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Specifications[Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] 59/ tde,p4. 56. 0 , / (f C 2-0 /1 o ' Co Co ECLIPSE ENGINEERING I , , Structural Calculations RECEIVED JAN 1 B n.11 Steel Storage Racks CITY OFTIGARD By Pipp Mobile Storage Systems, Inc. BUILDING DIVISION Pipp P.O. #078994 Victoria Secret #417 ` l D 1 711). Washington Square, Space #B- )0 11:. oF� 9573 SW Washington Sq. Rd. �� '. y am" Portland, Oregon 97223 ' V Prepared For: / ,c,cF R imS1 Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW I Expiration Date: ®Ec 3 a. 3.111 Walker, MI 49544 Please note: The calculations contained within justify the seismic resistance of the shelving racks, the fixed and mobile base supports, and the connection to the existing partition walls for both lateral and overturning forces as required by the 2007 Oregon Structural Specialty Code. These storage racks are not accessible to the general public. 155 NE REVERE AVENUE. SUITE A. BEND. OR 97701 0� STR L PHONE: (541) 389-9659 FAX: (541) 312 -8708 r ,�v� . - S WWW .ECLIPSE- ENGINEERING.COM , _-: �QN J . a / ~ C 6 , C Eclipse Engineering, Inc. VICTORIA SECRET #417 1/6/2011 Consulting Engineers PORTLAND, OR Rolf Armstrong, PE Pipp. Mobile STEEL STORAGE RACK DESIGN kips:= 1000•Ib 2006 IBC & 2007 CBC - 2208 & ACSE -7 - 15.5.3 lb plf := ft Design Vertical Steel Posts at Each Corner : Shelving Dimensions: PST := lb Total Height of Shelving Unit - h 10.00•ft lb Width of Shelving Unit - w := 3.50.ft pcf := f Depth of Shelving Unit - d := 2.00.ft Number of Shelves - N := 12 lb ksi := 1000. Vertical Shelf Spacing - S := 10.91.in in Shelving Loads: Maximum Live Load on each shelf is 50 Ibs: Weight per shelf - W := 50•Ib W = 501b p W. Load in sf - LL := h LL = 7.1429•psf w•d Design Live Load on Shelf - LL := LL LL = 7.1429•psf Dead Load on Shelf - DL := 1.50.psf Section Properties of Double Rivet 'L' Post : Modulus of Elasticity of Steel - E := 29000•ksi b := 1.5 in h:= 1.5•in Steel Yield Stress - F := 33 • ksi r := 0.47 in Section Modulus in x and y - S := 0.04.in r 0.47•in x •_ Moment of Inertia in x and y - I := 0.06.in 4 t := 0.075 in Full Cross Sectional Area - A := 0.22•in h := 1.42 in b := 1.42 • in Length of Unbraced Post - L := 10.91.in Li= 10.91.in L := 10.91.in Effective Length Factor - K := 1.0 K r • = 1.0 K := 1.0 Section Properties Continued: Density of Steel - psteel := 490•pcf Weight of Post - W := psteel•A W P = 7.4861.lb Vertical DL on Post - Pd := DL•w•.25d•N + W Pd = 38.9861 lb Vertical LL on Post - P := LL•w•.25•d•N P 150 lb Total Vertical Load on Post - Pp := Pd + Pi P = 188.9861•lb 1 Eclipse Engineering, Inc. VICTORIA SECRET #417 1/6/2011 Consulting Engineers PORTLAND, OR Rolf Armstrong, PE Floor Load Calculations : Weight of Mobile Carriage: W := 90•lb Total Load on Each Unit: W := 4-P + W W = 845.9444 lb Area of Each Shelf Unit: A„ := w•d A„ = 7ft Floor Load under Shelf: PSF := PSF = 120.8492•psf A NOTE: SHELVING LIVE LOAD IS LESS THAN 200 psf ALLOWED FOR FLOOR GROUND SLAB LOADING Find the Seismic Load using Full Design Live Load : ASCE -7 Seismic Design Procedure: Importance Factor - I := 1.0 Determine S and S from maps - S := 0.948 S := 0.341 Determine the Site Class - Class D Determine F and F„ - F := 1.121 F, := 1.719 Determine S and SM1 5 M5 Fa•Ss SM1 = Fv•Si S = 1.0627 SM1 = 0.5862 Determine SDS and SD1 _ SDS 3 •SMS SDI 3 •SM1 SDS = 0.708 SDI = 0.391 Structural System - Section 15.5.3 ASCE -7: 4. Steel Storage Racks R := 4.0 f2 2 Cd := 3.5 R := R a p • = 2.5 I := 1.0 Total Vertical LL Load on Shelf - W LL-w-d W = 50Ib W Total Vertical DL Load on Shelf - Wd := DL-w-d + 4• Np Wd = 12.99541b Seismic Analysis Procedure per ASCE -7 Section 13.3.1: Average Roof Height - h := 20.0•ft Height of Rack Attachment - z := 0•ft (0' -0" For Ground floor) 0.4•a z Seismic Base Shear Factor - V := Rp / 1: 1 J (1 + 2• r zl V = 0.1771 I Shear Factor Boundaries - V := 0 . 3 •S Ds' I p tmi V n = 0.2125 tmm Vtmax 1,6.5 DS•Ip Vtmax = 1.1336 V := if(Vt > Vtmax , Vtmax • Vt) V := if (V < Vtmin , Vtmin , Vt) V = 0.213 2 Eclipse Engineering, Inc. VICTORIA SECRET #417 1/6/2011 Consulting Engineers PORTLAND, OR Rolf Armstrong, PE Seismic Loads Continued : v For ASD, Shear may be reduced - V,, := 1. 4 = 0.1518 • Seismic DL Base Shear - Vtd := Vp • Wd • N = 23.67 Ib DL Force per Shelf : Fd := V = 1.97 lb Seismic LL Base Shear - Vd := Vp • WI • N = 91.091b LL Force per Shelf : F V,.W = 7.59 lb 0.67 * LL Force per Shelf : F1.67 := 0.67•V = 5.09 lb Force Distribution per ASCE -7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions : Condition #1: Each Shelf Loaded to 67% of Live Weight Cumulative Heights of Shelves - H1:= 0.0.5 + 1.0.S + 2.0•S + 3.0.S + 4.0.S + 5.0.S + 6.0.5 + 7.0.5 + 8.0.5 + 9.0.5 H2 := 10.0.5 + 11.0.S H := H1 + H2 H = 60ft Total Moment at Shelf Base - M H•W + H•0.67•WI M = 2790Ib•ft Vertical Distribution Factors for Each Shelf - Total Base Shear - Vtotal := Vtd + 0.67•Vu Vtotal = 84.7 lb Wd.O.O.S+ WI.0.67•0.0•S Wd•1.0.5+ WI.0.67.1.0.S C1:= Mt = 0 C2 := M = 0.015 t F1 := CFO/total) = O F2 := Cz (Vtotal) = 1.28Ib Wd• 2.0.S + WI.0.67.2.0.S Wd .3.0.S + WI.0.67.3.0.S C3 :_ = 0.03 C4:- = 0.045 M M F3 := C3•(Vtotai) = 2.57 lb F4 := C44Vtotal) = 3.85 lb Wd •4.0.5+ W 0.67 4.0 S Wd •5.0•S+ W 0.67 5.0 S C5 :_ = 0.061 C6 :_ = 0.076 M M F5 := C5•(Vtotai) = 5.13 lb F6 := C6 . (Vtotal) = 6.42 lb Wd•6.0 S + W1.0.67.6.0 •S Wd •7.0.S + WI.0.67.7.0•S C� := Mt = 0.091 C8 := Mt = 0.106 ( F7:= C7•(Vtotal) = 7.7Ib F8: C8•(Vtotal) = 8.98 lb Wd .8.0.S + W1.0.67.8.0•S Wd•9.0.S + WI.0.67.9.0•S C9 := M = 0.121 C10 :_ = 0.136 t Mt F9:= Cg•(Vtotal) = 10.27 lb F10 := C1o•(Vtotal) = 11.55 lb Wd•10.0•S + WI 0.67 10.0 S Wd•11.0.S + WI.0.67.11.0.S C11 :_ = 0.152 C12 :_ = 0.167 M M 3 Eclipse Engineering, Inc. VICTORIA SECRET #417 1/6/2011 Consulting Engineers PORTLAND, OR Rolf Armstrong, PE F11 := C11 = 12.83 lb F12 := C12•(Vtotal) = 14.12 lb Wd• 12.0.S + W Wd• 13.0•S + W C13 :_ = 0.182 C14 :_ = 0.197 Mt Mt F13 := C13 = 15.4 lb F14 := C14 = 16.68 lb Cl+ C2+ C3+ C4 +C5 +C6 +C2 +Cg +Cg +C10 +C11 +C12 =1 Force Distribution Continued : Coefficients Should total 1.0 Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Mt := 11.0•S•Wd + 11.0•S•Wi Mt = 6301b•ft Total Base Shear - Vtota12 := Vtd + F Vtotai2 = 31.27 lb Wd•0.0•S+ 0• WI- 0.0•S Wd•11.0.S+ W1.11.0.5 C1 :_ = 0 C11a :_ = 1 Mt Mm Fla := Cla • (Vtotal2) = 0 F11a := C11a'(Vtotal2) = 31.27 lb Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. Column Design in Short Direction : M := 4 2 •(Vtd + V = 13.04 lb.ft Bending Stress on Column - f := M 1 = 3.91•ksi Allowable Bending Stress - Fb := 0.6.F = 19.8-ksi Bending at the Base of Each Column is Adequate • Deflection of Shelving Bays - worst case is at the bottom bay (Vtd + Vti) •5 3 5 A :_ = 7.1376 x 10 • in — 1.5285 x 10 12•E•I 0 At := 0•(N – 1) = 0.0785•in D := 0.05•h =6•in if(O < D "Deflection is Adequate" , "No Good ") = "Deflection is Adequate" Moment at Rivet Connection: Shearon each rivet - V := Ms = 104lb 1.5 in dr d := 0.25•in A := 4 = 0.0491•in V r Steel Stress on Rivet - f := = 2.1267•ksi A 4 Eclipse Engineering, Inc. VICTORIA SECRET #417 1/6/2011 Consulting Engineers PORTLAND, OR Rolf Armstrong, PE Allowable Stress on Rivet - F vr 0.4.80 • ksi = 32 ksi RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Find Allowable Axial Load for Column : Allowable Buckling Stresses - fa 7C 2 •E vex.x := = 531.18•ksi vex • o = 531.18•ksi Kx• Lx r Distance from Shear Center :_ t• h • bc e = 1.2706 in to CL of Web via X -axis – 4 I Distance From CL Web to Centroid - x := 0.649•in – 0.54 x = 0.6115.in Distance From Shear Center x x + e x = 1.8821 • in to Centroid - Polar Radius of Gyration - r := J r + r + xo2 r = 1.996• in Torsion Constant - J := 1 3 •(2•b•t + h•t J = 0.00063•in Warping Constant t•b (3.b.t +2.114) P g C :_ C = 0.0339•in 12 6•b•t+ h.t Shear Modulus - G := 11300•ksi 1 TE 2 •E•Cw vt:= G•J+ vt= 101.1643•ksi A 2 (K xo 2 := 1– — p = 0.1109 r Fet := 2 •[(vex + at) – J((Tex + at)2 – 4. 3. aex•crj Fet = 86.2854•ksi Elastic Flexural Buckling Stress - F := if(F < vex Fet v F = 86.2854•ksi Allowable Compressive Stress - F := itt F > 2 , F 1– 4 F , F F = 29.8448•ksi e Factor of Safety for Axial Comp. - St := 1.92 5 Eclipse Engineering, Inc. VICTORIA SECRET #417 1/6/2011 Consulting Engineers PORTLAND, OR Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - w := b - 0.5•t w = 1.4625•in - Flange Plate Buckling Coefficient - k := 0.43 w F Flange Slenderness Factor - Xf 1.052 t f E >f = 1.0036 0.22 1 Pf 1 Xf Xf Pf = 0.778 Effective Flange Width - b := if(Xf > 0.673, pf•wf, wf) b = 1.1378•in Determine Effective Width of Web - Flat width of Web - w := h - t w = 1.425•in Web Plate Buckling Coefficient - k := 0.43 Web Slenderness Factor - Xw := 1.052 ww [FIT X = 0 9778 t E Pw ( 1 0.22 1 Pw = 0.7926 > > Effective Web Width - h := if(X > 0.673, p •w , w h = 1.1294• in Effective Column Area - A := t•(h + b A = 0.17•in Nominal Column Capacity - P := A P = 5075 lb Pn Column Capacity - P := 2 P = 2643 lb Check Combined Stresses - i Pcrx := P = 1 x 10 lb (Kx Pcr Pax Pcr = 1 x 10 5 lb Magnification Factor - 2 (:) . a 1 - �o . Pp a = 0.9975 C m ._ 0.85 Pcr Combined Stress: P p + C m f bx = 0.2399 MUST BE LESS THAN 1.0 P Fb•a Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: P is the total vertical load on post, not 67% live load, so the design is conservative 6 Eclipse Engineering, Inc. VICTORIA SECRET #417 1/6/2011 Consulting Engineers PORTLAND, OR Rolf Armstrong, PE STEEL STORAGE RACK DESIGN PER 2006 IBC & 2007 CBC - 2208 & ASCE -7 SECTION 15.5.3 Find Overturning Forces : Total Height of Shelving Unit - H := 10.00-ft Width of Shelving Unit - w := 3.50•ft Depth of Shelving Unit - d := 2.00.ft WORST CASE Number of Shelves - N := 12 Vertical Shelf Spacing - S := 10.91.in Height to Top Shelf Center of G - htop := Ht N or) = 10 ft Height to Shelf Center of G - h :_ (N + 1) S h = 5.9096.ft From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases - Weight of Rack and 67% of LL - W := (W + 0.67.14N W = 557.9444 lb Seismic Rack and 67% of LL - V := Vtd + 0.67•Vu V = 84.7046 lb M F + F2.1.0•S + F3.2.0•S + F + F5.4.0•S + F6.5.0•S + F + F8.7.0•S Mb:= F9.8.0•S + F10•9.0•S + F11.10•S + F12•11•S Overturning Rack and 67% of LL - M := M + Mb = 590lb•ft Weight of Rack and 100% Top Shelf - W := W + Wi W = 205.9444 lb Seismic Rack and 100% Top Shelf - V = Vtd + Fl V = 31.2655 lb Overturning Rack and 100% Top Shelf - M := Vtd•h + Fi•htop M = 215.8lb•ft Controlling Weight - W := if(W > W , W , W W = 557.944 lb Controlling Shear - V := if(V > V V, V V = 84.705 lb Controlling Moment - M := if(M > M M , M M = 590.41Ib•ft Tension Force on Column Anchor - T := Mot - 0.60. Wc T = 127.82 lb per side of shelving unit d 2 T := if(T < 0.1b, 0•Ib, T) T = 127.8239lb V ` Shear Force on Column Anchor - V :_ — V = 42.4 lb 2 USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8", x 2" embed installed per the requirements of Hilti Allowable Tension Force - T := 1006•Ib For 2500psi Concrete Allowable Shear Force - V := 999•lb Combined Loading 1.0 T + 1.0 V = 0.169 MUST BE LESS THAN 1.20 T a V 7 Eclipse Engineering, Inc. VICTORIA SECRET #417 1/6/2011 Consulting Engineers PORTLAND, OR Rolf Armstrong, PE STEEL ANIT -TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T = 127.82387 lb Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel: Capacity of #12 screw (smaller than 1/4" diam. bolt) '_ 349 Ib in 16 ga. steel (thinner than 14 ga. posts and clips) - if(T < 2.4, "(2) 1/4" Bolts are Adequate" , "No Good ") = "(2) 1/4" Bolts are Adequate" Use 3/16" Diameter anti -tip device for connection of carriage to track Yield Stress of Angle Steel - F Y := 36•ksi Thickness of Anti -tip Head - t := 0.090•in Width of Anti -tip Rod + Radius - b := 0.25.in Width of Anti -tip Head - b := 0.490.in — Width of Anti -tip Flange - La ba 2 b ` L = 0.12•in Tension Force per Flange leg - T 0.5.T T 63.9119 lb Moment on Leg T .L Bending eg - M := 2 Mi = 0.31956.ft.lb b 2 Section Modulus of Leg - S := 6 S = 0.0007. in M Bending Stress on Leg - f := S � f = 5.797.ksi i f b Ratio of Allowable Loads - = 0.2147 MUST BE LESS THAN 1.00 0.75. Fy Width of Anti -Tip track - L := 5.1•in Thickness of Aluminum Track - t := 0.25.in Average Thickness Spacing of Bolts - S := 22.5•in Section Modulus of Track - S 0.0921•in S = 0.0921.in T•Stb Design Moment on Track - M := 8 M = 301b.ft - for continuous track section Stress on Track - f M Bending b :_ fb = 3.9034.ksi Allowable Stress of Aluminum - Fb := 21•ksi ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 8 Eclipse Engineering, Inc. VICTORIA SECRET #417 1/6/2011 Consulting Engineers PORTLAND, OR Rolf Armstrong, PE Connection from Steel Racks to Wall lb Seismic Analysis Procedure per ASCE -7 Section 13.3.1: p := 2 in Average Roof Height - h = 20ft Height of Rack Attachments - z := z + h lOft At Top for fixed racks connected to walls 0.4•a zb Seismic Base Shear Factor - V t := 1 + 2•— V = 0.3542 Rp h Ip Shear Factor Boundaries - V tm;n := 0.3• Ip Vtmin = 0.2125 • Vtmax 1.6 SDs Ip Vtmax = 1.1336 V := if(V > Vtmax , Vtmax , Vt) V := if(V < Vtmin , Vtmin • Vt) V = 0.354 Seismic Coefficient - V = 0.3542 Number of Shelves - N = 12 Weight per Shelf - Wtf := 50•Ib Total Weight on Rack - WT := 0.667.4. P WT = 504.2149lb 0.7•Vt. WT Seismic Force at top and bottom - T„ := 2 T„ = 62.5139 lb Connection at Top: Standard Stud Spacing - Sstud := 16•in Width of Rack - w = 3.5ft Number of Connection Points - N := floor w J N = 2 on each rack Sstud J T v Force on each connection point - F := — F = 31.2569 lb c Capacity per inch of embedment - W := 135. lb — in F Required Embedment - d := W d = 0.2315. in For Steel Studs: s Pullout Capacity in 20 ga T20 := 84•Ib For #10 Screw - per Scafco • studs - per Scafco MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE 9 • Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.45 Longitude = - 122.78125 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 0.948 (Ss, Site Class B) 1.0 0.341 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.45 Longitude = - 122.78125 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.121 ,Fv = 1.719 Period Sa (sec) (g) 0.2 1.062 (SMs, Site Class D) 1.0 0.586 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.45 - Longitude = - 122.78125 Design Spectral Response Accelerations SDs and SD1 - SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.121 ,Fv = 1.719 Period Sa (sec) (g) 0.2 0.708 (SDs, Site Class D) 1.0 0.390 (SD1, Site Class D) Fasteners (Screws and Welds) 5'CAFCD Steel Stud Manufacturing Ca. i .Screw Table Notes 1. Screw spacing and edge distance shall not be less than 3 x D. (D = Nominal screw diameter) 2. The allowable screw values are based on the steel properties of the members being connected, per AISI section E4. 3. When connecting materials of different metal thicknesses or yield strength, the lowest applicable values should be used. 4. The nominal strength of the screw must be at least 3.75 times the allowable loads. 5. Values include a 3.0 factor of safety. 6. Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3. 7. Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Allowable Loads for Screw Connections (lbs/screw) - - ------7 N••'312»im immiNo%1011111•111 IMINE=N18!• •01MINO1161•11111111. Steel) Wailed SieellPropertles! I I DIa:,=!0:218((rn). ; age.170 )1 ; DIa; :0?164i(In)) II ` DI, a: •011388(In); I L_'MUik _ esigrii(Iiifil iffy l)' 'Fiul(ks1) L_She'art _ `.Pullout_ �Shhear` _iPulloUtL t_Shear4�P.ulloutJ L_:Shear _ _.:P.ulloutL' 18 0.0188 33 45 66 39 60 33 27 0.0283 33 45 121 59 111 50 30 0.0312 33 45 151 76 141 65 129 55 33 • 0.0346 33 45 177 84 164 72. 151' 61 43 0.0451 33 45 280 124 ' 263 109 244 94 224 79 54 0.0566 33 45 -3 156 370 137 .344' 118 MiliMMINIIIIM 68 0.0713 33 45 557 156 523 173 Weld Table Notes c c 1. Weld capacities based on AISI, section E2. 2. When connecting materials of different metal thickness or tensile strength (Fu), the lowest applicable values should be used. 3. Values include a 2.5 factor of safety. 4. Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads. 5. Allowable loads based on E60xx electrodes 6. For material less than or equal to .1242" thick, drawings show nominal weld size. For such material, the effective throat of the weld shall not be less than the thickness of the thinnest connected part. • Allowable Loads For Fillet Welds And Flare Groove Welds _ D g I - BaSteei11'roaerUe'7 Thickness Yield' 'Tensile' E60XX'Electrodes ; L1MII�- fin:___: _ ___ksli i isle ilbslM_L__.. 43 0.0451 33 45 609 - 54 0.0566 33 45 764 68 0:0713 33 45 963' 97 0.1017 . 33 45 . 1373 118 0.1242 33 45 1677 54 0.0566 50 65 1104 68 0.0713 50 65 1390 97 0.1017• 50 65 1983 118 0.1242 50. 65 2422 `4I 48 Page 11 of 14 ESR -1917 TABLE 9 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL - WEIGHT CRACKED CONCRETE, CONDITION B (pounds) 3 _ Concrete Compressive Strength Nominal Embedment Anchor Depth h., Pc = 2,500 psi Pc = 3,000 psi Pc = 4,000 psi Pc = 6,000 psi Diameter (In.) Carbon Stainless Carbon Stainless Carbon Stainless Carbon Stainless steel steel steel steel steel steel steel steel 3/8 2 1,006 1,037 1,102 1,136 1,273 1,312 1,559 1,607 1/2 2 1,065 1,212 1,167 1,328 1,348 1,533 1,651 1,878 31/4 2,178 2,207 2,386 2,418 2,755 2,792 3,375 3,419 5/8 31/8 2,081 2,081 2,280 2,280 2,632 2,632 3,224 3,224 :, 4 3,014 2,588 3,301 2,835 3,812 3,274 4,669 4,010 3/4 3 3/4 2,736 3,594 2,997 3,937 3,460 4,546 4,238 5,568 4 3/4 3,900 3,900 4,272 4,272 4,933 4,933 6,042 6,042 For SI: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa For pound -inch units: 1 mm = 0.03937 inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318-05 and conversion to ASD in accordance with Section 4.2.1 Eq. (5) is required. 2 Values are for normal weight concrete. For sand - lightweight concrete, multiply values by 0.60. 'Condition B applies where supplementary reinforcement In conformance with ACI 318-05 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. TABLE 10 -KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD), (pounds)' Nominal Allowable Steel Capacity, Seismic Shear Anchor Diameter Carbon Steel Stainless Steel 3/8 999 1,252 1/2 2,839 3,049 5/8 4,678 5,245 3/4 6,313 6,477 For SI: 1 Ibf = 4.45 N 'Values are for single anchors with no edge distance or spacing reduction due to concrete failure. 4 a 0 0 20// — C /t/( C_ — 0 776 6 Michael J. McCall A r c h i t e c t February 25, 2011 City of Tigard Permit Center Building 13125 SW Hall Blvd, Tigard, OR 97223 Tel: 503.718.2450 Attn: Walter "Chip" Barnett Subject: Permit # BUP2011 -00011 McCall # : 210134 Victoria's Secret 9591 SW Washington Square, Portland, Oregon 97223 Dear Walter: We have reviewed the comments from your Plan Check Review, dated February 14, 2011 (included for reference), and have modified the architectural and structural drawings to address these items. The following response numbers correspond to the item numbers on your Plan Review comment sheet. The items are as follows: Item # 1: "Section 1014.2 Egress Through Intervening Spaces: Section 1014.2.4 Egress shall not pass through storage rooms; the following rooms use storage (stock) room as egress, Managers office, Break room and Men's bathroom. Please provide revisions complying with this code section." Response: We separated the Stock area from Intervening Spaces - Manager's Office, Break room and Men's restroom. Please see all plan sheets A02.2, A03.2, A04.2, A05.2 and A06.2 reflecting this change. These drawings the being issued as Revision # 1 - BD comments after Bid and supersede any previously submitted drawings. Please feel free to call with any questions. Sincerely, Michael ohn all, Architect OAA mike @m c...•.esign.com 550 Kearny Street Suite 710 San Francisco CA 94108 1. 4 1 5. 2 8 8 8 1 5 0 f 4 1 5 2 8 8 8 1 8 1 COMcheck Software Version 3.8.1 I Irrilitlil Inter L Compl RECEIVED JAN 1 8 2011 Certificate BUILDING DIVISION Oregon Energy Efficiency Specialty Code I a Section 1: Project Information `' Project Type: New Construction Project Title : V.S. - Washington Square Construction Site: Owner /Agent: Designer /Contractor: Washington Square Hirsch Engineering 9573 SW Washingtong Square Rd, Space 7077 Orangewood Ave, #211 #B -10, Garden Grove, CA 92841 Portland, OR Section 2: Interior Lighting and Power Calculation A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts / ft2 (B x C) Retail:Sales Area (Ceiling Height 0 ft.) 8502 1.5 12753 Allowance: Furniture, clothing, cosmetics highlighting / Fix. ID: F4 672(a) 1.4 941(b) Allowance: Furniture, clothing, cosmetics highlighting / Fix ID Track lighting 7628(a) 1.4 10679(b) 1 Common Space Types'Office - Enclosed (Ceiling Height 0 ft.) 117 0.97 113 Common Space Types:Active Storage (Ceiling Height 0 ft.) 1429 0.66 943 Common Space Types.Restrooms (Ceiling Height 0 ft.) 183 0.82 150 . Common Space Types.Lounge /Recreation (Ceiling Height 0 ft.) 231 1.16 268 Supplemental Allowed Watts(c) = 596 Total Allowed Watts = 26444 (a) Area claimed must not exceed the illuminated area permitted for this allowance type. (b) Allowance is (B x C) or the actual wattage of the fixtures given in Section 2, whichever is less. (c) Supplemental watts must be associated with retail merchandise highlighting fixtures. Supplemental watts are not included calculation of lighting complaince percentage. Section 3: Interior Lighting Fixture Schedule 1 A B C D E Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. Retail:Sales Area (8502 sq.ft.) Compact Fluorescent 1 copy 1: AE: DOWNLIGHT / Twin Tube 24/26/27W / Electronic 1 1 36 36 HID 1 copy 1: B1: RECESSED ACCENT / Metal Halide 32W / Standard 1 5 26 130 HID 1 copy 2: B2: RECESSED ACCENT / Metal Halide 32W / Standard 1 4 26 104 Halogen 1: BB: DOWNLIGHT / Halogen MR -11 20W 1 18 20 360 Halogen 1 copy 1: BG: DOWNLIGHT / Halogen MR -11 20W 1 8 9 72 Halogen 1 copy 2: BE: DOWNLIGHT / Halogen MR -11 20W 1 15 20 300 ' Halogen 1 copy 3: BZ: DOWNLIGHT / Halogen MR -11 20W 1 6 35 210 Halogen 1 copy 1: XJ: EMERGENCY LIGHT / Halogen MR -16 21W 2 25 50 Exempt Exemption:Lighting Sales or Education ' Halogen 1 copy 2. XD: EMERGENCY LIGHT / Halogen MR -16 21W 2 5 50 Exempt Exemption.Lighting Sales or Education Halogen 1 copy 2: D1: DOWNLIGHT / Halogen MR -11 20W 1 2 40 80 HID 1: D3: RECESSED ACCENT / Metal Halide 32W / Standard 1 2 26 52 HID 1 copy 2: D4: RECESSED ACCENT / Metal Halide 32W / Standard 1 12 52 624 HID 1 copy 2: D6: RECESSED ACCENT / Metal Halide 32W / Standard 1 5 26 130 Project Title: V.S. - Washington Square Report date: 01/07/11 Data filename: V: \HHH Projects \McCall \Victoria's Secret \10 -099 Washington Square \Engineering \Energy Calcs \11 - 01.07- VSS- washington Square.cck Page 1 of HID 1 copy 2: DJ: RECESSED ACCENT / Metal Halide 32W / Standard 2 6 20 120 HID 1 copy 2: DE: RECESSED ACCENT / Metal Halide 32W / Standard 2 7 52 364 HID 1 copy 2: CM: RECESSED ACCENT / Metal Halide 32W / Standard 2 2 52 104 Compact Fluorescent 1: HL: WALLS SCONCE / Twin Tube 24/26/27W / Electronic 1 4 27 108 Compact Fluorescent 1 copy 1: HM: WALLS SCONCE / Twin Tube 24/26/27W / 1 4 13 52 Electronic Compact Fluorescent 1 copy 1: HL2: WALLS SCONCE / Twin Tube 24/26/27W / 1 4 27 108 Electronic Compact Fluorescent 1 copy 2: HL3: WALLS SCONCE / Twin Tube 24/26/27W / 1 4 27 108 Electronic Compact Fluorescent 1 copy 3: PA: PENDANT / Twin Tube 24/26/27W / Electronic 1 2 23 46 Compact Fluorescent 1 copy 4: P7: PENDANT / Twin Tube 24/26/27W / Electronic 1 11 23 253 Compact Fluorescent 1 copy 4: PA: TABLE LAMP / Twin Tube 24/26/27W / Electronic 1 3 23 69 HID 13: W4: LINEAR LED STRIP / Other / Standard 1 4 195 780 $.. HID 13 copy 1: W5: LED / Other / Standard 1 8 25 200 HID 13 copy 1: ZQ1: LED / Other / Standard 1 22 32 704 HID 13 copy 1: ZQ4: LED / Other / Standard 1 8 29 232 HID 13 copy 2: ZQ5: LED / Other / Standard 1 30 16 480 HID 13 copy 3: ZQ6: LED / Other / Standard 1 32 3 96 Linear Fluorescent 4 copy 1: SJ: MINI STRIP / 48" T8 32W (Super T8) / Electronic 1 7 48 336 Linear Fluorescent 4 copy 2: SH: MINI STRIP / 48" T8 32W (Super T8) / Electronic 1 4 210 840 Linear Fluorescent 4 copy 3: SG: MINI STRIP / 48" T8 32W (Super T8) / Electronic 1 3 260 780 Linear Fluorescent 4: SV: MINI STRIP / 48" T8 32W (Super T8) / Electronic 1 44 34 1496 Linear Fluorescent 4 copy 2: F2: STRIP LIGHT / 48" T8 32W (Super T8) / Electronic 1 2 20 40 Linear Fluorescent 4 copy 3: F4: STRIP LIGHT / 48" T8 32W (Super T8) / Electronic 1 48 32 1536 Linear Fluorescent 4 copy 4: F3: STRIP LIGHT / 48° T8 32W (Super T8) / Electronic 1 2 27 54 Linear Fluorescent 4 copy 3: L5: STRIP LIGHT / 48" T8 32W (Super T8) / Electronic 1 5 42 210 Linear Fluorescent 4 copy 4: HJ: FLUORESCENT 2x2 / 24" T8 17W / Electronic 2 12 34 408 Linear Fluorescent 4 copy 5: HT FLUORESCENT 2x2 / 24" T8 17W / Electronic 2 26 32 832 Track lighting 1: Wattage based on current limiting device capacity 0 0 0 10680 Common Space Types:Office - Enclosed (117 sq.ft.) Linear Fluorescent 4 copy 5: N1: FLUORESCENT 1x4 / 24" T8 17W / Electronic 2 2 32 64 Common Space Types:Active Storage (1429 sq.ft.) Linear Fluorescent 4 copy 3: FG: STRIP LIGHT / 48" T8 32W (Super T8) / Electronic 1 5 32 160 Linear Fluorescent 4 copy 4: FR: STRIP LIGHT / 48" T8 32W (Super T8) / Electronic 1 17 32 544 Common Space Types:Restrooms (183 sq.ft.) Linear Fluorescent 4 copy 3: N1: FLUORESCENT TROFFER / 48' T8 32W (Super T8) / 1 1 32 32 Electronic Common Space Types:Lounge /Recreation (231 sq.ft.) Linear Fluorescent 4 copy 6: N6: FLUORESCENT 2x2 / 24" T8 17W / Electronic 2 5 32 160 Total Proposed Watts = 24094 Section 4: Requirements Checklist Lighting Wattage: O 1. [505.1 +] Total proposed watts must be less than or equal to total allowed watts. Allowed Watts Proposed Watts Complies 26444 24094 YES In the following requirements, the relevant code section reference is shown in [1. ' +' denotes that more details exist in the specified code section. Mandatory Requirements: o 2. [505.4] Exit signs. Internally illuminated exit signs shall not exceed 5 watts per side. Location in plans/specs where compliance can be identified (enter NA if not applicable) O 3. [505.2.2.3 +] Daylight zone control. All daylight zones are provided with individual controls that control the lights independent of general area lighting in the non - daylight zone. In all individual daylight zones larger than 350 sq.ft., automatic daylight controls is provided. Automatic daylight sensing controls reduce the light output of the controlled luminaires at least 50 percent, and provide an automatic OFF control, while maintaining a uniform level of illumination. Contiguous daylight zones adjacent to vertical fenestration may be controlled by a single controlling device provided that they do not include zones facing more than two adjacent cardinal orientations Project Title: V.S. - Washington Square Report date: 01/07/11 Data filename: V: \HHH Projects \McCall\Victoria's Secret \10 -099 Washington Square \Engineering \Energy Calcs \11 - 01.07- VSS- washington Square.cck Page 2 of (i.e., north, east, south, west). Daylight zones under skylights shall be controlled separately from daylight zones adjacent to vertical fenestration. Exceptions: o Retail spaces adjacent to vertical glazing (retail spaces under overhead glazing are not exempt). ❑ Display, exhibition and specialty lighting O HID lamps 150 watts or less. • Spaces required to have occupancy sensors Location in plans/specs where compliance can be identified (enter NA if not applicable) O 4. [505.2.1 +] Interior lighting controls. At least one local shutoff lighting control has been provided for every 2,000 square feet of lit floor area and each area enclosed by walls or floor -to- ceiling partitions. The required controls are located within the area served by the controls or are a remote switch that identifies the lights served and indicates their status. Exceptions: Lighting systems serving areas designated as security or emergency areas that must be continuously lighted. Lighting in public areas such as concourses, stairways or corridors that are elements of the means of egress with switches that are accessible only to authorized personnel. o Lighting for warehouses, parking garages or spaces using less than 0.5 watts per square foot. O Lighting for contiguous, single- tenant retail spaces. Location In plans/specs where compliance can be identified (enter NA if not applicable) • 5. [505.2.3 +] Sleeping unit controls. Master switch at entry to hotel/motel guest room. Location in plans/specs where compliance can be Identified (enter NA if not applicable) O 6. [505.2.1.1] Egress lighting. Egress illumination is controlled by a combination of listed emergency relay and occupancy sensors to shut off during periods that the building space served by the means of egress is unoccupied. Exceptions: ❑ Building exits as defined in Section 1002 of the Oregon Structural Specialty Code. Location in plans/specs where compliance can be identified (enter NA if not applicable) • 7. [505 2.2 +] Additional controls. Each area that is required to have a manual control shall have additional controls that meet the requirements of Sections 505.2.2.1 and 505.2.2.2. O 8. [505.2.2.1 +] Light reduction controls. Each space required to have a manual control also allows for reducing the connected lighting load by at least 50 percent by either 1) controlling (dimming or multi -level switching) all luminaires; or 2) dual switching of alternate rows of luminaires, alternate luminaires, or alternate lamps; or 3) switching the middle lamp luminaires independently of other lamps; or 4) switching each luminaire or each lamp. Exceptions: O Only one luminaire in space. O An occupant- sensing device controls the area. • The area is a corridor, storeroom, restroom, public lobby or sleeping unit. ❑ Electrical and mechanical room. Areas that use less than 0.6 Watts /sq.ft. Location in plans/specs where compliance can be identified (enter NA if not applicable) • 9. [505.2.2.2] Buildings larger than 2,000 square feet are equipped with an automatic control device to shut off lighting in those areas. This automatic control device shall function on either: 1) a scheduled basis, using time -of -day, with an independent program schedule that controls the interior lighting in areas that do not exceed 10,000 square feet and are not more than one floor; or 2) an occupant sensor that shall turn lighting off within 30 minutes of an occupant leaving a space; or 3) a signal from another control or alarm system that indicates the area is unoccupied. Exceptions: o Sleeping units, patient care areas; and spaces where automatic shutoff would endanger safety or security. Location in plans/specs where compliance can be identified (enter NA if not applicable) Project Title: V.S. - Washington Square Report date: 01/07/11 Data filename: V: \HHH Projects \McCall \Victoria's Secret \10 -099 Washington Square \Engineering \Energy Calcs \11 -01- .07- VSS- washington Square.cck Page 3 of D 10. [505.2.2] Occupancy sensors in rooms that include daylight zones are required to have Manual ON activation. Location in plans/specs where compliance can be Identified (enter NA If not applicable). • 11. [505.2.2] An occupant sensor control device is installed that automatically turns lighting off within 30 minutes of all occupants leaving a space. Exceptions: • Classrooms and lecture halls. • Conference, meeting and training rooms. • Employee lunch and break rooms. • Rooms used for document copying and printing. O Office spaces up to 300 square feet. D Restrooms. Dressing, fitting and locker rooms. • Location in plans/specs where compliance can be identified (enter NA if not applicable) ❑ 12. [505.2.2] Additional controls. An occupant sensor control device that automatically turns lighting off within 30 minutes of all occupants leaving a space or a locally activated switch that automatically turns lighting off within 30 minutes of being activated is installed in all storage and supply rooms up to 1000 square feet. Location in plans/specs where compliance can be identified (enter NA if not applicable): o 13. [505.2.2.2.1] Occupant override. Automatic lighting shutoff operating on a time-of -day scheduled basis incorporates an override switching device that: 1) is readily accessible, 2) is located so that a person using the device can see the lights or the area controlled by that switch, or so that the area being lit is annunciated, 3) is manually operated, 4) allows the lighting to remain on for no more than 2 hours when an override is initiated, and 5) controls an area not exceeding 2,000 square feet. Exceptions: • In malls and arcades, auditoriums, single- tenant retail spaces, industrial facilities and arenas, where captive -key override is utilized, override time is permitted to exceed 2 hours. O In malls and arcades, auditoriums, single- tenant retail spaces, industrial facilities and arenas, the area controlled shall not exceed 20,000 square feet. Location in plans/specs where compliance can be identified (enter NA if not applicable): • 14. [505.2.2.2.2] Holiday scheduling. Automatic lighting shutoff operating on a time - of-day scheduled basis has an automatic holiday scheduling feature that turns off all loads for at least 24 hours, then resumes the normally scheduled operation. Exceptions: O Retail stores and associated malls, restaurants, grocery stores, places of religious worship, theaters and exterior lighting zones. • Single zone electronic time control devices and self- contained wall box preset lighting controls. Location in plans/specs where compliance can be identified (enter NA if not applicable). • 15. [505.2.4 +] Exterior lighting controls. Lighting not designated for dusk -to -dawn operation shall be controlled by either a combination of a photosensor and a time switch, or an astronomical time switch. Lighting designated for dusk- to-dawn operation shall be controlled by an astronomical time switch or photosensor. Location in plans/specs where compliance can be identified (enter NA if not applicable) • 16. [505.3] Tandem wiring. The following luminaires located within the same area shall be tandem wired: 1. Fluorescent luminaires equipped with one, three or odd - numbered lamp configurations, that are recess- mounted within 10 feet center -to- center of each other. 2. Fluorescent luminaires equipped with one, three or any odd- numbered lamp configuration, that are pendant- or surface - mounted `• within 1 foot edge- to -edge of each other. Exceptions: • ❑ Where electronic high- frequency ballasts are used. • Luminaires on emergency circuits. • Luminaires with no available pair in the same area. Location in plans/specs where compliance can be Identified (enter NA if not applicable) • 17. [505.5.1 +] Medical task lighting or art/history display lighting claimed to be exempt from compliance has a control device independent of the control of the nonexempt lighting. Project Title: V.S. - Washington Square Report date: 01/07/11 Data filename: V: \HHH Projects \McCall \Victoria's Secret \10 -099 Washington Square \Engineering \Energy Calcs \11 - 01.07- VSS- washington Square.cck Page 4 of Location in plans/specs where compliance can be identified (enter NA if not applicable): 18. [505.7 +] Each dwelling unit in a building is metered separately. Location in plans/specs where compliance can be identified (enter NA if not applicable): Interior Lighting PASSES: Design 7% better than code. Section 5: Compliance Statement Compliance Statement: The proposed lighting design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed lighting system has been designed to meet the Oregon Energy Efficiency Specialty Code requirements in COMcheck Version 3.8.1 and to comply with the mandatory requirements in the Requirements Checklist. 0 ROFf H. Henry Hirsch b" ■fitt ` j1 /O 01/07/11 Name - Title S' . y r Date 80' Project Notes: .' • ' EGON o. NUMBER OF TRACK HEADS, C5 = 60 x 26 WATTS = 1,560 WATTS. y 4y is I. TIP e NUMBER OF TRACK HEADS, C6 = 104 x 26 WATTS = 2,704 WATTS. NUMBER OF TRACK HEADS, CF = 75 x 26 WATTS = 1,950 WATTS. 6." C NRY H V NUMBER OF TRACK HEADS, CS = 48 x 35 WATTS = 1,680 WATTS. EXPIRATION DATE .. sgrg NUMBER OF TRACK HEADS, CW = 10 x 26 WATTS = 260 WATTS. NUMBER OF TRACK HEADS, CX = 16 x 26 WATTS = 416 WATTS. NUMBER OF TRACK HEADS, CY = 26 x 26 WATTS = 676 WATTS. TOTAL WATTS FOR TRACK HEADS = 9,246 WATTS TOTAL WATS FOR CURRENT LIMITER = 89 AMP x 120 VOLTS = 10,680 WATTS. THEREFORE THE CURRENT LIMITER WATTAGE IS THE ONE CONSIDERED IN THE COMPUTATIONS. Project Title: V.S. - Washington Square Report date: 01/07/11 Data filename: V: \HHH Projects \McCall \Victoria's Secret \10 -099 Washington Square \Engineering \Energy Calcs \11 - 01.07- VSS- washington Square.cck Page 5 of RM1 , Structural Engineers Robinson RECEIVED Principals Meier Peter Robinson, S.E. Juilly & Associates JAN 18 2011 Jai'son E. Haines, S.E. CITY OF TIGARD BUILDING DIVISION VICTORIA'.S SECRET . Washington Square Portland, OR 97223 LSD &C No. 00056042 Structural Calculations . for New Storefront Description Page Project Description 1 Seismic Design Category 2 Storefront Soffit Loads 3 Built -up Box Beams 4 -10 Lateral Analysis 11 -12 Built -up Box Columns . 13 -14 Lateral Load Support (Perpendicular) 15 -16 y Seismic Output File . 17 (�� 41 ' . �p. PRil ft / McCall nesign Group OREGON January 8, 2011 � `,1 h ob #10287 F � �� NCH la J J F. R Exp. 12/31/2010 103 Linden Avenue So. San Francisco, CA 94080 (650) 871.2282 FAX (650) 871.2459 www rmjse.com . IIIIIIIIIII Sheet 1 RMJ Victoria's Secret Portland, OR Project Description: This project involves providing support for an interior mall storefront for the Victoria's Secret store at the above referenced location. Built -up box beams and columns provide gravity support at the entry and displays. Powder driven pins were used to provide lateral support against out -of -plane loads. Full height metal stud box columns provide lateral support against in -plane loads. Design is in accordance with 2006 International Building Code. R ► v `J Victoria Secret 103 Linden Avenue Washignton Square South San Francisco, CA 94080 Portland, Oregon 97223 Date: 1 /7/2011 (650) 871 -2282 Job No. 10287 Fax: 871 -2459 By: mas Page: Z Find the Seismic Design Category (SDC) Project Location: Portland, OR Latitude: 45.445 Longitude: - 122.782 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: // earthquake .usgs.gov /research /hazmaps/ S 0.944 g S 0.340 g F 1.122 Table 1613.5.3(1) F„= 1.720 Table 1613.5.3(2) S 1.06 g (Equation 16 -37) SM1= 0.58 g (Equation 16 -38) Sps= 0.706 g (Equation 16 -39) SD1= 0.390 g (Equation 16 -40) Seismic Design Category (SDC): D R J Victoria Secret 103 Linden Avenue Washignton Square South San Francisco, CA 94080 Portland, Oregon 97223 (650) 871 - 2282 Job No. 10287 Date: 1/7/2011 Fax: 871 -2459 By: mas Page: Interior Storefront Soffit Loads - Framing 5/8" Gypboard 2.7psf x 3.4' 9.18 plf Horiz. 362S162-33 DIAG. at 16" o.c. 4.42 plf Vert. 3625162 -33 DIAG. at 16" o.c. 10.00 plf Diag. 362S162-33 DIAG. at 16" o.c. 1.54 plf Built -Up Box Beam 5.22 plf Sign Box 10.00 plf Accordion Security Gate 25.00 plf Misc. 3.30 plf Total 68.7 plf Use 80.0 plf Live Loads Live Load 10 psf x 2' -0" 20.0 plf Total Load 100.0 plf Only dead load, 80.0 plf used in determining lateral loads. These loads are loads per foot for EACH built -up box beam at Interior storefront. R J Victoria Secret 103 Linden Avenue Washignton Square South San Francisco, CA 94080 Portland, Oregon 97223 (650) 871 -2282 Job No. 10287 Date: 1/7/2011 Fax: 871 -2459 By: mas Page: Built -up Box Beam at Display Maximum Length= 5.75 ft 69 in Maximum Moment =w x L 413 ft -lb = 4,959 in -lb Built -Up Section 2 - 600S162 -54 Studs & 2- 362T150 -33 Tracks Only 2- 600S162 -54 used in design of box beam l (net) = 5.72 in Moment of Box Beam M 55,214 in -lb (Prop86) M 55,520 in -lb (SSMA Catalog) MMax= 4,959 in -lb <M 55,214 in -lb CHECK OK! Deflection = 5wL _ 0.01 in 384E1 L A = __ 240 0.29 in DEFLECTION OK! Copyright (C) - SURE -TIE, INC. - 1992 -98, All Rights Reserved. 600S162-54 4 DIMENSIONS / PHYSICAL PROPERTIES : Web (A' ) = 6.000 in. Punchout = 1.500 in. KLX = 144.00 in. Fy = 50.000 ksi (abar) = 5.943 in. Spacing = 24.000 in. Fya -AXIAL = 50.000 ksi (a ) = 5.717 in. Type = CONFORMING Fya -BEND = 50.000 ksi Flanges (B' ) = 1.625, 1.625 in. Thickness = 0.0566 in. FLY = 48.00 in. Fu = 65.000 ksi (bbar) = 1.568, 1.568 in. h/t Web = 101.0 Fu /Fy = 1.300 (b ) = 1.342, 1.342 in. wit Flanges = 23.7, 23.7 Lip (C' ) = 0.500 in. Bearing Width = 1.500 in. KLT = 48.00 in. E = 29,500 ksi (char) = 0.472 in. (c ) = 0.359 in. Radius (R ) = 0.0849 in. RIB = 144.00 in. G = 11,300 ksi - (r ) = 0.1132 in. (u ) = 0.1777 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 = 12.00 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 (BOXED Configuration) Area Gross = 1.113 inA2 Area Net = 0.943 inA2 Ix Gross = 5.722 inA4 Sx Gross = 1.907 inA3 Rx Gross = 2.268 in. x -bar = 1.625 in. Ix Net = 5.690 in ^4 Sx Net = 1.897 inA3 Rx Net = 2.457 in. Iy Gross = 1.918 inA4 Sy Gross = 1.181 inA3 Ry Gross = 1.313 in. y -bar = 3.000 in. Iy Net = 1.506 inA4 Sy Net = 0.927 inA3 Ry Net = 1.264 in. m = 0.000 in. J = 4.653438 in "4 xo = 0.000 in. Cw = 1.7439 inA6 Bw = - 0.4006 in "5 Bf = 0.6803 in "5 B1 = 0.5625 inA5 j = 0.2195 in. ro = 2.620 in. Beta = 1.000 Ixx /Iyy Required = 0.000/ 0.000 in "4 ALLOWABLE LOADS Lateral Loads (X /Y) = 0.00/ 0.00 psf Overall Nominal Failure Load = 24,942 lbs. Overall Allowable Axial Load = 13,857 lbs. Omega = 1.80 Nominal Y -Axis Moment Capacity = 38,866 in -lbs Allowable Y -Axis Moment Capacity = 23,273 in -lbs Omega = 1.67 Nominal Cap. (Web in Tension) = 38,866 in -lbs Allowable Cap. (Web in Tension) = 23,273 in -ibs Iyy Effective at Comp. Yield = 0.968 in "4 Min. Syy Effective at Comp. Yield = 0.777 in "3 Min. Nominal X -Axis Moment Capacity = 92,208 in -lbs Allowable X -Axis Moment Capacity = 55,214 in -lbs Omega = 1.67 Ixx Effective at Comp. Yield = 5.626 in "4 Sxx Effective at Comp. Yield = 1.855 inA3 Allow. Load Considering Lat. Load (Comp /Tension) = 13,857/ 28,228 lbs. Lat. Load Moments (X /Y) = 0/ 0 in -lbs Allowable Shear Load on Unreinforced Web = 3,926 lbs. > Actual Shear Load = 0 lbs. Allowable End One -Flange Loading Reaction = 1,373 lbs. > Actual End Reaction = 0 lbs. Ixx for Deflection Determination = 5.722 inA4 - at Current Stress Level in Section of 12,454 psi Iyy for Deflection Determination = 0.968 in "4 - at Maximum Stress Level in Section of 50,000 psi PROP86, Version 5.00 - RMJ 6 ASSOCIATES Printed On 01 -07 -2011 at 16:10:13 Page 1 of 1 Section Properties • Structural (S) Stud Section Properties Design Gross Effective 331(61 Effective 50ks1 Torsional Thickness Area Weight ba Su Rx lyy Ry lxx Su Me Va Ycg lxx Sxx Ma Va Ycg J""' Cw Xo Ro Section fn) (in) ohm) (Ire) (k') (in) (in') Gn) M`) (In') n-k) (1b) (in) (in') (m') (m•ki (lb) (m) (in') (in') (m) (inl (t 2506137 -33 0.0346 0 197 0.67 0.203 0 163 1.015 0.052 0.515 0.203 0.156 3.09 1040 1.272 0 079 0.075 -1 170 1.633 0.486 0 094 -1.158 1 620 0.489 250S137 -43 0 0451 0.255 0.87 0.261 0.208 1.010 0.067 0.511 0.261 0.205 4.53 135D 1.260 2505137 -54 0.0566 0.316 1.07 0.318 0.255 1.004 0.080 0.504 0.318 0.255 5.76 1656 1.250 0.318 0.244 8.22 2510 1.274 0.337 0.113 -1.150 1.608 0.488 250S137 -68 0.0713 0.390 1.33 0.386 0.309 0 994 0.095 0.495 0.386 0.309 7 19 2017 1250 0.386 0.308 10.65 3057 1.251 0.089 1 0134 -1. 1.923 0 486 2505162 -33 0.0346 0.223 0.76 0.235 0.188 1.027 0.087 0624 0.235 0.180 3.55 1040 1274 0.196 0.182 -1.489 1.909 0.392 2505162.43 0.0451 0.289 0.98 0.302 0.242 1.022 0.111 0.620 0.302 0.240 5.22 1350 1.253 2506162.54 0.0566 0.358 122 0.370 0.296 1.016 0.135 0.613 0 370 0296 657 1656 1250 0.370 0288 8 62 2510 1267 0.383 0.219 -1.482 1.898 0.391 2505162 -68 0.0713 0.443 1.51 0.450 0.360 1.007 0.162 0 605 0.450 0.360 8.21 2017 1.250 0.450 0.357 12.10 3057 1.255 0.752 0.262 • 1 474 1.885 0.389 0.103 0.273 -1351 2.044 0.563 3505162.33 0.0346 0.258 0.88 0.508 0.290 1.404 0.098 0 617 0.508 0.279 530 1046 1.779 0.227 0.345 -1.339 2.031 0.565 3505162.43 0.0451 0.334 1.14 0.654 0.374 1.400 0.125 0.612 0.654 0.372 8.08 1777 1 755 3505162.54 0.0566 0.415 1.41 0.804 0.460 1.392 0.152 0.606 0.804 0460 10.20 2403 1.750 0.804 0447 13.37 3446 1.773 0443 0.418 -1.331 2.019 0.566 350616268 0.0713 0.515 175 0985 0.563 1. 3830.184 0_5970_9850_563 - 1283 - 2959 - . 0.9850.557 4483 1.758 0.872 2.004 0.565 1 3625137.33 0.0346 0.236 0.60 0.479 0.264 1.424 0.059 0.501 0.479 0254 5.02 1039 1.842 -1.026 1.626 0.684 0.207 0.204 0.094 0.162 •1.0 -1.0 22 6 1.814 0.684 3626137.43 0.0451 0.306 1.04 0.616 0.340 1.419 0.075 0.497 0.616 0.334 7.38 1777 1.826 3626137.54 0.0566 0.379 129 0 756 0.417 1.411 0.091 0.490 0.756 0 417 9 43 2497 1.812 0 756 0.400 13 47 3446 1.844 0 405 0.246 -1.006 1.601 0.688 784 0.689 3625137.68 0.0713 - , 0.470 1.60 0.922 0.509 1.401 0.109 0 480 0.922 0.509 11.87 3076 1.812 0.922 0.508 17.56 4661 1,814 0.797 029 335 1. 84 0.582 2. 3625162.33 0.0346 0.262 0.89 0.551 0.304 1450 0.099 0.616 0.551 0.292 5 77 1039 1.843 0.205 0 39 -1.323 2.052 0.582 3626162.43 0.0451 0340 1.16 0.710 0.392 1.445 0.127 0.611 0.710 0.389 8.46 1717 1.818 3625162 -54 0.0566 0.422 1.44 0.873 0.481 1.438 0.154 0 604 0.873 0.481 10.69 2497 1.812 0.873 0.468 14 00 3446 1.836 0 451 0.449 -1 314 2 040 0.585 5 362S162 -68 0.0713 0.524 1.78 1069 0.590 1.429 0.186 0.596 1.069 0.590 13.44 3076 1.812 1.069 0.584 19.80 4661 1.820 0887 0.540 -1.770 2.024 0.58 3625200.33 0.0346 0.297 1.01 0 648 0.358 1478 0.177 0.772 0.643 0.318 6 29 1039 1.898 0.261 0.57 -1.758 2.412 0.470 362S200-43 0.0451 0.385 1.31 0.836 0.461 1.474 0227 0.767 0.836 0.448 8.85 1777 1.834 3625200.54 0.0566 0.479 1.63 1.030 0.568 1.467 0.277 0761 1.030 0.568 12.36 2497 1.812 1.030 0.509 15.25 3446 1.898 0.511 0.884 -1.750 2.407 0.471 362S200- 68_ 0.0713 .._ 0.595 - _ 2.02 1.265 _0.698 .. 1.458 0337 - 0 753 1.265 0 3076 _1.812 1.265 0.673 22.34 1.844, 1.008 1.070 - 1.741 2.393 0.470 4006137-33 0 0346 0 249 0.85 0.603 0.301 1.556 0.61 0 496 0.603 0.290 5 74 936 2.031 0.099 0.200 -0.987 1.908 0.732 4006137 -43 0.0451 0.323 1.10 0.776 0.388 1.551 0.078 0491 0.776 0.382 8.43 1777 2.014 0.219 0.253 -0.976 1.897 0.735 4005137 -54 0.0566 0.401 1.36 0.953 0.477 1.542 0.094 0.484 0.953 0.477 10.78 2777 2.000 0.953 0 457 15.40 3446 2.034 0 428 0.305 -0.967 1 884 0 737 4006137.68 0.0713 0.497 1.69 1.165 0.582 1.531 0.112 0.475 1.165 0.582 13.58 3429 2.000 1.165 0.581 2010 5196 2.002 0.842 0.365 -0.956 1.866 0.738 4005162 -33 0.0346 0.275 0.94 0.692 0.346 1.586 0.103 0.611 0.692 0.332 6.57 936 2.032 0110 0.358 -1288 2.133 0.635 400S162 -43 0.0451 0.357 121 0.892 0.446 1.581 0.131 0 606 0.892 0 443 9.63 1777 2.006 0242 0.453 -1.276 2.121 0.638 4005162.54 0.0566 0.443 1.51 1.098 0.549 1.574 0.159 0.600 1.098 0.549 12.18 2777 2.000 1.098 0.533 15.96 3446 2.026 0.473 0.550 -1.268 2.108 0.638 4005162 -68 0.0713 0.550 1.87 _1.346 0.673 1.564 0.192 0.591 1.346 0.673 15.34 3429 2.000 1.346 0.666 22.60 5196 2.009 0.933 0.663 -1.258 2.092 0.639 4005200 -33 0.0346 0.310 1.05 0.812 0.406 1619 0183 0.769 0.805 0.362 7.16 936 2.091 0.124 0.689 -1.715 2.481 0.522 4003200.43 0.0451 0.402 137 1.047 0.524 1.615 0235 0.764 1.047 0.509 1006 1777 2.023 0272 0.876 -1. 703 2.468 0.524 4005200 -54 0.0566 0500 1.70 1.292 0.646 1.608 0287 0.758 1.292 0.646 14.06 2777 2.000 1.292 0.580 17.36 3446 2.091 0.534 1.068 -1.695 2.456 0.524 4006200.68 0.0713 0.622 2.12 1.589 = 0.795 1.599 0.349 0750 1.589 0.795 17.68 3429 2.000 1 589 0.766 25.41 5196 2 035 1.054 1.295 -1.686 2441 0.523 505162 -33 0.0346 0.327 J 1,11 1.458 0.530 2.112 0.113 0.589 1.458 0.512 10.11 670 2.787 0.130 0.704 -1.134 2.468 0.789 5505162 -43 0.0451 0.424 1.44 1.883 0.685 2.107 0.145 0.584 1.883 0.681 14.79 1487 2.757 0.288 0 894 -1.123 2.458 0.791 505162.54 0.0566 0528 1.80 2.324 0.845 2.098 0.176 0.577 2.324 0.845 18.76 2799 2.750 2.324 0.821 24.59 2967 2.782 0.564 1.088 - 1.114 2.445 0.792 5505162 -68 0.0713 0.657 224 2.861 1.040 2.086 0.212 0568 2.861 1.040 23.72 4442 2.750 2.861 1.031 34.94 2.761 1,114 x 1,316 - 1.11032.427 0.793 . _.. y ,: -. •.r •:a;^ r: r w:: •rw cstta•w+rrv. �ntrricar r?( ^en : - v...: »..a - a.. ti :rr•_ •:k• a • ••.:a , ..,. 0.127 0.493 - 0.823 2.421 0.884 6005137.33 0.0346 0318 1.08 1.582 0.527 2229 0.069 0.464 1.582 0.510 10.07 612 3.039 0.227 0.625 -0.813 2.411 0.886 600S137 -43 0.0451 0.413 1.41 2.042 0.681 2.223 0.087 0.459 2.042 0.670 14.80 1358 3.018 600S137 -54 0.0566 0.514 1.75 2.518 0.839 2213 0105 0.452 2.518 0.839 18.98 2708 3 000 2.518 0.809 27.23 2708 3.042 0.549 0.757 -0.804 2.398 0.888 6005137 -68 0.0713 0.640 2.18 3.094 1.031 2200 0.125 0 443 3.094 1.031 24.05 4442 3.000 3.094 1.029 35 60 5468 3.002 1.084 0.911 -0.793 2.380 0.889 0 892 6006137.97 0.1017 0.889 3.03 4.188 1.396 2.170 0.159 0.422 4.188 1.396 34.48 7372 3.000 4188 1.396 50.80 11124 3.000 3 . 0 66 1. -177 2.595 0.823 6005162.33 0.0346 0.344 1.17 1.793 0.598 2282 0.116 0.581 1.793 0.577 11.41 612 3.039 0.303 0 .852 -1.081 2.585 0823 6005162.43 0.0451 0.447 1.52 2.316 0.772 2.276 0.148 0.576 2 316 0 767 16.68 1358 3.007 1318 -1.072 2.572 0.826 6006162.68 00713 0.693 2.36 3.525 0.953 .5 2.255 0.218 0.560 3.525 0.953 .75 26.79 4442 3.000 3.525 0.927 .64 39.46 2708 468 3.011 0.594 1.596 -1.061 2.554 0.828 6005162 -97 0.1D17_ . 0.966 329 .4,797 1.599 2229 0.283 .0.541 4.79 1399 38.37 7372 _ 4 797 1.599 56.73 11124 3.000 3329 2.093 - 1.039 2.518 0.830 600S200.33 0.0346 0.379 129 2.075 0.692 2.340 0.209 0.743 2.059 0.617 12.20 612 3.135 0.151 1.577 -1.479 2.866 0.734 6006200.43 0.0451 0.492 1.67 2.683 0.894 2.335 0268 0 739 2.683 0.873 1724 1358 3.028 0.334 2.012 -1.468 2.855 0.736 600S200 -54 0.0566 0.613 2.09 3.319 1.106 2327 0.328 0.732 3.319 1.106 24.07 2708 3000 3.319 1.002 30.01 2708 3.117 0.655 2461 -1459 2.842 0.737 6005200.68 0.0713 0.764 2.60 4.101 1.367 2316 0.400 0.723 4.101 1.367 30.42 4442 3.000 4.101 1317 43.71 5468 3.047 1.295 2.997 -1.448 2.826 0.737 6005200.97 0.1017 1.067 3.63 5.612 1.871 2.293 0.530 0 705 5 612 1.871 43.49 7372 3.000 5 612 1.871 64 53 11124 3.000 3.679 3.981 -1.427 2.791 0.739 6006250-43 0.0451 0.537 1.83 3.082 1.027 2.396 0.458 0.923 3.082 0.918 18.14 1358 3.134 0.364 3379 -1.898 3.193 0.647 ` 600650.54 0.0566 0.670 2.28 3.819 1.273 2.388 0.562 0.917 3.819 1.159 22.90 2708 3.115 3.760 1.069 32.00 2708 3207 0.715 4.146 -1.889 3.180 0.647 3.164 0.647 6005 50.9 01017 0.836 .69 3 98 6.496 2.165 2.357 0.923 0.889 6.496 2.160 48 80 7372 3.003 6.496 2 63 69.38 11124 3.062 4 030 6.798 -1.857 3.130 0.648 ' Web- height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. M. 7 SSMA R Rtvli Victoria Secret 103 Linden Avenue Washignton Square South San Francisco, CA 94080 Portland, Oregon 97223 (650) 871 -2282 Job No. 10287 Date: 1/7/2011 Fax: 871 - 2459 By: mas Page: '3 Built -up Box Beam at Entry Maximum Length= 13.5 ft 162 in Maximum Moment =w x L = 2,278 ft -lb = 27,338 in -lb Built -Up Section 2 - 8005162 -54 Studs & 2- 362T150 -33 Tracks Only 2-800S162-54 used in design of box beam I (net) = 11.47 " in Moment of Box Beam M 83,168 in -lb (Prop86) M 83,680 in -lb (SSMA Catalog) M 27,338 in -lb <M 83,168 in -lb CHECK OK! Deflection 0 = 5wL _ 0.22 in 384E1 e = 240 0.68 in DEFLECTION OK! I c b Copyright (C) - SURE -TIE, INC. - 1992 -98, All Rights Reserved. 800S162-54 DIMENSIONS / PHYSICAL PROPERTIES : Web (A' ) = 8.000 in. Punchout = 1.500 in. KIX = 144.00 in. Fy = 50.000 ksi (abar) = 7.943 in. Spacing = 24.000 in. Fya -AXIAL = 50.000 ksi ( ) = 7.717 in. Type = CONFORMING Fya -BEND = 50.000 ksi Flanges (B' ) = 1.625, 1.625 in. Thickness = 0.0566 in. KLY = 48.00 in. Fu = 65.000 ksi (bbar) = 1.568, 1.568 in. h/t Web = 136.3 Fu /Fy = 1.300 (b ) = 1.342, 1.342 in. w/t Flanges = 23.7, 23.7 Lip (C' ) = 0.500 in. Bearing Width = 1.500 in. KLT = 48.00 in. E = 29,500 ksi (cbar) = 0.472 in. (c ) = 0.359 in. Radius (R ) = 0.0849 in. KLB = 144.00 in. G = 11,300 ksi (r ) = 0.1132 in. (u ) = 0.1777 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 (BOXED Configuration) Area Gross = 1.339 in "2 Area Net = 1.169 in "2 Ix Gross = 11.474 in "4 Sx Gross = 2.869 in "3 Rx Gross = 2.927 in. x -bar = 1.625 in. Ix Net = 11.443 inA4 Sx Net = 2.861 in "3 Rx Net = 3.128 in. Iy Gross = 2.475 inA4 Sy Gross = 1.523 in "3 Ry Gross = 1.360 in. y -bar = 4.000 in. Iy Net = 2.060 inA4 Sy Net = 1.268 in "3 Ry Net = 1.327 in. m = 0.000 in. J = 6.802062 inA4 xo = 0.000 in. Cw = 2.9258 inA6 Bw = - 0.7713 inA5 Bf = 1.3681 in"5 B1 = 1.0353 inA5 j = 0.3297 in. ro = 3.228 in. Beta = 1.000 Ixx /Iyy Required = 0.000/ 0.000 in "4 ALLOWABLE LOADS Lateral Loads (X /Y) = 0.00/ 0.00 psf Overall Nominal Failure Load = 27,862 lbs. Overall Allowable Axial Load = 15,479 lbs. Omega = 1.80 Nominal Y -Axis Moment Capacity = 49,476 in -lbs Allowable Y -Axis Moment Capacity = 29,626 in -lbs Omega = 1.67 Nominal Cap. (Web in Tension) = 49,476 in -lbs Allowable Cap. (Web in Tension) = 29,626 in -lbs Iyy Effective at Comp. Yield = 1.058 inA4 Min. Syy Effective at Comp. Yield = 0.990 in "3 Min. Nominal X -Axis Moment Capacity = 138,891 in -lbs Allowable X -Axis Moment Capacity = 83,168 in -lbs Omega = 1.67 Ixx Effective at Comp. Yield = 11.290 in "4 Sxx Effective at Comp. Yield = 2.796 in "3 Allow. Load Considering Lat. Load (Comp /Tension) = 15,479/ 35,007 lbs. Lat. Load Moments (X /Y) = 0/ 0 in -lbs Allowable Shear Load on Unreinforced Web = 3,184 lbs. > Actual Shear Load = 0 lbs. Allowable End One -Flange Loading Reaction = 1,263 lbs. > Actual End Reaction = 0 lbs. Ixx for Deflection Determination = 11.474 in "4 - at Current Stress Level in Section of 11,560 psi Iyy for Deflection Determination = 1.058 inA4 - at Maximum Stress Level in Section of 50,000 psi PROP86, Version 5.00 - RMJ & ASSOCIATES Printed On 01 -07 -2011 at 16:10:37 Page 1 of 1 0, Section Properties Structural (S) Stud Section Properties Design Gross Effective 33ksi Effective 50ksl Torsional Thickness Area Weight hoc Sxx Rx lyy Ry hoc Sxx Ma Va Ycg hoc So Ma Va Ycg J' 'C Cw Xo Ro Secton (n) (in') (ibI(t) (In`) (in') (in) On') (in) On') 5n) (In -k) (lb) On) (in`) On') On-k) 5b) (in) (in') (in`) (in) (in) ( _ 4 8005137.33' 0.0346 0 388 1.32 3.198 0.799 2 873 0 073 0.435 3.198 0.663 1310 455 4.335 4 0.341 0.155 0 0.948 -0.709 2.991 0.94 .948 -0.700 2.981 0 94 800S137 -43 0.0451 0.503 1.71 4.134 1.033 2.866 0.093 0.430 4.134 1.033 20.42 1008 4 000 8005137 -54 0 0566 0.627 2.13 5.110 1.277 2.855 0.112 0.423 5110 1277 28 89 2006 4 000 5110 1.249 37.38 2006 4.032 0.670 1.460 -0.691 2.967 0.946 8005137.68 0 0713 0.782 2.66 6.303 1.576 2 839 0.134 0.414 6.303 1.576 36.74 4048 4.000 6.303 1.573 54 40 4048 4.003 1.325 1.762 -0 680 2 948 0.947 • 8005137-97 0.1017 1.093 3.72 8.597 2.149 2.805 0169 0 394 8.597 2.149 53.09 9037 4 000 8.597 2 149 78.22 11124 4.000 3.767 2 .295 -0.65 2 .90 8 0.949 8005162.33' 0.0346 0.413 1.41 3.582 0.896 2 943 0.125 0.550 3.582 0.757 14.96 455 4.306 0. 2.6 -0.941 3.132 0.9 8005162 -43 0.0451 0.537 1.83 4.633 1.158 2.937 0.160 0.546 4.633 1.158 22.89 1008 4.000 8005162 -54 0.0566 0 670 2.28 5 736 1.434 2.927 0.194 0 539 5.736 1.434 31.83 2006 4.000 5 736 1397 41.84 2006 4.039 0.715 2.509 -0.932 3.119 0.911 8005162 -68 0.0713 0.836 284 7.089 1.772 2.913 0.235 0.530 7.089 1.772 40.41 4048 4.000 7.089 1.757 59.57 4048 4.013 1.416 3.047 -0.921 3.101 0.912 800S162 -97 0.1017 1.169 3.98 9.713 2.428 2.883 0.305 0.510 9.713 2.428 5827 9037 4.000 9.713 2.428 86.14 11124 4.000 4 070 4.023 _1899 3 062 0.914 800S200 -33' 0.0346 0.448 1.52 4.096 1.024 3 023 0 227 0 712 4 096 0.812 16.04 455 4 410 0.395 3.763 -1206 3359 0.85 8005200.43 0.0451 0.582 1.98 5.302 1 325 3.018 0292 0.708 5.302 1293 25.54 1008 4.038 800S200 -54 00566 0.726 2.47 6.573 1.643 3.009 0.357 0.701 6.573 1.643 35.75 2006 4.000 6.573 1.475 4415 2006 4.168 0.775 4.612 -1286 3.346 0.852 8005200.68 0.0713 0.907 3.09 8.140 2 035 2 996 0 435 0.692 8140 2.035 4529 4048 4.000 8.140 1 964 65.21 4048 4.055 1.537 5.631 -1275 3.329 0.853 855 8005200-97 0.1017 1.271 4.32 11.203 2.801 2.969 0.576 0.673 11203 2.801 65.12 9037 4.000 11.203 2.801 96.63 11124 4.000 4381 67.524 .320 -1.6 -1253 3 692 0. 8005250.43 0 0451 0.627 2 13 6.015 1.504 3.097 0 500 0.893 6.015 1.313 25.95 1008 4219 8005250 -54 0.0566 0.783 2.66 7.465 1 866 3.088 0.614 0.886 7.465 1.712 33.82 2006 4.134 7.378 1 525 45.66 2006 4.323 0.836 7.769 -1.686 3.628 0.784 8005250 -68 0.0713 0.978 3.33 9.261 2.315 3.077 0.752 0.877 9.261 2.240 44.26 4048 4.053 9261 2.003 59.96 4048 4.219 1.658 9.526 -1.674 3.611 0.785 800S250 -97 0.1017 1.372 4.67 12.789 3.197 3.053 1.009 0.857 12.789 3.190 72.06 9037 4.004, 12.789 3.053 102.70 11124 4.073 4.731 12.838 -1.652 3.575 0.787 _ 0.425 3.404 -0.836 3.709 0.949 10008162 -43 0.0451 0627 213 8.025 1.605 3577 0.168 0.518 8.025 1.414 27.94 802 5.292 10005162 -54 0.0566 0.783 2.66 9.950 1 990 3.565 0 204 0.511 9.950 1.990 3932 1593 5.000 9.950 1.712 51.26 1593 5.332 0 836 4 160 -0.827 3.696 0 950 10005162 -68 0.0713 0.978 133 12.325 2.465 3.550 0246 0.502 12.325 2.465 5620 3209 5.000 12 325 2.465 73.80 3209 5.000 1.658 5 060 -0.817 3.677 0.951 6.708 -0.795 10005162.97 01017 1.372 4.67 16.967 3.393 3 516 0.320 0.483 16.967 3.393 81.43 9037 5 000 16.967 3.393 120.37 9461 5.000 4.431 6.189 .795 3 6 37 0 9137 0 1000 0.0451 0.672 2.29 9.085 1.817 3.676 0.309 0.677 9.085 1.580 31.23 802 5.319 10005200.54 0.0566 0.839 2.86 11.278 2.256 3.666 0.378 0.671 11278 2.256 44.57 1593 5.000 11.278 1.805 54.04 1593 5.478 0.896 7.595 -1.153 3.901 0.913 10005200.68 0.0713 1.050 3.57 13.994 2.799 3.652 0.460 0.662 13.994 2.799 6228 3209 5.000 13.994 2.744 82.15 3209 5.037 1.779 9291 -1.142 3.883 0.913 10008200.97 0.1017 1A74 5.02 19.336 3.857 3.622 0.609 0.643 19.336 3.867 89.92 9937 5.000 19.336 3.667 133.42 9461 5.000 0082 10.404 -1.535 3.845 0.9 1000.5250-43 0 0451 0.717 2.44 10.203 2.041 3 771 0.531 0.860 10203 1.617 31.95 802 5.508 10005250-54 0.0566 0.896 3.05 12.677 2.535 3.762 0.653 0.854 12.677 2.277 44.99 1593 5.213 12.660 1.879 5626 1593 5.635 0.957 12 805 -1.525 4.148 0 865 10005250-68 0 0713 1.121 3 81 15.751 3.150 3.749 0.799 0.844 15 751 3.054 60.34 3209 5 060 15 751 2.670 79.94 3209 5.317 1.899 15 726 -1.514 4.130 0.866 10005250-97 0.1017 1 576 5.36 21.827 4 365 3 722 1 072 0.825 21.827 4.356 98.40 9037 5.004 21.827 4 181 140 63 9461 5 082 5 433 21268 -1.491 4.093 0.867 12005162 -54 19566 0.896 105 15.730 2.622 4.190 0 15730 2334 46.11 1321 6311 15330 2.024 60.60 1321 6.695 0957 6293 -0.744 4283 12005162 -68 0.0713 1.121 3.61 19.518 3.253 4.173 0.255 0.477 19.518 3.253 6428 2658 6.000 19.518 2.953 88.41 2658 6.257 1.899 7.666 -1734 4264 0.970 12005162-97 0.1017 1576 5.36 26.966 4.494 4.137 0.331 0.459 26.966 4.494 107.85 7814 6.000 26.966 4.494 159.42 7814 6.000 5.433 10.187 -0.713 4223 0.971 12005200.54' 0.0566 0.953 3 24 17.662 2.944 4306 0.393 0.643 17.662 2.658 52.52 1321 6281 17.662 2.143 64.17 1321 6.836 1 017 11.462 -1.047 4 478 0.945 12005200.68 0.0713 1.192 4 06 21.947 3.658 4.291 0 479 0.634 21.947 3.658 81.40 2658 6.000 21.947 3.265 97.75 2658 6.300 2.020 14 038 -1 036 4.459 0 946 12005200-97 0.1017 1.677 5.71 30.417 5 069 4.258 0.635 0.615 30.417 5 069 117.87 7814 6.000 30 417 5.069 174.89 7814 6.000 5.783 18.876 -1.014 4.420 0.947 12005250.54' 0.0566 1.009 3.43 19.681 3.280 4.416 0 683 0.823 19.681 2.679 52.94 1321 6.521 19.681 2238 67.01 1321 6.995 1.078 19354 -1395 4.704 0.912 1200S250 -97 0.1017 _ 1.779 605 34.016 5 669 4373 1.121 0 0.813 94 34.0 6 5 658 27 80 7814 6.004 34.0 6 5.446 183.15 7814 6.088 6.134 32260 -1361 4.648 0.914 ' Web height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. 8 SSMA .... . RMJ Structural Engineers l • . Robinson 103 Linden Avenue Job No. 02, -- 1 Date So. San Francisco, CA 94080 Meier Juilly & Associates 65o871-22 FAX 65o871•2459 Signed by C6 Sheet No. p of . - - - - -- - -- . . ------ -- 1 1•1 . . 911 T7fil 4740Z . entif . • . . . --......------------ • • - • . . - . _ . - - -- — -- • ---- - - -- _ . _ - • - - - - • . , f • 5 sett:1 e 011/691 (avec- 4 . 61.44 z esi, • . . . . • , 6 1-, 1. •-14,0-54 - ! ; .. . . - - - INN - • i . . - - . • . . . . - _ . . . • - - - - - - , - • 1 24 ,, b „ : . .. • . . _ • , _ . i . . .. . . . .. • , -- - .. . lc • ! - - , - • . - . . . 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RI v `J Victoria Secret 103 Linden Avenue Washignton Square South San Francisco, CA 94080 Portland, Oregon 97223 (650) 871 -2282 Job No. 10287 Date: 1/7/2011 Fax: 871 -2459 By: mas Page: \� Lateral Loads on Storefront Lateral loads on storefront shall be based on maximum of: 2006 IBC Section 1607.13, 5 psf In some cases, a conservative load, based on a higher seimic force may be used. Max storefront height = 14.75 ft 6.)=5 psf x .5 x 14.75 ft = 36.9 plf OR w= 18.4 plf (See following sheet for determination of seismic loads) Use w= 36.9 plf for loads perpendicular to storefront. Use W= 18.4 plf for loads parallel to storefront. RMJ Victoria Secret 103 Linden Avenue Washignton Square South San Francisco, CA 94080 Portland, Oregon 97223 (650) 871 - 2282 Job No. 10287 Date: 1/7/2011 Fax: 871 - 2459 By: mas Page: ‘1/ Lateral Force on Elements (ASCE Code Section 9.6.1.3) a 1.0 R 2.5 1 1.0 Sd 0.5 S 0.8 S = 0.6 F 1.354 z= 1.0 h= 2.0 Fp= (0.4 *a *S /(R *I *(1 +2 *(z/h)) * Wp= 0.161 W Fp shall not be less than 0.7C and need not be greater than 4C Fp= 0.3 *Sds *Ip *W p 0.151 W Fp= 1:6 *S *I p *W p = 0.804 W Fp= 0.161 W W 160 plf Fp= 18.4 plf RM.) Victoria Secret 103 Linden Avenue Washignton Square South San Francisco, CA 94080 Portland, Oregon 97223 (650) 871 - 2282 Job No. 10287 Date: 1/7/2011 Fax: 871 -2459 By: mas Page: �7 Full Heiqht Built - up Box Columns (resists loads parallel to storefront) Maximum Height= 18.5 ft 222 In (strong axis) Height of Box Beam= 15 ft 180 in (weak axis) Pmax= 80 plf x 13.5 ft/2 Pmax= 540 lbs Storefront Length = 51.5 ft Number of Full Height Columns = 4 Vmax= 18.4 plf x 51.5 ft / 4 = 236.7 lbs Mmax= 236.7 lbs x 15 ft x 3.5 ft / 18.5 ft = 8,062 in Use 4 full height columns w/2- 362S162 -54 Studs & 2- 362T150 -33 Tracks Only 2- 362S162 -54 Properties used in design of box column. See following sheet for PROP 86 print -out. P 540 lbs <P 3,270 lbs Check OK MMax= 8,062 in -lb <M 36,645 in -lb Check OK Copyright (C) - SURE -TIE, INC. - 1992 -98, All Rights Reserved. 362S162-54 \I>: DIMENSIONS / PHYSICAL PROPERTIES : Web (A' ) = 3.625 in. Punchout = 1.500 in. KLX = 222.00 in. Fy = 50.000 ksi (abar) = 3.568 in. Spacing = 24.000 in. Fya -AXIAL = 50.000 ksi (a ) = 3.342 in. Type = CONFORMING Fya -BEND = 50.000 ksi Flanges (B' ) = 1.625, 1.625 in. Thickness = 0.0566 in. KLY = 180.00 in. Fu = 65.000 ksi (bbar) = 1.568, 1.568 in. h/t Web = 59.0 Fu /Fy = 1.300 (b ) = 1.342, 1.342 in. w/t Flanges = 23.7, 23.7 Lip (C' ) = 0.500 in. Bearing Width = 1.500 in. KLT = 180.00 in. E = 29,500 ksi. (char) = 0.472 in. (c ) = 0.359 in. Radius (R ) = 0.0849 in. KLB = 222.00 in. G = 11,300 ksi - (r ) = 0.1132 in. (u ) = 0.1777 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 = 12.00 in. DEFLECTION LIMIT / MOMENT COEFFICIENTS : Deflection = L/240 Cmx = 1.000 Cmy = 1.000 Ey = 0.000 in. Ex = 0.000 in. GROSS / NET SECTION PROPERTIES BASED ON 1996 AISI SPECIFICATIONS (BOXED Configuration) Area Gross = 0.844 in "2 Area Net = 0.674 inA2 Ix Gross = 1.746 inA4 Sx Gross = 0.963 inA3 Rx Gross = 1.438 in. x -bar = 1.625 in. Ix Net = 1.714 inA4 Sx Net = 0.946 in "3 Rx Net = 1.595 in. Iy Gross = 1.257 in "4 Sy Gross = 0.774 in "3 Ry Gross = 1.221 in. y -bar = 1.813 in. Iy Net = 0.853 in "4 Sy Net = 0.525 inA3 Ry Net = 1.125 in. m = 0.000 in. J = 2.285370 in "4 xo = 0.000 in. Cw = 0.7166 in "6 Bw = - 0.1353 in "5 Bf = 0.1900 in "5 B1 = 0.2005 in "5 j = 0.1015 in. ro = 1.886 in. Beta = 1.000 Ixx /Iyy Required = 0.000/ 0.000 inA4 ALLOWABLE LOADS . Lateral Loads (X /Y) = 0.00/ 0.00 psf Overall Nominal Failure Load = 7,224 lbs. Overall Allowable Axial Load = 4,014 lbs. Omega = 1.80 Nominal Y -Axis Moment Capacity = 25,291 in -lbs Allowable Y -Axis Moment Capacity = 20,192 in -lbs Omega = 1.25 Nominal Cap. (Web in Tension) = 25,291 in -lbs Allowable Cap. (Web in Tension) = 20,192 in -lbs Iyy Effective at Comp. Yield = 0.769 in "4 Min. Spy Effective at Comp. Yield = 0.506 inA3 Min. Nominal X -Axis Moment Capacity = 45,898 in -lbs Allowable X -Axis Moment Capacity = 36,645 in -lbs Omega = 1.25 Ixx Effective at Comp. Yield = 1.718 in "4 Sxx Effective at Comp. Yield = 0.936 in "3 Allow. Load Considering Lat. Load (Comp /Tension) = 3,270/ 20,986 lbs. Lat. Load Moments (X /Y) = 8,062/ 0 in -lbs Allowable Shear Load on Unreinforced Web = 3,754 lbs. > Actual Shear Load = 0 lbs. Allowable End One -Flange Loading Reaction = 1,503 lbs. > Actual End Reaction = 0 lbs. Ixx for Deflection Determination = 1.746 in "4 - at Current Stress Level in Section of 12,246 psi Iyy for Deflection Determination = 0.769 in "4 - at Maximum Stress Level in Section of 50,000 psi PROP86, Version 5.00 - RMJ 8 ASSOCIATES Printed On 01 -07 -2011 at 16:14:02 Page 1 of 1 • R A A ! v iJ Victoria Secret 103 Linden Avenue Washignton Square South San Francisco, CA 94080 Portland, Oregon 97223 (650) 871 -2282 Job No. 10287 Date: 1/7/2011 Fax: 871 -2459 By: mas Page: \ Diagonal Braces Used to resist loads perpendicular to the storefront. Attachment Height P= 18.3876 plf x 4'- 0 "o.c. 0 = 45 degrees diagonal brace P 104.0 lbs Attachment above Height = 18.5 ft bott of diag. brace Bott. Of Diag Brace = 14.5 ft 'brace= (roof height -diag. brace bolt. height) /sin 0 = 5.7 ft • Length of brace based on angle = 67.9 in and difference in height between roof and connection to section Use 362S162 -33 BRACE at 4' -0" o.c. Good for 1,634 lbs (See following Prop 86 print -out) P 104.0 <P 1,634 lbs Copyright (C) - SURE -TIE, INC. - 1992 -98, All Rights Reserved. 362S162-33 V) DIMENSIONS / PHYSICAL PROPERTIES : Web (A' ) = 3.625 in. Punchout = 1.500 in. ELX = 68.00 in. Fy = 33.000 ksi (abar) = 3.590 in. Spacing = 24.000 in. Fya -AXIAL = 33.000 ksi (a ) = 3.403 in. Type = CONFORMING Fya -BEND = 33.000 ksi Flanges (B' ) = 1.625, 1.625 in. Thickness = 0.0346 in. KLY = 68.00 in. Fu = 45.000 ksi (bbar) = 1.590, 1.590 in. h/t Web = 98.4 Fu /Fy = 1.364 (b ) = 1.403, 1.403 in. wit Flanges = 40.5, 40.5 Lip (C' ) = 0.500 in. Bearing Width = 1.500 in. KLT = 68.00 in. E = 29,500 ksi (cbar) = 0.483 in. (c ) = 0.389 in. Radius (R ) = 0.0764 in. KLB = 68.00 in. G = 11,300 ksi (r ) = 0.0937 in. (u ) = 0.1471 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 = 12.00 in. DEFLECTION LIMIT / MOMENT COEFFICIENTS : Deflection = L/240 Cmx = 1.000 Cmy = 1.000 Ey = 0.000 in. Ex = 0.000 in. GROSS / NET SECTION PROPERTIES BASED ON 1996 AISI SPECIFICATIONS Area Gross = 0.262 inA2 Area Net = 0.210 in "2 Ix Gross = 0.551 inA4 Sx Gross = 0.304 in "3 Rx Gross = 1.450 in. x -bar = 0.520 in. Ix Net = 0.542 inA4 Sx Net = 0.299 in "3 Rx Net = 1.605 in. Iy Gross = 0.099 in "4 Sy Gross = 0.090 in "3 Ry Gross = 0.616 in. y -bar = 1.813 in. Iy Net = 0.082 in "4 Sy Net = 0.074 in "3 Ry Net = 0.624 in. m = 0.789 in. J = 0.000105 in "4 xo = -1.308 in. Cw = 0.3064 in "6 Bw = - 0.0868 in "5 Bf = 0.1192 in "5 Bl = 0.1281 in "5 j = 2.1165 in. ro = 2.048 in. Beta = 0.592 Ixx /Iyy Required = 0.000/ 0.000 in "4 ALLOWABLE LOADS Lateral Loads (X /Y) = 0.00/ 0.00 psf Overall Nominal Failure Load = 2,941 lbs. Overall Allowable Axial Load = 1,634 lbs. Omega = 1.80 Nominal Y -Axis Moment Capacity = 2,640 in -lbs Allowable Y -Axis Moment Capacity = 2,108 in -lbs Omega = 1.25 Nominal Cap. (Web in Tension) = 2,814 in -lbs Allowable Cap. (Web in Tension) = 2,246 in -lbs Iyy Effective at Comp. Yield = 0.070 in "4 Min. Syy Effective at Comp. Yield = 0.080 in "3 Min. Nominal X -Axis Moment Capacity = 7,811 in -lbs Allowable X -Axis Moment Capacity = 6,236 in -lbs Omega = 1.25 Ixx Effective at Comp. Yield = 0.538 in "4 Sxx Effective at Comp. Yield = 0.293 inA3 Allow. Load Considering Lat. Load (Comp /Tension) = 1,634/ 5,538 lbs. Lat. Load Moments (X /Y) = 0/ 0 in -lbs Allowable Shear Load on Unreinforced Web = 566 lbs. > Actual Shear Load = 0 lbs. Allowable End One - Flange Loading Reaction = 206 lbs. > Actual End Reaction = 0 lbs. Ixx for Deflection Determination = 0.551 in "4 - at Current Stress Level in Section of 6,233 psi Iyy for Deflection Determination = 0.070 inA4 - at Maximum Stress Level in Section of 33,000 psi PROP86, Version 5.00 - RMJ 6 ASSOCIATES Printed On 01 -07 -2011 at 16:15:12 Page 1 of 1 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.445 Longitude = - 122.782 • Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.0500000007450580 deg grid spacing Period Sa (sec) (g) 0.2 0.944 (Ss, Site Class B) 1.0 0.340 (S1, Site Class B) • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.445 Longitude = - 122.782 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.122 ,Fv = 1.72 Period Sa (sec) (g) 0.2 1.060 (SMs, Site Class D) 1.0 0.584 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.445 Longitude = - 122.782 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.122 ,Fv = 1.72 Period Sa (sec) (g) 0.2 0.706 (SDs, Site Class D) 1.0 0.390 (SD1, Site Class D)