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HomeMy WebLinkAboutSpecifications (25) DEItss scm DIBBLE ENGINEERS INC OFFICE COPY RECEIVED JUN - 4 2019 CITY OF TIGARD BUILDING DIVISION SUPPLEMENTAL STRUCTURAL CALCULATIONS MACDONALD'S TIGARD, OR PROJZ I 77398E < '—'71011.."' Ilk 6 6 9REGon! fo„ 6•6yDt 132O0 °'49 A DVcS° EXPIRES: DECEMBER 31,2019 05/31/2019 „,,oF4t*tgtgn'Zastigpttlixmtowfprloaotg,4M*MitNENVVBIMW3iftZMNiNta,tlStifailtIVilat aroi eetgriOtg:Viatt 'tiiMnittfiaqtinMzt!'f;..-f2hii.SNrt-.12fiqmarr.itasfitt:z°,lfstfiCitikaogIYSMtiladktlNAkfVatiri---V1'M-tternkti D I F:.NCINFERS INC STRUCTURAL CALCULATIONS TABLE OF CONTENTS mcD's Tigard, OR; DE i Job 18- 1341 Gravity 1 o Beam Caclulations o Foundations — _ k.r,1 1.61 CtI PROJECT NAME SHE)f r McD's Tigard, OR El D PROJEC I A DAi 18-1341 t 5/2019 _ DIBB [ [N( NE IRS INC SUBJECT BY Partial Key Plan EAH 5 ,,,,,,t., _ E___A ,.., , 4/S-3 TYP A 1 EXISTING METAL DECKING TO REM -Tr -ErL r _ l/S-4 V g, _I r PAO& "\''''' FOUNDATION 1 : , PLAN AT CASH BOOTH h ri: ...S.' ei _F_e __,/ ) ,s.„..-:„...,... .0 A „ I ,,, 1 INSTALL(N)HSS 4x4x'/,,COLUMN BRACE (E)CMU LINTEL TO 7'-6 N„ M121? I , 0 END OF CMU OPENING PER 4/S-6 --H REMAIN,TSP,UNO i, 11 ...4% ,...tt, \'' I / r (E)CMU WALL TO BE REMOVED,ISP —--3 NG -1, 1' (N)W000 FRAMED STUD WALL W/ r 2x6 0 16"0C,SHEATHING&FASTENERS ..,,g' L PER SHEAR WALL TYPE SW-6,TSP ' - (N)TRELLIS PER ARCH 8 MIN LENGTH OF CMV INF LL(E)OPENING WALL TO REMAIN PER 1O/S-3 Project Title: Engineer: Project ID: Project Descr: Steel Bea171 File=J:12018 Projects118-1341 McD's Tigard-Scholls Ferry,OR#36-01051Calcs\BEAMS,ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 . tt*MNATEIDifif ,� Licensee DIBBLE ENGINEERS INC. Description: B3 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0390)1(0 780)S(0.4875) W12x26 Span=9Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans: D=0.020, L=0.040, S=0.0250 ksf, Tributary Width=19.50 ft DESIGN SUMMARY r?ataAK Maximum Bending Stress Ratio = 0.146: 1 Maximum Shear Stress Ratio= 0.107 : 1 Section used for this span W12x26 Section used for this span W12x26 Ma:Applied 13.574 k-ft Va:Applied 6.033 k Mn/Omega :Allowable 92.814 k-ft Vn/Omega :Allowable 56.120 k Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 4.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 5,523>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.034 in Ratio= 3214 >=180 Max Upward Total Deflection 0.000 in Ratio= C <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.033 6.033 Overall MINimum 1.053 1.053 +D+H 1.755 1.755 +D+L+H -ilamarairmaim 5.265 5.265 +D+Lr+H 1.755 1.755 +D+S+H 3.949 3.949 +D+0.750Lr+0.750L+H 4.388 4.388 +D+0.750L+0.750S+H 6.033 6.033 +D+0.60W+H 1.755 1.755 +D+0.70E+H 1.755 1.755 +0+0.750Lr+0.750L+0.450W+H 4.388 4.388 +D+0.750L+0.750S+0.450W+H 6.033 6.033 +D+0.750L+0.750S+0.5250E+H 6.033 6.033 +0.60D+0.60W+0.60H 1.053 1.053 +0.60D+0.70E+0.60H 1.053 1.053 D Only 1.755 1.755 Lr Only L Only 3.510 3.510 S Only 2.194 2.194 W Only E Only H Only Project Title: Engineer: Project ID: Project Descr: File J 12018 Prolects118 1341 McD's Tigard-Scholls Ferry,OR#36-0105\Calcs BEAMSec6 Steed Beam Software copyright ENERCALC,INC 1983-2018,Build:1018.12 13 ;KW-0600614 r '; ,'" Licensee;DIEIBLW,ENGINEERS INC Description: B4 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending t>(1 76)Lt3 5)S(2 2) ;s), W12x26 Span= 5Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: D=1.760, L=3.50, S=2.20 k @ 2.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.081 : 1 Maximum Shear Stress Ratio= 0.054 : 1 Section used for this span W12x26 Section used for this span W12x26 Ma:Applied 7.544 k-ft Va:Applied 3.018 k Mn/Omega:Allowable 92.814 k-ft Vn/Omega:Allowable 56.120 k Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 2.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 22,441 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.005 in Ratio= 13015 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.018 3.018 Overall MINimum 0.528 0.528 +D+H 0.880 0.880 +D+L+H - 2.630 2.630 --- +D+Lr+H 0.880 0.880 +D+S+H 1.980 1.980 +D+0.750Lr+0.750L+H 2.193 2.193 +D+0.750L+0.7505+H 3.018 3.018 +D+0.60W+H 0.880 0.880 +D+0.70E+H 0.880 0.880 +D+0.750Lr+0.750L+0.450W+H 2.193 2.193 +D+0.750L+0.750S+0.450W+H 3.018 3.018 +D+0.750L+0.7505-0.5250E+H 3.018 3.018 +0.60D+0.60W+0.60H 0.528 0.528 +0.60D+0.70E+0.60H 0.528 0.528 D Only 0.880 0.880 Lr Only L Only 1.750 1.750 S Only 1.100 1.100 W Only E Only H Only Project Title: Engineer: • Project ID: Project Descr: File= eJobs12018Projects118-1341McD's Tigard-SchollsFerry,OR#36-0105\Calcs\BEAMS,ec6 .General Footing Software copyright ENERCALC,INC.1983-2018,Build 10.18.12.13 . l ic.#.KW-0600610 ,. i 1 "r s ee: ! I Description: F1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 10.0 in Pedestal dimensions... px:parallel to X-X Axis = pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... i at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 iw 4Zitft Reinforcing Bar Size = # 4 „ Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.9 1.750 1.10 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: Engineer: Project ID: Project Descr: File=1leileJobs018 Projects18-1341 McD's Tigard-Scholls Ferry,OR#36-01051Calcs1BEAMS.ec6Gen@1aI Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 Lic.#:KW-0600614 .,ti,,, . ! ,, 1tal ee:DIBBLE ENGINR ., Description: F1 DESIGN SUMMARY ° ` ,,;a ° kg Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8802 Soil Bearing 0.8802 ksf 1.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06117 Z Flexure(+X) 0.5538 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.06117 Z Flexure(-X) 0.5538 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.06117 X Flexure(+Z) 0.5538 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.06117 X Flexure(-Z) 0.5538 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.06740 1-way Shear(+X) 5.538 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06740 1-way Shear(-X) 5.538 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06740 1-way Shear(+Z) 5.538 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06740 1-way Shear(-Z) 5.538 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1252 2-way Punching 20.568 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 1.0 n/a 0.0 0.3458 0.3458 n/a n/a 0.346 X-X.+D+L+H 1.0 n/a 0.0 0.7833 0.7833 n/a n/a 0.783 X-X.+D+Lr+H 1.0 n/a 0.0 0.3458 0.3458 n/a n/a 0.346 X-X.+D+S+H 1.0 n/a 0.0 0.6208 0.6208 n/a n/a 0.621 X-X.+D+0.750Lr+0.750L+H 1.0 n/a 0.0 0.6740 0.6740 n/a n/a 0.674 X-X.+D+0.750L+0.750S+H 1.0 n/a 0.0 0.8802 0.8802 n/a n/a 0.880 X-X.+D+0.60W+H 1.0 n/a 0.0 0.3458 0.3458 n/a n/a 0.346 X-X,+D+0.70E+H 1.0 n/a 0.0 0.3458 0.3458 n/a n/a 0.346 X-X.+D+0.750Lr+0.750L+0.450W+H 1.0 n/a 0.0 0.6740 0.6740 n/a n/a 0.674 X-X.+D+0.750L+0.750S+0.450W+H 1.0 n/a 0.0 0.8802 0.8802 n/a n/a 0.880 X-X.+D+0.750L+0.750S+0.5250E+H 1.0 n/a 0.0 0.8802 0.8802 n/a n/a 0.880 X-X.+0.60D+0.60W+0.60H 1.0 n/a 0.0 0.2075 0.2075 n/a n/a 0.208 X-X.+0.60D+0.70E+0.60H 1.0 n/a 0.0 0.2075 0.2075 n/a n/a 0.208 Z-Z.+D+H 1.0 0.0 n/a n/a n/a 0.3458 0.3458 0.346 Z-Z.+D+L+H 1.0 0.0 n/a n/a n/a 0.7833 0.7833 0 783 Z-Z.+D+Lr+H 1.0 0.0 n/a n/a n/a 0.3458 0.3458 0.346 Z-Z.+D+S+H 1.0 0.0 n/a n/a n/a 0.6208 0.6208 0.621 Z-Z.+D+0.750Lr+0.750L+H 1.0 0.0 n/a n/a n/a 0.6740 0.6740 0.674 Z-Z.+D+0.750L+0.750S+H 1.0 0.0 n/a n/a n/a 0.8802 0.8802 0.880 Z-Z.+D+0.60W+H 1.0 0.0 n/a n/a n/a 0.3458 0.3458 0.346 Z-Z.+D+0.70E+H 1.0 0.0 n/a n/a n/a 0.3458 0.3458 0.346 Z-Z.+D+0.750Lr+0.750L+0.450W+H 1.0 0.0 n/a n/a n/a 0.6740 0.6740 0.874 Z-Z,+D+0.750L+0.750S+0.450W+H 1.0 0.0 n/a n/a n/a 0.8802 0.8802 0.880 Z-Z.+D+0.750L+0.750S+0.5250E+H _ 1.0 0.0 n/a n/a n/a 0.8802 0.8802 Z-Z.+0.60D+0.60W+0.60H 1.0 0.0 n/a n/a n/a 0.2075 0.2075 0.208 Z-Z.+0.60D+0.70E+0.60H 1.0 0.0 n/a n/a n/a 0.2075 0.2075 0.208