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Plans [ C 7650 SW Bcvcland Street TM RIPPLY sugar 00 Tigard, Oregon 97223 M CONSULTING ENGINEERS Phone: (503) 443-3900 Fax: (503) 443 -3700 FACSIMILE TRANSMITTAL 16 ra 06 5- co l ei 3,) DATE: Friday, December 16, 2005 PROJECT NO: 5306 PLEASE DELIVER THE FOLLOWING PAGES IMMEDIATELY TO: COMPANY: Tigard Building Department ATTENTION: Val PROJECT: Shurgard — King City DESCRIPTION: Calculation sheets with updated code titles REMARKS: Sorry for the mix up. AU the original values I used were from the NDS 2005. I checked them all with the 2001 values and they all appear to be the same. That NDS ' 91 note was just left there from an old sheet. Please let me know if you need anything else. Thank You, FROM: Tim Agnew RECEIVER'S FAX NO: 503- 624 -3681 THERE ARE 4 PAGES, INCLUDING THIS TRANSMITTAL SHEET. — 3�n Pl y $.4.40 i prow D AI / Lerk,eg a --=-� CTo r .F) = 21, 2_ Pl. F �l.78 scgiN ca.4.oq Yr _ '!z 4549 )(1. s) = 1/56 ( At) — t_ 1.04 WITHS *i,! = 242. A42(11 / (7 Zr- 3 = if, S • .Jog` of ' 'fsn ° V;4 1 ) = ZZ,y ° AD: 1aR (6•13wet Low ..t • T ((1114 771)(4(1.) `�5s -' 3 S ^ 00 0) ♦ 03Sy 7t 6 :IV Q.C, 93.3 ()MO -4 32,5 ? 7.42. 0 aic • M 'TM RIFPE LEPl�Q copJr roa {iii -xct/) BY Ta o, CONSULTING ENGINE RS • CNK BY DATE 7650 S, W. Beveland St, Suite 100 roe NO 34 Tigard, Oregon 97223 Phone (503) 443 -3900 .2.G OF - " GLENN FRANK ENGINEERING • STRUCTURAL CONSULTANTS WOOD STUDS COMBINED LOAD PROJECT: Shurgard-King City DATE: 12/16/2005 Tall walls in Tower • JOB NO. 5306 BY: TA NOTES; NDS '01 ---1:1BC INPUT: - SPECIES: Douglas Fir GRADE: 2 LENGTH: 17.25 ft.. Fb (PSI) = 900 Fell (PSI) = 1350 Fct (PSI) 625 E (KSI) = 1,600 F (PSI) = 1,600,000 Col. width = 1.5 in. Col. depth. = 5.5 in. Axial Load = 300 lbs. • Wind Ioad = 26.7 pif Cd (Duration Factor) ; 1.60 CF (Size Factors) CFc = 1.10 Cr (Repetetive Member Factor): 1.1.5 CFb = 1.30 Cl (Beam. Stability Factor): 1.00 Cm (Wet Service Factor): 1.00 Ct (Temperature Factor): 1.00 OUTPUT. Fce = 339 psi A= 8.25 in.^3 Adjusted Fc = 2376 psi S — 7.56 in.^3 Cp (Column Stability Factor) = 0,14 Fb = .2153 psi Fc' = 328 psi M. - 992 ft.-lb. .78*Fc' = 256 psi _ fb 7 1574 psi fc = 36 psi (fc/Fc')^2 + [fb/F13 0.83 OK under combined loading NOTES: Fb' (PSI) = Fb(CD)x(CL)x(Cr)x(CM)x(Ct)x(CFb) Cp=[(1+(Fcc/Fc*))/2c]. {[((1+(Fee/Fe*))/2c) M(allow) Fb'xS Fe*=(Fcl)x(CD)x(CM)x(Ct)x(CF) Kce-0.3 Fel' (PST) = Fcl(CD)x(Cp)x(CM)x(Ct)x(CFc) Fce=(Kee)x(E)/(1../d)"2 e3.8 Fc+' (PSI) = Fe+x(CM)x(Ct) E'(E)x(CM)x(Ct) Lateral Deflection = 1.60 in. Li 130 (Excessive Deflection) p&p.cewmt-e ' fino-if Denarno- 2.14 r GLENN_FRANK ENGINEERING STRUCTURAL CONSULTANTS WOOD STUDS COMBINED LOAD PROJECT: Shurgard -King City DATE: 12/16/2005 Bearing Walls @ end zone JOB NO. 5306 BY: TA 7130 03 NOTES: NDS '01 93 INPUT: SPECIES: Douglas Fir GRADE: 2 LENGTH: 10.13 ft. Fb (PSI) = 900 Fcil (PSI) = 1350 Fct (PSI) 625 E (KSI) = 1,600 E' (PSI) = 1,600,000 Col. width = 1.5 in. Col. depth = 5.5 in. Axial Load = 695 lbs. Wind load = 26.5 plf Cd (Duration Factor) : 1.60 CF (Size Factors). CFc = 1.10 Cr (Repetetive Member Factor): 1.15 CFb = 1.30 Cl (Beam Stability Factor): I.00 Cm (Wet Service Factor): 1.00 Ct (Temperature Factor): I.00 OUTPUT: Pce = 984 psi . A = 8.25 in. ^3 Adjusted Fc = 2376 psi S = 7.56 in.. ^3 Cp (Column Stability Factor) = 0.37 Fb - 2153 psi Fc' = 880 , psi M - 340 ft-lb. .78 *Fc' = 686 psi. fb = 539 psi fc = 84 psi (fc/Fc') ^2 + [fbfFb'(1- fc/Fce)] = 0.28 OK under combined loading NOTES , Fb' ( PSI) = Fb(CD)x(CL)x(Cr)x(CM)x(Ct)x(CFb) Cp=[( 1+( Fce/ Fc*))/ 2c]-{[(( 1.+( Fce /Fc *)) /2c) ^2]- (Fce/Fc *) /c} ^,5 M(allow) = Fb'xS Fc *= (.Fcpx(CD)x(CM)x(Ct)x(CF) Kce -0.3 Fed' (PSI) = FcI(CD)x(Cp)x(CM)x(Ct)x(CFc) Fce= (Kce)x(E') /(L /d) ^2 c Fc +' (PSI) = Fc +x(CM)x(Ct) E'=(E)x(CM)x(Ct) Lateral Deflection = 0.19 in. L/ 645 (Deflection OK)