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PRINTED Structural Calcs Bldg CBTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Structural Calculations For Paradise Lane Building C November 12, 2019 Prepared by Brian Lampe RECEIVED NOV 12 2019 BUILDING BLD a01016- jqq3 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fag: (425) 821-2120 Structural Calculations For Paradise Lane Building C November 12, 2019 Prepared by Brian Lampe Design Maps Summary Report Page 1 of 1 USGS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.796810N, 122.37566°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III PORT GAIVAti RES£RVAT1M Lynnwgod E cim onds , Mountlakelerrace• C. A_Q 7 VAC45S01/ QE5ERVAnaw Indianola 'Y i.• N l aSuquarnish r lrr. [ljj; r ". USGS-Provided Output 99 Bothell 'Sh oreline SS = 1.264 g S,; = 1.264 g Sps = 0.842 g Sl = 0.495 g S„1 = 0,745 g Sol = 0.497 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. NICEIL Response Spearam ..... ...J. ..,Li ..H. ..18• 1... I.J. I,L'. li.. Icy. ,.'.i.� Desk HesponseSpecirum ..�.. ...J. •.,L. .•i•. •.r�. I.•. I.J. I.L'� li.. Ir.. ��.� Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. C1.3 https://prod02-earthquake. cr. usgs.govldesignmaps/uslsummary.php?template=minimal&1... 11/28/2018 �3A 0-3 0 3 RR-3 $13kL-> G 2-F+r�7 ri�Y ILSr% B T L 190 11 Wood-Sno RoaO NE-, Suite 100. Woodinville, WA 98072-4436 None: 425 - 814 - 8448 l.',N UIN LA-1 1(1 IN U Fmc 425 - 821 - N 20 OC . ... ...... Z�. b. A ........... . ........ ........... ............... ...... ...... ....... ...... .... ...... ... . ..... . ... . . ....... . ...... ..... . . . ............... . .......... .... 5.4 �4 .. ............. ...... ........ ............ ...... ...... ........... ............ . .............. ............ 4- 0-1-1dortr ....... ...... ......... % ...... .......... ............ J044 VL ........ ... .. ... _p) a, , Ps & i! Vf, Y--110Aqft'r . . .......... 57 ........... ...... :._4 . ........ ............ !� ............ ........ ... .................. .......... WOO....... .. 4o .... ....... ...... .... ...... ....... .............. ....... ...... .. .ILA L0 ......... .. . .. ... ... 0 ....... ...... ................. .. ......... ...... ..... f0sk Cz vo, . ....... ... .... ... ... . ... .. I` 14 A .......... ....... .............. ............ . ....... . • tt: • f p - - roj CC 7/)pq Designed 13y:. bate: ProJeTt Number: Client: Scale: Page; BTL RB- DID' M ------------- L/240 = " (TL) Elrcq'd - 'ao X106lb.in22 R.B- as LrAft0'ra M = .-71 k.1't v= .C�-tk L/360 _ 't (LL) L/240.7N'/ - (M) LiI«.y',I = XleIb.xn2 I X V 710 # ( 12x r-� STUD GROUP _ x — ( 11 51W 6RJ 1Lp }jQ,lp H6R BY TRI��'S Mf•R POST �oorlNs_ Oneg W)2 l Jax POCKET t 12x Sw edwow r !sx STUD 6^OW kK- dF� li6R T 'M 9 �T �FOOriwb_-- C. W 19011 Wood-Sno Road l 13, Suitt 100 Wood invi`•IC, WA.99072-4436 Ph6nc-. 425-814-8448 Fax: 425-821-2120 # 12x P (1)1x 4 iw-+ ?x env 61fOUP ! !Zx 5TUD 6ROUP Hopi IiSR pmYR P05T-- r �acK�r t-rn�a I ' 97Up GROUP 3 67M 6ROUp FM TR r WK OUR P05T — __FOOTINB-`) Plroj eCt: { t r �� .S t � � � ( Designed By: llate: Project Number: Client: Scale: — 71a/►0l, _ Page_ R2."c\ 19011 Wood-Sno Road NE, S itc 100 BTL Woodinvilic, XXIA 9,,772-44,, Desiped By-, Date: II'miect Number.: Client: Scale:— Nee: -R2.3_ BTL ENGINEERING RB- ar M = 4,31 k.ft V = a ,tb k L/560 = ` (LL) L/240 = (TL) El,,.qd x1061b.iti 4% • M = k.ft v = 3.14� L/ 360 r o u" (LL) L/ 240 = ' UP Elirg'd = g x1i16.lb'.ln 19011 Woad-Sno Road NF., Suite 100 Waodiiivitle, WA 98072-4410 Phonet 425.814-9448 Fax 425.821-2120 f r, �tbo #160 # IBM-- tan: r• �f�:�:.J�. �.lri5.'aj:3:' rN = �:�.lili<.a1r:J�• i 3430 # POSY_.—,., Pro}ecv P f f A jW C, AAA C Designe'd By-, O t t Date: -714 jj j Project Number: Client: Scale: Page: • A BTL wakil M = k.ft V. L/360- = &i, l � (LL) L/240 = a ZO (TL} EIvaq'd = 5 xIOIb 1n2 i [HOUR A'7 op V= r L/360 d • 37 (LL) r / Lt240 Q, J S (TL) EYreq,d- W I �H V, 19011 Woad-Sno Road Nk Suite tOQ Woodinville, WA 98072-44M Phone:425-814-8448 Fax:425-821-2120 BEI Project: Designed By �✓� Date; Project Number: Client: Scale: Page: R2• :�' Project: Designed By �✓� Date; Project Number: Client: Scale: Page: R2• :�' BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Gravity Second Floor Framing It 4%,)" bg-A ,G-w PAaea,sic La £ Bu,w+NEt C at.) sFORTE CM ►wro sFORTE CM „tee /FORTE C ..�.,..•, Mw „Iryw7�•,r•,rK ..nAlkr..►,.a•rw . ww...rw A,..6� .. •a• w• Ie •e •• �� N1.1' . II�A. _•=�� w w• .. .a.a.r .\ ...1 ate.. ..Iq�rA A ..�M\ .• ..•..1.• M a am .... wn..��.wr. pW eW.w N.• r +e' w ayw. W w....Ms . w.rwr'a.ww �r"fw.wis r ........., rya ... ........:..... .p•�••.Y.a •7w A Ii 7n •r .S1lA . I �.r..wrow.ww V..•aiw..� uro .�-...-.- w r Irr1 z � •Ip I: 4 .lr.�.�4....6s..1�r�..n1A.r.yan+p. wie..n. M.'• w v a...� er...y.. w.4r tr.awtiba. Mw"...ww .r `A,a. �Ar a.•.w%.Ywl.�FrIM Ia � A. 1 \\YJM\.MLA. /•' w Ir Iw w..r z ••I ., A 2F2.1 BT'L ENGINE F.RING M= k.ft V= L/240 = a6 ((,rL) El req'd X10 6 1b.in 2 1 �14 I R- n� j4f-��O) M= .65, k.ft V= - L13 �- (LL) L/ 240 -3� (TL).. X10 6 lb 1.11. 2 14' - 1 # '. M�j 17, W 19011 WorA-Sno Road NF, Suite 100 Woodinville, WA 98072-4436 Phone; 425.814-8405 T—. AlG -12) 1 -')l'ln L43 0 # Pr'Ojed: ?ARPOLC 8VT(O�YO L Dcsigned By, Date: Project Number: Client: Scale:— Page: 2F2.2 BTL'... NUNIA-UUNG U. M k.ft. V (LL) L/240 = 'b (M) EIreq.d = 17 X106lb.:in2 N,�b IB - o-7 M = . all k.ft V = 1 3� L/ v1Q . _ -1 t o (LL) Y-240 = EIreq.� 4'ia x1I06Win 2 O Project: P pp (l we t,£ w, (. Project Dumber.: 1=W11 Wood-Sno Road NE, Suite 1.00 Woodinville, W.A ..9;RM2 4436 Phone:- 425-814-R448 Fax:425-821-2120 FLOVIZ l�ldO ## (1 )4x() ( )7x ()2x 97Ub 609AP l 1?x STUD GROUP 1� 1i¢R 6Y MS.R P097 r f`OOT=Nb�._ RLRc�7n �e�..JY' Client: 3 a5 F r )2x POCKET IMMeR STW divan, slurs GROW rnH66RR DER H6R pp9Y� _�oorins� (())2xp r ocx 1 f 12Kr) TR wMl ( )2x 1W snow ( 12x STOP 6ROUP OArm NOR- „ 7�75t• po3r� L1, oorer ) Designed By- I ( ' --- Scale: - Date: 7),1iq 2F2.3 Page: !FORTE C rlro l i1 •wr9N. r•frwrD•DIM ~�Pr NIV••I•r . •W_r u_ l..r ~ •nY• rY1+. _ r,_,_`r� •q1•.•.a• r V _ w.r.r..r— n•••4 �r �ti •a.•aP•r �wlw, wr,aw aw•—<Aw� ti+Mlriw. _�._ � 1\a.OMI.)•JIrwK ^�� .n9.rrf'.9 \.f_• n lD Dr. C•\I •iJY gfi_w 1`r.0 M /: D• o FORTE' = �........r awe J•Irr rw D fr.yr.w LD•D�.ff.NP� ,N_l��_ �fl�N w1_ \I•f{J� ,U ulr,r�ylfla_ �!t .l�fu a ••_ .r.w� ••. •,w�a A � 1►r. C 111 I; Y is FORTE M ndti, P M fro �rr.11 a.1 ••,. r.. IP.r r.� w4..•.. ., • Y.s•_IM YywwT�'/+Yr. r V Y w_•rI r• �� f•� ••wrl.iPw ...var�aroDwnrrrirwrr�••ivafwr .. \r•�+Ya P11+•91JlIW . .c Ib r_, r►ems C M .: P 2 F2.4 FORTB CM .w....•• .., r�o wns �w wy�� M.rM,a+. 4p► �7119 h fr. N 3fJ �wtiarc +wars. /FORTH`C r.i. 44 .,y..W o w. w ►wl...r+.►+r I aft I ohm r.r. ............................................. If�ltxr A:sruc 2F2.5 BTL M = k.ft V _ t �G (LL) L/240 = - -(TL) Eir��•d =_ x1061b.in Ill LSL a$- I M = k.ft V•= (LL) .. L/240 = 13 (rL) EIreq,d = H b X106lban2 a Gs= �su�G Pt•F yam' r M. mine >�aeacEar•,% ! )2#-"� S �W_lpNMI! ' ( )2x 57UD 8R1111w 7 M'}e POOTINbOTHM �QA A- OLF =:LWIZ ? nod # 5ao # 19011 Wood- Sno.Aoud lNT,' Siiiie 10 Woodinvillc,WA 98072>4436 Phone: 425-814-84.48 Fax: 42- All' -2120 N. . IBM 1 Project: Designed By-. Q — Date: 2F2.6 Prn}eCt Number: Client: Scalc: Page: BTL M k.ft V = T o6 L/ 4,W (LL) L/240 '" — ' - -- (TL) EI.,eg'd = 153.% X106lbAtl M A.4C2 k.fc (LL) 'I 240 t I r f). Elreq'd 3 XJ061b.in . TRIMMER F9oGl�7 9TUp 6RaUP ll�6ROUP TRUSS R HOR C�P05T �POOTIN6— �•f,b�:13v ' i 59 a o #. 77 (il )2.1, ( )T% .TSj1;it+>�f2 POGKLT ( )T% *V -- f )T% STUD 6mar STUD 5Ra)P �46R BY TTC)55 WR — N6R ��P097 ProjeCt: ��eADO( Cilb� C Project Number: Client: 19011 Wood-Sno Rna¢ NF., Suite' 190 Woodinvillc, WA 98612-4436- Phonev 42S414-8448 Fax: 425-821-2120 —dwll—i �—1 - >aecMt TRIMMER ( 1T% sw GROUP 6)1 6RDUf° P09 �oonxs� 3o9v # rOGKET Mt R r �L STUD 6RDL P STUD 6RaP H6R TTL 3 By MM POST._ __FOOTIN6� Designee! By: 2 t ? Date: 2F2.7 Scale: Page: BTL ENGINEERING M= klt V 15,61 1r L/240 = (Ti,) an 2 El,.q'd xlO 6lb * 1 5 Il'x 1+ vi"I M= --N v, k.ft V= 7S L/A qG. L/240 = 2/" (TO El,cq -,10"lbiin" I?/101140L. I 1( )011 Wood-Sno Road NE, Suite l6h' Woodinvi.11c, WA.98072-44.36 Pho'ne: 425-81 4-8449 F= 425-821-2120 1 PL r- . . ........ # # t 170 # MI::S;ti I I Bel me x: # IBM Project: . —PUAOS(: U Designed BY; Date: -MO 2F2.8 Project Number- Client- SC -Ala—.— Page: - - ,voa: g♦ F� � F _ � a a; I BTL FTelC.1Te3F1--RINC: M = V (LL) L/240 = a—..— (TIL) I-:i,cq.d = x10'[b.in' MYb IN" ..�_ a$-�Q (xntil;Rr�R ►t�na��-i M = ��, k.ft V= 4•Sl r� (LL) L/240 EIfe9,d = tS X10 IbAn. Project:PA V Project Number; 6.af,-, 19011 Wood-Sno Road NF, Suite 100 Woodinville, WA 98072-4436 Phone: 425•814- 8448 lax: 425-821-2120 7 'r4t3 # 1 i 1v # f 12x ! J2�c .STUD 6RdJr STt1D GPIPJ 1° MMORE MBR Tm %ft --POST Client: i Designed By: Date: -7f 4 I i 9 2F2.10 Scale: Paget ;dFORTE CM M ..fkk6W-..w PAMD FORTE -CM "Al -&A oc .8 r:,A I PAWD 1x1 ft� , It ZI :.d Ma 1 2) — I POW 6) 4 4 111 *"*be AwAaPO6 "OV, 3 3 OWMIS) 1r YXIS ate 0 $6, oc w WAa Y. 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Lhl:f M U-PA**6 U lk�. ck w K, 4for 5r *Awe, n1l"'All IZVOIIAMUK 1 F2.29 BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fag: (425) 821-2120 Gravity Foundation Loads Fp&.A.o1s¢ ,10UNDATION KerPtrnl BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Lateral Forces BVFIL C RIK G 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 548 Paradise Lane Revision Date: 6/17/2019 Building C Criteria Code: 2015 IBC Albmabla Stm,,i Dmgn (ASD) • Seismic Design: ASCE 7-10: 12.8 Equivalent Lateral Force Procedure Wind Design: ASCE 7-10: Ch. 28.5 Envelope 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 11 = 1.00 Table 1.5-2 Ice Importance Factor - Wind 1 w = 1.00 Table 1.5-2 Seismic Importance Factor 1e = 1.00 Table 1.5-2 Spectral Response, Short Period SS = 1.264 (Mapped) Spectral Response, 1-s Period S t = 0.495 (Mapped) Site Class: D Table 20.3-1 Site Coefficient F a = 1.00 Table 11.4-1 Site Coefficient F„ = 1.51 Table 11.4-2 Structural Systems: Light framed walls with shear panels All other structural systems I TL = 6 (Figs. 22-12 thru 22-16) Response Modification Coefficient R = 6.5 Table 12.2-1 Overstrength Factor Q0 = 3 Table 12.2-1 Deflection Amplification Factor Cd = 4 Table 12.2-1 Ultimate Design Wind Speed: Exposure to Wind: Topographical -Factor 110 mph Exposure B Kz-r = 1.00 Section 26.7.3 Date: 11 /12/2019 Page: L1.1 BTL 19011 Wood-Sno Road Suite 100 Woodinville, WAA 98072-4436436 Phone: 425-814-8448 E NGI IN; FE RIN L- Fag: 425-821-2120 548 Paradise Lane Revision Date: Building C Roof Geometry Mean Roof Height Hn = 24 ft Roof Depth D-Roof = 6 ft Overhang Length 24 in Pitch 6:12 Floor 3 Geometry Width W3 = 68 ft Length L3 = 72 ft Plate Height H3 = 8 ft Floor Depth D3 = 12 in Floor 2 Geometry Width W2 = 68 ft Length L2 = 72 ft Plate Height H2 = 9 ft Floor Depth D2 = 12 in Floor 1 Geometry Width W1 = 62-ft Length L1 = 66 ft Plate Height H1 = 8 ft Seismic Weight - Roof Roof Area 1 4100 SF 15 psf 61 Roof Area 2 Roof Area 3 Exterior Wall 1 280 LF 4 ft 10 psf 11 Exterior Wall 2 Exterior Wall 3 Interior Wall 280 LF 4 It 8 psf E Total 81 Seismic Weight - Floor 3 Roof Area 1 0 SF 15 psf Floor Area 1 3760 SF 25 psf 94,000# Floor Area 2 Floor Area 3 Exterior Wall 1 280 LF 4 ft 10 psf 11,200# Exterior Wall 2 280 LF 4.5 ft 10 psf 12,600# Exterior Wall 3 Interior Wall 280 LF 4 it 8 psf 8,960# Interior Wa112 280 LF 4.5 ft 8 psf 10,080# Total 136,840# Seismic Weight - Floor 2 Roof Area 1 0 SF 15 psf Floor _Area _1 3800_SF 25_psf 95,000# Floor Area 2 Floor Area 3 Exterior Wall 1 280 LF 4.5 ft 10 psf 12,600# Exterior Wall 2 245 LF 4 ft 10 psf 9,800# Exterior Wall 3 Interior Walll 280 LF 4.5 ft 8 psf 10,080# Interior Wa112 256 LF 4 ft 8 psf 8192# Total 135:672# N/S Projected Area - Roof Sloped Roof Area 270 SF Gable/Parapet Area 80 SF Wall Area 272 SF E/W Projected Area - Roof Sloped Roof Area 290 SF Gable/Parapet Area 50 SF Wall Area 288 SF N/S Projected Area - Floor 3 Sloped Roof Area 0 SF Gable/Parapet Area 0 SF Wall Area 646 SF ENV Projected Area - Floor 3 Sloped Roof Area 0 SF Gable/Parapet Area 0 SF Wall Area 684 SF N/S Projected Area - Floor 2 Sloped Roof Area 0 SF Gable/Parapet Area 0 SF Wall Area 630 SF ENV Projected Area - Floor 2 Sloped Roof Area 50 SF Gable/Parapet Area 0 SF Wall Area 630 SF Date: 11112/2019 Page: L1.2 19011 Wood-Sno Road Suite 100 Woodinville, WAA 98072-4436436 Phone: 425-814-8448 l: N(:1N1::1° bite G Fax: 425-821-2120 548 Paradise Lane Revision Date: 6/17/2019 Building C Redundancy, p 1.0 (Section 12.3.4) Design Base Shear S Ms = F a S s (Eq. 11.4-1) = 1.26 S Ds = % S Ms (Eq. 11. 4-3) = 0.84 S M , = F„ S j (Eq. 11.4-2) = 0.74 SDI = Y- S M I (Eq. 11. 4-4) = 0.50 Seismic Design Category: Structure Period and Weight: Short Period -- D 1-Second Period -- D C t = 0.020 Table 12.8-2 x = 0.75 Building Height (Mean Roof), h„ = 24 ft Approximate Fundamental Period, Ta = Ct (h„)" (Eq. 12.8-7) T=Ta=0.22 TL = 6 (Figs. 22-12 thru 22-16) Calculated design base shear: V = C, W (Eq. 12.8-1) SDS CS = (TR(Eq. 12.8-2) e CS = 0.13 The total design base shear need not exceed: (Eq. 12.8-3) (Eq. 12.8-4) for T <_ Tt_ CS = SD1 T(@ CS = 0.35 CS=0.35 The total design base shear shall not be less than: CS = 0.044SDs1, a 0.01 CS=0.04 nor where S a 0.6g: CS = 0.5S,/(R/le) CS=0.00 CS = 0.13 V= 0.13W SD1TL for T > TL CS = R) T z (7e CS = 9.75 (Eq. 12.8-5) (Eq. 12.8-6) Date: 11 /12/2019 Page: L1.3 548 Paradise Lane 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Revision Date: i'ul;ihntI C _ Ps = A Kzr Ps3e A = 1.00 Exposure = B Kn = 1.00 Mean Roof Ht hn (ft) = 24 ft a (roof) = 6.8 ft a (upper/main floor) = 6.2 ft Ultimate Wind Speed = 110 mph Roof Angle = 27 28.6.4 Minimum Cftign Loodr au Zone Area ri P ?sfo nq . (� `'S7 ASD force a Force A ASO Force fig Roof A_H 54 23.1 23.1 23.1 754 870 522 Agable 41 231 231 231 942 565 653 392 B 82 8.3 8.3 83 674 404 653 392 Cwall 218 17.3 173 173 3769 2261 3482 2089 Cgable 39 173 173 173 679 407 627 376 D 188 71 7.1 7.1 1341 30b 1507 904 Total Area = 622 Total Load = 8662 5197 7792 4675 Dea n: 8662 5197 Zone Area Force 0 ASD Force Forco la/ ASD Forte 0 Floor 3 Awall 123 23.1 23.1 23.1 2832 1699 1962 1177 Agable 0 231 23.1 23.1 0 0 0 0 B 0 8.3 8.3 8.3 0 0 0 0 Cwall 523 173 17.3 17.3 9065 5439 8374 5025 Cgable 0 17.3 17.3 17.3 0 0 0 0 D 0 7.1 7 1 7.1 0 0 0 0 Total Area = 646 Total Load = 11897 7138 10336 6202 Deel n: 11897 7138 Zone Area Face I ASD Force 0 Fora ASD Fate e Floor 2 Awall 118 231 23.1 23.1 2721 1633 1885 1131 Agable 0 23.1 23A 23.1 0 0 0 0 B 0 8.3 8.3 8.3 0 0 0 0 CWell 512 17.3 17,3 17.3 8871 5323 8195 4917 Cgable 0 173 17.3 17.3 0 0 0 0 D 0 71 7.1 7.1 0 0 0 0 Total Area = 630 Total Load = 11592 6955 10080 6048 Desl n : 11592 6955 26.6.4 Minimum Desion Loads caavwasr a.uawn Zone Area P 9 Force(N ASO Fora 0 Fuca a ASD Face M Roof Awall 54 231 23.1 231 1257 754 870 522 Agable 41 23A 23.1 231 942 565 653 392 B 82 83 83 8.3 674 404 653 392 Cwall 234 17.3 17.3 17.3 4046 2428 3738 2243 Cgable 9 17.3 173 173 159 96 147 88 D 208 71 7.1 7.1 1484 890 1667 1000 Total Area = 628 Total Load = 8562 5137 7728 4637 Desl n : aS62 5137 Zone Area 1 Fora ar ASO Force 1 Force 0 ASO Face 9 Floor 3 Awall 116 23A _ 231 231 2689 1613 1862 1117 Agable 0 231 23.1 23.1 0 0 0 0 B 0 83 8.3 8.3 0 0 0 0 Cwall 568 173 17.3 173 9831 5898 9082 5449 Cgable 0 17.3 17.3 17.3 0 0 0 0 0 0 71 7.1 7.1 0 0 0 0 Total Area = 684 Total Load = 12520 7612 10944 6566 Deal n: 12520 7512 --- - - --- -Zone-- Area Fad 0 ASOForcelPr forco(a) ASD Force 0 Floor 2 Awall 118 23.1 23.1 231 2721 1633 1886 1131 Agable 0 23.1 23.1 23.1 0 0 0 0 B 50 8.3 8.3 8.3 413 248 400 240 Cwall 512 17.3 17.3 17.3 8871 5323 8195 4917 Cgable 0 17.3 17.3 173 0 0 0 0 D 0 7.1 7.1 7.1 0 0 0 0 Total Area = 680 Total Load = 12005 7203 10480 6288 Des) n : 12005 7203 Date: 11 /12/2019 Page: L1.4 1-3 ' C N4IN19iM_141ti C 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 548 Paradise Lane Revision Date: 6/17/2019 Buildina C Vertical Distribution of Lateral Forces Base Shear: V = 45.92 kips Shear Walls: F, = C,,, V (Eq. 12.8-11) Diaphragms: n n Fpx = Fi / wi/ (wpx) ... [Eq.12.10 - 1] i=x i=x _ w,hk CVX (Eq.12.8-12) w;h; Fpx = 0.2SDs/ewpx ••• [Eq.12.10 - 2] (min) Fpx = 0.4SDs/ewpx ... [Eq.12.10 - 3] (max) Strength Design Seismic Forces (E) Floor Level (_from base) Height, hx (ft) Story Weight, wx (Kips) wxhx (ft-Kips) Lateral Force, Fx (Kips) Story Shear, Y-Fx (Kips) Story Moment (ft-Kips) Portion of Weight at i , EwI (Kips) Diaphragm Force, Fpx (Kips) Roof 30.0 81.66 2450 17.94 17.94 197 82 17.94 Floor 3 1 19.01 136.84 2600 1 19.04 36.971 9001 2191 23.16 Floor 2 1 9.01 135.67 12211 8.94 45.921 13131 3541 22.87 Totals W = 354.11 Kips Ewxhx = 6271 ft-Kips Strenc th Desi n Wind Forces Floor Level (from base) Lateral Force N/S, Hx (Kips) Story Shear N/S, FHx (Kips) Lateral Force EIW, Hx (Kips) Story Shear E/W, EHx (Kips) Roof 1 8.66 8.66 8.56 8.56 Floor 3 11.90 20.56 12.52 21.08 Floor 2 11.59 32.151 12.011 33.09 Dia hra m ASD Seismic, [0.7E] (kips) Wind N/S [0.6W] (kips) Wind ENV [0.6W] (kips) Roof 12.56 5.20 5.14 3 16.21 7.14 7.512 E 16.01 6.96 7.20 Shear Walls (A 3D Seismic, [0.7E] (kips) Wind N/S [0.6W] (kips) Wind E/W [0.6W] (kips) Floor 3 12.56 5.20 5.14 Floor 2 1 13.331 7.14 7.51 Floor 1 1 6.261 6.961 7.20 Date: 11 /12/2019 Page: L1.5 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fag: (425) 821-2120 Lateral Shear Walls/Diaphragms BTL ENGINEERING Diaphramm Forces: Roof t: W q-.-oo id (e� z-14;4o w 19011 Wood-Sno .Rwd NF., Suite 100 Woodinville, WA 98072-4436 Phone-425-814-8448 Fax:425-021-2120 K-7 11 1A 14-ab fU OA�E� LJ �E} ��S�ll3 i,;,aid : �bPt�tl6nJ @�C) o�bb��lklotlj4u� is°� �LS <<60J C w- G 1WI 0-(t- 1 3`1S 7�'� �v Fsue rir VAL-1040 m Cb) Project: tyLSt D P 7/aIr�r Designed By: Date: Project Dumber: Client: Scale: - __ _ Page: L 2.1 !: r E=- wo It w Project:' SC. hLt6 L Project Number: f� (4) 0 (L) V Off ) MAN (I Ij�t741j�-.ri7�?60v - Designed By: Up Date-. 7/a /Ili Client: _ _ Scale: Page: L'2. )� BTL .ENGINEERING 19011 Wood-Sno Road NC, SWtc IM Wrx)dinviU, WA 98072-4435 Phone:425-814-8448 Fax:425-821-2120 Dianhrag,m Forces: Main Floor - #6oJc1 W (E) - • Aki I qQJ , V,9t A tUSN _ P) f fi ro - CIO hSK cFr I (E� �nHo;+d'Atu -1�nkv �aa10 b,t7 ;Lr Cig�✓ �5 �� / ? 3 (E} ��m3,�<<t�7}'- to s�� ti �,.r�✓ I ,3bba E,- (7 . (Cl .3 ) �t�l�� lots •�4 ML!q/Aj, s� 4'-m- �-/l # � .idGvh �dV° e,I Au 5 I .a J ��oa�3o � ��i;c►�u� �G' -lt i L' Jd'�S7 )'1 t00115 30 I��c 3HU t N Project: ��' ( _ _ Designed bay: Date: % !d Il x' Project Number. Client: Scale: Page L2. BTL ENGINEERING Shear Will Form Upper Fluor " �_Ib�16olt W Main Floor 19011 Wnad-Sno Road 11 R SWie 100 WaodinviBe, WA 98072-4436 Phan. 425.814- 8448 Pax:425.821-2120 i A' .) ! 70 !j 1=• 1� F9 . q W -�5�4ft lti il7� iW= V It vp��lri .uua.a+.-r • t,�� rs�ae.r ■ •�a�.ir� a-arr�ra w. J6(to f its, `7 '1 t%l7� -�cc.b f rya' t f 4� _ �7 asp Project: P 0 0: S6- 15G O L L Designed By: � � p Date: Project Number: Client! Scale: Page: LIM BTL ENGINEERING 19011 Wood-Snu Rolid NE, Suite 100. Woodinv&, WA 98072-4436 Phone: 42'5 81'4-8448 Fax: 425-821-2120 i E, to p W .. I y.-rys 9v-lS d. 1�V — 7 �•ta a .�.,�'"�Y�—... �:. .r [ w^ ---. �� +,►— -- --4E-r , 71 i� f .j �,r fS-... 1�u7S t fi. A . ;.�;,a ;��'�"s .. .._.:tom � U: � - ?i�f�s'�-t- Ca•'s ='• •- q � ; r .�. . l��v1::: __ �" • b,�H•:SPn g1N.n "'- ` f'-if ! J . V;G.. Fi €WOO �40 dY:U14. - ��..� "l� v :: `L`I�)• �` id'iH� _Ibi:'I,� [ .'Pudgy '-, �,) y �7a3s 11 ` f � fF €lit l � �4`+� �� . � 1� u � �ry .• .. Proica: At A W {3� q �� C Dcsigned By: 11 k Date. Project Number: Client: _ Scale: Page: L2. BTL ENGINEERING Shear Wall Line QO E I Vic' li W= f ,13o t; F a ra, Q. : a4f yi,r- lfda f$ t'tonoFl �.pt.S Fr 19011 Woad-Sno Road NE. Suite 100 WoadinviUc, WA 98072-4436 Phone! 425-814-8448 Fix:425-921-2120 g,�e d ,Sib c5�b (54b cSEb to 9 GO L 7 t 9,5 it w I OIL OIL, 6A bb tv:aa5+4q i auou ta5 Project: t'r' r r!! < < t G b Designed By. Date: 714M Project Number: Client: _ Scale:. . Page: L2. b BTL RNC,TMPRRTNG Shear Walt Line Q b t t we c. 0 Wi 1t .111.1:-iV100 E= IV- w=09C,1f 0 0 w �Sfb C.;i� C5i6 E'`bao 19oi 1 Wood-Sno Read NF, Sulu 1[10 ••• Woodinville, WA 98072-4436' . - Phone:425-814-8448 Fax: 425-821-2120 .Atilid A -. ��){r►�►7��H6y�'SUS�IF... �inr1`��.S��b`��ttip�rC - - �tatj d5WO �,i'•tP,�°� POec Designed B. rP �G7141 � Project Number. Client: Scale: Page: L2.7 BTL ENGINEERING 19011 Wood-Sno Road NE, Saitc 100 WnndiavUle, WA 98072-4436 Phone: 425-814-8448 Fax:425-821-2120 Shear Wall Line ( . &0 -rS0'3 � 5UO 1t 6b 7Sa to 1 = a$ �i>jou w � vu=aoSd w'�oSq ye 3y0t 1 vJ.37u4' jj5u+� W= F- a a Av l " %0+5 * E= y$�S wcy'G5 it W— 0. �0,� C. sz�S�+l1100 Ytifl L,l�,+�'�• �Y 60 J•sr tkvo &. l tiout, P PI-4 60 ,,y}0t% A1WO 1= ra3x _� yc» H a a � rr o l�') �i}�5J1'7=1��6�•F Slrp4� SS Os+4 VT �y�13S �'A �tisi l I �Saa33 a M J 1f�'to 1vsµ�p w'7��ti �1 ' 3,,j0 0upLIr- Project: P R R ADI S C CLO 1, L Designed By: Or P Date.: 714A q Project Number: Client: Scale: Page: L 2. ' m9 r. 3 / ;r �n.,f L...�t gr Vj (96 [S t yE6 ICA77QGT;- SKa, � b r•:= 0 C �4ji7( !b f /r``Tl tb (MST(ib f �'1 CIO L'T- v1t 1 E=7340 +7 it 17 ~ +� L 7 ��! v/yS 16 �� . / o MCP f N°pLt f�� J�! vP 3 : A PL lPI L� (w) h A�/(iS = `ui 91.E � I Pl!O��C�.. AP'Wr B�.A c Designed By: pGn 7140 Date: Project Number: Client: Scale: Page: L2. BTL FNC:TNFFRTNG 19011 Wood-Sno ltoad 1V8, Suite 100 Wnodinvillc, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 P� 111Project esgney�• Project Number. Client: Scale: Page: 1 2. W BTL ENGINEERING Shear Wall Line �, - p Cs —3404 w= k 4 fp F a / I i w I tk r u J LYr `(W) F= -71a0 rt w : �vaE:!1 9 �1 : to%v - i� b 1 4 40 1-1 (_Sib �clh c5;b tSib � ETA 170.0 ($ll ,_sib � (f.) va"►J$- aSS Pay± r 1 1 .a U la � Parr l P %�170 it E= W.= a - a Project: P"hof-16 (xw, t Project Number: Client: 19011 Woad-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Tax.425-821-2120 J5, 1p y ' ?'s i iluo d N crO MO 0 ►._ =7SUa p J. Dcsigned By: 6 � P Date: Ilk I + t - -- Scale: Page- L2- � � BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fag: (425) 821-2120 Lateral Shear Wall/Diaphragm Capacities 2015 IBC - Diaphragms (8d Nailing) Tabl• 1.1C Modal t1s QINr Cyrano" for wool- niiiio OftPlineo Yl�grlo�t Mrosr 911uebNd IMn�i fAUMK�"' — /YYrr r..r. rwli t►. Ilrx t•..glrrrr.r+►r..rrw� Iu/1.1••a.r«N � rpm /Yr✓ wrr.r. n.1 fir. . /^�.!r! • = IlYrrlr/dr.11 rP >•y 11 r ta.1 C N k&&A• it1 ) w ti !M bpi n. PC ar 9�1 fp 10 !0 324 4•�o, �4(Q1, �Q llEalul Y • IA ar -� Il- � _ 100 M/ •vJ tlar � %`� - —. µ 1. job *1 12 1 -- - ,.�, if t a`ram.e...�.r•o0.1.�rr.r.«sr./1.sls.r w.wr�x+rr.rY r ~.W ft rice rr rrwr. N.r V /xq..rwr I..r 1�bl. M1... r, 1...-.. r.- .... , .. ax o� wp.w . n«r rwrl/ ..... \a r wr Y -r .W N.✓\.�•.44..�..A lw[rr.W� Lam• ..Y. w.• `^ . . 'r ...-I..Irrlr al wr•r�•x�✓Y�✓r11 i•1 ftq-V L'"_ r.......w.....+..r..�•wrlr.rr....•..w...+ i1_-«Ct.�� it 1w •' AItA.r�'Vrir liMarr.rr/I.r..Iw .. Hf IIM .111 U f �w o.•.x IAr.r.r •..� wI r VW V AM rw l .rr..• � .r..1 r .l►. rr A 11u1wIq r1 �1 Ir.I wr 1Nr Ir. .... Ww.r.l.I�q.. ar.r..•Mr�IV F...d IMV• 4/ . •b..r«r ..�. rr �r.O.l r Ilra r. 111.. �[ 2Lwu r+•... rrr•r.r.rrr.r..•.t...r. r. .. u.wr..•wrrlrl.Y.br\..rlw \i••r1»w...y r✓ar...r.r.►...... err r r r rrr.• u.. rr I x cal4r s x 11 TWO 4.2A MOM*W Vail Mwr CoPodtlts for ti1oM•Prs>•110 Olt�rtpo Word Sbedvil Prrl CMP&OCIm •a' — 1•~—'--___.�...." a.•1.`+. MCI rrr Yr.«r...wTr•�w r.r�.i«.W�./.w•Yrr r••T...r��•... �..• Lr.alllNrj��I[.I.11r.r/►� _ _-i _ _ lrl.l.[YW !M[I[w111♦ �— �- 1 / Itl L. — 1 —. ��rMlii �.•.w.r r.w.e .w.w w.war r. r r.Wi1.Ir !r �.� .. r+r•a 71 rM 14 / ..�... t.. rr rrr � IYr +rrr. 'w -L «^ ro war . Yl ft A . A* - Ip M r •1 • >f 4. Or n• r! r N 9 11 s .I 1 Ir • • M6 A r f .10 .r• ~ •r � 11-- 1. '� � T� 1��T'T� � ..�.. r s b •1 r - i .. .,. � { >Q a ! �--ii-it--•� Wit- � 1 h...r..r w�..... rrr ...�r..r1/Ir•r.� �r lu[l.r� [i. rN rrr r.«W.1�. •le --.r /I,MlllrU ._ rr.Nr r..r—..r [ 1 [ Iw •wF.yrww a.11 [ 1 r..Y :• Y �[ /.r+ 4w r /wr r �..r..r •rrr• ...�«.. a r w..... rr.� / Ivy«rFN rti+M r:.'�►N IaN. f.rr. Irq � .r..1 r...r r wr •.P.� � r r.ra«r w r.� .Y inM IYW [�. r 1 = +- IrY1..rr IA 47Y ✓rr0 • �v (\rI Nr 1.«4 rM. Mr M .• • 17tW M1Ilaw.a.rl r•.w...w.r rrr—rt i . r.wI rIM A\... .I..x 141.I.Nwaw w.rlr.rM. il�.w. .rr.. Ir W.•.drll►r wAYrr.rllrl.`-�.a r� � Y a«rr ...r..ra.w.r.00 w 1 ♦r•"••� r.r. �w. - _ ..M/..ralra.�..r.r.......�I...-......Nr. {4v A./A.... • +• � a ar...�~.�I Irwl.rr�l�..r �•\ '+�wrl Ylr rr/rl w.l j1 i► ;1�1. a V 1".1•V ar r .r M... N r...l r.�• r. r..r I M Ir....r•i rlrrrr. Yrr r.Y ra wq •w\ti.rrr- •I�r.r.w ..[r rtar s.w.la. 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 Fr)... Adjustment Factor = 1.0 L3.1 2015 IBC - Shear Wall Schedule 7/16"OSB; 0.131"io Nails; SPF or HF Studs @ 16"oc Table 4.3A Nominal Unit IlMair Capacities for ra1N Sbaw t41MW,*Ju W"d—basad PsnelO-- A 1Niiw rl Wwo fYA&MO tansl F«we.r 1 >! Qltl E'er Alloarum rwweet Pawl Np /••a..r Ilpen� �r®tlwr 7 pwrp Qs� ti rram INWeII t Type L sasa E,. 7 2 s I S 3 „. �� at k G. p G, v. a. K G. AI*1 B AIM! ls+La•l 1p4 MI•otM! Yltl I►Ism% 1►M• tuwnl bM 4oQ bM 4•Q for terwwrn or Ow PLY ON Mlt on PLY 0" PLY I ItlAw.ks� Awl I I 4N�+.• V1e e.lu .te rst 11 IS re0 to Is rq _ 72 le vco �w u 1s, ref .. yt- �E5 t4 1c �77d de 1' 9l77 M P •YV +D v +; •)I: 112s0 •rl: ' �L'Jrl,l hwrf I 1•SIa 4 sit Z I] 7e0 2t 14 111Q St 14 ! at tr +,r• 1e14 •:f' I�1•14 411 ism Mt- w Il ' Ow b 1/ � 1I� 2i 47 lel� r 7S :. � • 131w "At) sl y6 S1i '•Y. � lNo 2431 I 1•tC ISO eaC so , S= 22 21' llx M W"J 4tM 01 IeC 13 ps 5w V 12 r1•S la Ie Ism V 'a 197 1}S b% tial 'II At tm U 11 A# >•} fi tiro Y sS 7eC MC }7 if w M 0 M V s/ E 1MD N x, .•• IN e1w u" p api 17 1e ltij 72 14 1w 1,Lw - - - � tom,49 R._ .`4 1 I.Ir, /Fs Ye Ir .1 I b II I lift SI 1a IM, es r. 1 xu -Aw ( tsm, Mis wit 1.,. NM sol11.a sold eftuo cc idi •3 ADD 11 Si[ t,s* art sSll 7.e s30 M 't "a 1s M A a. 31 aft- dA5 iR Ilr tew or �� DINIMPAIM b E t1b' yf rM nee a No if ew le eno �� lA W W �►Y _� _ ee Gt.n'erd I �1_ ieC tt •.� _ - -Y.lr.--.�°' - rb� . _9R? rA M 4 W.d �� _ fe? 1 _ . rae Ili - 21- _j34_. YA __3.__-._.�L._._�2�___��S't .? rJO N 90: 1X ' 7v I[ttr .`41 � •� 1 .4t 1 11tE 23 1 Sq ..4 lk6 :t w M IIX. -w flow" f0 MO MW-0 1•y W W1 QD1w Sat !t +4f 40 f!f Sf et6 4/8 770 Irarlrt r I 'er"r 7.10, Nw 1 ' I l pe Ell. •rA.! me I7 M, " f 6 W so I W3 is c 7S Ms 77p e 1.1M` 1Qep R H';1�,I !. Kxsri wa 1I.LY uteLYlo *Q k abOW M wterssrs r rt I.1,110 /1MOMM A' 11 o IIc:e11I ws In letict. 1 "sort"] eowrrll 1we n4trcircom w d 1 t Tea yw.f. I.wra..s., to I.1., 1 sw . M we.saal trd NNW wAA I 17, IN teldi61oew0 otw vrllc sad a-S 1 I k+ Iawt we *" ..is Sec AEIta.1a A sty wftwn rwl tu. xu I du.Ir z�a " A... Irr tnwwJ �.1r w.tlrtd Ir vr11. tlrw sr i s'lJ Iw'tt IrwirOlbrA+f "'� catty �f': tr. •�w1 G; Ird6 t.1r q.nol a waR.wrl of tb i.Stct cw :w.trr..t r,Di:.Iefk w elel� . i k "'�L I. 1cr IpRtll 1 W PWO ve 1w 14 rW Iht Woplanl r Lwthw ssadsA IN -A. rr*M*O Mrocl also Inef 92PWRJU I1Ll ><dskssra w M n ep1001 IN A"M t>oorl tilt sko upecR Ar b7 ! ::td (knw, A1¢osresl ♦KsSf • I •!O s G(. racrt G - 4wft Gr'rnq.Adlt Finly -. I , it" tst SIM rilt�le M3.14e TU Spray: QW4? /gcrtm Isaor ww : al 1w VUW Ow 1 ♦ Axuvn x11w a(sKu .racy i.. rr tQw4 CC. a" dip • vtN ware (elltr ar slur so pa. s 101 r sal et tea.cur adprwl tsAwct .cams 4c .teat tni. rawar.cltd.m{tt.raw (do .y.f�ta�ro4--1V-6 we.,l Is4w1s+Ifr.•«IIwe ..wr.atr.&wt"A fi, rJw. ws In tnwrwl to V—A40"441I (+..af'w'raNtNPJ�f�lll�1.11�'nOttllrrAU 1iV1•ootaTka•enrw�rtlo111w1M+��><lndh�i t, llhtre prt11 R IypfrPl le OIMs lea+ V: a tatty wp ms Mel Iprwp • In$ Ad om "cam m eMsr r,pr. raw Cfrs lI/I bt oQM to Idl in S I1nM Itwap mMsn w Otoo•t 1Qw AMrss.tly. ale * 41 4e dN vt od trot tt saaw{ onitas Iatt >e s' aeswl r soar u a purl ,rd rda u YI Art edeM tact M rtl�errs 7 C.ef.�earvt ra�H tltil lr Me Apra w sai/ffi 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 P1-6U N 1 6"/12" oc P2X T 2x 144-p1f 117-plf 201-pif 164-plf P1-6 Y 1 6"/12" oc 2x 2x 240-plf 194-plf 335-plf 272-plf P1-4 Y 1 4"/12" oc 2x 2x 350-plf 284-plf 490-pif 398-plf P1-3 Y 1 3"/12" oc 2-2x 2x 450-pIf 366-plf 630-plf 512-pif P1-2 Y 1 2"12" oc 2-2x 2x 590-plf 478-plf 820-plf 669-plf P2-4 Y 2 4"/ 12" oc, 2-2x 3x 700-p1f 568-p1F 980-p1F 796-p1f ea.side P2-3 Y 2 3"/ 12" oc, 2-2x 3x 900-p1f 733-p1f 1260-p1f 1024-p1f ea. side P2-2 Y 2 2 / 12 oc, 2-2x 3x 1 180-Plf 957-plf 1640-plf 1338-plf ea. side L3.2 2015 IBC - Shear Wall Framing Clips OF,R 3"ARF MINI 'NP"' 01rictlea Alsil able LO U Alls,"ble Leeft No. coma wo F>Esl�aers of LmM &of Ra01 Floor Roof (iAO� (M) 11�oi (lot (125((tE0) A34 E-W% h 39S 406 515 34 415 445 F2' 396 555 466 340 390 M ® 9 8dbt114 At. E 295 M 396 255 315 340 Cl 210 210 210 40 IN 180 A2 M 365 360 255 315 32S 'AN: ® 12460h C2 M365 370 255 315 320 0 230 230 230 200 200 200 FE 596 , M M 510 ' 600 NO QQ 12�3dtt1'/F F:: M 67D SM SID 575 575 LTP4 12' 64%. G 5j 670 670 500 570 575 H W Goo H:0 500 515 515 lib I ® 12�dx1'h 9 1 580 620 . 624 500 470 535 926 ' 470 H so 545 315 470 1. FJc-n aL+e l ads are rri tm anchrr. liken �irIchor, we •n:ixkd on caCA 141a ae'tre pn1. d a mr4mum ,,cW Cnc*r-,s m 3'. 2. :.:, o Jkzwabons szlwm ocer eehons that CO" cause aas: gran tMs,*v c-r bwdunq of the •good dut nq lwAnq t net v tarced s.Lticanit�. In Ms A L1PA Ain be rrtalod o%at -t-uOj ai paml s r►a with '40 1 2' na . and a.cheve 0.12 of MO listod I�, cf O%Cf t:7' arts aum%v U.G4 nt arr lr tod toad. ;'4 ccmmons w tl achaar !W% WO 4. 1iv L I R� r%).; be nv-vw coir woc<t :mctural Owx4 sI oalhnq up to 1,�' dvck v�q fWxl 1)2` rwls =firth rvo rodww,on in food. .. _ r�tlli .l'•i.l_�•. _ .:I l'. 1. .1, ,, i .. rf lC•. t/C,l,.. S NAIL!:: OtO V2-V.1St' da. x. 1 1!2' %.' r. *ao Wall Type Capacity 144-plf E) A35 Capacity 600# A35 Spacing 50" oc LTP5 Capacity 535# LTP5 Spacing 44" oc 240-plf IE 600# 30" oc 535# 26" oc 350-plf E 600# 20" oc 535# 18" oc 450- If E 600# 16" oc 535# 14" oc FP2-3 820- If W 6p0# 8'/2" oc 535# 7'/2" oc 700-plf (E) 600# 10" oc 535# LTP5 18" oc + A35 18" oc 900-plf (E) 600# 8" oc 535# LTP5 15" oc + A35 15" oc P2-2 1640-p1f (W) 600# 2 rows 81/ oc 535# LTP5 8" oc + A35 8" oc L3.3 2015 IBC - Shear Wall Bolts Table 12E BOLTS: Reference Lateral Design Values, Z, for Single Sheaf (two member) Conneclions'AA1 for sawn lumber or SCL to concrete i ; Jj� c3 16 pq 1 Jc 4Ti n n n tx t1a b !a r to R. :. e. a+. 10 t40 !!fi .lb: W. •.•o »: N aa9 am aw 1 41D _w tco no M 1� w t200 Awl I, O» W'. IM 11n, W" 1KO ]SO 7A tip VAO Iwo AV) 11J0 1w ,in I M 170 1 i7a0 11M law 410 .__. ..—.) —�.T� M N 910 a►7, 'Y:U w) NO +0: t•111 a+: 910 311D f•VN 4M 1210 NO): Inc r.1) 1140 L1; 1111) •0' 1120 410 iA 7At 71dD rm! WID 47U 11a0 41: t'l) ti.:, la00 470 t pb p10 t 1qD sic 1170 400 1110 4r0 wd rap Aim rap 300 490 91�r 44 IM fill• rYh /.10 eAc- L1: GU AILS W!1 240 3M I'M ru). 1]M M> 1760 rill: 1770 ra:j 1210 so 74 1710 22D0_ t11)iNO nio Mb) ••41) 1.5: !1O_ 20M T 11.10 v> 1�010 I IM) 1500 M sA — - lfto _ »w • 7Da— "wfx "a107o 1J0 M 3-1* iv tilts M) .40 Fro 1!41, 1.1: 1$10 0 11 W ODD lA 21%. WAY 200 tilo d": low 1160 M I �2sw IIpgj 2fiD It 2340 1020 7710 7760 9l0 I d � rd Tandw4 load om Z foe be W comweu tr *hmd be eadaphed by dl mp* Alt -40r.emem facins (Ice Tint 113 1) 2 Trade" lak iJ deyl IWws, Z. we in 'oitr rtaih Amwin' t-An (let Alves" Tank LI) %Uh bAl Wed $ flew M"elk F" of 1i.00C id 7 Tabl1lord Veleta ilsW %-as%. Z, We b td on Sa►e1 h?AM6 MeMgth 1`. of 3,�M pw AX (awf"e %16 UNAMU 1 k'-2_5AO pt1 4 Su arch midat m6CA CM wMicneld 1. CD = 1.60 ...., Nwlar tomb Ir1tnW Chww Owls WAN Wlo To NdwetKAtr• Mw wads"SN"t- SKW aim II k rM I, rI VON 11 R "M ti rr rAaouuwstauno • aautr/rays� twI f.A 7M > 1'Oa1 •yell • 1SV NI) •w► M) .1A 1011 , gr11 IN w YRA d tittl/ tit all '10 _ 1`4& A•1a1+•.) UO nls fps IN I= M I anals' 711 , 116 , if9; f1t OR up as ttc wwwo • Aleuts r A is M Irr ;4+M1* t•1r.1,I Ia ; t:M., 0 A" tq q+ Mt IWI VIA w w I_7M M+aA■weA► ust '•f1A11t '-V&" to tE /D I tb 1N7 i t :1 JI •11111 r 11T •• aa�� r NII► Ilr M M tL1N1/( uwvwW him 4NOW - I es tit w M ON 7y) I VA 'tw W wo VA i" Odic 7r 0611EI Oft - rW W II to V M 1rr 1iWa Wtll tMba.a121L' flMth 7 Vt1*+.� l^! III! 7f TIS ox M I M ws M � tm M 71 tltltdb 1Mlr ulgt - ahalM r M o. � IIIr Al wD a 7tl _ }gA17 LNatr. ittl ltdl _ 1ry i11 fiB v$ SO _ ii "Were","Were",l{ Al:% _ !11,►Ir e•1tb1'R� Ito t7U sh A7 M t21 cif 07 M 1p !I its tl1 p t{I'uuAr+tt-As1rIM N 111� rr Y Ia1I l.i 11 1rt Ir. tlllAwuAiAr a''aot f.11arY }tdhln M US M • ste ns _ ADD Rd so an. Am M AM *9.iot a111.1xi`1-IIHI'Af - * -- M, - I/t tll TAa LIES tit Ed Ill l IMga-Men wto rh`md It : • 1ftMbMW ARIA r M�4V AE, tm f tNl't - I M .III M M IM so I NI III 'i 4t t)t M MAtfbOSTI-ATbtt_ftW"rItsf,IIMttlr 1usA&MUM 0whtar)It soar» r+ whi ?w its n sit 7M $a 111/ ws gn in 7n as ' tGalt i w iYr1 Jn ih:•.op. A.M SK.T, .RiLf rig T.CML tti lw- ]omit/• 1�`1:+ aL` jM iC' r Ida :! aYV .a :girl ij?]Y¢ � �..rr + sL ��I TVs.. � Nor • h� Is M �w- % Mr:r.v...Ic.W +..s'V psii tSa y3 x'�ri/.\%1r Wall Type P1-6U Capacity 144-plf (E) Sill Plate 2x Single 5/8"j) Bolt Capacity 1376# 5/8"4) Anchor Bolt Spacing 60" oc MASAP Anchor Capacity 1060# MASAP Anchor Spacing 60" oc P1-6 240-off E 2x 1376# 60" oc 1060# 52" oc P1-4 350-off (E) 2x 1376# 46" oc 1060# 36" oc P1-3 450-r71f (E) 2x 1376# 36" oc 1060# 28" oc P1-2 820-off Ml 2x 1376# 20" oc 1305# 19" oc P2-4 700-DIf (E) 3x 1712# 28" oc 875# 15" oc P2-3 900-off fE 3x 1712# 22" oc 875# 11" oc P2-2 1640- If W 3x 1712# 12" oc 1045# 7'/2" oc L3.4 11 r w 0 1 1 i 9 �p 3 lie f BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Miscellaneous 19011 Wood-Sno Road NE, Suite 100 RTTWoodinville, WA 98072-4436 Phone: 425-814-8448 , ENGINEERING Fax: 425-821-2120 Stud Wall Design Based on 2015 NDS Combined axial and bending formula: [fdFc' ]2 + fb/Fe [1-(fdFcE)] < 1 in which: FoE = 0.822(Emin')/(Vd)2 Wall: Exterior Walls No Fire Raring 2x6 SPF stud • Wall Height: Desired Stud Spacing: Design Axial Dead Load: Design Axial Live Load: Design Axial Snow Load: Design Lateral Pressure (0.6W): Deflection Criteria: L/ STUD CHECK Be/d < 50 OK D+0.6W (CD = 1.60) [fjFo']2+fb/Fe[1-(fjFeE)]= 0.32 < 1 OK fdF.E2 + (fb/FbE)2 = O.OG < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fdF. ]2 + fb/Fe [1-(fJFCE)] = 0.45 < 1 OK fdFcE2 + (fb/FbE)2 = 0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fdFc' = 0.48 < 1 OK D+L (Co = 1.0) fdFc' = 0.43 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 240 = 0.45 0.12 < 0.45 OK SPF Stud 2x6 @ 16 oc OK PLATE CRUSHING CHECK; Checks Crushing for Stud Spacing` No Stress Increase for Load Duration Hem Fir Plates: fdFC1 = 0.58 < 1 OK Douglas Fir Plates: fdFci = 0.38 < 1 OK 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. 9 ft 16 in oc 700 plf 800 plf 700 plf 15 psf 240 Date: 12/14/2016 Page: M 1.1 rr 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 980724436 Phone: 425-814-8448, ji_ 77777 Fi 7= Fag: 425-821-2120 Stud Wall Design Based on 2015 NDS Combined axial and bending formula: [f./F.']` + fb/Fe [1-(fc/FcE)] < 1 in which: FeE = 0.822(Emin')/(ee/d)2 Wall: Interior Walls No Fire Raring V 2x4 1W SPF Stud 1W Wall Height: Desired Stud Spacing: Design Axial Dead Load: Design Axial Live Load: Design Axial Snow Load: Design Lateral Pressure (0.6W): Deflection Criteria: L/ STUD CHECK Ee/d < 50 OK D+0.6W (CD = 1.60) [fjF.' ]2 + fb/Fti [i-(VF.E)] = 0.35 < 1 OK fdF.E2 + (fb/FbE)` = 0.00 < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [f jFc' ]` + fb/Fe [1-(VFCE)] = 0.96 < 1 OK fdFcE2 + (fb/FbE)2 = 0.00 < 1 OK D+0.75L+0.75S (Cc) = 1.15) VFW = 0.75 < 1 OK D+L (Cp = 1.0) f,JFc' = 0.92 < 1 OK Deflection (No Increase for Load Duration): Defl: U 240 = 0.45 0.15 < 0.45 OK SPF Stud 2x4 c@ 16 oc OK PLATE CRUSHING Checks Crushing for Stud Spacing` No Stress Increase for Load Duration Hem Fir Plates: fdFC1' = 0.50 < 1 OK Douglas Fir Plates: fdFoi = 0.33 < 1 OK 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. 9ft 16 in oc 400 plf 800 plf 0 plf 5 psf 240 Date: 12 /14 /2016 Page: M 1.2 TL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 2015 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS Solid Column _ :" Fc = 800 psi Emi = 440 ksi Viuwly graded lumfw(Dimensionsq wj CD = Emm- = 440 ksi No Re Rating CM = 1= 9.0 ft Hem -Fir Stud C t = d = 5 1/2 in F,' = F, * C p F,*=F,CDCMCtCF F , . = 800 psi C y = 0.743 F' = 594 psi C F = Ke = 1e = 108.0 in Vd = 19.6 I +rl' E fl,l I+\FcEF�./ Cp =Kr 2c J _ l 2c J c FEE = 938 c = 0.8 Kf= 1.0 STUD HF Plate Crushing (1) 2x6 4904 3341 (2) 2x6 9807 6683 (3) 2x6 14711 10024 (4) 2x6 19614 13365 (5) 2x6 24518 16706 0.822 E min Fes. = (Ild)2 DF Plate Crushing 5156 10313 15469 20625 25781 Date: 12 / 14 /2016 Page: — — M 1.3 BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fag: 425-821-2120 2015 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS Solid Column � � F, = 800 psi Ems, = 440 ksi Viswiy graded lumbar amensiomg) V CD = Ems; = 440 ksi No Fire Rating V CM = 1= ft Hem -Fir Stud V C t = d = in C F = KB = F,' = F, * C p F,* = F, CD CM Cc CF F , w = 800 psi C p = 0.416 Fc' = 333 psi 1e = 108.0 in le/d = 30.9 z Fc.l 1 +I F F�) F�c�F_. Cp =Kf — \ — 2c 2c c F,E = 380 0.822 E nYiid F — (l Jl c = 0.8 Kf= 1.0 STUD HF Plate Crushing DF Plate Crushing (1) 2x4 1746 2126 3281 (2) 2x4 3492 4253 6563 (3) 2x4 5237 6379 9844 (4) 2x4 6983 8505 13125 (5) 2x4 8729 10631 16406 Date: 12/14/2016 Page: M 1.4 ]CIL E hCtA'EER12� C Project: Continuous Strip Footing 18" wide x 8" thick Footing width, B = 18 in Footing Thickness, t = 8 in Stem Wall width, C = 8 in Stem Wall Height = 24 in 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 htorrnahveigMt • f � = 2500 psi Unr ...1rr1 fy = 40000 Psi Longintudinal Reinforcement: 1?1 #4 VI Bar Diameter = 0.500 in Bar Area = 0.20 in2 Strip footing As= 0.40in2 Cover: 3 in _ - — — -- Stem Wall Reinforcement: #4 _! i @ 24 "oc Stteiot Dovrek Bar Diameter = 0.500 in Bar Area = 0.20 in A e = 0.00 in Cover: 3 in bw = 12 in (per ft) d = 4.75 in Footing + Stem Wail Weight - Weight of Displaced Soil = 240 pif One-way shear no shear reinforcement [22.5.5.11 Vc = 2A 'VJC'bit,d — 5700 # per foot length = 0.75 [22.5.10.1] Vu <_ q5Vc (B—C— OVA Vu=qubw 2 d qu= B—C bw qu = 51300 psf ( 2 — d) Max Uniform Load on Stem = 76950 plf [Ultimate] 48094 pif [Service] Moment. [22.2.1.1] Mu = AS fy(d — a/2) = 0.000 k-ft per foot length 0 — 0.90 Mu <_ O Mn O.00in (Q—Cl gttbw \ 2 1 = 2(PMu a = 0.85j, b Mu 2 � _ 4u (B — cc qu — NO MOMENT Max Uniform Load on Stem = 12000 plf [Ultimate] 7500 plf [Service] Development of Reinforcement: s �tpt>P`O.1 [25.4.2.3] Id = db _ N/A 40 fc (( fib fJ OK Allowable Soil Bearing Pressure 1600 psf 2000 psf 2600 psf 3000 psf 3600 psf 4000 psf Max Uniform Load, Soil 2010 pif 2760 pif 3510 plf 4260 plf 5010 plf 5760 pif Max Uniform Load, Shear 48094 pif 48094 pif 48094 plf 48094 plf 48094 pif 48094 plf Max Uniform Load, Moment 7500 pif 7500 plf 7500 pif 7500 plf 7500 pif 7500 plf Max -Uniform Load -(Service) 2010-pif 2760-pif 3610-pif 4260 pif 6010 plf 6760 plf Max Uniform Load (Ultimate) 3216 pif 4416 pif i 6616 pif 6816 pif 8016 plf 9216 pif Max Point Load (Service) 16080 # 22080 # 28080 # 34080 # 40080 # 46080 # Max Point Load (Ultimate) 26728 # 36328 # 44928 # 64628 # 64128 # 73728 # Date: 3/19/2018 Page: M2.1 E ti G [ Its ElE R12� C Project: Typical Footing Footing: 18" x 18" x 8" thick Footing B = 1.50 ft t=8in Reinforcement R = (2) #4 V A,, = 0.40 in d = 4.25 in Column Ci = 3.50 in Materials F, = 2500 psi Nom>0w"ht fy = 40000 psi Uncoated Net Footing Weight PFrG = 0.06 k Soil Pressure: PASD = gaB2 — PFTG = One-way shear. 0 = 0.75 Vc=2.1 f,Bd= 7.65k Vu<0Vc oVc= 5.74k 1 0V17 Vu=quB (B—C2— 2 d qu = B —C B(—d) qu = 10392 psf or Two-way shear. 0 = 0.75 [22.6.5.2(a)] vc = 4Alc' _ [22.6.5.2(b)] vc = (2 + ±) fc = [22.6,5.2(c)] vc = 2 + b d)A fc = o 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Isolated tooting Cover: 3 in C2 = 3.50 in A = 1.00 Oe = 1.00 rB —Cl— 0VC Vu=quB 2 d —' qu = B—C B(—d) 10392 psf Pu = quBZ = 23383 # 200 psi a 300 psi 6 = 1.00 aX = 40 374 psi bo = 2(Cl+d)+2(C2+d) 31 V. <— 0VC (pVc = (pvcbod = 19.76 k 0Vc Vu = qu[B2 — (Cl + d)(C2 + d)] qu = [Bz — (CI + d)(Cz + d)] qu = 10782 psf Pu = quBZ = 24260 # Moment: 0 = 0.90 Mn = Asfy(d — a/2) = 5.4 k-ft a=Asfyl(0.85f,B)= 0.42in Mu < OM. 0114n = 4.8 k-ft 4uB (B —Cz z ) 20Mu 2 Mu 2 —' 4u _ B((B — Cz)/2)z qu = 17712 psf or Development of Reinforcement. ly 'P 'P s (73 +b d— 4 in dla J 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 (BB) 20Mu Mu = 2 � qu = B((B — Ct)/2)Z 17712 psf Pu =quBZ = 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 r E NGINEERIA C Project: Typical Footing Footing: 24" x 24" x 8" thick Footing B = 2 00 ft t=8in Reinforcement _ R = (2) . #4 V 1 A,, = 0.40 in d = 4.25 in Column C , = 3.50 in Materials P, = 2500 osi Norrna&w"ht fy = LMcoated Net Footing Weight PFTc = 0.11 k Soil Pressure: PASD = gaBZ — PFTG = One-way shear.- 0 = 0.75 Vc=2AJBd= 10.20k V.<OVc oVc= 7.65k B—C2 0Vc Vu=quB 2 —d , qu= 8—C e��—d) qu = 5649 psf or Two-way shear. 0 = 0.75 [22.6.5.2(a)] vc = 4A fC _ [22.6.5.2(b)] vc = (2 +± A'Vic = [22.6.5.2(c)] vc = (2 + n d) A Tc' _ 0 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 rsolaW Aoaar Cover: 3 in C2 = 3.50 in • A = 1.00 • Oe = 1.00 (B—C1_ 1 _ 0VC Vu — quB 2 d) , qu B — C B( z 1—d) 5649 psf Pu = quB' = 22597 # 200 psi a 300 psi 6 = 1.00 aX = 40 374 psi bo = 2(Cl+d)+2(C2+d) 31 Vu < 0Vc q)Vc = q)vcbod = 19.76 k Vu = qt, [Bz — (Cl + d)(Cz + d)] z _ qu = 0Vc [B (Cl + d)(CZ + d)] qu = 5516 psf Pu = quB' = 22063 # Moment: 0 = 0.90 Mn = Asfy(d — Ql2) = 5.5 k-ft a = A,fyl(0.85f, B) = 0.31 in Mu < OMn OMn = 4.9 k-ft ((B — Cz2 4u8 ) 2 �Mu ` 2 MU 2 �4u= B((B 2 — C2)/2) qu = 6732 psf or Development of Reinforcement: fy rt�i�J!, Id(�3 � +I<ldb 0,1 fc ( = 7 in dl / / Adjusted Soil Bearing Pressure 1500 psf 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 (B — C�1Z quB l 2 / 20Mn Mu= 2 —'qu= B((B — Ci)/2)2 6732 psf Pu =quB' = 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 ENGINEERING Project: Typical Footing Footing: 30" x 30" x 8" thick Footing B = 2 50 ft t=8in Reinforcement R = (3) #4 + A s1 = 0.60 in d = 4.25 in Cover: 3 in Column Cf = C2 = 350 Materials f'e = Norm &A"ht + d = 1.00 fy = Uncoated +e = 1.00 Net Footing Weight PFrc = 0.17 k Soil Pressure: PAsD = gaB2 — PFTc = One-way shear: 0 = 0.75 Vc=2ii fcBd= 12.75k Vu<0Vc oVc= 9.56k rB — C2 _ 1 _ 0V' Vu=quB1\ 2 d/1—' gu B —C B(—d) qu = 3974 psf or Two-way shear. 0 = 0.75 [22.6.5.2(a)] vc = Vfc = [22.6.5.2(b)] vc = (2 + �) fc = [22.6.5.2(c)] vc = 2 + n d)'1 fc = 0 Vu VC OVc = ovcbod = Vu = gJB2 — (Cl + d)(C2 + d)] - qu qu = 3388 psf Moment: 0 = 0.90 Mn = Asfy(d _ al2) = 8.1 k-ft a=Asfy1(0.85F,B)= 0.38in M < 0M �Mn = 7.3 k ft u — n quB (B C2 2 2 ) 2OMu MU = 2 -4qu= B((B — C2)/2)2 qu = 4797 psf or Development of Reinforcement: fy ld = (;3-+Kdb= fc_trl f-p— 10in fib J Soil Bearing Pressure 1500 psf Max Load (lbs), Soil 9208 Max Load (lbs), One -Way Shear 15524 Max Load (lbs), Two -Way Shear 13235 Max Load (lbs), Moment 18740 Max Load (RSD) 9208 Max Load (Factored) 14733 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Vu=quB 2 Cl0V, d qu= B—C B(BC—d) 3974 psf P. = quB2 = 24838 # 200 psi a 300 psi '8 = 1.00 aX = 40 374 psi bo = 2(Cl+d)+2(C2+d) 31 19.76 k 0Vc (C, { d)(C, '(0] Pu = quB2 = 21176 # 2 quB ( 2 ) 20Mu CI Mu= 2 �qu= B((B — Ct)/2)2 4797 psf Pu = quB2 = 29984 # 10 in available OK 2000 psf 2500 psf I 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 13236 13236 13235 19733 21176 21176 21176 21176 Date: 3 /19 /2018 Page: - M2.4 r1ulccL. iypicai rooting Footing: 36" x 36" x 12" thick Footing B = 3.00 ft t=12in Reinforcement R = (3) #4 V A,, = 0.60 in d = 8.25 in Column C , = 5,50 in Materials f'c = 2500 psi Normal^"ht fy = 40000 psi Uncoated Net Footing Weight PFTc = 0.36 k Soil Pressure: PASD = ga.B2 — PFTG = One-way shear.' 0 = 0.75 Vc = 2A1 fcBd = 29.70 k Vu < 0Vc OVc = 22.28 k (B—CZ— Vu =quB 2 d ) 0Vc —' qu = B — B( 2C a—d) qu = 7128 psf or Two-way shear.' 0 = 0.75 [22.6.5.2(a)] vc = 4Ai fc = [22.6.5.2(b)] vc = (2 + �) Ai fc = [22.6.5.2(c)] vc = (2 + , dl Al fc = 0 Isolated roofing Cover: 3 in C2 = 5.50 in Al = 1.00 * oe = 1.00 (Vu 2 B — C1 — 10Vc =quB d � qu- B—C B( Z 1—d) 7128 psf Pu = quB2 = 64152 # 200 psi a 300 psi // = 1.00 ax = 40 400 psi bo = 2(C1+d)+2(C2+d) 55 Vu <— 0Vc OVc = q5vcbod = 68.06 k Vu = qu[Bz — (Cl + d)(C2 + d)] qu = 2 �V` qu = 8854 psf Pu = quB2 = 79687 # Moment: 0 = 0.90 Mn = AS fy (d — a/2) = 16.2 k-ft a= Asfy/(0.85f,B)= 0.31 in Mu <— OM. OM, = 14.6 k-ft quB Nz z i\ ) 2 Old, 2 Mu = 2 —� qu = B((B — C2)/2)2 qu = 6013 psf or Development of Reinforcement: ii = �04,14,sdb — 12 in 40�f fc F b 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 (lbs), Moment 33825 Max Load (ASD) 13140 Max Load (Factored) 21024 ((BC z quB l 2 ) 20Mn MU = 2 —�qu= B((B — CJ12)2 6013 psf Pu = quB2 = 54121 # 12 in available OK 2000 psf 12500 psf 3000 psf 17640 22140 26640 40095 40095 40095 49805 49805 49805 33825 33825 33825 17640 22140 26640 28224 36424 42624 3500 psf 4000 psf 31140 35640 40095 40095 49805 49805 33825 33825 31140 33825 49824 54121 Date: -19 2 18 Page: M2.5 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 IE i` C! NEE RIN C Fax: 425-821-2120 Project; Typical Footinc Footing: Footing B = t= _ Reinforcement R = #4 V A,, = 0.80 in d = 8.25 in Cover: 3 in Column C, = CZ = 5.50 in Materials f'c = Norn ht V A = 1.00 fy = i.. ,, . I • Oe = 1.00 Net Footing Weight PFrG = 0.49 k Soil Pressure: PASD = gaBZ — PFTG = One-way shear.- 0 = 0.75 Vc=2A f�Bd= 34.65k Vu S 0Vc OVc = 25.99 k d Vu =q/B —Cz— 1 UV uB l\ Z qu = 5606 psf or Two-way shear.- 0 = 0.75 [22.6.5.2(a)] vc = 4Afc = [22.6.5.2(b)] vc = (2 + Q) A fc = [22.6.5.2(c)] vc = (2 + a; a) A fc 1soWed loafing rB—C1— 0Vc Vu=quB 2 d , qu B—C B( 2 1—d) 5606 psf Pu = quB' = 68677 # 200 psi a 300 psi )6 = 1.00 aX = 40 400 psi bo = 2(Cl+d)+2(C2+d) 55 Vu < 95Vc q)Vc = (pvcbod = 68.06 k Vu = qu[BZ — (Cl + d)(C2 + d)] qu = 0V` [Bz — (Cl + d)(C2 + d)] qu = 6223 psf Pu = quB' = 76233 # Moment: 0 = 0.90 Mu = AS fy(d — a/2) = 21.5 k-ft a = A,fyl(0.85FcB) = 0.36 in Mu < OM. OM, = 19.4 k-ft quB (8—Cz z ) 20Mn 2 Mu = 2 qu = B((B — C2)/2)2 qu = 4785 psf or Development of Reinforcement. s) !', = 40 A fc (chc+ K dh = 12 in dh Soil Bearing Pressure 1500 psf Max Load (lbs), Soil 17885 Max Load (lbs), One -Way Shear 42923 Max Load (lbs), Two -Way Shear 47646 Max Load (lbs), Moment 36639 Max Load (ASD) 17885 Max Load (Factored) 28616 z quB (BB C 20Mn Mu= 2 —'qu= z B((B — C1)/2) 4785 psf Pu = quB' = 58622 # ...15 in available OK 2000 psf 2500 psf 3000 psf 3600 psf 4000 psf 24010 30135 36260 42385 48510 42923 42923 42923 42923 42923 47646 47646 47646 47646 47646 36639 36639 36639 36639 36639 24010 30135 36260 36639 36639 38416 48216 58016 58622 58622 Date: 3 9 201 Page: M2.6 E*:GINEERING Project: Footing. Footing B = t= Reinforcement R = #4 •' A,, = 1.00 in d = 8.25 in Column C, _ Materials f'c = Normahva"ht fy = Uncoated Net Footing Weight PFrc = 0.64 k Soil Pressure: PASD = gaBZ — PFTG = One-way shear: 0 = 0.75 Vc = 2A fcBd = 39.60 k Vu <— OVc OVc = 29.70 k (B — Cz OVc= — Vu=4uB 2 d/I1 -' quBC B (-�-� - d) qu = 4644 psf or Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4A fc = [22.6.5.2(b)] vc = (2 + R) i1 fc = [22.6.5.2(c)] vc = (2 + dd} ii fc = 0 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 lsdated bating Cover: 3 in C2 = 5 50 in • A = 1.00 • oe = 1.00 CB — C, — 0Vc Vu=quB 2 d , qu= B -C B( 2 1-d) 4644 psf Pu = quBZ = 74298 # 200 psi G� 300 psi 6 = 1.00 aX = 40 400 psi bo = 2(Cl+d)+2(C2+d) 55 Vu < 95Vc (pVc = q)vcbod = 68.06 k ibVc Vu = qu[BZ — (Cl + d)(C2 + d)] qu = [Bz — (Cl + d)(Cz + d)] qu = 4634 psf Pu = quBZ = 74147 # Moment: 0 = 0.90 Mn = Asfy(d — a/2) = 26.8 k-ft a = A, fyi(0.85f , B) = 0.39 in Mu < oM„ OM,,, = 24.2 k-ft a quB (BB) 2OM„ MU = 2 �qu = 2 B((B - C2)/2) qu = 3853 psf or Development of Reinforcement. Id db = 12 in (TOA % (cbt+aKtr) ` db Soil Bearing -Pressure 1500-psf Max Load (Ibs), Soil 23360 Max Load (lbs), One -Way Shear 46436 Max Load (lbs), Two -Way Shear 46342 Max Load (lbs), Moment 38525 Max Load (ASD) 23360 Max Load (Factored) 37376 Ni_ C —, Z quB l 2 ) 20Mn Mu= �Qu= B((B - Ci)/2)Z 2 3853 psf Pu =quB Z = 61640 # 18 in available OK 2000-psf 1 2500-psf- 3000-psf 3500-psf 4000-psf 31360 39360 47360 55360 63360 46436 46436 46436 46436 46436 46342 46342 46342 46342 46342 38525 38525 38525 38525 38525 31360 38525 38525 38525 38525 50176 61640 61640 61640 61640 Date: 1 201 Page: M2.7 ENGINEERING Project: Footing: Footing Reinforcement Column B = t= R = #4 Ash = 1.20 in d = 11.25 in CI = Materials f'c = Norma0Aezght fy = Uncoated Net Footing Weight PFrc = 1.25 k Soil Pressure: PAsD = gaB2 — PFTG = One-way shear: 0 = 0.75 Vc = 2A1 f,Bd = 67.50 k Vu<0Vc OVc= 50.63k (B — Cz — \ 0Vc Vu=quB 2 d qu = B —C B(L—d) qu = 5116 psf or Two-way shear. 0 = 0.75 [22.6.5.2(a)] vc = 4A1ZZ _ [22.6.5.2(b)] vc = (2 +± Al fc = [22.6.5.2(c)] vc = (2 + ti - fc = o Cover: C2 = V Al = 1.00 0'e = 1.00 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fas:425-821-2120 Isolated loaft � B — C1 0 Vu=quB 2 _ C d —' qu = B— B( 2 1—d) 5116 psf Pu = quBz = 127895 # 200 psi a 300 psi Q = 1.00 aX = 40 392 psi bo = 2(Cl+d)+2(C2+d) 77 V. < 0Vc OVc = Ovcbod = 129.94 k 0Vc Vu = qu [B2 — (Cl + d)(C2 + d)] - qu = [B2 — (Cl + d)(C2 + d)] qu = 5794 psf Pu = quBz = 144847 # Moment: 0 = 0.90 Mn = Asfy(d — a/2) = 44.2 k-ft a = Asfyl(0.85f,B) = 0.38 in Mu < 0Mn OM, = 39.8 k ft (B C2 z quB 20Mn l 2 / Mu= 2 -+ qu B((B — C2)/2)z qu = 3393 psf or Development of Reinforcement. 3 f I/" zp" I/" y Id db 121n 40 i c'h � KIr f� �) (I1,, Soil Bearing Pressure 1500 psf Max Load (lbs), Soil 36250 Max Load (lbs), One -Way Shear 79934 Max Load (lbs), Two -Way Shear 90530 Max Load (lbs), Moment 53018 Max Load (ASD) 36250 Max Load (Factored) 58000 z quB (B 2) 20Mn MU = 2 -,qu— ) e((B — Ct)/22 3393 psf Pu =quBz = 84829 # ...23 in available OK 2000 psf 2500 psf 3000 psf 3600 psf 4000 psf 48750 61250 73750 86250 98750 79934 79934 79934 79934 79934 90530 90530 90530 90530 90530 53018 53018 53018 53018 53018 48750 53018 53018 53018 53018 78000 84829 84829 84829 84829 Date: 12/27 /2018 Page: M2.8 - - - -- EQ FNGINEdFKV11"G 7...�i S•A �9 Ap,71. TOP 3AR — FFZ-=E-04ZA1I1UN& A5 REaD BY 6'c0?EWi#G?� E\cb'R - LOVER (CLEAK) 1W mr 10 ft Retaining Wall Location Down from Utdmate Minimum P- Required p Maximum Pm. Required As (101t) Vertical Bar Spacing %.H 25 258 00015 00003 0.0145 0.14 #6 Q 18 in oc MH 5 1767 0.0015 00022 00145 0.21 #6 18 in cc Y4H 7.5 5400 00015 00074 00145 071 #6 7 In cc H 10 12033 0.0015 0.0070 0.0145 0,67 #6 8In cc Mu=t0E+16H Vertical Reinforcement: {{'F10071k9 GOV VAV Minimum p = 0 0012 for bars not larger than #5 and yield strength not less than 60 ksi ^-••+4 •••••••-— ....... Minimum p = 0,0015 for all other bars Maximum p = 0 75pb ••• pb = 0.85fc'/fy §1 187,000/(87,000 +fy)] .-•.•-•••••••^•••-•--•'-,•.-• .......... p, = 0.85 - 0.05 [(fc' - 4000)/1000] t 0,65 R, = 0 925 Wall Height, H = 10 00 ft Friction Coefficient @ Base, µb = 0.35 : y 9lml.—' Horizontal Reinforcement: Soil Depth @ Low End, d = 1 50 ft Friction Coefficient @ Wall, µw = 0.00 Minimum p = 0.0020 for bars rot larger than #5 and yield strength not less than 60 ksi Low End Length, 131 .,= 2.50 ft Effective Friction Angle, = 20 deg Minimum p = 0.0025 for all other bars High End Length, Bhuh = 1 50 ft Horizontal Bar Spacing Footing Thickness, tr = 12 in Weight of Soil, W : = 115 pcf pm,r, = 0 0020 Wall Thickness, tw = 8 In Weight of Concrete, W c = 150 pcf #5 @ 18 in oc Slope of High Sail, 6 = 0 deg Allowable Soil Bearing Pressure, ga11= 2500 psf #4 8 Smaller Steel Yield Strength, fy = 40 ksi 95 8 Larger Steel Yield Strength, fy = 00 ksi Concrete Compressive Strength, f = 2500 psi Footing Dowels - _ Wall Vertical Steel *6 IV Wall Horizontal Steel #s Top Footing Steel #4 Longitudinal Footing Steel #4 Deflection Control. p f O = 0.180 Cover at Footing Dowels, cag =1.50 Cover at Wall, cw#u = 363 Cover atTop of Footing, cwg= 1.50 Cover at Bottom of Footing, cbn = 300 b = 12 in cl ga = 4 000 In cl . ejS= 6 125 in droang= 10:260in Active Lateral Earth Pressure, pa = 35 pcf At -Rest Lateral Earth Pressure, p = 0 pcf Passive Earth Pressure, p = 300 pcf Constant Wall Pressure, p L = 0 Psf Depth of Constant Wall Pressure, d L = 11.50 ft Uniform Surcharge, w = 0 psf Wall Axial Load, Pw = 0.25 kif Wall Shear Load, Vw = 0 00 klf Wall Moment Load, Mw= 0.00 k-ftlft Footing Reinforcement: Horizontal Bar Spacing 5r ran. 6m,.�.•n p = 0.0033 service #4 @ 9 In oc service ultimate ultimate ultimate Seismic Pressure = 6 x H psf Seismic Pressure = 60 psf Cheek Overturning at Toe (ASD) Mceu, (1 OH) = 8458 ft-#/ft M_ _9 (0.7E) = 3630 ft #tft FS against overturning (H): FS against overturning (H + 0 7E): Check Sliding (ASD) F.#gsmg (1.01-1) = 1750 #/ft FC_;ug (0 7E) = 420 #/ft FS against sliding (H): FS against sliding (H + 0 7E): Foundabon Pressures EMr = 6311 f-#1ft EV = 4312 Afft d = EMdEV d=146ft e = 0.87 ft I=8ft4 Pa = V/A + Ve(B/2yl P. = 1957 psf Mr#Mng= 14769ft4kft 1.7 OK 16 OK for Seismic w/ 4/3 increase (Friction) F-is ng = 1509 WIt (Passive) Fresistng = 338 #/ft 15 OK 1.6 OK for Seismic w/ 4/d increase Pb = V/A - Ve(B/2yl Pb = 0 pal M3.1 BTL EO •-�-Kt'.G 8 ft Retaining Wall -� Arr": -Ow 3AR PROVOE PR:E-rJ12A:ti:`;{i r-AT--r2!AL A9 REOV 6*e 6-071x ri\iGA:- 9'Kaq. COVER (Cif �:...... ........ ....Y .......... 1 1 Wall Height, H = 8.00 ft Friction Coefficient @ Base, Pb = 0,35 Soil Depth @ Low End, d = 1.50 it Friction Coefficient@ Wall, µ„ = 0.00 Low End Length, B. = 2.00 ft Effective Friction Angle, = 20 deg High End Length, Bhigh = 1.25 ft Footing Thickness, t, = 12 in Weight of Soil, W a = 116 pcf Wall Thickness, tw = 8 in Weight of Concrete, W c = 150 pef Slope of High Soil, 6 = 0 deg Allowable Soil Bearing Pressure, gall = 2500 psf #4 & Smaller Steel Yield Strength, fy = 40 ksi #5 & Larger Steel Yield Strength, I. = 60 ksl Concrete Compressive Strength, fc' = --- cs Footing Dowels .s V Wall Vertical Steel .5 V Wall Horizontal Steel .s V Top Footing Steel 04 Longitudinal Footing Steel .4 V Deflection Control, p f//f,' = 0 180 Cover at Footing Dowels, cd,,,,ai= 1.50 Cover at Wall, C-0 = 3.69 Cover at Top of Footing, ct,p= 150 Cover at Bottom of Footing, cbor = 3.00 b = 12 in d u = 4 000 in daoweia= 6 188 in droormg= 10.250In Active Lateral Earth Pressure, pa = 35 pcf At -Rest Lateral Earth Pressure, p = 0 pcf Passive Earth Pressure, p = 300 pcf Constant Wall Pressure, pL= 0 psf Depth of Constant Wall Pressure, d L = 11 50 ft Uniform Surcharge, w = 0 psf Wall Axial Load, Pw= 0.25 klf Wall Shear Load, V. = 0 00 klf Wall Moment Load, M. = 0.00 k-fGft Location Down from Ultimate Minimum P— Required P Maximum Pma• Required As (In`Iftl Vertical Bar Spacing Y.H 2 ill 00012 00001 00145 0,12 #5 @ 18 In oc 1AH 4 861 0.0012 0.0011 0.0145 0.12 #5 @ 18 in oc Y4H 6 2700 00012 00035 00145 0,33 #5 11 in oc H 8 6075 00012 0.0033 0.0145 0.31 95 11 In oc Mu = 1.0E + 1.61-1 Vertical Reinforcement: Minimum p = 0 0012 for bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0.0015 for all other bars Maximum p = 0 75pb Pb = 0 851'./fy p 1 [87,000/(87,000 + fy)] p, = 0 85 - 0 05 [(fc' - 4000)/1000] z 0 65 pi = 0.925 Horizontal Reinforcement: Minimum p= 0,0020 for bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0 0025 for all other bars Horizontal Bar Spacing Pmin = 0 0020 #5@18inoc Footing Reinforcement: Horizontal Bar Spacing it rm u..:e..r 6r:i p = 0.0016 service #4 @ 18 in oc service ultimate ultimate ultimate Seismic Pressure = 6 x H psf S-�:sm!c ?!essure - 48 psf Check Overturning at Toe (ASD) Ming (1 OH) = 4667 ft-#/ft Ming (0.7E) = 1944 ft-#/ft FS against overturning (H): FS against overturning (H + 0 7E): Check Sliding (ASD) Fcausing (1 OH) = 1120 #/ft Fcaua;ng (0 -7E) = 269 #/rt FS against sliding (H): FS against sliding (H + 0 7E): Foundarlon Pressures EMa = 4164 ft-#/ft EV = 3195 Nit d = EMa2V d = 1.30 ft e= 066it 1=5ft4 Pa = VIA + Ve(B2)/l Pa = 1635 psf Mresermg = 8830 ft-Wft 19 OK 1.8 OK for Seismic w/ 4/3 increase (Friction) Fraa,aring = 1118 Wit (Passive) Freai�mg = 338 #tft 1 8 OK 1 9 OK for Seismlc w/4/3 increase Pb = V/A - Ve(B/2yl Pb = 0 psf M3.2 BTL C.�iCa\E1?Ii1VG v� _ .wv �r R. /'��F' fefiOV�DE FtZ-E-7gA:N��ia �rA'ERIAi ee3a�r Qv A5 RI'-Q'D BY b?:D�.JG.tikIGAI. y1+3YZ Of �`N{/LL GOVL`R (GLL'ARl 1 Q I! =oo-:fus COV--R (4-7-AF; 1'-W MIN I 'Ile•----•• —^-- �e....... t3:._.. .......,lr................... 6 ft Retainin4 Wall Location Down from Ultimate „,,,,, Minimum Pmm Required P Maximum Pm. Required A, (inz/Itl Vertical Bar Spacing Y4H 15 27 00015 00000 0.0252 Q 14 #4 @ 16 in oc 1hH 3 324 00015 00006 0.0252 014 #4 @ 16 in oc a/4H 45 1080 00015 0.0020 0.0252 019 #4 @ 12 In oc H 6 2484 00015 00019 0 0252 018 #4 @ 13 In oc MU= 1 OE+ 1 ti"- Vertical Reinforcement: Minimum p = 0.0012 for bars not larger than 95 and yield strength not less than 60 ksi Minimum p = 0.0015 for all other bars Maximum p = 0.75po pb = 0 85f,'/fy p, [87,000/(87,000 + fy)] p, = 0 85 - 0 05 [(f - 4000Y1000] t 0 65 131 = 0.925 Wall Height H=6.00ft Friction Coefficient@ Base, µb=0.35 u,ss•i,zis<.e -%i Horizontal Reinforcement: Soil Depth @ Low End, d = 1 50 ft Friction Coefficient @ Wall, µiv = 000 Minimum p = 0 0020 for bars not larger than #5 and yield strength not less than 60 ksl Low End Length, Big., = 1.50 tt Effective Friction Angle, � = 20 deg Minimum p = 0 0026 for all other bars High End Length, Bh;g, = 0,75 It Horizontal Bar Spacing Footing Thickness, tc = 12 in Weight of Soil, W s = 115 pcf pmin = 0 0020 Wall Thickness, t,„ = 8 In Weight of Concrete, W c = 150 pcf #5 @ 16 In oc Slope of High Solt, 8 = 0 deg Allowable Soil Bearing Pressure, qah= 2500 psf Active Lateral Earth Pressure, pe= 35 pcf Footing Reinforcement: #4 & Smaller Steel Yield Strength, fy = 40 ksi At -Rest Lateral Earth Pressure, p = 0 pcf _ Horizontal Bar Spacing #5 & Larger Steel Yield Strength, fy = 60 ksl Passive Earth Pressure, p = 300 pcf sr N. - 1591--IM :,;l p = 0 0007 Concrete Compressive Strength, f,' = 2500 psi Constant Wall Pressure, p L = 0 psf service #4 @ 18 In oc Footing Dowels #4 v Depth of Constant Wall Pressure, d L = 11 50 ft Wall Vertical Steel o4 v Uniform Surcharge, w = 0 psf service Check Overturning at Toe (ASD) Wail Horizontal Steel as v Wall Axial Load, Pw = 0 25 klf ultimate Mc.end (1 OH) = 220511:4/ft Mree�g = 3985 ft-# R Top Footing Steel e4 IF Wall Shear Load, V w = 0.00 klf ultimate Mcao, (0 7E) = 882 ft-Wft Longitudinal Footing Steel e4 Wall Moment Load, Mw = 0 00 k-ft/ft ultimate FS against overturning (H): 1.8 OK Deflection Control, p fy/f,' = 0 180 FS against overturning (H + 0.7E): 1.7 OK for Seismic w/ 4/3 increase Cover at Footing Dowels, cal= 1.50 Seismic Pressure = 6 x H psi Cover at Wall, cwau = 375 Seismic Pressure = 36 psf Cheek Sliding (ASD) Cover at Top of Footing, ci, = 150 Fe._g (1 OH) = 630 fi/ft (Friction) F,,�g = 712 #!ft Cover at Bottom of Footing, cbol = 3.00 Fc—l; (0 7E) = 151 #tit (Passive) F-iet,g = 338 #Ift FS against sliding (H): 2.2 OK to = 12 in FS against sliding (H + 0 7E): 2.4 OK for Seismic w/ 4/3 increase dN=4.000in ddo ele= 6.250 in Foundation Pressures dlo«my= %250 in EMe= 1780 ft-#tt EV = 2034 #/ft d = EMe/EV d= 087ft e = 0.58 ft I=2ft4 Pe = V/A + Ve(B/2yl Pb = V/A - Vel Pa = 1535 psf Pb = 0 psf M3.3 BTL E:.tiGI\1?I,KI\G :V?r Rti iyy�(,y`f �` •may 9 A::V : TV? 5AR Wall Height, H = 5.00 ft Soil Depth @ Low End, d = 1.50 ft Low End Length, Bim., = 1.00 ft High End Length, Bh;e, = 0.75 ft Footing Thickness, tr = 12 in Wall Thickness, tor= 8 in Slope of High Soil, 0 = 0 deg #4 & Smaller Steel Yield Strength, fy= 40 ksi #5 & Larger Steel Yield Strength, fy = 60 ksl Concrete Compressive Strength, f,' = 2500 psi Footing Dowels .s Wall Vertical Steel �4 Wall HorizontalSteel ToppFooting Steel � Longitudinal Footing Steel Deflection Control, p f/r, = 0 180 Cover at Footing Dowels, cdow�= 1.50 Cover at Wall, c..0 = 375 Cover atTop of Footing, c,,= 1.50 Cover at Bottom of Footing, C. = 3'.00 b = 12 in dweu = 4 000 in cl ,, ,e = 6 250 in dtooring= 10 250 in PR01lrDE PR.:@s?RA:ti:iCi MATC-RiAi AIS REQ'D 2-I&A COVER (GsAR1 :.... •�,:...:. �.. II =POTl1K GOVER (G:i_A:il i 5 ft Retaining Wall Location Down from Itlfftf)Pmn Ultimate Minimum Required p Maximum Pm.in�/rt Required A: Vertical Bar Spacing 11,H 125 4 00015 0,0000 0,0252 014 #4 @ 16 in oc 14H 2.5 165 00015 00003 00252 0.14 #4 @ 16 in oc a/.H 375 591 00015 0.0011 0-0252 014 #4 @ 16 in oc H 5 1392 0 0015 0 0011 0.0252 014 #4 @ 16 in oc Vertical Reinforcement: Minimum p = 0 0012 for bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0.0015 for all other bars Maximum p = 0.75pb Pb = 0 85f,'/fy Dr [87,0001(87,000 + fy)] pi = 0 85 - 0 05 [(fc- - 4000)/1000] 2 0 65 p, = 0 926 Friction Coefficient @ Base, µb = 0.35 : s si ura�k,-i fa:,j Horizontal Reinforcement: Friction Coefficient @ Wall, µor = o 00 Minimum p = 0 0020 for bars not larger than #5 and yield strength not less than 60 ksi Effective Friction Angle, 0 = 20 deg Minimum p = 0 0025 for all other bars Weight of Soil, W e = 115 pcf Weight of Concrete. W c = 150 pcf Allowable Soil Bearing Pressure, ga1i= 2500 psi Active Lateral Earth Pressure, pR = 35 pcf At -Rest Lateral Earth Pressure, p = 0 pcf Passive Earth Pressure, p = 300 pcf Constant Wall Pressure, pL= 0 psf Depth of Constant Wall Pressure, d L = 11 50 ft Uniform Surcharge, w = 0 psf Wall Axial Load, P,., = 025 klf Wall Shear Load, V. = 0 00 klt Wall Moment Load, M,= 0 00 k-tf/rt Horizontal Bar Spacing Pmm = 0.0020 #5 @ 18 in oc Footing Reinforcement: Horizontal Bar Spacing sr N-1.1-- 1 :.V p = 0.0004 service #4 @ 18 in oc service Check Overturning at Toe (ASD) ultimate Mcaua;ag (1 OH) = 1386 ft-#/ft ultimate Mc—n, (0 7E) = 540 ft-#(ft ultimate FS against overturning (H): FS against overturning (H + 0 7E): se,s-,,c Pressure = 6 x H psf Seismic Pressure = 30 psi Check Sliding (ASD) F, (1 OH)= 438#Ift F,ausbg (0 7E) = 105 #IIt FS against sliding (H): FS against sliding (H + 0.7E): Foundation Pressures EMa = 1184 ft-#/H EV = 1703 Wft d = £MaIEV d=070ft e=051ft I=1ft4 Pa = V/A + Ve(B/2y1 Pa = 1603 psi Mresn,bg = 2569 ft-#t t 1.9 OK 1 8 OK for Seismic w/ 4/3 increase (Friction) Fresis q = 596 #fit (Passive) Frea,,,g = 338 Wit 2 8 OK 3 0 OK for Seismic w/ 4/3 increase Pb = V/A - Ve(B/2ul Pb = 0 psf M3.4