapet Area 91,368A Floor Area 2 193.5 SF N/S Projected Area - Floor 3 Sloped Roof Area Floor Area 3 Gable/Parapet Area 0 SF Wall Area 1159.3 SF Exterior Wall 1 610 LF 4.5 ft 10 psf 27,450A Exterior Wall 2 610 LF 4.63 ft 10 psf 28,213A Exterior Wall 3 Interior Wall1 270 LF 4.5 ft 8 psf 9,720A Interior Wa112 270 LF 4.63 ft 8 psf 9,990A Total 166,761A Seismic Weight - Floor 2 Roof Area 1 1300 SF 12 psf 15,600A Floor Area 1 4154 SF 22 psf 91,388N Floor Area 2 Floor Area 3 Exterior Wall 1 610 LF 4.63 ft 10 psf 28,213h Exterior Wall 2 716 LF 4.63 ft 10 psf 33,115P Exterior Wall 3 Interior Wa111 270 LF 4.63 ft 8 psf 9,990A Interior Wa112 380 LF 4.63 ft 8 psf 14,060A Total 192, 3664 N/S Projected Area - Roof Sloped Roof Area 1035 SF Gable/Parapet Area 0 SF Wall Area 515.25 SF E/W Projected Area - Roof Sloped Roof Area 0 SF Gable/Parapet Area 195 SF Wall Area 193.5 SF N/S Projected Area - Floor 3 Sloped Roof Area 0 SF Gable/Parapet Area 0 SF Wall Area 1159.3 SF E/W Projected Area - Floor 3 Sloped Roof Area 0 SF Gable/Parapet Area 0 SF 'Wall Area 435.38 SF N/S Projected Area - Floor 2 Sloped Roof Area 175 SF Gable/Parapet Area 35 SF Wall Area 1291.6 SF E/W Projected Area - Floor 2 Sloped Roof Area 0 SF Gable/Parapet Area 0 SF Wall Area 440.75 SF Date: 9/28/2021 Page: L1.2 Brr,]L 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 E N G I N E E RII\ G Fax: 425-821-2120 Nisqually Landing Apartments Revision Date: 1/11/2021 Building C Redundancy, p lo Design Base Shear SMs = Fe Ss = 1.34 SDS -%SMS = 0.89 Seismic Design Category: Short Period -- D (Section 12.3.4) (Eq. 11.4-1) S M 1= F„ S 1 (Eq. 11.4-2) = 0.85 (Eq. 11.4-3) S D I= Z/ S M 1 (Eq. 11.4-4) = 0.57 Structure Period and Weight: 1 -Second Period -- D Ct = 0.020 Table 12.8-2 x = 0.75 Building Height (Mean Roof), h„ = 34 ft Approximate Fundamental Period, Te = C, (h„)" (Eq. 12.8-7) T=Ta=0.28 TL = 6 (Figs. 22-14 thru 22-17) Calculated design base shear: V= CS W (Eq. 12.8-1) SDS CS = (R) (Eq. 12.8-2) lIg CS = 0.14 The total design base shear need not exceed: (Eq. 12.8-3) (Eq. 12.8-4) SD1 SD1TL for T = TL CS = T \fie/ Q( Tz (TR for T > T� CS =ll e/ CS=0.31 CS=6.58 CS=0.31 T<TL Cs = 0.46 1.5 times Cs in accordance with 11. 4.8 The total design base shear shall not be less than: CS = 0.044SDS1a >_ 0.01 (Eq. 12.8-5) Cs = 0.04 nor where S >_ 0.6g: CS = 0.5S,/(R/le) (Eq. 12.8-6) CS=0.00 CS = 0.14 V= 0.14 W Date: 9/28/2021 Page: 1-1.3 BTIL E NGI VEE•RIIN G 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 C Ps = A Kzr P530 (28.5-1) Exposure = B A= 1.04 (Fig. 28.5.1) Mean Roof Ht hn (ft) = 34 ft K,, = 1.00 (Section 26.8) NorthlSoulh Laadlna a (roof) = 4.3 ft a (upper/main floor) = 4.3 ft Basic Wind Speed = 100 mph Roof Angle = 19 28.5.4 MFnlmum Design Lands Zone Area p- (osf) P Lost) p (pSO Force (p) ASD Force (pl Force (p ASD Force (p Roof Aj 39 21.6 21.6 22.4 869 521 619 372 Agable 0 21.6 21.6 22.4 0 0 0 0 8 77 -6.0 0.0 0.0 0 0 619 372 Cwall 477 14.3 14.3 14.9 7107 4264 7625 4575 Cgable 0 14.3 14.3 14.9 0 0 0 0 D 958 -3.3 0.0 0.0 0 0 7661 4596 Total Area = 1550 Total Load = 7976 4785 16524 9914 Design: 16524 9914 Zone Area Sf OSt o osf Force [#) ASD Force N Force p ASD Force 1k) '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 1072 14.3 143 14.9 15991 9595 17156 10293 Cgable 0 14.3 143 14.9 0 0 0 0 D 0 -3.3 00 0.0 0 0 0 0 Total Area = 1159 Total Load = 17945 10767 18549 11129 Design : 18549 11129 Zone Area sf Sf p pSf) Force pJ ASD Force p Force p ASD Force% Floor 2 Awall 88 21.6 21 6 22.4 1978 1187 1410 846 Agable 35 21.6 21.6 224 786 471 560 336 8 77 -6.0 0.0 00 0 Q 619 372 Cwall 1203 14.3 14.3 149 17947 10768 19255 11553 Cgable 0 14.3 14.3 149 0 0 0 0 D 98 -3.3 0.0 00 0 0 781 468 Total Area = 1502 Total Load = 20711 12427 22625 13575 Design : 22625 13575 East(Wa Lpadinp 28. SA Mln(mvm Da.,k n toads Zone Area p - (PSf p sf Sf Force J#j ASD Force J#j Force (p ASD Force (pl Roof Awall 39 21.6 216 22,4 669 521 619 372 Agable 39 21.6 21 6 22.4 669 521 619 372 8 0 -6.0 0.0 00 0 0 0 0 Cwall 155 143 14.3 149 2309 1385 2477 1486 Cgable 156 14.3 143 149 2331 1399 2501 1500 D 0 -3.3 0.0 00 0 0 0 0 Total Area = 389 Total Load = 6377 3826 6216 3730 Design : 6377 3826 Zone Area p - (Psf) p sf) p (psf) Force (p ASD Force /#) Force p ASD Force (p) 'Floor 3 Awall 63 21.6 21.6 224 1856 1115 1324 795 Agable 0 21.6 216 22.4 0 0 0 0 8 0 -60 0.0 00 0 0 0 0 Cwall 353 14.3 14.3 149 5259 3155 5642 3385 Cgable 0 143 14.3 14.9 0 0 0 0 D 0 -33 0.0 00 0 0 0 0 Total Area = 435 Total Load = 7116 4270 6966 4180 Design: 7116 4270 Zone Area P- (PSf p OSt 0 Osf Force (p ASD Force (aJ Force (p) ASD Force (pJ (Floor 2 Awall 66 21.6 21.6 22.4 1976 1187 1410 646 Agable 0 21.6 21.6 22.4 0 0 0 0 8 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 14.3 149 0 0 0 0 D 0 -3.3 00 00 0 0 0 0 Total Area = 441 Total Load = 7237 4342 7052 4231 Design! 7237 4342 Date: 9/28/2021 Page: L1.4 IR�lj E NGI IEEE-RI1\ G 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 C Vertical Distribution of Lateral Forces Base Shear: V = 64.01 kips Shear Walls: k Fx = C vx V (Eq. 12.8-11) C vx = wxhx (Eq. 12.8-12) �n 1Wihk Diaphragms: n n 1 �wpx� ... [Eq. 12.10 - 1] Fpx = 0.2SDS/ewpx ... [Eq. 12.10 - 2] (min) Fpx = I � Fi / � wiJ \� x i=x Fpx = 0.4SDslewpx ... [Eq. 12-10 - 3] (max) I otals W = 46/.32 Kips Y,Wxhx = 9069 ft -Kips Stren th Design Wind Forces W Floor Level (from base) Stren th Design Seismic Forces E Story Shear E/W, F,Hx (Kips) Roof Floor Level (from base) Height, hx (ft) Story Weight, wx (Kips) wxhx (ft -Kips) Lateral Force, Fx (Kips) Story Shear, IF), (Kips) Story Moment (ft -Kips) Portion of Weight at i, Ew; (Kips) Diaphragm Force, Fpx (Kips) Roof 34.0 108.20 3679 25.97 25.97 351 108 25.97 Floor 3 1 20.5 166.76 3419 24.13 50.10 1377 275 30.38 Floor 2 1 10.3 192.37 1972 13.92 64.01 2034 467 34.25 I otals W = 46/.32 Kips Y,Wxhx = 9069 ft -Kips Date: 9/28/2021 Page: 1-1.5 Stren th Design Wind Forces W Floor Level (from base) Lateral Force Story Shear N/S, HX N/S, FHx (Kips) (Kips) Lateral Force E/W, Hx (Kips) Story Shear E/W, F,Hx (Kips) Roof 1 16.52 16.52 6.38 6.38 Floor 3 1 18.55 35.07 7.12 13.49 Floor 2 2 26 3t 57.701 7.241 20.73 Date: 9/28/2021 Page: 1-1.5 Dia hra m ASD Seismic, Wind N/S Wind E/W [0.7E] [0.6W] [0.6W] (kips) (kips) (kips) Roof 18.18 9.91 3.83 Floor 3 1 21.27 11.13 4.27 Floor 2 1 23.981 13.581 4.34 Date: 9/28/2021 Page: 1-1.5 Shear Walls ASD Seismic, Wind N/S Wind E/W [0.7E] [0.6W] [0.6W] (kips) (kips) (kips) Floor 3 18.18 9.91 3.83 Floor 2 16.89 11.13 4.27 Floor 1 1 9.741 13.581 4.34 Date: 9/28/2021 Page: 1-1.5 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 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Diaphrap-m Forces: Roof E _ `SIT)* w = O�Qlda � hrS o 6ba1 nom' lt�l+ taa�l D ,� � t t E =1411 i w = 3`d30w e 11 " (jl/l c ►i, 7-5 _ i s o C G C�7 7 Ik�9 i�� 2ui� 2v'►i' 911 Ittt11. s'i7.1 811 za►t�[W'1 'Etq rw NO1901�l� 1+ tltr �, ten, ��t' 1115 Ills Yk"t �nZ� L IUB t- r.r< L'Ja^ai C�rSr-,� 'fey- 1a21 1.6 114 I b NO litW tot r, Ll,/Y, ; iY�o�%%Q(/ l.6`«4 e�� 1 r��l 1%0 1- r- U(so I tr CWvnror CrtJi_ LTjv(, c` IV pa cp ISr, PC Project: Project Number: Client: Designed By: Date: Scale: Page: L2. BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Dianhraam Forces: 3rd Floor E - 2 U0oa w=11(3oa. ']i S3✓ Lr/kn 1&-`C,7vT ,:) Dolle OW.. fik VY letE = 7,11-701 W ` In 2 5\Sol CAI -1s 5u� i7�3 1s-,$ �Xe/1� 1��131�115jt�1� 1 Np' 23a.T 'fi Fee, Lv+o��;- r�� ti .. 1zs3 �� 1a�1' "• S'-ze �� {L'�v [��.r- 6- �� (II`l'' a3 Pt, r,Ll�'e/ 17,,E MAA k? q/iM� r«�,,,�p� 14(0-) MdiU A, r�or(L'w t�A AC" — C (W ld4i�'J�G I-TV r� G! (0035 L1a�r- f Project: Project Number: Client: Designed By: Date: Scale: Page: L2.2 BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Diaphragm Forces: 2nd Floor -- --------------i---------'J.4` � -it r ► Vn- 7,51 Sl4`la'i `&+11 Liot� Isle. BY.t zi�� SIAM lRzil, awl Itig7 ��►7g ?--% 115 e47rd tloo G�T.Nv, VlSll'�•la(�IS►fefy ,' yao`Zlll �� tZ�t� = �� P�f- 41�� G� L way r1 ,1I7.l(r$t •.47- ufeci err �.vF ti � i�l►6�r'1'4 t'�''Aa°k? 1„��` M.�t�` �f�, 5[+�c� all r�(°eR 7� Project: Designed By: Date: Project Number: Client: Scale: Page: I,2 ITL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Shear Wall Forces 3rd Floor E= (glgv# t4.. CAr;i��7 E � _ F low E � l�digv� - W 'I ,)-A u,._._« a a 1� s- c C� � Z4(a(a-q : zoti7qr; 2707.a W W,w6* W -(473a W P 93n3 3� F. 2 %(o(ah l/�J *� l Zs'�u (14 t T(01- K E= I(049O�va W = 111104 - ��33t��,�w312 s W • I -7uni .010 W" !Z(gk1 * W.- 33rtb Project: Project Number: Client: rl�S3Sb c Designed By Date: Scale: Page: L2.A ITL ENGINEERING Shear Wall Forces 1 st Floor E=q'9 OVe W = kb411 &F14. Project: 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 E _ °l-1`to%- W = 135%01- Project Number: = `%, -Lek a W-AtiD�q%i 5 383 C� mHsz3y W Client: � . 0-77-c-,* 'A Okc ,� Designed By: Date: F, ; -LZ'tU Scale: Page: L2 . �) BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 LShearl Line H 0 0 w b M E= W= E- a a 0 0 w b a N �l E=1 v(a3 K �7 W= Ittr6ZA a a b clae a tote L61131 rL r, 11"t Nr 4 101x3'1'7,x C4- `do�L� �� H►:. z i -T (l 1 �' wnt =1e27 x o' I"I 11,E 54-3 u5 -1v'qz' Project: Project Number: Client: Designed By: Date: Scale: Page: L2.(p i 19011 Wood-Sno Road NE, Suite 100 BTLWoodinville, WA 98072-4436 Phone: 425-814-8448 ENGINEERING Fax: 425-821-2120 I Shear Wall Line 1 IE= 1`t1 `4t W= gwsa 4LtiLw% E=2X *3 W= 1-105w H a 9L, w N E= 45"4) W= L-\0`kgo. H a P4 44 0 �l (ap�� 11SU�r L'3iZ�aZS` Sd PL / dliV �F o� Vn�yF� � 5� ��r. � q� •.�sv _�1,-�(ti= ave t��r•� UtA I Z viDtj ,Us -� Z1. 53''�'J Vp"-pr-r, : L.-) P f,F x 0. ��5 , ` (OW l a m I tb1,-1too" LtoL:l�� Coot. -70" w'- LkvKt( k -M Iles' '• �v pb1. l ►��,Vr. (,c..w0 i G+av4 Project: I Designed By: Date: Project Number: Client: Scale: Page: L2. BTL ENGINEERING Shear Wall Line �^ E= Zza� U ! [ .1-7Ovk W= 15.01 H w , -7-SM t-0 (,pAs pip vad' Llb- I-IV 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 E_ "411" r -� W H ALti 0 y e 41u1z3 1.1��4g� = I�d�l Pi r- 1 w J• PUP �. N UI►�rfr a \56LN Mr, X q,,t5" L>UZ '-C3- z Z ,7vL t-f� E_ b 1 wLX VF 27.L\ et n Zo')t U6 _ SwAt 4--7U-4 177`l Lb ltaillT Project: Project Number: Designed By: Date: Scale: Page: L2. 'I BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 F - a a UT POO, M `tp� ��. � Old •. (Dr)% L(u' t „250 E= 55-7-O,11 L ,; -2764>(Yf� W=-331: I H o5SZQ1{�°E l3o pfoF b n;,,~ r .1 �- 1 - Vilc��T' Z'av *r_or q ��5` " �� 3 - � ��1 Lp :i CSI E= 61zait W=, AA,N tl ti Project: � (,em-, 23Cvq g771L =6-71A OM1 2�v Pyr I-L&J, 7-01c 1'0, h`r- X7,6'15Lt OJ Designed By: Date: Project Number: Client: Scale: Page:L2.� BTL ENGINEERING I Shear Wall Line E= Z D�t1 a W=11\l0 E= -Oqk� W= 7- (a O E= W= 3Sf�Ka 1 Project: 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 V(1gr,c% lou (n.F )Lot" A" (eta- �1Ot34► (Vw4 -,7 40 1 zo,5 3 sA) NQ = u4Ko(e U3 17W,So VP VTr-r.. ZIML I -L r. ,, OV OS ` -J-"Ok ua- 7-okv"k t 33 S = 10%0� Designed By: Date: Project Number: Client: Scale: Page:L2.1(7 BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Shear Wall Line E= 1GLf1 E~ a a _ n l is 91�=Z`707 vf`iJWt` IM P''r' 0 flr 14iij L6 17W : (Pil Pit uPL:r�f toul E= V n3h W= t% -J -U N o fY- 5213 43 (111 b -w-, l,l lZya : 1,5o f"r. C Rl.r�,c. Gi ens �" � Z = G Lk G5 (e�sil� a[.� 2° E= &3tiSy w=k-1Os_ a 1 ' V V4!T 1-z ( vi = Z(.y lx -r - o - tti�u� irr3 (2�g°' lale Fifa o 4 7-(e.t. vvr-,� -2 %A �4 -1�w1i ��i = ((o�a cta, N, 5 Project: Designed By: Date: L2.11 Project Number: Client: Scale: Page: % BTL ENGINEERING Shear Wall Line -1 E= WS -511 W= 1(A -lb H a 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 t (Z% - 7- 11 00014 D �� D L-1 �l il E= 3b33es W= 1AYV-r 37.5` (aid P" - b s-7 fcam,: pwo E= 4'A VLb W= IZgc7 t► Project: Project Number: -40 f10. ala` 3(am3 I -M I2-7.5° f" UOV SbtA>vL i L-1 �l il Upv' or'_ Y -1 -L -L t. 5'L Client: Designed By: Date: Scale: Page:L2. I -,L BTL ENGINEERING Shear Wall Line E_ G;,00,0p lei lbw = lepl �ayua� 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 VU :3Ooo rt UQvlr LSX'5' wnv,u) -,IAS. A,` 2(`?. —t—A-L ` 11tif 1_45 VOO�r-f Ll1` WA(.,.) Vwq 1.�4- 0�Ilt:. [cis tA- [ ,11- e--, i;•��, .� UE i U�4xf, Lek-U��wa�x� 7^G'l`i w14 0.i1L1`ft' 1YL1 i')l trO", F_0 IT t3 +�L+;W.:11u�[s , ��•.2tiv�v 7 14 [yE,05g (DH�M ��'l�j� 4aM',g�r LAhIA u a PcF Lqu-&4 b,7 -T -.I -LI- �6'3,1 ' 4CF(z, pa -SOLS pL(,A, �.�s" 3(aS�� '4b--bu-1v' 'STO-k L b C -)&'*I� tN� 0-3v wnkcl — C7 0OtTr,r LII` UO GT- 2'1 Ott t,N k c,1-5'1 Int pug`'° f154}� �1h-1 lti = IZ3'i L� :7 C.s1(e URTPyLl%IS' rJAt0� : .7UIel WSh A 1,5- 15413 Lr�_ 7VkVVI't^ U11� Lrd4 CS� VP��rr Ls.zSa "4tc-) ; 3Ct5' Pt r, a 7k -- 71(e,,r t b 4- zl1fr G4 '. WOO uf[ , E=ZZ�Ivsp. �r10.u� F=3G�.'Sb ",&0 tplgff 3sc* r i 'w w6:6-76 1 ,[ 1;; 1171 121 AV zs a 3I�.cr�= o � C ,S�•[� vs (��.�[k c\2, Psi. L 41 K pvr- I' Cn, • s, •,�.s6 �3.�, �� I° �PLFrr (3' ''R�c>> : �Cb%� �'g�' - 3�, t? + 3So�{ 1g"i0d ' 't V43 r. UO4tirT' (.l I, Wk":toll\ x INaTiI ` [1a[sl.ts[L %4 i.°a- 31go1 L1; 1*%aJvS CwDoIrer� — Project: Project Number: Client: Designed By: Date: Scale: Page: L BTL ENGINEERING Shear Wall Line CG E— 0�00,01& a a 0 0 0 b M • (�' Z°loa n 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 fUNI 1 .4 (eo,- E;ZO$�P F M(p0 .. (1Bcrr—, L-wbwor E= �3p3fJ7w r, :31840 � -.--� a o El0 0 0 0 ra a s n❑ eP - o �L"kl,-t�• ��F..tis �Itoa+r l�l,tis, 13` 1�. 1 �b>a 11.175' N UA1,t GT �I51' <3�' vJAoi� w 4 pRN)A. '1e15 I l � ��"• 251v( u'j- 2"76G�y = �Ilranl 6b`e� r.', Uoc�rrr 04-7-5, 00n.'T r-, --'5�Sc�k ��5 ' IllaulY IIIAh 1 K� I�ti� 141ce 14t sh I h4 Itigs I+t�S lO,a, Ga, - El[a w} r` X35' a, 75` t s' 3`6 o x.5`�$' �i`;igAx 'toxon 1,15 r.1v7.R�F 0 L=`1)' v,:Z2�1oS -131G1�''• w71 1'�r- r`�� rot,; ,] I'1-�. C� : �.=�.ti�3,�ev44w4koKtil .. (jpt yrs Ll,s, wwL�, "111 lal r x 10,25 `°• LtSBok UPk-rrrr swtl UC&ITr,..rCI►1,15• Vh,k, T Project: Designed By: Date: Project Number: Client: Scale: Page: 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