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Specifications 'guP20 0024B 9.'1. l WA- SS RD, A{3 k rl August 18, 2017 RECEIVED Mr. Wesley Short Sargenti Architects SEP 07 2017 461 From Road Paramus,NJ 07652 CITY OF TIGARD BUILDING DIVISION Re: Lids—Washington Square Tigard, OR (Sargenti#2000-17) Dear Wesley: Attached please find calculation sheets 1 through 14, dated August 18, 2017, which verify the structural adequacy of the interior storefront framing,as shown on sheets 50.1 to 54.0 dated August 18, 2017. Design is based on the requirements of the 2014 Oregon Structural Specialty Code, which is based on the 2012 International Building Code(IBC). If you have any questions or need further information, please call me. Sincerely, J�^ _ �gt1UC7 R xiat „/1/„./tx," Travis C.Smith, P.E. 1 Tcs:kw 2017-08-18 Uds WA Square_10021700995_Calc Letter 'S 111 SW Fifth Avenue,Suite 2500 Portland,OR 57204 503 227-3251 kpff.com KPFF Consulting Engineers Project: Lids-Washington Square Job No. 10021700995 Location:Tigard, OR Storefront Design Loading Dead: Metal Stud Framing= 1 psf Gyp. = 3 psf Plywood= 5 psf Misc= 1 psf Total DL= 10 psf Wind: Fw= 5 psf (Interior) Seismic: Sos= 0.72 Per USGS ap= 1 Wp= 10 psf Rp= 2.5 1= 1 Fp= 0.4 x ap x SDS x Wp [1+2(z/h)) (ASCE 7-10,Ch 13) (Rp/I)x 1.4 Fp= 2.5 psf (ASD) Storefront Design.xlsx Printed:8/15/2017 Page 1 8/15/2017 Design Maps Summary Report Design Maps Summary Report User-Specified Input Report Title Lids-Washington Square Tue August 15,2017 19:53:03 lilt Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43401°N, 122.75584°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category i/II/III .Millsboro 4 ottiand Gresh; Bealvertor : 0 ; Tiga ' Lakk Oswe Igo latiri ' C, 4). Sherwood • • err_ tl Oregon City USGS-Provided Output Ss= 0.979 g SMa = 1.085 g SDS = 0.723 g Si = 0.424 g SMl = 0.668 g SO1 = 0.445 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. NICER Raspunse Spectrum Des gn Response Spectrum r,3e_J Per od. 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. https:Uearthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&laOtude=45.4340102976150781ongkude=122.7558350267887&site... 1/1 Prot L:��JS -w>�5krkiTo,JSL. Q-E,� c. s ---- -_ sr,e,No. kpff LocatlonTI,A_g_,/, O Dote 17 CYenf {J(f r L r Ray, Job No. +/ PorlWeb.(Nepon l Date bY0t1-CPLOA oE` 61 vi O 1(1-R I a' ,f - v iS. 65)o�s �� • taw e Id PJAcA\ \kAt)c•-.A- \V ____ 0 i °s y u U\-' z ‹ !_oriGI G,t_Fl .,ic, Arlsfir 0. JLA...._=(1%,...)(2.D tei9 = Yo Psi 1 ��� G� L .tt-=(y%��i0r ) +(z)(lvrsr) =YoPsr- ( L L.G5 fIVIO- - Fo-1141-0-ir fog 0 5 c>,/J 'Lr7/1.4 So rr -T ISJE,f1- (-IA i , /i)(30e>9 = ItitPi__F- =,,IA �— ' (if,Z,( 0 Y5P) , ocL-1 wA 1 ,; , & '-(1 U /� -.Et Ltr + I '4 R )0. O d L 5 I ,protect LDS—t(�J1 1,r1y1o1J _30L - 4, I-r-5 Sheet No. 1cpff Lo .. l'I(.49.__ art- • Dafe I chant 5i R 1_e. "- r Revised Job No. . ..-. Dale I‘/S ( J4C L 'EPfi- LJy Qa = (2-, FnvM L014c, Su,i'fyi dA uc,-@- )130(15)= (2Y Pc„ �� 1 k. a-��• Lut 6E 1 -( Q(srJCQ I Cat- Q SI-Znr1 (2) PO 5/62- s`( VI'l r 11 c-k keh0a(- , V,- (2_,,_ F�JP, c.orG s,,-y:r IDtti = 1 v33 Ln Y L..,: 65 2 Sv P>f 'j / (7� (LET. Fcs ibLe'- Pc),PrOvi Fa(- oL L'..r (z) 600 SG61,--51( L I- 1- L k---- (-1./9 13 k2 (25f) --- 5 0 q- s` iv' Cl) Luc) 3662-10 L L_ IL '----- (w,f 3u f,f) , 3° (ti 3,,bN X fir. L61,_ 6u1- i 't'(lrcio4 rot•- D lovsi . 5 2007 NASPEC[AISI S100) Project: Lids-Washington Square Date: 8/15/2017 Model: Long Glazing Header 80.0U lb/ft Ld • { R1 R2 19.50 ft Section: (2)1000S162-54 Back-to-Back C Stud (X-XAxis) Fy= 50.0 ksi Maxo= 7844.4 Ft-Lb Moment of Inertia,I= 18.781 inA4 Va= 3321.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 3802.5 0.485 3802.5 Full 7844.4 0.485 0.470 L/498 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-In/in (In) Ft-Lb Ma-d Center Span 0.00 234.0 6728.2 0.565 Combined Bending and Web Crippling Reaction or Load Brag Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 780.0 1.00 2851.2 5702.4 0.0 0.12 No R2 780.0 1.00 2851.2 5702.4 0.0 0.12 No Combined Bending and Shear Reaction or Vmax Mmax Va intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Unstiffen Stiffen R1 780.0 0.0 1.00 0.23 0.00 0.06 NA R2 780.0 0.0 1.00 0.23 0.00 0.06 NA 2007 NASPEC[AISI S100) Project: Lids-Washington Square Date: 8/15/2017 Model: Long Back Soffit Header • Unit Ld 60.0 lb/ft R1 R2 18.00 ft Sloped/Partial Loads Case X1 ft W(X1)lb/ft X2 ft W(X2)lb/ft 1 0.00 0.0 5.83 124.0 2 5.83 124.0 18.00 0.0 Section: (2)10005162-54 Back-to-Back C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 7844.4 Ft-Lb Moment of Inertia, I= 18.781 iM4 Va= 3321.7 lb Loads have not been modified for strength checks - Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 5645.4 0.720 5645.4 Full 7844.4 0.720 0.584 U370 Distortional Buckling Check K-phi Lm Brae Ma-d Mmax) Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 216.0 6728.2 0.839 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (In) (lb) (Ib) (Ft-Lb) Value Req'd 7 R1 1163.5 1.00 2851.2 5702.4 0.0 0.18 No R2 1032.5 1.00 2851.2 5702.4 0.0 0.16 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 1163.5 0.0 1.00 0.35 0.00 0.12 NA R2 1032.6 0.0 1.00 0.31 0.00 0.10 NA Within Span(Unstiffened) Unpunched Punched Loc'n,X M(X) V(X) Loc'n,X M(X) V(X) Span (ft) (Ft-Lb) (Ib) Intr. (ft) (Ft-Lb) (Ib) Intr. Center Span 8.48 5645.4 3.6 0.52 8.48 5645.4 3.6 0.52 O 2007 NASPEC(AISI 6100] Project: Lids-Washington Square Date: 8/15/2017 Model: N/S Back Header(Above) P1 V/ it 1 F-- _____ 1 R1 R2 12.50 ft Point Loads P1 Load(Ib) 1164 X-Dist.(ft) 2.67 Sloped/Partial Loads Case X1 ft W(X1)Ibfft X2 ft W(X2)lb/ft 1 0.00 0.0 12.50 124.0 Section: (2)8005162-54 Back-to-Back C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 6131.8 Ft-Lb Moment of Inertia,I= 11.200 in^4 Va= 4182.6 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 3102.3 0.506 3102.3 Full 6131.8 0.506 0.253 L/593 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 150.0 5468.6 0.567 Combined Bendinu and Web Crippling Reaction or Load Bmg Pa Pn Mmax intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 1173.7 1.00 2855.3 5710.7 0.0 0.18 No R2 765.3 1.00 2855.3 5710.7 0.0 0.12 No P1 1164.0 3.50 4261.3 7031.2 3093.8 0.45 No Combined Bending and Shear Reaction or Vmax Mmax Va intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 1173.7 0.0 1.00 0.28 0.00 0.08 NA R2 765.3 0.0 1.00 0.18 0.00 0.03 NA P1 1138.9 3093.8 1.00 0.27 0.50 0.33 NA Within Span(Unstiffened) Unpunched Punched Loc'n,X M(X) V(X) Loc'n,X M(X) V(X) Span (ft) (Ft-Lb) (lb) intr. (ft) (Ft-Lb) (Ib) intr. Center Span 2.66 3079.5 1138.9 0.33 2.66 3079.5 1138.9 0.33 rl 2007 NASPEC[AISI S1001 Project: Lids-Washington Square Date: 8/15/2017 Model: ENV Back Header(Above) P1 W -- R1 R2 14.00 ft Point Loads P1 Load(lb) 1033 X-Dist.(ft) 13.00 Sloped/Partial Loads Case X1 ft W(X1)Ib/ft X2 ft W(X2)lb/ft 1 0.00 124.0 14.00 0.0 Section: (2)8005162-54 Back-to-Back C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 6131.8 Ft-Lb Moment of Inertia,I= 11.200 in^4 Va= 4182.6 lb . Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 2035.5 0.332 2035.5 Full 6131.8 0.332 0.228 L/737 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-In/in (in) Ft-Lb Ma-d Center Span 0.00 168.0 5468.6 0.372 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd 7 R1 652.5 1.00 2855.3 5710.7 0.0 0.10 No R2 1248.5 1.00 1573.2 3146.4 0.0 0.35 No P1 1033.0 3.50 1917.9 3835.9 1248.8 0.36 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 652.5 0.0 1.00 0.16 0.00 0.02 NA R2 1248.6 0.0 1.00 0.30 0.00 0.09 NA P1 1244.2 1248.8 1.00 0.30 0.20 0.13 NA Within Span(Unstiffened) Unpunched Punched Loc'n,X M(X) V(X) Loc'n,X M(X) V(X) Span (ft) (Ft-Lb) (Ib) Intr. (ft) (Ft-Lb) (lb) Intr. Center Span 13.01 1248.8 -211.1 0.13 13.01 1248.8 -211.1 0.13 E 2007 NASPEC[AISI S1001 Project: Lids-Washington Square Date: 8/15/2017 Model: Short Glazing Header Unif Ld 30.0 lb/ft R1 R2 5.83 ft Section: (2)6005162-43 Back-to-Back C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 2779.9 Ft-Lb Moment of Inertia,I= 4.632 iO4 Va= 2831.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 127.6 0.046 127.6 Full 2779.9 0.046 0.006 U12239 Distortional Buckling Check K-phi Lm Brae Ma-d Mmaxl Span lb-infin (in) Ft-Lb Ma-d Center Span 0.00 70.0 2410.3 0.053 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (lb) (Ft-Lb) Value Req'd? RI 87.5 1.00 1268.0 2535.9 0.0 0.03 No R2 87.5 1.00 1268.0 2535.9 0.0 0.03 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 87.5 0.0 1.00 0.03 0.00 0.00 NA R2 87.5 0.0 1.00 0.03 0.00 0.00 NA w 2007 NASPEC(AISI S100] Project: Lids-Washington Square Date: 8/15/2017 Model: Short Back Header Unif Ld 30.0 lb/ft R1 R2 3.50 ft Section: (2)600S162-43 Back-to-Back C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 2779.9 Ft-Lb Moment of Inertia,I= 4.632 inA4 Va= 2831.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 45.9 0.017 45.9 Full 2779.9 0.017 0.001 L/56653 Distortional Buckling Check K-phi Lin Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 42.0 2410.3 0.019 Combined Bending and Web Crippling Reaction or Load 8rng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 52.5 1.00 1268.0 2535.9 0.0 0.02 No R2 52.5 1.00 1268.0 2535.9 0.0 0.02 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-lb) Factor VNa M/Ma Unstiffen Stiffen RI 52.5 0.0 1.00 0.02 0.00 0.00 NA R2 52.5 0.0 1.00 0.02 0.00 0.00 NA [ II 11 2007 NASPEC[AISI S100] Project: Lids-Washington Square Date: 8/15/2017 Model: Top Studs 40.0 40.0 Unif Ld Ib/ft - 1 R1 R2 R3 8.25 ft 4.00 ft Section: 362S162-43 Single C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 612.0 Ft-Lb Moment of Inertia,I= 0.710 in^4 Va= 1739.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Span 255.3 0.417 224.6 Full 612.0 0.367 0.111 UB92 Right Span 255.3 0.417 152.6 Full 612.0 0.249 0.011 L/4262 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span Ib-in/in (In) Ft-Lb Ma-d ' Left Span 0.00 99.0 634.9 0.402 Right Span 0.00 48.0 634.9 0.402 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 134.1 1.00 276.7 484.3 0.0 0.25 No R2 339.8 1.00 569.8 940.1 255.3 0.58 No R3 16.2 1.00 276.7 484.3 0.0 0.03 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 134.1 0.0 1.00 0.08 0.00 0.01 NA R2 195.9 255.3 1.00 0.11 0.42 0.19 NA R3 16.2 0.0 1.00 0.01 0.00 0.00 NA [?�J 2007 NASPEC[AISI S100] Project: Lids-Washington Square Date: 8/15/2017 Model: Post III _ix R1 R2 12.00 ft Section: (2)362S162-43 Back-to-Back C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 1224.0 Ft-Lb Moment of Inertia, I= 1.420 in^4 Va= 3478.2 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Full 1224.0 0.000 0.000 L/0 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 144.0 1269.8 0.000 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 0.0 1.00 1271.3 2542.7 0.0 0.00 No R2 0.0 1.00 1271.3 2542.7 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Unstiffen Stiffen R1 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing(in) Max K-phi Lm Brac Allow Ld Intr. Span (Ib) KyLy KtLt KL/r (in-Iblin) (in) (lb) P/Pa Value Center Span 1418.0(c) None None 178 0.0 144.0 2434.1 (c) 0.58 0.58 Member Interconnection Spacing=12.00 in See NASPEC C4.5 for add'nl interconnection requirements KPFF Consulting Engineers Project:Lids-Washington Square Job No. 10021700995 Location:Tigard,OR Storefront Design Bracing Brace Design: Lateral Load= 5 psf Ref. Loading Glazing Height= 12 ft Soffit Height 2.5833 ft Trib Height= 8.5833 ft Glazing Height/2+Soffit Brace Spacing= 4 ft Lateral Load = 171.666 lbs Load*Trib*Spacing Brace Load= 243 lbs Lateral Load*sgrt(2) Unbraced Length= 7.5 ft Height*sgrt(2) Reference Attached LGBeamer Printout for Design of Header Connections Header To Post: Max Load= 1249 lbs Ref. Header Screw Shear Capacity= 263 lbs/screw #10 Screw Per SSMA Number of Screws 8 screws Conn.Capacity= 2104 lbs #Screws*Capacity DCR= 0.594 <1.0 OK Max Load/Capacity Brace Connection To Structure: Max Load= 243 lbs Ref. Kicker Screw Tension Capacity= 124 lbs/screw #12 Screw Per SSMA Number of Screws 4 screws Conn.Capacity= 496 lbs #Screws*Capacity DCR= 0.489 <1.0 OK Max Load/Capacity Storefront Design.xlsx Printed: 8/15/2017 Page 2 if. 2007 NASPEC[AISI S1001 Project: Lids-Washington Square Date: 8/15/2017 . Model: Brace i R1 R2 7.50ft Section : 362S162-43 Single C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 612.0 Ft-Lb Moment of inertia,I= 0.710 in^4 Va= 1739.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Full 612.0 0.000 0.000 UO Distortional Buckling Check K-phi Lm Brac Ma-d Mmaxl Span lb-in/in (In) Ft-Lb Ma-d - Center Span 0.00 90.0 634.9 0.000 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 0.0 1.00 276.7 484.3 0.0 0.00 No R2 0.0 1.00 276.7 484.3 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M!Ma Unstiffen Stiffen R1 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing(in) Max K-phi Lm Brac Allow Ld Intr. Span (lb) KyLy KtLt KUr (in-lb/in) (in) (lb) P/Pa Value Center Span 172.0(c) None None 147 0.0 90.0 1421.6(c) 0.12 0.12