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Specifications (2) DE1 /.� o RECEIVED ED DIBBLE ENGINEERS INC MAY 6 2019 CITY OF TIGARD BUILDING DIVISION coPv offia STRUCTURAL CALCULATIONS - REVISION 1 MCDONALD'S TIGARD MAIN, OR R � p POf- • N5 NGINF S'o F9 2 77398E 9 EXPIRES: DECEMBER 31,2019 11/15/2018 DIBBLE ENGINEERS INC 11029 Market Street, Kirkland WA 98033 425.828.4200 I dibbleengineers.corn DEI DBBE Pn: t'j:;:-C,INC STRUCTURAL CALCULATIONS TABLE OF CONTENTS Lateral 1 o Lateral Load Comparison DEI BRE ENGINEERS INC LATERAL CALCULATIONS 4-44,4 Date: aDEl Design Criteria By: kDIBBLE ENGINEERS INC Project Name: McD's Tigard Main,OR Project#: 18.1344 Location: 12090 SW Main St.,Tigard,OR 97223 Building Code: 2014 OSSC Permitting Authority: Tigard,OR Gravity Desk n Loads Concrete Roof Dead Load 20 psf Pc ty Roof Live Load 40 psf Footing: 3.5 60 ksi Floor Dead Load Oa psf Slab-on-grade: 3.5 60 ksi Floor Live Load n/a psf Concrete Beams n/a 60 ksi LL Reducible? n/a Y/N Elevated Slabs: n/a 60 ksi Partition Load nla psf Concrete Columns: n/a 60 ksi Composite Floor n/a psf Concrete Walls: 3.5 60 ksi Piles: n/a ksi Foundation Masonry Soil Bearing Pressure(assumed) 1500 Pm fy nsf Reinforced Masonry n/a n/a ksi Pile Capacity n/a tons Frost Depth 18 inch Lateral Earth Pressures Structural Steel Restrained Fy n/a pc1 W-Shapes:ASTM A992,Gr.50 50 ksi Unrestrained: ma pet Passive Pressure: nla pc ksi Friction Coefficient n/a Snow Lumber Importance Factor Is 1 Item:Species&Grade Fb Ps Snow Load p, psf 2x4: HF#2 850 150 psi Snow Exposure CQ 1.00 2x6&larger 2x's: HF#2 850 150 Thermal Factor C, too psi 4x Beams&Post: HF#2 850 1e0 psi Min Roof Snow 25.00 6x Beams&Post: DF#1 Use 25 00 psi 1300 170 psi Dibble Engineers, Inc. JOB TITLE McDonalds Tigard-Main,OR • 1029 Market Street -- Kirkland,WA 98033 JOB NO. 18-1344 SHEET NO. (425)828-4200 CALCULATED BY MWD DATE 7/11/18 CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh(case 1)= 0.70 h= 12.5 ft • Base pressure(qh)= 22.0 psf a= 5.0 ft Minimum parapet ht= 5.5 ft GCpi= +/-0.18 Roof Angle(9)= 0.0 deg Type of roof= Monoslope Roof GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf Negative Zone 1 -1.18 -1.11 -1.08 -25.9 -24.4 -23.7 -25.9 -25.9 Negative Zone 2 -1.98 -1.49 -1.28 -43.5 -32.7 -28.1 -43.5 -43.5 Negative Zone 3 -1.98 -1.49 -1.28 -43.5 -32.7 -28.1 -43.5 -43.5 Positive Zone 1 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 Positive Zones 2&3 1.08 0.97 0.92 23.7 21.3 20.2 23.7 23.7 Overhang Zone 1&2 -1.70 -1.63 -1.60 -37.3 -35.8 -35.1 -37.3 -37.3 Overhang Zone 3 -1.70 -1.63 -1.60 -37.3 -35.8 -35.1 -37.3 -37.3 Negative zone 3=zone 2,since parapet>=3ft. Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adj wall pressure(which includes internal pressure of 4 psf) Parapet qp= 22.0 psf Surface Pressure(psf) User input Solid Parapet Pressure 10 sf 100 sf 500 sf 10 sf CASE A=pressure towards building(pos) CASE A:Interior zone: 59.3 40.4 38.0 59.3 CASE B=pressure away from bldg(neg) Corner zone: 59.3 40.4 38.0 59.3 CASE B:Interior zone: -41.5 -34.5 -29.6 -41.5 Corner zone: -47.4 -37.0 -29.6 -47.4 Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf - Negative Zone 4 -1.17 -1.01 -0.90 -25.7 -22.2 -19.8 -25.7 -25.7 Negative Zone 5 -1.44 -1.12 -0.90 -31.6 -24 6 -19.8 -31.6 -31.6 Positive Zone 4&5 1.08 0.92 0.81 23.7 20.2 17.8 23.7 23.7 Note:GCp reduced by 10%due to roof angle<=10 deg. t•p;', Iv" tiIi !WE zrD ENtiltlf:F < 7 1---?4/1 — ftlE3,11-ECT 1/Virl vr effvf 7, rt-Zi (-7, '715. '9 4- 67, 944-, ( ,1-.) (A,kJ, e-,/ 4c5 ef( ‘"2 "-;" ";"-'6 /,'"( 'It a C.- eerlo S DEI [Q811 f Arr.PA . 6E10.'4 f ct- 1.7 t fi) 10 Ps- : (6 1-) 0 121';te 1 1100f 2 C.) r 44 pFL,4-1- v S?) („,,) 012. CA/a Gr,) vi v`,•i4 - (5/ ) c22 L1r I— \p b r (1 /. / Is' A (0 .-3'2 ( ) (2), Rif) , 5 )f/j = 5 S • 1 PLE- At" s rf -eqz.. piNA) x-I Alt-- V/ .-->"t-d'i.)6P,t Ic - r ' r Project Title: Engineer: Project ID: Project Descr: ile=J 12018 Projects118-1344 McD's Tigard-Main;OR#36-0041\Calcs\GravitylGravity Checks 2018-07-1 Lech Steel ColumnSoftware copyright ENERCALC INC.:19832018 Build:1018.10.10.. Lic.#: KW-06006102 Licensee:DIBBLE ENGINEERS INC. Description: New Lintel(Biaxial Check) Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Steel Section Name: W10x39 Overall Column Height 13.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade A-992, High Strength, Low Alloy, Fy= Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling about X-X Axis Y-Y(depth)axis: Fully braced against buckling about Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:507.0 lbs*Dead Load Factor BENDING LOADS... Lateral Load: Let.Uniform Load creating My-y,W=0.1538,E=0.05840 k/ft Roof Load:Lat. Uniform Load creating Mx-x,D=0.4450,LR=0.890,S=0.5563 k/ft Parapet Load:Lat.Uniform Load creating Mx-x,D=0.060 k/ft CMU Load:Let. Uniform Load creating Mx-x,D=0.2025 k/ft DESIGN SUMMARY _ Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2897 :1 Maximum Load Reactions.. Load Combination +D+Lr+H Top along X-X 0.9994 k Location of max.above base 6.544 ft Bottom along X-X 0.9994 k At maximum location values are... Top along Y-Y 10.384 k Pa:Axial 0.5070 k Bottom along Y-Y 10.384 k Pn/Omega:Allowable 344.311 k Ma-x:Applied 33.746 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 116.766 k-ft Along Y-Y 0.1712 in at 6.544ft above base for load combination:+D+Lr+H Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 42.914 k-ft Along X-X 0.07653 in at 6.544ft above base for load combination:W Only PASS Maximum Shear Stress Ratio= 0.1662 :I Load Combination +D+Lr+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 10.384 k Vn/Omega:Allowable 62.496 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.129 PASS 6.46 ft 0.074 PASS 0.00 ft +D+L+H 0.129 PASS 6.46 ft 0.074 PASS 13.00 ft +D+Lr+H 0.290 PASS 6.54 ft 0.166 PASS 0.00 ft +D+S+H 0.229 PASS 6.54 ft 0.131 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.249 PASS 6.54 ft 0.143 PASS 0.00 ft +D+0.750L+0.750S+H 0.204 PASS 6.46 ft 0.117 PASS 0.00 ft • +D+0.60W+H 0.174 PASS 6.54 ft 0.074 PASS 0.00 ft +D+0.750Lr+0.450W+H 0.284 PASS 6.54 ft 0.143 PASS 0.00 ft +D+0.750S+0.450W+H 0.238 PASS 6.46 ft 0.117 PASS 0.00 ft +0.60D+0.60W+0.60H 0.123 PASS 6.54 ft 0.044 PASS 0.00 ft +D+0.70E+0.60H 0.149 PASS 6.54 ft 0.074 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.219 PASS 6.46 ft 0.117 PASS 0.00 ft +O.60D+0.70E+H 0.097 PASS 6.54 ft 0.044 PASS 0.00 ft Project Title: Engineer: Project ID: Project Descr: Steel B @a nl ile=J:12018 Projects118-1344 McD's Tigard-Main,OR#36-00411Calcs1GravilylGravity Checks 2018-07-11 ec6 . Software copyright ENERCALC INC.19832018,Build:10.1810.10,."` Lic.# KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: Lintel Deflection Check CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-16 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 a a _ D(0.2025 _. D(0.4b)Lr(0!9)S(0.5625) e a a e rye, �'+ • , , ".. ,. . W 10x39 Span= 13.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.020, Lr=0.040, S=0.0250 ksf, Tributary Width=22.50 ft,(Roof Loads) Uniform Load: D=0.0810 ksf, Tributary Width=2.50 ft,(CMU Dead Wt) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.288: 1 Maximum Shear Stress Ratio= 0.166 : 1 Section used for this span WI0x39 Section used for this span W10x39 Ma:Applied 33.620 k-ft Va:Applied 10.345 k Mn 1 Omega:Allowable 116.766 k-ft Vn/Omega :Allowable 62.496 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 6.500ft 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 0.096 in Ratio= 1,627>=600 Max Upward Transient Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.170 in Ratio= 920 >=600 Max Upward Total Deflection 0.000 in Ratio= 0 <600 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 13.00 ft 1 0.125 0.072 14.61 14.61 195.00 116.77 1.00 1.00 4.49 93.74 62.50 +D+L+H Dsgn.L= 13.00 ft 1 0.125 0.072 14.61 14.61 195.00 116.77 1.00 1.00 4.49 93.74 62.50 +D+Lr+H Dsgn.L= 13.00 ft 1 0.288 0.166 33.62 33.62 195.00 116.77 1.00 1.00 10.34 93.74 62.50 +D+S+H Dsgn.L- 13.00 ft 1 0.227 0.130 26.49 26.49 195.00 116.77 1.00 1.00 8.15 93.74 62.50 +D+0.750Lr+0.750L+H Dsgn.L= 13.00 ft 1 0.247 0.142 28.87 28.87 195.00 116.77 1.00 1.00 8.88 93.74 62.50 +D+0.750L+0.750S+H Dsgn.L= 13.00 ft 1 0.201 0.116 23.52 23.52 195.00 116.77 1.00 1.00 7.24 93.74 62.50 +D+0.60W+H Dsgn.L= 13.00 ft 1 0.125 0.072 14.61 14.61 195.00 116.77 1.00 1.00 4.49 93.74 62.50 +D+0.750Lr+0.450W+H Dsgn.L= 13.00 ft 1 0.247 0.142 28.87 28.87 195.00 116.77 1.00 1.00 8.88 93.74 62.50 +0+0.750S+0.450W+H Dsgn.L= 13.00 ft 1 0.201 0.116 23.52 23.52 195.00 116.77 1.00 1.00 7.24 93.74 62.50 +0.60D+0.60W+0.60H Dsgn.L= 13.00 ft 1 0.075 0.043 8.76 8.76 195.00 116.77 1.00 1.00 2.70 93.74 62.50 +0+0,70E+0.60H Project Title: Engineer: Project ID: Project Descr: Steel Column rile=J:12018ProjeclsUB-1344McD's Tigard-Main,OR#36-00411CalcslGravitylGravity Checks 2018-07-11.ec6 i Software copyright ENERCALC,INC.1983-2018,Build:10.18.10.10.. Lie#:KW-06006102 Yrriit4iV.Z k.= Licensee:DIBBLE ENGINEERS INC. Description: Strongback Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 13.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=13.0 ft,K=1.0 Y-Y(depth)axis: Lu for Y-Y Axis buckling:3 ft,6 ft,9 ft,12 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:158.730 lbs*Dead Load Factor AXIAL LOADS... RXN Lintel:Axial Load at 10.50 ft,D=4.495,LR=5.850,S=3.656 k BENDING LOADS.. . Wind Load:Lat, Uniform Load creating Mx-x,D=0.1482 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5820 :1 Maximum Load Reactions.. Load Combination +D+Lr+H Top along X-X 0.0 k Location of max.above base 6.456 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.9633 k Pa:Axial 10.504 k Bottom along Y-Y 0.9633 k Pn/Omega:Allowable 41.725 k Ma-x:Applied 3.131 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 8.425 k-ft Along Y-Y 0.4256 in at 6.544ft above base Ma-y:Applied 0.0 k-ft for load combination:+D+H Mn-y/Omega:Allowable 8.425 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.04842 :1 Load Combination +D+H Location of max.above base 0.0 ft At maximum location values are. . Va:Applied 0.9633 k Vn/Omega:Allowable 19.896 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.427 PASS 6.46 ft 0.048 PASS 0.00 ft +D+L+H 0.427 PASS 6.46 ft 0.048 PASS 13.00 ft *D+Lr+H 0.582 PASS 6.46 ft 0.048 PASS 0.00 ft +D+S*H 0.471 PASS 6.46 ft 0.048 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.547 PASS 6.46 ft 0.048 PASS 0.00 ft +D+0.750L+0.750S+H 0.460 PASS 6.46 ft 0.048 PASS 0.00 ft +D+0.60W+H 0.427 PASS 6.46 ft 0.048 PASS 0.00 ft • +D+0.750Lr+0.450W+H 0.547 PASS 6.46 ft 0.048 PASS 0.00 ft +D+0.750S+0.450W+H 0.460 PASS 6.46 ft 0.048 PASS 0.00 ft +0.60D+0.60W40.60H 0.256 PASS 6.46 ft 0.029 PASS 0.00 ft +D+0.70E+0.60H 0.427 PASS 6.46 ft 0.048 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.460 PASS 6.46 ft 0.048 PASS 0.00 ft +0.60D+0.70E+H 0.256 PASS 6.46 ft 0.029 PASS 0.00 ft