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Specifications 136a4-Zc,13 - a -2P/ 730/ 6 Alf '-toc / RECEJVEr. DEC 302013 CITYOFTIGARD BUILDING DIVISION „- WI SE MAN _.._ RO H Y =� STRUCTURAL ENGINEERS 30 ' STRUCTURAL CALCULATIONS FOR Lumber Liquidators Tigard, OR December, 2013 W + R JOB #13-101 4se► 7 aR Fs r(4' .s, Aii°5 • - •N SA:ele• 11 L1REs: 12-31-2t11� 9915 Mira Mesa Blvd. Suite 200 San Diego, CA 92131 TEL. (858) 536-5166 WRENGINEERS.COM FAX. (858) 536-5163 I Design Maps Summary Report Page 1 of 2 S : Design Maps Summary Report User-Specified Input Report Title Lumber Liquidators Thu L)ecember 19, 2013 00:06:331 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.435°N, 122.752°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 2mi Aloha Beaverton . 217 oMilwaukie Kin" C i rd -:: ‘ , \ , , (,..-'4111P:''' i',,,,,,,,,.. N -0 ,.r:''-r- ss: ap _ Iii i' -?7' AMr ER1C, A . 'TMualatin _ 4,Gm- � 1 . � �2013 61 MapQuest.. uest, �� "h�yU� ♦ , " ti USGS-Provided Output Ss = 0.981 g SMS = 1.086 g Sos = 0.724 g S1 = 0.424 g SM1 = 0.668 g Sol = 0.445 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. NICER Response Spectrum Design Response Spectrum 0.22 1.10 0,20 0.59 0.72 0.22 0.04 0.77 0.50 SI 0.06 71 0.42 to 0.55 i N 0.40 ' 0.44 0.32 0.23 0.24 0.22 0.16 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.00 0.20 1.00 1.20 1.40 1.00 1.20 2.00 0.00 0.20 0.40 0.00 0.20 1.00 1.20 1.40 1.00 1.20 2.00 Period, T(sec) Period, T(set) For PGA„, TL, C,S, and CRL values, please view the detailed report. http://geohazards.uses.gov/desi>;nmans/us/summarv.nhn?temniate=minimal&latitude=45.... 12/1 R/2013 WISEMAN + ROHY STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. OF JOB NO. V20 V r M f\LJ 0 c WISEMAN + ROHY STRUCTURAL ENGINEERS BY L PA'. DATE PROJECT L vv,1)CA- L.r.. LA-71c-b to,1'0 k---S SHEET NO. OF E-IS 0 R._ JOB NO. I - 10 e- s.:LcN3 boAS L o ra_ PsF lAjALL Psr S es-a: GN1 ss St,s/ V--- O. N 5 k) s 0 P ,3 y, t 1 LJ1*-; io' 0 Ta - 0 e PIA L°414-- - (a. Isj HI -, f+11 t,1,5 b tLi" t.L Q bor, LLIL (: 3 La. .$) 7 P (5 6 e 2:17 .5 A P Ls VSE. 1-1- SS S-r-s-- 3//6- y I 1zl_X , .. ..-657.4 Cr;: • y3t'1 aolb/ff ±: 7.1 $' I ISI 231b/f'I :aza 3512 it Loads:BLC 4,Seismic Results for LC 9,IBC 16-5 Y-direction Reaction units are lb and k-ft Wiseman + Rohy Structur... 1SK - 1 David Maestas, P.E. Lumber Liquidators Dec 18, 2013 at 4:33 PM f72.4,. (L. i" �;�� L ��. 1r•- Studs.r2d GJ _ • . Column: M1 -- TR- t"")11-- Shape: 0R Shape: HSS5x5x3 li Material: A500_46 i 267.867 at 0 ft Length: 20 ft I Joint: N1s _- J Joint: N2 i A lb LC 9: IBC 16-5 I i Code Check: 0.134 (bending) Report Based On 97 Sections 372.5atOft .082 at 0 ft V lb fa ksi 1 ,+ -657.5 at 20 ft 6.432 at 11.875 ft M fc ksi -2.702 at 11.875 ft f f i r ft ksi .____ ..____ in II -6.432 at 11.875 ft -.636 at 10.417 ft AISC 13th(360-05): LRFD Code Check Direct Analysis Method Max Bending Check 0.134 Max Shear Check 0.017 Location 11.667 ft Location 20 ft Equation H1-lb Max Defl Ratio L/377 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender Fy 46 ksi Out Plane In Plane phi*Pnc 49418.312 lb Lb 20 ft 20 ft phi*Pnt 135792 lb KL/r 122.451 122.451 phi*Mn 20.32 k-ft phi*Vn 38.709 lb L Comp Flange 20 ft Cb 1 L-torque 20 ft Tau_b 1 (.2 .y . 391 3 1 - -- [3- 1 41 5Ib/II 231b/fl 366 2.6? Loads:BIC 4,Seismic Results for LC 9,IBC 16-5 V-direction Reaction units are lb and k-tt Wiseman + Rohy Structur... • SK- 2 David Maestas, P.E. Lumber Liquidators Dec 18, 2013 at 4:39 PM Truck Door Column.r2d __ Column: M9 0GIL Shape: HSS5x5x3 Material: A500_46 ' 267.867 at 0 ft Length: 20 ft I Joint: N1 ___ � J Joint: N2 A lb LC 9: IBC 16-5 Code Check: 0.092 (bending) Report Based On 97 Sections 306.25atOft .082 at 0 ft fa ksi i V `– --.. ;. �—_ lb -391.29 at 20 ft i � I 4.392 at 10.625 ft "11 1(41"k:. x,.. xr ml' C d`d ' Lrs 4. fc ksi -1.845 at 10.625 ft ft ksi pyz. in ( i I -4.392 at 10.625 ft -.447 at 10.208 ft AISC 13th(360-05): LRFD Code Check Direct Analysis Method Max Bending Check 0.092 Max Shear Check 0.010 Location 10.417 ft Location 20 ft Equation H1-1b Max Defl Ratio L1537 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender Fy 46 ksi Out Plane In Plane phi*Pnc 49418.312 lb Lb 20 ft 20 ft phi*Pnt 135792 lb KL/r 122.451 122.451 phi*Mn 20.32 k-ft phi*Vn 38.709 lb L Comp Flange 20 ft Cb 1 L-torque 20 ft Taub 1 • WISEMAN + ROHY '" STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. OF JOB NO. • ININNIII Wiseman+Rohy Structural Engineers Title : Ramp Wall Page: mew Job# : 13-101 Dsgnr: DM Date: DEC 18,2013 mem Use settings screen to create your Description.... company title block here. Nem This Wall in File:Z:\Projects113113-101 Lumber Liquidators Retain Pro 9©1989-2011 Ver:9.27 8171 'Registration#:RP-1157765 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 LCriteria I Soil Data ---1 -- - -%- . = , psf Allow Soil Bearing1000.0 Retained Height = 5.50 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf ! i':',' Soil Density,Toe = 0.00 pcf 1 Footingl$Soil Friction = 0.350 Soil height to ignore '- for passive pressure = 0.00 in h y v 5 41-. .:--' '„t Ft. - a Thumbnail Surcharge Loads 1 Lateral Load Applied to Stem ' Lfkdjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft [ Axial Load Applied to Stem 0 has been increased by a factor of 1.00 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I PStem ConstructionTop Stern _ - - ' Stem OK Wall Stability Ratios Design Height Above FtE ft= 0.00 Overturning = 2.51 OK Wall Material Above"Ht" = Masonry Sliding = 1.46 Ratio< 1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 2,231 lbs Rebar Spacing = 24.00 ...resultant ecc. = 6.10 in Rebar Placed at = Center Design Data - Soil Pressure @ Toe = 1,045 psf NG fb/FB+fa/Fa = 0.774 Soil Pressure @ Heel = 119 psf OK Allowable = 1,000 Total Force @ Section lbs= 959.0 psf Moment....Actual ft-#= 1,860.8 Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 1,463 psf Moment Allowable = 2,403.6 ACI Factored @ Heel = 167 psf Shear Actual psi= 21.3 Footing Shear @ Toe = 9.3 psi OK Shear Allowable psi= 69.7 Footing Shear @ Heel = 8.1 psi OK Wall Weight = 78.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.75 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 45.00 Lateral Sliding Force = 883.3 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 506.3 lbs HOOK EMBED INTO FTG in= 7.00 less 100%Friction Force = - 780.9 lbs Added Force Req'd = 0.0 lbs OK Masonry Data - ....for 1.5: 1 Stability = 37.8 lbs NG fm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes Load Factors -------- Modular Ratio'n' = 21.48 Building Code CBC 2010 Equiv.Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= Seismic, E 1.000 Fy psi= Wiseman+Rohy Structural Engineers Title : Ramp Wall Page: Job# : 13-101 Dsgnr: DM Date: DEC 18,2013 ._,E.........__. Use settings screen to create your Description.... company title block here. This Wall in File:Z:\Projects\13113-101 Lumber Liquidators Retain Pro 9©1989-2011 Ver:9.27 8171 'Registration#:RP-1157765 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths I Footing Design Results t Toe Width = 1.50 ft Toe Heel Heel Width = 2.33 Factored Pressure = 1,463 167 psf Total Footing Width = 3.83 Mu':Upward = 1,771 628 ft-# Footing Thickness = 15.00 in Mu':Downward = 472 1,972 ft-# Mu: Design = 1,299 1,345 ft-# Key Width = 12.00 in Actual 1-Way Shear = 9.33 8.05 psi Key Depth = 6.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7© 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 0.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu<S*Fr Heel: Not req'd, Mu<S*Fr Key: Not Req'd=Mu<S*Fr Summary of Overturning & Resisting Forces& MomentsI OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 797.3 2.25 1,794.0 Soil Over Heel = 1,008_3 3.00 3,025.0 Surcharge over Heel = 85.9 3.38 289.9 Sloped Soil Over Heel = Toe Active Pressure = 0.58 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weight(s) = 429.0 1.83 786.5 ----- - Earth @ Stem Transitions= Total = 883.3 O.T.M. = 2,084.0 Footing Weight = 718.8 1.92 1,377.6 Resisting/Overturning Ratio = 2.51 Key Weight = 75.0 0.50 37.5 Vertical Loads used for Soil Pressure= 2,231.1 lbs Vert. Component = Total- 2,231.1 lbs R.M.= 5,226.6 *Axial live load NOT included in total displayed, or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: • 4 8.in Mas w/#5(�24.in o/c • I A A Solid Grout • • 5'-6" 5'-6" •,. • 2" 6" • • • A 1'-3" i • 3.. #7@16.in @ Toe _ 1 6" - #6@16.in @ Heel Designer select all horiz.reinf. 1. See Appendix A Oji 2'_10" 1-6" 2'-4" ►I 3'-10" -�- -- --- ►►►III I 40.psf Pp=506.25# 883.25# 119.15psf 1044.9psf WISEMAN + ROHY 7 STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. OF JOB NO. (1/41 c rIL !. t--GiLJ a i•— kilf L.— WI 00jk) " c `) GuittiF1.31- - i' 'k ` : 5!bk) D—> WISEMAN + ROHY STRUCTURAL ENGINEERS I`-1 BY .b i^-'\. DATE PROJECT 14-1-t Pte&. e o -S SHEET NO. OF f x C; -ni O JOB NO. I t0 ( 2 $F) ( - )1.`. L Z( � - (, f ,) 11 (`_4 ) 3 z.. P F Pt-F- t 1 K '1 7 lq 6. ) Lk "_. t 2 '-- kJ ® 0. 35 :,_= 1. 84q P b k.- hid = L.0 S 0.2 '?" t, V= c. . �'- -�-------_ f(7� .. . , 2 .2�/G� �I =4 5 31L t'