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Report (8)r . , t l I rI S ex,1„,,,,-c3 KAYU INTERNATIONAL TI TIGARD, OR STRUCTURAL CALCULATIONS STRONGBACKING AT REVISED AND NEW WALL OPENINGS ST1-ST5 RECEIVED _co CTCIk�r JAN 1 B 2014 -,A., PRO/ t 1 CITY OF TIGARD �S BUILDING DIVISION 9 � 6�j�r Gj"'IEGO.N `'/Tic, 13,CI, 414. December 11, 2013 EXPIRES: VIII PROJECT NUMBER: 130015.02 4 CI 1111 ARCHITECTURE ENGINEERING UPLANNING INTERIORS LANDSCAPE 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAx:503.226.1670 INFO @CIDAINC.COM WWW.CIDAINC.COM 577 CIDA KAYU TI cdg TEL: (503)226-1285 130015.02 FAX: (503)226 1670 12/10/2013 WIND LOAD: BASED ON ASCE 7-05 Vas := 95 Exposure B := 1.0 Kd := 0.85 Kh := 0.7 GCp := 0.86 +0.18 component and cladding walls 200ft^2 Kzt := 1.0 Cf := 1.3 qZ := 0.00256•Kh•KZt•Kd•IWV3s2•psf qZ = 13.75psf F := GCp•gz.lw F = 14.3psf PANEL DESIGN OUT OF PLANE (SEISMIC) SEISMIC PARTS AND PORTIONS SDS := 0.76 Ip := 1.0 hr := 23.5•ft h := 23.5ft t := 5.5.in Wp := t 15opcf Wp = 68.75psf Fp := 0.4•SDS•Ip•Wp Fp = 20.9 psf 0.7•Fp = 14.63 psf E:\adcadd\13\0015.02 Kayu International\structural\LATERAL LOADING.mcd Q 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 CI �_. TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info @cidainc.com - ARCHITECTURES 57Z- ENGINEEP.i,. PROJECT NAME: PROD.No. SHEET PLANNi': I NTE R 101. TITLE: BY: DATE: !! , �T VT, st, pNM{ 1 (40 • ? ‘ 6 . ■■ Eli` ',5'EIMICEIIIES=4 . I 1,51-ow I ht ' r ,1 e e 7f' Hl_, I . ' -` I, I No 3i' ' ,d e® Ts S I , I. 1 g! t I0 { y�■ / - / I ■ 1 y311 6 SE /'`'Z. ,,15_= 07,t/27fr -. -/01 i let 1 4' , r _ ,r ,. ...-- , 1 , rillailimi )f' I lv/r14 iii p9 Litt Of.t 4..1,721 . 1 4 ko rj1111.1111111 f - 1 P Z 4s ■■zz 'RO,,if�GA pIGf ,:c..1 1■■■■■ t- E ' 111EUZE M© ,V,k r J !41 1111111.11111111111 iii.--' _ 1 I ■■■■■ . 1 3-- ■E ■!■ . /, i ' 11111111•111/111 _ o o1V/ ordwilit Drgi o,� 0 Puviiik x'i 14D%1b tf 1 i l • ✓%_I Steel Beam File=e:ladcadd11310015.02Kayu lntemationallstructurallstrongbackec6 ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#: KW-06006865 Licensee:CIDA INC. Description: Strongback over 10'x18'-6"opening CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 W(0.1972) ■ i i i i i Span=23.670 ft HSS6x6x3/8 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.1972 Wft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.381 : 1 Maximum Shear Stress Ratio= 0.041 : 1 Section used for this span HSS6x6x3/8 Section used for this span HSS6x6x3/8 Ma:Applied 13.811 k-ft Va:Applied 2.334 k Mn/Omega:Allowable 36.267 k-ft VNOmega:Allowable 57.137 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 11.835ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.226 in Ratio= 232 Max Upward Total Deflection 0.000 in Ratio= 0<180 _ _—.. __...._._.._... ._........__ __...__..___. ...._____.. .. ...._.._._.. Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span W Only 1 1.2256 11.953 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.334 2.334 W Only 2.334 2.334 15895 Sw 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info @cidainc.com �( / „P.0 H,LC i USE ENGINEERING PROJECT NAME: PROD.NO. SHEET PLANNING INTERIORS TITLE: By: DATE: LANDSCAPE ■■EMECM■■■■■■■■91■■111■■■■■1■■■ II' ! hi1hhhhhJI1■ ■■®m■o" ■■ ■■■■■1u■I■I■1■I■■■■■■■f■■1■111i1■ ■■■■■■■■ ■■■■■1u■I■I■1■■■■■■■■■■I■11M■ ■ - Ell■■M■EZ■■■■II■I■ EOMM■■■■■■!I■111■■ ■ ■■■INI■■■■■■■M■I■ MEM E 3M i'ffifi■OIII■ AMA MEMMUMSOMMEMINIMMEMIMMEMMEMOMMEM IIIIIIuuIIIIIIIIimIiiInuIIIiiIIIluII WEENIE ' NMI MEMMIIMMOMMINIMEMMEMEM IMMEMEMMiEMMEMEMMNImmitmEmOMMEM ■■■■■■■■■ifs ■■■■■iii■■■■■■■■■■■■■■ ■■M' ■® M■■■ ■■■■■■■■■■■■■■■■■■■■ ■■■■■■ ■■■■■■■■■■■■■■■■■■■■I■i INME ■U EMEM■EMM■ ■■■■■■■■■■■■■■I■ylM■■ ■■■■EU■■■■■■ ■■■■■■■■■■■■■■I■,.Ili ■ ■■© ■M■■■■ ®■■■■M■!■N■■■.'P,, ■I■U1i■■ MIlmmEMEMENNMEMMOMMEMEMEMMINVEMM ■WOMEEZ■U%MEE 1■■■■■■■■■■■■■I■ M1i■ 11111111111111111111111111113111 ■■■■■■■■■ ■■■■■■■■■■■■■■■■■M IIM■■ ■■EEM ''■■■ ■E■■E■■■■■■■■■■BEIMEM ■■1 !!'■F .Mr.■■■■■■■E1EK,■■■■■■■■■■■■1■■■■■ ■■U■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■ ■ifs■■■M■■■E■■■■ ■EEMM P■■■■■ ■■■■ ■■viii■■■■■ ■■■■■■■■■■■■■■■■■■■■■■ . . y,y Steel Beam ENERCALC,ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver..6.13.8.31 Lic.#: KW-06006865 Licensee:CIDA INC. Description: Strongback over 14'(20'-0"opening CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 W(0.1734) �_'rf^_'"'� c?`.'!°Se'c:r F r°x. ... ..T.k;rt .4• ). FBS"r a, r .r :a.t e n an`.7 n2. - _ "r.:.�.� TsL:',.�..�Sa�.,K3.�czs:-k`�T -r a..a:;,i..w�'-�'''7;:�v' -,„ S • pan =23.250 ft HSS6x6x3/8 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.1734 k/ft, Tributary Width=1.0 ft D ESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.323: 1 Maximum Shear Stress Ratio= 0.035 : 1 Section used for this span HSS6x6x3/8 Section used for this span HSS6x6x3/8 Ma:Applied 11.717 k-ft Va:Applied 2.016 k Mn/Omega:Allowable 36.267 k-ft VrVOmega:Allowable 57.137 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 11.625ft Location of maximum on span 23.250 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.003 in Ratio= 278 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Deft Location in Span Load Combination Max.'+'Defl Location in Span W Only 1 1.0032 11.741 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.016 2.016 W Only 2.016 2.016