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Plans RECEIVED MAY 4 2017 CITY OF TIGARD Structural Calculations °U1LDING DIVISION for Terra Firma - Loading Dock Extension 7910 SW Hunziker St. Tigard, OR March 8, 2017 DESIGN CODE 2014 Oregon Structural Specialty Code LOADS at rest lateral soil pressure 60 psf/ft coefficient of friction _ 0.45 allowable soil bearing pressure 1,500 psf CITY OF TIGARD REVIEWED FOR COD COMPLIANCE Approved; f ► OTC; j j Permit#: V V 2(7-- Ir << Addres+a: ct'_ ►''�i_.-.:) is ' 0 1.� Suite#: _...ttleti. Dates sdr2.4.' 4 A OFFICE COPY g��u PROF �5� G I NF 'III SCOPE OF WORK � These calculations are for the extension of an existing concrete loading dock. �.pr �110. ' R. HP, EXP: 6/30/ (� HAYDEN BY DATE ENGINEERS REV DATE STRUCTURAL I CIVIL O (503)968-9994 p (503)968-8444 f JOB SHEET OF A 1 t,M���;t� t:i)(v � ail y AZ, 1 I I 1 t I I ' i I t i ( ( r1 I I 11,,,J ! ,LAS ,7 i) c"ri`,...N `,p 1 I ` o ttit,er4. —cc,: IZ Q0 74: Zvi 50-'I 1' 1 1/ i TU.kiet ;Si ('r.c_t qac ?,1' i 1 i � 1?2 ; F I. 1 t q �� i 1 j I I 1 1 ! 1 I I HAYDEN13 c BY i M DATE %JedI� N G N Tank ,[M4-LoAbltt!Dock' REV ... DATE STRUCTURAL I CIVIL -. ...-.. .... .. .. .... JOB NO 1074 (503)968-9994 p (503)968-8444 f SHEET OF f ,,,, SHEET 1 Use menu item Settings>Printing&Title Block Title no key Page: 1 ` to set these five lines of information Job#: Dsgnr: Date: 8 MAR 2017 for your program. Description.... This Wall in File:z:\projects\2017 projects\17074 terra firma-loading dock\caiculations\retainpro License:Ko W-06058636° Build 11.16.11.12 Restrained Retaining Wall Code: IBC 2012,ACI318-11,ACI530-11 License To:HAYDEN CONSULTING ENGINEERS Criteria 11 .Soil Data I Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method At-rest Heel Pressure = 60.0 sf/ft "°`°a°"'� Total Wall Height = 4.00 ft p } } acv.' .... Top Support Height = 4.00 ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootinglISoil Frictior = 0.450 Height of Soil over Toe = 6.00 in Soll height to ignore for passive pressure = 6.00 in i Thumbnail Surcharge Loads I Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 250.0 psfLateral Load 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>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 NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem I Load Type = Wind(W) Footing Type Line Load Axial Dead Load = 0.0 lbs (strength Level) Base Above/Below Soil = 0.0 ft Wind on Exposed at Back of Wall Axial Live Load = 0,0 lbs p sed Stem= 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 11 Kh Soil Density Multiplier= 0.200 g Added seismic per unit area - 0.0 psf ti I Stem Weight Seismic Load 1 Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary i Concrete Stem Construction Total BearingLoad = =2,788 lbs Thickness 6.00 in Fy = 60,000 psi ...resultant ecc. = 0.97 in Wall Weight = 75.0 psf fc = 2,500 psi Soil Pressure @ Toe = 743 psf OK Stem is FREE to rotate at top of footing Soil Pressure©Heel = 743 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 1,007 psf ACI Factored @ Heel = 777 psf Stem OK stem OK Stem t)K Footing Shear @ Toe = 0.5 psi OK Design Height Above Ftg = 4.00 ft 1.85 ft 0.00 ft Rebar Size # 4 # 4 # 4 Footing Shear @ Heel = 5.9 psi OK Rebar Spacing = 16.00 in 16.00 in 16.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 431.7 lbs Rebar Depth 'd' = 3.00 in 3.00 in 3.00 In Reaction at Bottom = 999.1 lbs Design Data --- "- ----- .-. ......... Sliding Stability Ratio = 1.51 OK fb/FB+fa/Fa = 0.000 0.430 0.000 Sliding Caics Mu....Actual = 0.0 ft-# 818.9 ft-# 0.0 ft-# Lateral Sliding Force = 999.1 lbs Mn*Phi Allowable = 1,905.5 ft-# 1,905.5 ft-# 1,905.5 ft-# less 100%Passive Forces - 250.0 lbs less 100%Friction Force= - 1,254.4 lbs Shear Force @ this height = 695.9 lbs 948.4 lbs Added Force Req'd - 0.0 lbs OK ....for 1,5 Stability = 0.0 lbs OK Shear Actual - 19.33 psi 26.34 psi Vertical component of active lateral soil pressure IS Shear Allowable = 75.00 psi 75.00 psi considered in the calculation of soil bearing pressures. Other Acceptable Sizes&Spacings: Toe: None Spec'd -or- Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Load Factors - Heel:None Spec'd -or- Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Building Code IBC 2012,ACI Key: No key defined -or- No key defined Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1,000 Seismic,E 1.000 Use menu Item Settings>Printing&Title Block Title no key Page: 2 to set these five lines of information Job#: Dsgnr: Date: 8 MAR 2017 - for your program. Description.... This Wall in File:z:\projects\2017 projects\17074 terra firma-loading dock\caiculations\retainpro RetalnPro(c)1987-2016, Build 11.16.11.12 License:KW-06058636 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:HAYDEN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)"As: 0 in2/ft Min Stem T&S Reinf Area 0.576 in2 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft 0.0018bh:0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options: ------ One layer of: Two layers of: Required Area: 0.1296 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area: 0.15 in2/ft #501 25.83 in #5©51.67 in Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6G• 73.33 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0679 in2/ft (4/3)*As: 0.0905 in2/ft Min Stem T&S Reinf Area 0.310 in2 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft 0.0018bh:0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1296 in2/ft #4©16.67 in #4@ 33.33 in Provided Area: 0.15 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 Int/ft Min Stem T&S Reinf Area 0.266 in2 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft 0.0018bh:0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options: ======== One layer of: Two layers of: Required Area: 0.1296 in2/ft #4@ 16.67 in #4©33.33 in Provided Area: 0.15 in2/ft #5©25.83 in #5©51.67 In Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in _.� Footing Strengths&Dimensions -11 Looting Design Results Toe Width = 0.50 ft Igt Heel Width = 3.25 Factored Pressure = 1,007 777 psf Total Footing Width = 3.75 Mu':Upward = 125 3,151 ft-# Footing Thickness = 12.00 In Mu':Downward = 31 4,190 ft-# Key Width = 0.00 in Mu: Design = 94 1,039 ft4 Key Depth = 0.00 in Actual 1-Way Shear = 0.50 5.95 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.97 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 tit Cover©Top = 2.00 in ©Btm.= 3.00 in if one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18,52 in #5@ 14.35 in #5(LD 28.70 in #6@ 20.37 in #6@ 40.74 in 3 Use menu item Settings>Printing&Title Block Title no key Page: 3 to set these five lines of Information Job#: Dsgnr: Date: 8 MAR 2017 - for your program. Description.... This Wall in File:z:\projects\2017 projects\17074 terra firma-loading dock\calculations\retainpro RetalnPro(c)1987-2016, Build 11.16.11.12 License:KW-06058636 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:HAYDEN CONSULTING ENGINEERS Summary of Forces on Footing : Slab is NOT resisting sliding,stem Is PINNED at footing111 Forces acting on footing for overturning,sliding,&soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... lbs ft ft-# Resisting Moments... lbs lbs ft ft-# Stem Shear©Top of Footing = -592.7 1.00 -592.7 Surcharge Over Heel = 687.5 2.38 1,632.8 Heel Active Pressure = -406.4 0.49 -198.2 Adjacent Footing Load = Sliding Force - 999.1 Axial Dead Load on Stem = Overturning Moment = -790.9 Soil Over Toe = 27.5 0.25 6.9 Stem Weight = 300.0 Footing Overturning Stability Ratio 696.88 Surcharge Over Toe = 0.75 225.0 Net Moment Used For Soil Pressure Calculations 224.3 ft4 Soil Over Heel 1,210.0 2.38 2,873.8 Footing Weight = 562.5 1.88 1,054.7 Net Mom.at StemlFtg Interface= 224.3 ft-# Total Vertical Force = 2,787.5 lbs Allow.Mom.@ Stem/Ftg Interface= 1,191.0 ft-# Resisting Moment = 5,793.1 Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 743.3 psf Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. 4 SIMPSON Anchor Designer TM m1 Date: 1 Software Engineer: Copany: Page: 1l 1/43/7/2017 Sttrongulle Version 2.5.6163.33 Project: e Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2,Mout Data&Anchor.Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):10.00 Anchor Information: State:Cracked Compressive strength,f°(psi):2500 Anchor type:Bonded anchor 4.,v:1.0 Material:A615 Grade 60 Rebar Reinforcement condition:B tension,A shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,het(inch):4.000 Reinforcement provided at corners:No Code report:ICC-ES ESR-2508 Do not evaluate concrete breakout in tension:No Anchor category:- Do not evaluate concrete breakout in shear:No Anchor ductility:No Hole condition:Dry concrete hmm(inch):6.50 Inspection:Continuous cm(Inch):5.06 Temperature range,Short/Long:150/110°F Cm.(inch):1.76 Ignore 6do requirement:Not applicable Sm.(Inch):3.00 Build-up grout pad:No Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No <Figure 1> 1800 lb i O lb 0l Y x, v. 4 *,t Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility, Simpson Strong-Tie Company Inc 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax;925.847.3B71 www.strongtie.com 5 SIMPSON Anchor Designer TM Company: Date: 3/7/2017 Software Engineer: Page: 2/4 strop o Tie Project: Version 2.5.6163.33 Address: e Phone: E-mail: <Figure 2> 3.00 3.00 Recommended Anchor Anchor Name:SET-XP®-SET-XP w/#4 A615 Gr.60 Rebar Code Report:ICC-ES ESR-2508 f y, s ng • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925,560,9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 3/7/2017 Software Engineer: Page: 3/4 Strong-TAo Project: Version 2,5.6163.33 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N..(Ib) V...(lb) V..y(lb) 1(VU.x)2+(Vuey)2(Ib) 1 1800.0 0.0 0.0 0.0 Sum 1800.0 0.0 0.0 0.0 Maximum concrete compression strain(%.):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):1800 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(Inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.D.5.1) N..(ib) 0 0N..(lb) 18000 0.65 11700 5.Concrete Breakout Strength of Anchor in Tension(Sec.0.5.1) • Na=kcileif'.h.r'•5(Eq.D-6) kc Aa f.(psi) he(in) Nn(Ib) 17.0 1.00 2500 4.000 6800 0N06=0(ANc/AN..)Y'.a.NY'.,NSPcp,NN.(Sec.0.4.1&Eq.D-3) ANc(in2) AN..(in2) C.,min(in) V'ed,N Ic.N Y'.p,N Nn(lb) 0 0N.n(Ib) 72.00 144.00 3.00 0.850 1.00 1.000 6800 0.65 1879 8.Adhesive Strength of Anchor in Tension(Sec.5.5) Zke,=Actf.hortdemlK.at m,«(psi) fenortdem, Keel n cr(psi) 735 1.00 1.00 735 Na.=2arwrrdeher(Eq.D-22) A e T.,(psi) da(In) h.,(In) Na.(ib) 1.00 735 0.50 4.000 4618 0Ne=0(ANS ANao)'Y.d,Na¶Pcp,NeNbe(Sec.D.4.1 &Eq.D-18) AN.(in2) ANao(in2) CN.(in) 0.,mn,(in) S%d,Na Y'.p,N. Na.(Ib) 0 4N.(Ib) 53.36 79.09 4.45 3.00 0.902 1.000 4618 0.65 1828 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 7 SIMPSON Anchor Designer TM y: 3/ Software EngiCompanneer Page:Date: 4/47/2017 Strong-Tie 2.5.6163.33 Project: Address: Phone: E-mail: 11.Results Interaction of Tensile and Shear Forces(Sec.0.7) Tension Factored Load,N.(lb) Design Strength,eN„(Ib) Ratio Status Steel 1800 11700 0.15 Pass Concrete breakout 1800 1879 0.96 Pass Adhesive 1800 1828 0.98 Pass(Governs) • SET-XP W/#4 A615 Gr.60 Rebar with hef a 4.000 Inch meets the selected design criteria. 12.Warnings -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength In tension and concrete pryout strength In shear for SET-XP adhesive anchor Is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own Judgement to determine If this design Is suitable. -Refer to manufacturer's product literature for hole cleaning and Installation instructions. • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.strongtle.com 9/O