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Specifications (26) Rt'AJ YanKee Candle Washington Square 241 Joaquin Ave. San Leandro, CA 94577 Job No. 15322 Date: 11/19/2015 510.991.0977 By: DD Page: Find the Seismic Design Category(SDC) Project Location: Tigard, OR Zip Code: 97223 Soil Classification: D Table 1613.5.2 & Section 1613.5.2 Ocupancy Category: II Table 1604.5 Information from U.S. Geological Survey Website http://earthouake.usgs.gov/research/hazmaps/ SS= 0.979 g S1= 0.425 g Fa= 1.19 Table 1613.5.3(1) Fv= 1.50 Table 1613.5.3(2) SMS= 1.08 g (Equation 16-37) SM1= 0.04 g (Equation 16-38) SIDS= 0,72 g (Equation 16-39) SDI= 0.43 g (Equation 16-40) Seismic Design Category (SDC): D 11/19/2015 Design Maps Summary Report USGS Design Maps Summary Report User-Specified Input Report Title Yankee Candle -Tigard, OR Thu November 19;2015 17:20:08 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.45009°N, 122.77886°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III I °.' 2mi d ,,..»+<. ari+.,'3s,. � a -. �x: trai `• � «tg 1-.500.10 • • E §3 IY.. �' a ^cw a. .a ,,,,�, v to _r c • 3"� zz ':.. ���`siftp ,t .-41114-;-.';''C'4' q#tib�y*; �y, • '} s 3 2� Y 5_ �' } t'� Y _ .11wau ie- • 'tom'•�' gg lIttg � 2 p 'u` • ma + t @2015 M pOu t S r i 1011 S. q @ Q u st USGS-Provided Output 55 = 0.979 g SM$ = 1.085 g SDS = 0.723 g Si = 0.425 g SM1 = 0.670 g SD1 = 0.446 g For information on how the SS and Si 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. MCER Response Spectrum Design Response Spectrum 0.28 1.10 0,80 0.99 0.72 0.08 0.24 0.71 0.52 St 0.2c as 0.48 a 055 i to 0.40 ; 0.44 0.32 0.33 0.24 0.22 0.12 0.11 0.02 0.00 0.00 0.00 O.20 0.40 0.20 0.80 1.00 1.20 1.40 1.20 LOU 2.00 0.00 0.20 0.440 0.20 0.80 1.00 1.20 1.40 1.20 1.80 2.00 Period, T(sec) Period. T(sec) For PGA,„ T:, Cks, and CR, values, please view the detailed report. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/sum m ary.php?tem plate=mini m al&latitude=45.45009&longitude=-122.778864&siteclass=3&riskcategory=0... 1/2 , .. ‘ RIVI J Structural Engineers 01/4)/6'64 iNIGeCo►, SeiZ LT 4& z-7 CAO--) Robinson Job No. ( (3 6z,2 Date Meier Jailly & Associates Signed by -r Sheet No. `J of • ' C �ii4. ; I Y3iI . 1 — - _ - -,-----;•--- ; 1 111111 r t-- I-..._ I I I I ; 1.... T-7.-1--- [. ' I 1 -, T 1 I ' 1111111 : 111 : ; : 1111111 1111111 a ! 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Li { + r 1I ..r- i - s o • • _•_ __ . :,.___ ! --;. -I t : i- ;.--4 4:— 7 : --t• ; ; -: r—if : i ; ; : t ___,_ f j} R/VtJ Yankee Candle t'cam fc9Ni +tom 241 Joaquin Ave. San Leandro, CA 94577 Job No. 510.991.0977 Date: jl/c�_ l l� By: DD Page: (� Diagonal Braces Used to resist loads perpendicular to the storefront. Attachment Height P. 90 plf x 4'-0"o.c. 0 = 45 degrees diagonal braeeN Pmax= 509.1 lbs 3ove Height= 22.50 ft bolt of diag. brace ag Brace= 16.0 ft brace= (roof height-diag. brace bott. height)/sin 0 9.2 ft 4Length of brace based on angle = 110.3 in and difference in height between roof and connection to section Use 362S162-33 BRACE at 4'-0" o.c. Good for 756 lbs (See following Prop 86 print-out) Pmax= 509.1 <Pcap= 756 lbs ©K . , , , , ii.:z Am j )/,,,,„ _ c.,,,,.,,... Structural Engineers4 10 L-)1. iCZ Robinson Job No. 1532' Date I 2j i s Meier Juilly & Associates Signed by J Sheet No, c� of ff -1 of l..j t-1 i l L LE,- SPeQ(t_,7 Qei = E ,I..'. ...s...„.......„...e.5. 0c )© 2 16 10 )n v5c 2_ 31 2- L3 ` Cov, 0 75 ►n- 16 p \ 0 2..c 016 { 07 b 117 16 - t k Copyright (C) - IRE..-TIE, INC. - 1992-98, A!1 Rights Reserved. 1000S162-43 DIMENSIONS / PHYSICAL PROPERTIES Web (A' ) = 10.000 in. Punchout = 1.500 in. KLX = 132.00 in. Fy = 50.000 ksi (abar) = 9.955 in. Spacing = 24.000 in. Fya-AXIAL = 50.000 ksi (a ) = 9.740 in. Type = CONFORMING Fya-BEND = 50.000 ksi Flanges (B' ) = 1.625, 1.625 in. Thickness = 0.0451 in. KLY = 48.00 in. Fu = 65.000 ksi (boar) = 1 580, 1.580 in. h/t Web = 216.0 - EXCEEDS 200! Fu/Fy = 1.300 (b ) = 1.365, 1.365 in. wit Flanges = 30.3, 30.3 Lip (C' ) = 0.500 in. Bearing Width = 1.500 in. KLT= 48.00 in. E = 29,500 ksi (cbar) = 0.177 in. (c ` = 0.370 in. Radius (R ) = 0.0849 in. KLB = 132.00 in. G = 11,300 ksi (r ) = 0.1075 in.. (u ) = 0.1687 in. Net/Gross Section Used for Capacity = NET WALLBOARD PARAMETERS : Stud Spacing = 16.00 in. q-bar-o = 0.000 ksi Gamma = 0.000 in./in. Fastener Spacing = 16.00 in. DEFLECTION LIMIT/ MOMENT COEFFICIENTS : Deflection = L./360 Cmx = 1.000 Cmy = 1.000 Ey = 0.000 in. Ex = 0.000 in. GROSS ! NET SECTION PROPERTIES BASED ON 1996 AISI SPECIFICATIONS (BOXE Area Gross = 1.252 in°2 Area Net = 1.117 inA2 lx Gross = 16 002 inA4 Sx Gross = 3.200 in^3 Rx Gross = 3.575 in. x-bar= 1.625 in. Ix Net = 15.m/7 in"4 Sy-. Net = 3.195 in^3 Rx Net = 3.782 in. ly Gross = 2 457 in^d Sy Gross = 1.512 in^3 Ry Gross = 1.401 in. y-bar = 5.000 in. ly Net = 2.121 in^1 Sy Net = 1.305 in^3 Ry Net = 1.378 in. • m = 0.000 in. J = 7.190472 inA4 xo = 0.000 in. Cw = 3.5985 inA6 Bw = - 1.0396 inA5 Bf = 1.8725 inA5 BI = 1.3552 inA5 j = 0.4452 in. ro = 3.8 .9 in. Beta = 1.000 Ixx/lyy Fequired = 0 000/ 0.000 inA4 ALLOWABLE LOADS Lateral Loads (X/Y) = 0.00/ '0.00 t• Overall Nominal Failure Load = 20,440 lbs. Overall Allowable Axial Load = 11,356 lbs. Omega = 1.f Nominal Y-Axis Moment Capacity = 45,630 in-lbs Allowable Y Axis Moment Capacity = 27,323 in-lbs Ome Nominal Cap. (Web in Tension) = 45,630 in-lbs Allowable Cap. (Web in Tension) = 27,323 in-lbs lyy Effective at Comp. Yield = 0.811 inA4 Min. Syy Effective at Comp. Yield = 0.913 in"3 Mina Nominal x-Axis Moment. Capacity = 113;685 in-lbs Allowable X-Axis Moment Capacity = 68,075 in-lbs Om lxx Effective at Comp. Yield = 13.100 inA4 Sxx Effective at Comp. Yield = 2.281 in^3 Allow. Load Considering Lat. Load (Comp/Tension) = 11,356/ 33,446 lbs. Lat. Load Moments (X/Y) = 0/ Allowable Shear Load on Unreinforced Web = 1,343 lbs. > Actual Shear Load = 0 lbs. Allowable End One-Flange Loading Reaction = 637 lbs. > Actual End Reaction = 0 lbs. •Ixx for Deflection Determination = 16.002 in^4 - at Current Stress Level in Section of 9,067 psi lyy for Deflection Selerminatinn -= 0.811 !n^4 - at Maximum Stress Level in Section of 50,000 psi -PROP86, Version. 5.00 - RMJ :F ASSOCIATES Printed On 12-14-2015 at 11:33:15 Page 1 WALL BRACE SYSTEM ONLY REQUIRED FOR WALL HEIGHTS GREATER THAN 17'-0". GC TO �" '_ ' FIELD VERIFY WALL � ' i j HEIGHT — SEE DETAIL CEILING B1/A-301 I r ,+4 ADD 3x BLOCKING IF KITCHEN METAL DOES NOT EXTEND TO NEXT STUD C SMARTWALL SYSTEM I, BY OTHERS. 1,500 LB MAX. PER 4'-0" SECTION C 4" KITCHEN METAL STRAPPING BY VENDOR SMARTWALL CLIP _-- HIGH, RIDDLE AND LOW I 6 TOTAL PER i ELVING SECTIO 2—SCREWS EA CLIP INTO STRAPPING C i , i��ED PROFe 7 SMARTWALL SYSTEM F 1 `.94 J E —(E) DEMISING WALL .,lf� , NI* = 3 5/8"x20 GAUGE MIN �' I���CH 14, \��\�5� i (33 MILS) F. R0� '� Exp.1213112016 SCREW STRAPPING TO C 1 EA STUD w/2—#10 S.M.S. CONC. FLOOR SLAB SECTION 3/4" = 1'-0" IIIII Job No. SMART WALL I HUTCH SUPPORT 15322 RM Structural Engineers YANKEE CANDLE — WASHINGTON SQ. TIGARD, OR sheet No. Robinson 241 Joaquin Avenue Meier San Leandro,CA 94577 Juilly&Associates Tel: 510.991.0977 SK 1 w'w"w.rmjse.com Signed by JEH Date 12-14-2015 Scale AS SHOWN 1 OF 3 WALL BRACE SYSTEM ONLY REQUIRED FOR 0 WALL HEIGHTS GREATER THAN 17'-0". GC TO \� FIELD VERIFY WALL HEIGHT — SEE DETAIL CEILING B1/A-301 \ Ii (3) #10 S.M.S. EA. STUD (SCREWS MUST BE ill INSTALLED INTO VERTICAL III STUDS) — SEE G1/A-301. GC SHALL PHOTOGRAPH A SAMPLE SECTION AND FORWARD TO YCC PM SMARTWALL SYSTEM II, c_,--.. 1 it BY OTHERS. 1,500 LB MAX. PER 4'-0" WOOD FURRING SECTION STRIPS, BY OTHERS IL I C ---(E) DEMISING WALL p�5 * N FF mac' 3 5/8"x20 GAUGE MIN 6.4 4) 9 (33 MILS) I'i - s N 1 'ei t9 a`' p. . . BCH 14' - 11 SMARTWALL SYSTEM II r",.‹. '08 F. ROR)' o • Exp.1213112016 _ C C 1 4:. Z,7 Vj ,,,, moo.. .a ii7 a..� CONC. FLOOR SLAB SECTION 3/4" = 1'—O" NI Job No. RM SMART WALL II HUTCH SUPPORT 15322 Structural Engineers Sheet No. Robinson 241 Joaquin Avenue YANKEE CANDLE — WASHINGTON SQ. TIGARD, OR ' Meier San Leandro,CA 94577 1' Juilly&Associates Tel: 510.991.0977 f� www.rmjse.com Signed by JEH Date 11-20-2015 Scale AS SHOWN 2 OF 3