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CA_Structural_Calculations_171012_v2
NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd I.SEISMIC Lateral Analysis shall be based on 2015 "International Building Code" (IBC), Section 1613, ASC/SEI 7-10 "Minimum Design Loads for Buildings and Other Structures", Ch. 26 - 30), and Special Design Provision for Wind and Seismic (AWC SDPWS-08) Design Criteria: Occupancy Category II - Residential Importance Factor:IE 1.00:=IW 1.00:= Site Class D Seismic Use Group I Seismic Design Category D - Residential Spectral Accelerations for short periods:SS 1.404:= Spectral Accelerations for a 1-second period:S1 0.525:= Site Coefficient - table 1613.3.3(1&2)Fa 1.0:=Fv 1.4:= SMS Fa SS:=SMS 1.4=(16-37) SM1 Fv S1:=SM1 0.74=(16-38) Spectral Response Parameters SDS 2 3 SMS:=SDS 0.94=SD1 2 3 SM1:=SD1 0.49= Design Coefficient (ASCE Table 12.2-1): R 6.5:=ģo 3:=Cd 2:= Earthquake Load Combination - Allowable Stress Design (ASCE 12.4.2.3) Eh Ļ QE:=Ļ Ev 0.20 SDSD:=D Ļ 1.3:= LC5 1.0 0.14SDS+()DH+F+0.70Ļ QE+:=D LC6 1.0 0.105 SDS+()D H+F+0.525 ĻQE+0.75L+0.75 S+:=D LC8 0.6 0.14 SDS-()D 0.70Ļ QE+H+:=D Earthquake Load Combination with Over-strength Factor ģo - Allowable Stress Design (ASCE 12.4.3.2) LC5.os 1.0 0.14SDS+()DH+F+0.70ģo QE+:=D LC6.os 1.0 0.105 SDS+()D H+F+0.525 ģoQE+0.75L+0.75 S+:=D LC8.os 0.6 0.14 SDS-()D 0.70ģo QE+H+:=D F' 1.1:=Determine Seismic Base Shear (ASCE 12.14-11):V F' SDS R W:= A.Determine Seismic Dead Loads (D): fr 15psf:=Framing Dead Load pto 0psf:=Concrete Topping (Floors) pti 0psf:=Roof Tile pw 7psf:=Wall Total Floor Dead Load (D):Df fr pto+:=Df 15 psf= Total Roof Dead Load (D):Dr fr pti+:=Dr 15 psf= Page 1 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd B.Determine Seismic Weight (W): Exterior Wall Dimensions (ft): Overall Building Dimensions :L1 37ft:=L8 27ft:= h1 9ft:=Height of First Floor Walls L2 45ft:=L9 7ft:= h2 9ft:=Height of Second Floor Walls L3 20.5ft:=L10 22ft:= w2 37ft:=Average width of second floor L4 16.5ft:=L11 17ft:= l2 45ft:=Average length of second floor L5 30ft:=L12 13ft:= wr 37ft:=Average width of roof L6 25ft:=L13 17ft:= lr 45ft:=Average length of roof L7 27ft:=L15 25ft:=L14 13ft:= Total Floor/Roof Areas ft2( ) AR 1939ft2:=AR 1939ft2=UpperRoof A2 1475ft2:=A2 1475ft2=Second Floor + Low Roof AB 1140ft2:=AB 1140ft2=First Floor TOTAL WEIGHTS - ROOF DIAPH. + (1/2) 2nd WALLS : Wr AR Dr.5 h2lr wr+( )2pw+:=Wr 34.25 k= TOTAL WEIGHTS - 2nd FLR. DIAPH. + (1/2) 2nd WALLS + (1/2) 1st WALLS : W2 A2 Dfpw h2 h1+( ).5l2+pw h2 h1+( ).5w2+:=W2 27.29 k= TOTAL WEIGHTS - ROOF + FLOOR + WALLS W W2 Wr+:=W 61.54 k= C.Determine Seismic Base Shear (ASCE 12.14-11):Vmax F' SDS R W:=Vmax 9.75 k= Page 2 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd D.Vertical Distribution of Lateral Forces (ASCE 12.14-12)Fx Wx W Vmax:=Wx Longitudinal Direction F1long W2 W Vmax:=F1long 4.32 k= Frlong Wr W Vmax:=Frlong 5.43 k= Vrlong Frlong:=Vrlong 5.43 k=Upper Story Shear Longitudinal V2long Frlong F1long+:=V2long 9.75 k=Lower Story Shear Longitudinal Lateral Direction F1lat W2 W Vmax:=F1lat 4.32 k= Frlat Wr W Vmax:=Frlat 5.43 k= Vrlat Frlong:=Vrlat 5.43 k=Upper Story Shear Lateral V2lat Frlong F1long+:=V2lat 9.75 k=Lower Story Shear Lateral w5'Vrlong wr :=w5' 146.63 plf= w6'V2long w2 :=w6' 263.47 plf= w7'Vrlat lr :=w7' 120.56 plf= w8'V2lat l2 :=w8' 216.63 plf= Page 3 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd E.Determine Building Redundancy r Ļ 1.3= Second Floor: WALL AA Laa 16.5ft:=Vaa L1( ) .5w5':=Vaa 2712.68lb= WALL BB Lbb 27ft:=Vbb L1( ) .5w5':=Vbb 2712.68lb= WALL CC Lcc 23ft:=Vcc L2( ) .5w7':=Vcc 2712.68lb= WALL DD Ldd 35ft:=Vdd L2( ) .5w7':=Vdd 2712.68lb= First Floor: WALL A La 12ft:=Va L3( ) .5w6':=Va 2700.53lb= WALL B Lb 8.5ft:=Vb L4( ) .5w6':=Vb 2173.6lb= WALL C Lc 25.5ft:=Vc L2( ) .5w8':=Vc 4874.13lb= WALL D Ld 29ft:=Vd L2( ) .5w8':=Vd 4874.13 lb= WALL E Le 16.3333ft:=Ve L4 L3+() .5w6':=Ve 4874.13lb= Page 4 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd F.Calculate Earthquake Forces Elong 0.70Ļ Vmax:=Elong 8.87 k=Base Shear Longitudnal Elat 0.70Ļ Vmax:=Elat 8.87 k=Base Shear Lateral Erlong 0.70Ļ Frlong:=Erlong 4.94 k=Upper Floor Story Shear E2long 0.70Ļ Frlong:=E2long 4.94 k=Lower Floor Force Vrlong Erlong:=Vrlong 4.94 k=Upper Story Shear Longitudinal V2long Erlong E2long+:=V2long 9.87 k=Lower Story Shear Longitudinal Vrlat Erlong:=Vrlat 4.94 k=Upper Story Shear Lateral V2lat Erlong E2long+:=V2lat 9.87 k=Lower Story Shear Lateral Uniform Loads to Roof/Floor Diaphragm (seismic) (Adjusted to working stress level) w5 Erlong wr :=w5 133.43 plf=Uniform Load Seismic (Roof Diaph. Longit.) w6 E2long w2 :=w6 133.43 plf=Uniform Load Seismic (2nd Floor Diaph. Longit.) w7 Erlong lr :=w7 109.71 plf=Uniform Load Seismic (Roof Diaph. Lat.) w8 E2long l2 :=w8 109.71 plf=Uniform Load Seismic (2nd Floor Diaph. Lat.) Page 5 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd II.Wind on Buildings MWFRS- Part 2 Enclosed Simple Diaphragm Low-Rise Buildings (ASCE Ch. 28) ps ĵ KztpS30:=ĵ (ASCE Eqn. 28.6-1) Lateral Analysis shall be based on 2015 "International Building Code" (IBC), Section 1613 and ASC/SEI 7-10 "Minimum Design Loads for Buildings and Other Structures", Ch. 26 - 30), Special Design Provision for Wind and Seismic (AWC SDPWS-2015) Simplified Design Wind Pressure, PS30 (psf) Design Criteria:V asd =85 mph (IBC Table 1609.3.1) Nominal Design Wind Speed Exposure B Occupancy Category: II Kzt 1.0:= Height (h) < 60ft Height < least width horizontal dimension pS30.A 15.9psf Kzt:=Horizontal Pressure End Zone of Wall pS30.B 4.2psf Kzt:=Horizontal Pressure End Zone of Roof pS30.C 10.6psf Kzt:=Horizontal Pressure Interior Zone of Wall pS30.D 2.3psf Kzt:=Horizontal Pressure Interior Zone of Roof pS30.E 13.8-psf Kzt:=Vertical Pressure End Zone Windward Roof pS30.F 9.6-psf Kzt:=Vertical Pressure End Zone Leeward Roof pS30.G 9.6-psf Kzt:=Vertical Pressure Interior Zone Windward Roof pS30.H 7.3-psf Kzt:=Vertical Pressure Interior Zone Leeward Roof pS30.Eoh 19.3-psf Kzt:=Vertical Pressure Overhang @ End Zone Windward Roof pS30.Goh 15.1-psf Kzt:=Vertical Pressure Overhang @ Interior Zone Windward Roof Height Above Ground (ft.)l 0' to 15'ĵ15 1.00:= 15' to 20'ĵ20 1.00:= 20' to 25'ĵ25 1.00:= 25' to 30'ĵ30 1.00:= 30' to 35'ĵ35 1.05:= 35' to 40'ĵ40 1.09:= Page 6 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd A.DETERMINE BASE FORCES Height Above Ground (ft.) Wind Pressure (Horiz.) (Wall End) Wind Pressure (Horiz.) (Roof End) Wind Pressure (Horiz.) (Wall Interior) Wind Pressure (Horiz.) (Roof Interior) 0' to 15'P1A ĵ15 IpS30.A:=P1B ĵ15 IpS30.B:=P1C ĵ15 IpS30.C:=P1D ĵ15 IpS30.D:= P1A 15.9 psf=P1B 4.2 psf=P1C 10.6 psf=P1D 2.3 psf= 15' to 20'P2A ĵ20 IpS30.A:=P2B ĵ20 IpS30.B:=P2C ĵ20 IpS30.C:=P2D ĵ20 IpS30.D:= P2A 15.9 psf=P2B 4.2 psf=P2C 10.6 psf=P2D 2.3 psf= 20' to 25'P3A ĵ25 IpS30.A:=P3B ĵ25 IpS30.B:=P3C ĵ25 IpS30.C:=P3D ĵ25 IpS30.D:= P3A 15.9 psf=P3B 4.2 psf=P3C 10.6 psf=P3D 2.3 psf= 25' to 30'P4A ĵ30 IpS30.A:=P4B ĵ30 IpS30.B:=P4C ĵ30 IpS30.C:=P4D ĵ30 IpS30.D:= P4A 15.9 psf=P4B 4.2 psf=P4C 10.6 psf=P4D 2.3 psf= 30' to 35'P5A ĵ35 IpS30.A:=P5B ĵ35 IpS30.B:=P5C ĵ35 IpS30.C:=P5D ĵ35 IpS30.D:= P5A 16.7 psf=P5B 4.41 psf=P5C 11.13 psf=P5D 2.42 psf= 35' to 40'P6A ĵ40 IpS30.A:=P6B ĵ40 IpS30.B:=P6C ĵ40 IpS30.C:=P6D ĵ40 IpS30.D:= P6A 17.33 psf=P6B 4.58 psf=P6C 11.55 psf=P6D 2.51 psf= __________________________________________________________________________________________________ Height Above Ground (ft.) Wind Pressure (Vert.)Wind Pressure (Vert.)Wind Pressure (Vert..)Wind Pressure (Vert.) 0' to 15'P1E ĵ15 IpS30.E:=P1F ĵ15 IpS30.F:=P1G ĵ15 IpS30.G:=P1H ĵ15 IpS30.H:= P1E 13.8-psf=P1F 9.6-psf=P1G 9.6-psf=P1H 7.3-psf= 15' to 20'P2E ĵ20 IpS30.E:=P2F ĵ20 IpS30.F:=P2G ĵ20 IpS30.G:=P2H ĵ20 IpS30.H:= P2E 13.8-psf=P2F 9.6-psf=P2G 9.6-psf=P2H 7.3-psf= 20' to 25'P3E ĵ25 IpS30.E:=P3F ĵ25 IpS30.F:=P3G ĵ25 IpS30.G:=P3H ĵ25 IpS30.H:= P3E 13.8-psf=P3F 9.6-psf=P3G 9.6-psf=P3H 7.3-psf= 25' to 30'P4E ĵ30 IpS30.E:=P4F ĵ30 IpS30.F:=P4G ĵ30 IpS30.G:=P4H ĵ30 IpS30.H:= P4E 13.8-psf=P4F 9.6-psf=P4G 9.6-psf=P4H 7.3-psf= 30' to 35'P5E ĵ35 IpS30.E:=P5F ĵ35 IpS30.F:=P5G ĵ35 IpS30.G:=P5H ĵ35 IpS30.H:= P5E 14.49-psf=P5F 10.08-psf=P5G 10.08-psf=P5H 7.67-psf= 35' to 40'P6E ĵ40 IpS30.E:=P6F ĵ40 IpS30.F:=P6G ĵ40 IpS30.G:=P6H ĵ40 IpS30.H:= P6E 15.04-psf=P6F 10.46-psf=P6G 10.46-psf=P6H 7.96-psf= Page 7 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd Height Above Ground (ft.) Wind Pressure (Vert.) (Overhangs) Wind Pressure (Vert.) (Overhangs) 0' to 15'P1Eoh ĵ15 IpS30.Eoh:=P1Goh ĵ15 IpS30.Goh:= P1Eoh 19.3-psf=P1Goh 15.1-psf= 15' to 20'P2Eoh ĵ20 IpS30.Eoh:=P2Goh ĵ20 IpS30.Goh:= P2Eoh 19.3-psf=P2Goh 15.1-psf= 20' to 25'P3Eoh ĵ25 IpS30.Eoh:=P3Goh ĵ25 IpS30.Goh:= P3Eoh 19.3-psf=P3Goh 15.1-psf= 25' to 30'P4Eoh ĵ30 IpS30.Eoh:=P4Goh ĵ30 IpS30.Goh:= P4Eoh 19.3-psf=P4Goh 15.1-psf= 30' to 35'P5Eoh ĵ35 IpS30.Eoh:=P5Goh ĵ35 IpS30.Goh:= P5Eoh 20.27-psf=P5Goh 15.86-psf= 35' to 40'P6Eoh ĵ40 IpS30.Eoh:=P6Goh ĵ40 IpS30.Goh:= P6Eoh 21.04-psf=P6Goh 16.46-psf= Page 8 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd Determine Uniform Wind Loads:h1 9 ft=h2 9 ft=hrlat 6ft:=hrlong 6ft:=hr3 3ft:= HTlat h1 h2+hrlat+:=HTlat 24ft=less than 25' HTlong h1 h2+hrlong+:=HTlong 24ft= w1 111.3 plf=Uniform Load Wind (Roof Diaph. Longit.) w3 111.3 plf=Uniform Load Wind (Roof Diaph. Lat.) w2 95.4 plf=Uniform Load Seismic (2nd Floor Diaph. Lat/Longit.) w4 100.7 plf=Uniform Load Wind (Misc.) ___________________________________________________________________________________________ wlat w3 w2+:=wlat 206.7 plf=TOTAL WIND LOAD PER LIN FT. OF BLDG. wlong w1 w2+:=wlong 206.7 plf= Vwlong wlong w2:=Vwlong 7.65 k=WIND BASE SHEAR - LONGITUDINAL DIRECTION Vwlat wlat l2:=Vwlat 9.3 k=WIND BASE SHEAR - LATERAL DIRECTION ______________________________________________________________________________________________ C.STORY SHEAR -WIND LONGITUDINAL DIRECTION Vr.long.wind w1 wr:=Vr.long.wind 4.12 k= V2.long.wind w2 w2Vr.long.wind+:=V2.long.wind 7.65 k= LATERAL DIRECTION Vr.lat.wind w3 lr:=Vr.lat.wind 5.01 k= V2.lat.wind w2 l2Vr.lat.wind+:=V2.lat.wind 9.3 k= Page 9 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd III.SUMMARYOF STORY SHEARS Vx : SEISMIC WIND LONGITUDINAL LATERAL LONGITUDINAL LATERAL ROOF Vrlong 4.94 k=Vrlat 4.94 k=Vr.long.wind 4.12 k=Vr.lat.wind 5.01 k= SECOND V2long 9.87 k=V2lat 9.87 k=V2.long.wind 7.65 k=V2.lat.wind 9.3 k= (Controlling uniform load/shears) LONGITUDINAL LATERAL ROOF Vr.long "w5-eq"=Vr.lat "w3-wind"= SECOND V2.long "w6-eq"=V2.lat "w8-eq"= A.SUMMARY UNIFORM LOADS: w1 111.3 plf=WIND (Roof Diaph. Longit.) w2 95.4 plf=WIND (2nd Flr. Diaph.Longit./Lat.) w3 111.3 plf=WIND (Roof Diaph. Lat.) w4 100.7 plf=WIND (Roof Diaph.) w5 133.43 plf=SEISMIC (Roof Diaph. Longit.) w6 133.43 plf=SEISMIC (2nd Flr. Diaph.Longit.) w7 109.71 plf=SEISMIC (Roof Diaph. Lat.) w8 109.71 plf=SEISMIC (2nd Flr. Diaph.Lat.) Page 10 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd IV.SHEAR ON SHEAR WALLS 2ND FLOOR Wall AA :Wall BB :Wall CC : Laa 16.5ft=Lbb 27ft=Lcc 23ft= vaa L1( ) .5w5 Laa:=vbb L1( ) .5w5 Lbb:=vcc L2( ) .5w7 Lcc:= vaa 149.61 plf=vbb 91 plf=vcc 107 plf= Wall DD : Ldd 35ft= vdd L2( ) .5w7 Ldd:= vdd 70.53 plf= 1ST FLOOR Wall A Wall B Wall C : La 12ft=Lb 8.5ft=Lc 25.5ft= va L3( ) .5w6vaa Laa+ La:=vb L4( ) .5w6vbb Lbb+ Lb:=vc L2( ) .5w8vcc Lcc+ Lc:= va 320 plf=vb 420 plf=vc 194 plf= Wall D :Wall E : Ld 29ft=Le 16.33ft= vd L2( ) .5w8vdd Ldd+ Ld:=ve L4 L3+() .5w6 Le:= vd 170 plf=ve 151.14 plf= Page 11 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd V.SHEAR WALL STRENGTH A.OVERTURNING MOMENT ON WALLS 1st Floor Walls HW h1:= Wall Length Overturning Moments A La1 2ft:=OTMa1 va La1HW:=OTMa1 5754.36ft lb= B Lb1 3.6667ft:=OTMb1 vb Lb1HW:=OTMb1 13857.69ft lb= C Lc1 25.5 ft:=OTMc1 vc Lc1HW:=OTMc1 44433.69ft lb= D Ld1 11.5833 ft:=OTMd1 vd Ld1HW:=OTMd1 17747.89ft lb= E Le1 11.5833 ft:=OTMe1 ve Le1HW:=OTMe1 15755.81ft lb= 2nd Floor Walls HW h2:= AA Laa1 3.5833 ft:=OTMaa1 vaa Laa1HW:=OTMaa1 4824.82ft lb= BB Lbb1 3.6667 ft:=OTMbb1 vbb Lbb1HW:=OTMbb1 3017ft lb= CC Lcc1 3.5 ft:=OTMcc1 vcc Lcc1HW:=OTMcc1 3380.82ft lb= DD Ldd1 17.1667 ft:=OTMdd1 vdd Ldd1HW:=OTMdd1 10896.85ft lb= Page 12 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd B.SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) 15 psf for dl used to take into account of loads from adjacent walls. 2nd Floor Shear Walls HW h2:= Dead Load on Shear Wall Shear Wall Roof / Floor Weights Wall Weights Dead Load Resisting Moment AA1 DLRFaa1 5.5 ft2 3 Dr Laa1:=DLWLaa1 HW pwLaa1:=DLaa1 DLWLaa1 DLRFaa1+:= DLaa1 422.83lb=DLRFaa1 197.08lb=DLWLaa1 225.75lb= DLRMaa1 DLaa1 Laa1.5:= DLRMaa1 757.56ft lb= BB1 DLRFbb1 5.5 ft2 3 Dr Lbb1:=DLWLbb1 HW pwLbb1:=DLbb1 DLWLbb1 DLRFbb1+:= DLbb1 432.67lb=DLRFbb1 201.67lb=DLWLbb1 231lb= DLRMbb1 DLbb1 Lbb1.5:= DLRMbb1 793.24ft lb= CC1 DLRFcc1 5.5 ft2 3 Dr Lcc1:=DLWLcc1 HW pwLcc1:=DLcc1 DLWLcc1 DLRFcc1+:= DLcc1 413lb=DLRFcc1 192.5lb=DLWLcc1 220.5lb= DLRMcc1 DLcc1 Lcc1.5:= DLRMcc1 722.75ft lb= DD1 DLRFdd1 5.5 ft2 3 Dr Ldd1:=DLWLdd1 HW pwLdd1:=DLdd1 DLWLdd1 DLRFdd1+:= DLdd1 2025.67lb=DLRFdd1 944.17lb=DLWLdd1 1081.5lb= DLRMdd1 DLdd1 Ldd1.5:= DLRMdd1 17387.04ft lb= Page 13 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd B.SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) 1st Floor Shear Walls HW h1:= Dead Load on Shear Wall Shear Wall Roof / Floor Weights Wall Weights Dead Load Resisting Moment A1 DLRFa1 3 ft2 3 Df La1:=DLWLa1 HW pwLa1:=DLa1 DLWLa1 DLRFa1+:= DLa1 186lb=DLRFa1 60lb=DLWLa1 126lb= DLRMa1 DLa1 La1.5:= DLRMa1 186ft lb= B1 DLRFb1 10 ft2 3 Df Lb1:=DLWLb1 HW pwLb1:=DLb1 DLWLb1 DLRFb1+:= DLb1 597.67lb=DLRFb1 366.67lb=DLWLb1 231lb= DLRMb1 DLb1 Lb1.5:= DLRMb1 1095.74ft lb= C1 DLRFc1 3 ft2 3 Df Lc1:=DLWLc1 HW pwLc1:=DLc1 DLWLc1 DLRFc1+:= DLc1 2371.5lb=DLRFc1 765lb=DLWLc1 1606.5lb= DLRMc1 DLc1 Lc1.5:= DLRMc1 30236.62ft lb= D1 DLRFd1 3 ft2 3 Df Ld1:=DLWLd1 HW pwLd1:=DLd1 DLWLd1 DLRFd1+:= DLd1 1077.25lb=DLRFd1 347.5lb=DLWLd1 729.75lb= DLRMd1 DLd1 Ld1.5:= DLRMd1 6239.04ft lb= E1 DLRFe1 18 ft2 3 Df Le1:=DLWLe1 HW pwLe1:=DLe1 DLWLe1 DLRFe1+:= DLe1 2814.74lb=DLRFe1 2084.99lb=DLWLe1 729.75lb= DLRMe1 DLe1 Le1.5:= DLRMe1 16302ft lb= Page 14 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd C.HOLDOWN FORCES ON WALLS Second Floor AA1 HDFaa1 OTMaa1 DLRMaa1- Laa1:=HDFaa1 1135.06 lb= BB1 HDFbb1 OTMbb1 DLRMbb1- Lbb1:=HDFbb1 606.51lb= CC1 HDFcc1 OTMcc1 DLRMcc1- Lcc1:=HDFcc1 759.45lb= DD1 HDFdd1 OTMdd1 DLRMdd1- Ldd1:=HDFdd1 378.07-lb= First Floor A1 HDFa1 OTMa1 DLRMa1- La1 HDFaa1+:=HDFa1 3919.24lb= B1 HDFb1 OTMb1 DLRMb1- Lb1 HDFbb1+:=HDFb1 4087.01lb= C1 HDFc1 OTMc1 DLRMc1- Lc1 HDFcc1+:=HDFc1 1316.2lb= D1 HDFd1 OTMd1 DLRMd1- Ld1 HDFdd1+:=HDFd1 615.5lb= E1 HDFe1 OTMe1 DLRMe1- Le1:=HDFe1 47.15-lb= Page 15 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd D.ALLOWABLE ANCHOR BOLT SPACING Table 8.2E (1997 NDS) 5/8 " DIA. Anchor Bolt w/ 1 1/2" Side Member (Hem-Fir) ZB 830lb 1.33:=ZB 1103.9lb=Allow. Load on 5/8" Dia. Bolt in shear 1ft spacing. ZB 4ft 275.98 plf=Allow Shear/ft for 4' max spacing E.SHEAR STRESS AROUND OPENINGS: A.B. SPACINGWALLSHEAR STRESS HORIZ. STRAP FORCEFirst Floor A va1 va La La 0 ft-:=va1 319.69 plf=sa1 ZB va1 :=Pa va1 va-( )0ft:=Pa 0= B vb1 vb Lb Lb 0 ft-:=vb1 419.93 plf=sb1 ZB vb1 :=Pb vb1 vb-( )0ft:=Pb 0= C vc1 vc Lc Lc 0 ft-:=vc1 193.61 plf=sc1 ZB vc1 :=Pc vc1 vc-( )0ft:=Pc 0= D vd1 vd Ld Ld 0 ft-:=vd1 170.24 plf=sd1 ZB vd1 :=Pd vd1 vd-( )0ft:=Pd 0= ve1 ve Le Le 0 ft-:=E ve1 151.14 plf=se1 ZB ve1 :=Pe ve1 ve-( )0ft:=Pe 0= Page 16 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd E.SHEAR STRESS AROUND OPENINGS (cont.): CD 1.33:=Z 122lb:=(NDS TBL 12.3B - 16d COMMON NAILS, 1-1/2" SIDE MEMBER THICKNESS) Z' Z CD:=Z' 162.26lb=PER NAIL Sole Plate Nail SpacingWALLSHEAR STRESS HORIZ. STRAP FORCE 2nd Floor AA vaa1 vaa Laa Laa 0 ft-:=vaa1 149.61 plf=saa1 Z' vaa1 :=Paa vaa1 vaa-()0ft:=Paa 0= BB vbb1 vbb Lbb Lbb 0 ft-:=vbb1 91.43 plf=sbb1 Z' vbb1 :=Pbb vbb1 vbb-()0ft:=Pbb 0= CC vcc1 vcc Lcc Lcc 0 ft-:=vcc1 107.33 plf=scc1 Z' vcc1 :=Pcc vcc1 vcc-()0ft:=Pcc 0= DD vdd1 vdd Ldd Ldd 0 ft-:=vdd1 70.53 plf=sdd1 Z' vdd1 :=Pdd vdd1 vdd-()0ft:=Pdd 0= B.Shear Wall to diaphragm nailing (Sole Plate):NDS Table12.3B: 16d Common Nails 1 1/2" side member thickness CD 1.33:=Cdi 1.1:=Z 122lb:= Z'Z CDCdi:=Z' 178.49lb=Per Nail Z' 16in 133.86 plf=Allowable load for 16" nail spacing (max) Page 17 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd VII.SHEAR WALL SUMMARY First Floor Mk Wall Type Shear Stress Anchor bolt Spacing Holdown Force Edge Nailing Holdown Type. A 1 va1 319.69 plf=sa 41.44 in=HDFa1 3.92 k=10d @ 3" o.c.STHD14RJ B 2 vb1 419.93 plf=sb 31.55 in=HDFb1 4.09 k=8d @ 2" o.c.STHD14RJ C 3 vc1 193.61 plf=sc 48 in=HDFc1 1.32 k=8d @ 6" o.c.STHD14RJ D 01 vd1 170.24 plf=sd 48 in=HDFd1 0.62 k=8d @ 6" o.c.No Hold Down E 01 ve1 151.14 plf=se 48 in=HDFe1 0.05-k=8d @ 6" o.c.No Hold Down 2nd Floor Mk Wall Type Shear Stress Sole Plate Nail Spacing Holdown Force Edge Nailing Holdown Type. AA 4 vaa1 149.61 plf=saa 13.01 in=HDFaa1 1.14 k=8d @ 6" o.c.MST37 or MSTC66B3 BB 4 vbb1 91.43 plf=sbb 16 in=HDFbb1 0.61 k=8d @ 6" o.c.MST37 or MSTC66B3 CC 4 vcc1 107.33 plf=scc 16 in=HDFcc1 0.76 k=8d @ 6" o.c.MST37 or MSTC66B3 DD 0 vdd1 70.53 plf=sdd 16 in=HDFdd1 0.38-k=8d @ 6" o.c.No Floor Straps Required Page 18 NN Engineering, P.S. PO Box 39681 SFR 501 Newport Ave SE Renton 9/19/2017 15917.1 L.xmcd Table 4.3A Nominal Unit Shear Capacities - Hem-Fir Framing - (ASD) G 0.43=SGadj 1 0.50 G-()-:=SGadj 0.93=Specific GravityAdjustment Factor Reduced Ulimtate Shear Wall Capacity: AWC SDPWS-2015 (Table 4.3.4 Max. Shear Wall Aspect Ratios 2:1 to 3.5:1) G 0.43=SGadj 0.93=Specific GravityAdjustment Factor ASD Reduction Factor: 2.0 Wall ASeismic (DF)Fastener Spacing - Shtg Size 1 2 1( )2 2 7 1( ) 1200plf 342.86 plf=10d @ 3" O.C.7/16" OSB ( 1 side) Wall CC Seismic Fastener Spacing - Shtg Size 1 2 SGadj( )2 3.5 9 480plf 173.6 plf=8d @ 2" O.C.7/16" OSB ( 1 side) Page 19