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l St(kC cA,..Ri ok.0 c_ t ,t..) OFFICE COPY STRUCTURAL CALCULATIONS RECEIVED for / JUN 2 8 2018NiltkO g 'SWUM fIs;c * -; A 21119$11%.14BUCK5 COFFEE COPAPANY Project Name: Starbucks-Tigard,OR Project Location: Address: 13560 SW Pacific Hwy State: Oregon City: Tigard Zip: 97223 Project Number: 2016355.2 Date: 3/6/2018 Ale AllOP GPD Engineering and Architecture Professional Corporation Page 1 of 40 ®Ii.. GPD Engineering and Architecture Professional Corporation ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30 Pt2 File=0:12016'2016355120 T10-11STRUCT-11Ca .ecs P p ENERCALC,INC.1983.2017,Buid:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: Wind Loads Analytical Values Calculations per ASCE 7.10 V:Basic Wind Speed per Sect 26.5-1 A,B or C 110.0 mph Roof Slope Angle 0 to 5 degrees Occupancy per Table 1.5-1 II All Buildings and other structures except those listed as Category I,Ill,and IV Exposure Category per 26.7 Exposure B MRH:Mean Roof Height 20.0 ft Lambda:per Figure 28.6-1,Page 305 1.00 Effective Wind Area of Component&Cladding 10.0 ftA2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 16.0 psf Topographic Factor Kzt per 26.8 1.00 LHD:Least Horizontal Dimension 75.0 ft a=max(0.04'LHD,3,min(0.10'LHD,0.4*MRH)) 7.50 ft max(0.04*LHD,3,min(0.10•LHD,0.4'MRH)) Design Wind Pressures Minimum Additional Load Case per 28.4.4=16 PSF on entire vertical plane Horizontal Pressures... Zone: A = 19.20 psf Zone: C = 16 00 psf Zone: B = 16.00 psf Zone: D = 16 00 psf Vertical Pressures... Zone: E = -23.10 psf Zone: G = -16 00 psf Zone: F = -16.00 psf Zone: H = -16.00 psf Overhangs... Zone: Eoh = -32.30 psf Zone: Goh = -25.30 psf Component&Cladding Design Wind Pressures Design Wind Pressure=Lambda'Kzt'Ps30 per Eq 30.5-1 Roof Zone 1: Positive: 16.000 psf Minimum Additional Load Case per 28.4.4=16 PSF Negative: -21.800 psf on entire vertical plane Roof Zone 2: Positive: 16.000 psf Negative: -36.500 psf Roof Zone 3: Positive: 16.000 psf Negative: -55.000 psf Wall Zone 4: Positive: 21.800 psf Negative: -23.600 psf Wall Zone 5: Positive: 21.800 psf Negative: -29.100 psf Roof Overhang Zone 2: -31.400 psf Roof Overhang Zone 3: -51.600 psf Page 2 of 40 AtIO#Alko, GPD Engineering and Architecture ' Professional Corporation IBC 2012 1609.6 Alternate All-Heights Wind File=0:1201612016355\20_11G-i\STRUCT-11Calcs.ec6 9 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver10.17.12.10 Lic.#:KW-06004426 Licensee:GPU ASSOCIATES Description: Parapet Wind Loads Analytical Values Calculations per IBC 2012 1609.6 User verified these IBC 2012 All-Heights Wind Method Limitations: Analytical Values... 1609.6.1(1): Total Height<=75 ft with(Height/Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26.7.3 Exposure B -or- Fundamental frequency>= 1 hertz Mean Roof Height 20.0 ft 1609.6.1(2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1(3): Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1(4): Simple diaphragm building per ASCE 7-10 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 - Yes 1609.6.1(5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)^2 - 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig.27.4-8 Wall&Parapet Components&Cladding per IBC 2012 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 VA2 K net Kzt Kz Description ContinuityItem Type Z,Ht.Above Ground Eff.Area Enclosed Partially YP Level,ft ft^2 Parapet Wind Loads No Discontinuity Parapet Walls 23.5 10.00 0.65 + : 57.65 64.08 -33.75 -40.18 Page 3 of 40 A GPO Engineering and Architecture Professional Corporation ASCE Snow Loads File=01201612016355120_TIG-11STRUCT-11Calcs.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver 10.17.12.10 Lic.#:KW-06004426 Licensee:GPO ASSOCIATES Description: Ground Snow Loads Flat Roof Snow Loads Description : Flat Roof Snow Load per ASCE 7-10 Ground Snow Load, per Fig 7-1 10.00 psf Roof Slope,Sec.7.3.4 5.00 Terrain Category B(see ASCE 7-10 Section 26.7) W:Horiz.Distance from eave to ridge 37.50 ft Exposure of Roof Partially Exposed Roof Configuration Monoslope Ce:Exposure Factor, Table 7-2 1.00 Ct:Thermal Factor 1.0:All not otherwise defined pm,Minimum required 10.00 psf Risk Category,per Table 1.5-1 II pf,Calculated Snow Load per Equation 7-1 7.00 psf Importance Factor,Is,Table 1.5-2 1.00 pf,Design Snow Load Max(pm min, pf calc) 10.00 psf Snow Drifts on Roof Projections Description: Snow Drift per ASCE 7-10 Balanced Snow Load 10.00 psf hd:windward 0.96 ft Ground Snow Load 10.00 psf hd:Design 0.96 ft lu-upwind 28.50 ft pd:Max Drift Only 14.66 psf Height of Projection 3.50 ft pd+Balanced 24.66 psf Snow Density 15.30 pcf W:Drift Width 3.83 ft hb:Balanced • 0.65 ft he:Ht.of Projection-hb 2.85 ft he I hb 4.36 Page 4 of 40 /®�� GPD Engineering and Architecture Professional Corporation ASCE Seismic Demands on Nonstructural Components File=0x20161201635512011G-11STRUCT-11Calcs.ec6 ENERCALC,INC.19832017,Build:10.17.12.10,Ver10.17.12.10 Lic.#:KW-06004426 Licensee:GPO ASSOCIATES Seismic Demands on Nonstructural Components per ASCE 7-10 Section 13.3.1 and 13.4.1 h = 20.0 ft SOS = 0.7160 Description : Exterior Canopy(Total Loads) ap = 1.00 W P 855.0( z = 15.00ft R p = 3.50 I p = 1.00 z/h:Actual = 0.75 z/h Design = 0.75 Fp Upper Limit =. 979.49 Fp Calc'd : Components= 174 91 Fp DESIGN :Components = 183.65 Fp Lower Limit = 183.65 Connections= 174.91 Connections = 183.65 a Component amplification factor, Table 13.5-1 or Table 13.6-1 Fp-Calc'd . Calculated Fp,Eq(13.3-1),Same units as Wp W P Component operating weight Fp-Upper Upper Limit on Fp,Eq(13.3-2),(Same units as Wp Z Height of point of attachment R : Component response modification factor(Table 13.5-1 or Table 13.6-1) Fp Lower Lower Limit on Fp,Eq(13 3-3),Same units as Wp I : Component importance factor(Section 13.1.3) Fp-Design Fp for design purposes,Same units as Wp Page 5 of 40 r , GPD Engineering and Architecture Professional Corporation ASCE Seismic Base Shear File=D:12016120163 20_11G-1\STRUCT-11Cais.ec6 ENERCALC,INC.1983-2017,Budd:10.17.12.10,Ver10.17.12.10 Lic.# KW-06004426 Licensee:GPD ASSOCIATES Seismic Loads Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category 1,111,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Ss = 0.9640 g,0.2 sec response S 1 = 0.4210 g,1.0 sec response Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-tine interpolation from table values) Fv = t58 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.074 ASCE 7-10 Eq.11.4-1 S M1=Fv"S1 = 0.665 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration SDS S M52/3 = 0.716 ASCE 7-10 Eq.11.4-3 S D1 S M1213 = 0.443 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-70 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Budding height Limits: System Overstrength Factor"Wo" = 3.00 Category"A&8"Limit No Limit Deflection Amplification Factor"Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit. Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit Limit=65 Category"F"Limit Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is beina used accordina to the provisions of ASCE 7-10 12.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 23.50 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.213 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 16.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.213 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS Short Period Design Spectral Response = 0.716 From Eq.12.8-2, Preliminary Cs = 0.110 "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.319 "I".Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032 Cs:Seismic Response Coefficient = = 0.1102 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1102 from 12.8.1.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k Page 6 of 40 • GPD Engineering and Architecture Professional Corporation s a u? .11111111°." ,o 4. JCG Starbucks -Tigard, OR Mar 6, 2018 at 12:27 PM Drive-Thru Steel.r3d Page 7 of 40 /Atifr., Company : Mar 6, 2018 Designer JCG 12:29 PM GPO Engineering and Architecture Job Number Checked By. Professional Corporation Model Name : Starbucks-Tigard, OR Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm(11E..Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 12 3 A572 Gr.50 29000 11154 .3 .65 .49 50 • 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A Gn2] Iyy fin41 Izz[in4] J fin41 1 Perimeter Beams MC12x10.6 Beam Channel A36 Gr.36 Typical 3.1 .378 55.3 .06 2 Small Purlin HSS2x2x3 Beam , The A500Gr.B ... Typical 1.19 .641 .641 1.09 3 Purlins HSS4x2x3 Beam Tube A500 Gr.B ... Typical 1.89 1.22 3.66 3.08 4 Rods 5!8"Tie Rod VBrace BAR A36 Gr.36 Typical .307 .007 .007 .015 Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap 1 N1 38.25 15 0 0 2 N2 47.5 15 0 0 , 3 N3 40.25 20.5 0 0 4 N4 45.5 20.5 0 0 5 N5 38.25 15 6 0 6 N6 47.5 15 6 0 7 N7 40.25 15 6 0 8 N8 45.5 15 6 0 9 N9 40.25 15 0 0 10 N10 45.5 15 0 0 11 N11 38.25 15 .5 0 12 N12 47.5 15 .5 0 13 N13 40.25 15 .5 0 14 N14 45.5 15 .5 0 Joint Boundary Conditions Joint Label X fk/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction 4 N4 Reaction Reaction Reaction 5 N9 Reaction Reaction Reaction. Reaction Reaction Reaction 6 N10 Reaction Reaction Reaction Reaction Reaction Reaction 7 N11 8 N12 9 N13 10 N14 RISA-3D Version 16.0.0 [O:\...\...\20_Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 1 Page 8 of 40 Company Mar 6, 2018 9 Desi ner . JCG 12:29 PM ®®�lit` Job Number : Checked By: GPD Engineering and Architecture Professional Corporation Model Name : Starbucks-Tigard,OR Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N5 N6 Perimeter Bea... Beam Channel A36 Gr.36 Typical 2 M2 N6 N2 Perimeter Bea.. Beam Channel A36 Gr.36 Typical 3 M3 Ni N5 Perimeter Bea... Beam Channel A36 Gr.36 Typical 4 M4 N10 N8 Puffins Beam Tube A500 Gr.B.. Typical 5 M5 N9 N7 Purlins Beam Tube A500 Gr.B.. Typical 6 M6 N12 N14 Small Purlin Beam Tube A500Gr.B.. Typical 7 M7 N14 N13 Small Purlin Beam Tube A500 Gr.B... Typical 8 M8 N13 N11 Small Purlin Beam Tube A500 Gr.B.. Typical 9 M9 N7 N3 Rods VBrace BAR A36 Gr.36 Typical 10 M10 N8 N4 Rods VBrace BAR A36 Gr.36 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Analysis ... Inactive Seismic Design... 1 M1 Yes None 2 M2 Yes None 3 M3 Yes None 4 M4 Yes None 5 M5 Yes None 6 M6 Yes None 7 M7 Yes None 8 M8 Yes None 9 M9 BenPIN Tension o... Yes None 10 M10 BenPIN Tension O... Yes None Hot Rolled Steel Design Parameters Label Shape. Length[ft]_ Lbyy[ft] Lbzz[ft] Lcomp top[ft]_Lcomp bot[ftl L-torqu... Kyy Kzz Cb Function 1 M1 Perimeter B.. 9.25 Lbyy Lateral 2 M2 Perimeter B.. 6 Lbyy Lateral 3 M3 Perimeter B... 6 Lbyy Lateral 4 M4 Purlins 6 Lbyy Lateral 5 M5 Purlins 6 Lbyy Lateral 6 M6 small Purlin 2 Lbyy Lateral 7 M7 Small Purlin 5.25 Lbyy Lateral 8 M8 Small Pislin 2 Lbyy Lateral 9 M9 Rods 8.139 Lateral 10 M10 Rods 8.139 Lateral Joint Loads and Enforced Displacements(BLC 5 :Earthquake-X) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad),(k*s^2/ft, k*s^2*ft)] 1 N5 L X .035 2 N6 L X .035 Joint Loads and Enforced Displacements(BLC 6 :Earthquake-Z) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*ft)] 1 N5 L Z .035 2 N6 L Z .035 RISA-3D Version 16.0.0 [O:\...\...\20_Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 2 Page 9 of 40 /' h Company Mar 6,2018 ._ Designer : JCG 12:29 PM GPD Engineering and Architecture Job Number Checked By. Professional Corporation Model Name : Starbucks-Tigard, OR Member Point Loads Member Label Direction Magnhtude[k,k-ft] Location[ft,%] No Data to Print... Member Distributed Loads (BLC 3: Wind-X) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude..Start Location[f..End Location[ft... 1 M2 X .036 .036 0 0 2 M3 X .036 .036 0 0 Member Distributed Loads (BLC 7:BLC 1 Transient Area Loads) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude..Start Location[f..End Location[ft... 1 M1 Y -.031 -.027 0 1.85 2 M1 Y -.027 -.026 1.85 3.7 3 M1 Y -.026 -.026 3.7 5.55 4 M1 Y -.026 -.027 5.55 7.4 5 M1 Y -.027 -.031 7.4 9.25 6 M6 Y -.028 -.028 4.996e-16 2 7 M7 Y -.028 -.028 4.441e-16 5.25 8 M8 Y -.028 -.028 4.996e-16 2 Member Distributed Loads (BLC 8:BLC 2 Transient Area Loads) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude..Start Location[f..End Location[ft... 1 M1 Y -.062 -.055 0 1.85 2 M1 Y -.055 -.051 1.85 3.7 3 M1 Y -.051 -.051 3.7 5.55 4 M1 Y -.051 -.055 5.55 7.4 5 M1 _ Y -.055 -.062 7.4 9.25 6 M6 Y -.055 -.055 4.996e-16 2 7 M7 Y -.055 -.055 4.441e-16 5.25 8 M8 V -.055 -.055 4.996e-16 2 Member Distributed Loads (BLC 9:BLC 4 Transient Area Loads) •Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude..Start Location[f..End Locationift... 1 M1 Y .017 .024 0 . 2.313 2 M1 Y .024 .027 2.313 4.625 3 M1 Y .027 .024 4.625 6.938 4 M1 • Y .024 .017 6.938 9.25 5 M2 Y .025 .025 .917 4.583 6 M3 Y .025 .025 1.417 5.0.83 7 M4 Y .002 .049 .5 1.417 8 M4 Y .049 .084 1.417 2.333 9 M4 Y .084 .095 2.333 3.25 10 M4 Y .095 .084 3.25 4.167 11 M4 Y .084 .049 4.167 5.083 12 M4 Y .049 .002 5.083 6 13 M5 Y .002 .049 .5 1.417 14 M5 Y .049 .084 1.417 2.333 15 M5 Y .084 .095 2.333 3.25 16 M5 V .095 .084 3.25 4.167 17 M5 Y .084 .049 4.167 5.083 RISA-3D Version 16.0.0 [O:\...\...\20_Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 3 Page 10 of 40 Company : Mar 6, 2018 /'.- Designer : JCG 12:29 PM GPD Engineering and Architecture Job Number Checked By: Professional Corporation Model Name : Starbucks-Tigard, OR Member Distributed Loads (BLC 9:BLC 4 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude..Start Location[f..End Location[ft... 18 M5 Y .049 .002 5.083 6 19 M6 Y .023 .023 0 2 20 M7 Y .014 .037 .875 1.75 21 M7 Y .037 .049 1.75 2.625 . 22 M7 Y .049 .037 2.625 3.5 23 M7 Y .037 .014 3.5 4.375 24 M8 Y .023 .023 0 2 Member Area Loads (BLC 1 : Dead) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] 1 N12 N6 N5 N11 Y A-B -.01 Member Area Loads (BLC 2: Roof Live) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] 1 N12 1 N6 N5 N11 Y A-B -.02 Member Area Loads (BLC 4: Wind-Z) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] 1 N12 N6 N5 • N11 Y Two Way .025 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 Dead DL -1 1 2 Roof Live RLL 1 3 Wind-X WLX 2 4 Wind-Z WLZ 1 5 Earthquake-X ELX .11 2 6 Earthquake-Z ELZ .11 2 _ 7 BLC 1 Transient Area... None 8 8 BLC 2 Transient Area... None 8 9 BLC 4 Transient Area.. None 24 Load Combination Design Description ASIF CD Service Hot Rolled Cold For... Wood Concrete Masonry Aluminum Stainless Connection 1 IBC 16-8 .9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-10(a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-10(b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-11 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-12(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-12(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-13(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-13(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-13(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-13(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-15(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes RISA-3D Version 16.0.0 [O:\...\...\20 Tigard Marketplace_Tigard OR\Structural\Drive-Thru Steel.r3d] Page 4 Page 11 of 40 Company Mar 6, 2018 /®._ Designer JCG 12:29 ePM d GPD Engineering and Architecture Job Number Checked By:_, Professional corporation Model Name : Starbucks-Tigard. OR Load Combination Design (Continued) Description ASIF CD Service Hot Rolled Cold For... Wood Concrete Masonry Aluminum Stainless Connection 13 IBC 16-15(b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 IBC 16-12(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 IBC 16-12(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-14(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-14(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-14(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 19 IBC 16-14(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 20 IBC 16-16(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 21 IBC 16-16(b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 22 IBC 16-12(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 23 IBC 16-12(b... 1.6 , Yes Yes Yes Yes Yes Yes Yes Yes Yes 24 IBC 16-14(a.., 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 25 IBC 16-14(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 26 IBC 16-14(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 27 IBC 16-14(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 28 IBC 16-16(o... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 29 IBC 16-16(o... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions • Joint X[k] LC V]k] LC Z[k] LC MX[k-ft] LC MY[k ft] LC MZ[k-ft] LC 1 N1 max 0 3 .194 3 .002 3 .195 13 0 3 .001 3 2 min -.005 12 -.035 13 -.098 12 -.698 3 -.034 12 0 13 3 N2 max 0 13 .194 3 .1 6 .195 13 0 13 0 13 4 min -.005 6 -.035 13 0 13 -.698 3 -.034 6 -.001 3 5 N3 max 0 13 .37 3 0 13 0 1 0 1 0 1 6 min 0 8 .003 13 -.399 3 0 1 0 1 0 1 7 N4 max 0 3 .37 3 0 13 0 1 0 1 0 1 8 min 0 8 .003 13 -.399 3 0 1 0 1 0 1 9 1V9 max 0 13 .382 3 .399 8 .164 13 0 3 .108 3 10 min -.126 12 -.087 13 0 13 -.23 3 -.102 12 -.003 13 11 N10 max 0 3 .382 3 .397 3 .164 13 0 13 .003 13 12 min -.126 12 -.087 13 0 13 -.23 3 -.102 12 -.108 3 13 Totals: max 0 13 1.891 3 0 3 14 min -.263 6 -.239 13 0 12 Envelope Joint Displacements Joint X[n] LC Y fin] LC Z[in] LC X Rotation[...LC Y Rotation [...LC Z Rotation[...LC 1 N1 max 0 12 0 13 0 12 0 3 0 12 0 13 2 min 0 3 0 3 0 3 0 13 0 3 0 3 3 N2 max 0 6 0 13 0 13 0 3 0 6 0 3 4 min 0 13 0 3 0 6 0 13 0 13 0 13 5 N3 max 0 8 0 13 0 3 8.597e+05 13 7.202e-04 6 1.203e-04 12 6 min 0 13 0 3 0 13 8.623e-03 12 -7.69e-06 13 -3.318e-05 3 7 N4 max 0 8 0 13 0 3 8.597e+05 13 7.027e-04 12 1.393e-04 6 8 min 0 3 0 3 0 13 8.622e-03 12 -3.042e-05 3 -8.389e-06 13 9 N5 max .059 6 .003 13 0 12 2.05e-04 3 2.529e-05 3 2.219e-05 13 10 min 0 13 -.011 3 0 3 -5.308e-05 13 -2.099e-04 12 -5.299e-05 3 11 N6 max .059 6 .003 13 0 13 2.05e-04 3 0 13 5.299e-05 3 12 min 0 3 -.011 3 0 6 -5.308e-05, 13 -2.285e-04 6 -2.219e-05 13 RISA-3D Version 16.0.0 [O:\...\...\20_Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 5 Page 12 of 40 Canpany Mar 6, 2018 -��' Designer : JCG 12:29 PM GPD Engineering and Architecture Job Number Checked By. Professional Corporation Model Name : Starbucks-Tigard. OR Envelope Joint Displacements (Continued) Joint X[n] LC Y(n] LC Z[in] LC X Rotation[...LC Y Rotation [...LC Z Rotation[...LC 13 N7 max .059 6 .003 13 0 13 3.167e-04 9 5.763e-04 6 1.544e-05 13 14 min 0 13 -.012 3 0 3 _2.788e-05 12 0 13 -5.018e-05 3 15 N8 max .059 6 .003 13 0 13 3.167e-04 9 5.675e-04 12 5.018e-05 3 16 min 0 3 -.012 3 0 3 2.708e-05 12 -1.187e-05 3 -1.544e-05 13 17 N9 max 0 12 0 13 0 13 0 3 0 12 0 13 18 min 0 13 0 3 0 8 0 13 0 3 0 3 19 N10 max 0 12 0 13 0 13 0 3 0 12 0 3 20 min 0 3 0 3 0 3 0 13 0 13 0 13 21 N11 max 0 12 0 13 0 12_3.649e-05 3 2.771e-04 6 1.037e-05 13 22 min 0 3 0 3 0 3 -1.042e-05 13 0 13 -5.526e-05 3 23 N12 max 0 6 0 13 0 13 3.649e-05 3 2.77e-04 12 5.526e-05 3 24 min 0 13 0 3 0 6 -1.042e-05 13 -1.301e-07 3 -1.037e-05 13 25 N13 max 0 12 0 13 0 13 1.144e-04 3 1.799e-04 12 5.733e-06 13 26 min 0 3 0 3 0 8 -1.202e-04 13 -2.084e-07 3 -2.272e-04 3 27 N14 max 0 6 0 13 0 13 1.144e-04 3 1.8e-04 6 2.272e-04 3 28 min 0 13 0 3 0 3 -1.202e-04 13 0 13 -6.733e-06 13 Envelope Maximum Member Section Forces Member Ataal[k]Loc[ft,LC y Shear..Loc[ft,LC z Shear...Loc[ft,LC Torque[...Loc[ft,LC y-y Mome...Loc[ft,LC z-z Mome...Loc[ft,LC 1 M1 m.. .04 0 6 .229 2.056 3 .002 0 3 .001 7.288 13 .055 7.288 6 .067 2.056 13 2 min-.039 7.288 12 -.229 7.194 3 -.032 7.288 6 -.001 .0 13 -.053 1.962 12 -.271 4.578 3 3 M2 m.. .1 5.515 6 .047 4.606 13 .08 5.455 6 0 5.515 13 .103 5.455 6 .698 6 3 4 min 0 0 13 -.194 6 3 -.039 0 12 -.001 5.515 3 -.043 1.818 6 -.195 6 13 5 M3 m.. .002 0 3 .194 0 3 .08 .54512 .001 0 3 .043 4.18212 .698 0 3 6 min-.098 0 12 -.047 1.394 13 -.04 6 6 0 0 13 -.103 .545 12 -.195 0 13 7 M4 m.. .398 .545 3 .382 0 3 .126 0 12 .008 .545 3 .096 6 6 .23 0 3 8 min 0 0 13 -.111 .606 13 0 0 3 -.108 0 3 _ -.121 .545 6 -.164 0 13 9 M5 m.. .399 0 8 .382 0 3 .126 0 12 .108 0 3 .094 6 12 .23 0 3 10 min 0 0 13 -.111 .606 13 0 .545 3 -.008 .545 3 -.121 .545 12 -.164 0 13 11 M6 m-. 0 0 3 .05 0 3 0 0 13 .003 0 3 .073 0 6 .074 2 3 12 min-.087 0 6 -.123 2 3 -.068 0 6 -.005 0 13 -.063 2 6 -.013 .586 3 13 M7 m.. 0 0 13 .228 0 3 0 0 1 0 0 6 .021 0 6 .191 0 3 14 min 0 0 3 -.228 5.25 3 -.008 0 6 0 0 1 -.021 5.25 12 -.109 2.598 3 15 M8 m.. .087 0 6 .123 0 3 0 0 3 .005 0 13 .062 .0 12 .074 0 3 16 min 0 0 13 -.05 2 3 -.067 0 12 -.003 _ 0 3 -.072 2 12 -.013 1.414 3 17 M9 m.. 0 402913 .003 0 1 0 0 1 0 0 1 0 0 1 0 0 1 18 min 544 8.139 3 -.003 8.139 5 0 0 1 0 0 1 0 0 1 -.006 4.029 1 19 M10 m.. 0 4.02913 .003 0 5 0 0 1 0 0 1 0 0 1 0 0 1 20 min-.544 8.139 3 -.003 8.139 10 0 0 1 0 0 1 0 0 1 -.006 4.029 5 Envelope Member Section Deflections Service Member Sec x[n] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y Ratio LC (n)L/z Ratio LC 1 M1 1 max .059 6 .003 13 0 12 2.05e-04 3 NC 1 NC 1 2 min 0 13 -.011 3 0 3 -5.308e-05 13 NC 1 NC 1 3 2 max .059 6 .003 13 .002 12 2.25e-04 9 _ NC 1 NC 1 4 min 0 13 -.011 3 0 3 4.221e-05 12 NC 1 NC 1 5 3 max .059 6 .003 13 0 13_3.167e-04 9 NC 1 NC 1 6 min 0 13 -.012 3 0 8 2.787e-05 12 NC 1 NC 1 7 4 max .059 6 .003 13 0 13 3.167e-04 9 NC 1 NC 1 RISA-3D Version 16.0.0 [O:\...\...\20_Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 6 Page 13 of 40 Company : Mar 6, 2018 /''_ Designer JCG 12:29 PM Job Number Checked B GPD Engineering and Architecture -- Professional Corporation Model Name : Starbucks-Tigard. OR Envelope Member Section Deflections Service(Continued) Member Sec x[in] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y Ratio LC (n)L/z Ratio LC 8 min 0 7 -.012 3 -.004 6 2.771e-05 12 NC 1 NC 1 9 5 max .059 6 .004 13 0 13 3.167e-04 9 NC 1 NC 1 10 min 0 1 -.013 3 -.002 6 2.756e-05 12 NC 1 NC 1 11 6 max .059 6 .004 13 .001 12 3.167e-04 9 NC 1 NC 1 12 min 0 3 -.013 3 0 3 2.74e-05 12 NC 1 NC 1 13 7 max .059 6 .003 13 .003 12 3.167e-04 9 NC 1 NC 1 14 min, 0 3 -.012 3 0 3 2.724e-05 12_ NC 1 NC 1 15 8 max .059 6 .003 13 0 12 3.167e-04 9 NC 1 NC 1 16 min 0 3 -.012 3 0 3 2.708e-05 12 NC 1 NC 1 17 9 max .059 6 .003 13 0 13 2.25e-04 9 NC 1 NC 1 18 min 0 3 -.011 3 -.003 6 4.119e-05 12 NC 1 NC 1 19 10 max .059 6 .003 13 0 13 2.05e-04 3 NC 1 NC 1 20 min 0 3 -.011 3 0 6 -5.308e-05 13 NC 1 NC 1 21 M2 1 max 0 6 .003 13 .059 6 2.219e-05 13 NC 1 NC 1 22 min 0 13 -.011 3 0 3 -5.299e'-05 3 6850.389 3 1210.183 6 23 2 max 0 6 .002 13 .061 6 2.076e-05 13 NC 1 NC 1 24 min 0 13 -.009 3 0 13 -5.327e-05 3 8149.812 3 1187.729 6 25 3 max 0 6 .002 13 .059 6 1.933e-05 13 NC 1 NC 1 26 min 0 13, -.007 3 0 13 -5.354e-05 3 NC 1 1214.777 6 27 4 max 0 6 .002 13 .054 6 1.789e-05 13 NC 1 NC 1 28 min 0 13 -.006 3 0 13 -5.382e-05 3 NC 1 1322.938 6 29 5 max 0 6 .001 13 .046 6 1.646e-05 13 NC 1 NC 1 30 min 0 13 -.004 3 0 13 -5.400e-05 3 NC 1 1568.17 6 31 6 max 0 6 0 13 .034 6 1.503e-05 13 NC 1 NC 1 . 32 min- 0 13 -.003 3 0 13 -5.437e-05 3 NC 1 2091.769 6 33 7 max 0 6 0 13 .021 6 1.36e-05 13 NC 1 NC 1 34 min 0 13 -.002 3 0 13 -5.484e-05 3 NC 1 3351.689 6 35 8 max 0 6 0 13 .009 6 1.216e-05 13 NC 1 NC 1 36 min 0 13 0 3 0 13 -5.492e-05 3 NC 1 7591.143 6 37 9 max 0 6 0 13 .002 6 1.073e-05 13 NC 1 NC 1 _ 38 min 0 7 0 3 0 13 -5.519e-05 3 NC 1 NC 1 39 10 max 0 1 0 1 0 1 0 1 NC 1 NC 1 40 min 0 1 0 1 0 1 0 1 NC 1 NC 1 41 M3 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 42 min 0 1 0 1 0 1 0 1 NC 1 NC 1 43 2 max 0 12 0 13 0 3 1.073e-05 13 NC 1 NC 1 44 min 0 3 0 3 -.002 12 -5.519e-05 3 NC 1 NC 1 45 3 max 0 12 0 13 0 3 1.216e-05 13 NC 1 NC 1 46 min 0 3 0 3 -.009 12 -5.492e-05 3 NC 1 NC 1 47 4 max 0 12 0 13 0 3 1.36e-05 13 NC 1 NC 1 48 min 0 3 -.002 3 -.021 12 -5.404e-05 3 NC 1 NC 1 49 5 max 0 12 0 13 0 3 1.503e-05 13 NC 1 NC 1 50 min 0 3 -.003 3 -.034 12 -5 437e-05 3 NC 1 2098.88 12 51 6 max 0 12 .001 13 0 3 1.646e-05 13 NC 1 NC 1 52 min 0 3 -.004 3 -.046 12 -5-408e-05 3 NC 1 1573.658 12 53 7 max 0 12 .002 13 0 3 1.789e-05 13 NC 1 NC 1 54 min 0 3 -.006 3 -.054 12 -5.382e-05 3 NC 1 1327.428 12 55 8 max 0 12 .002 13 0 3 1.933e-05 13 NC 1 NC 1 56 min 0 3 -.007 3 -.059 12 -5.354e-05 3 NC 1 1218.381 12 57 9 max 0 12 .002 13 0 3 2.076e-05 13 NC 1 NC 1 58 min 0 3 -.009 3 -.06 12 -5.327e-05 3 8149.812 3 1190.093 12 59 10 max 0 12 , .003 13 0 13 2.219e-05 13 NC 1 NC 1 RISA-3D Version 16.0.0 [O:\...\...\20_Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 7 Page 14 of 40 Company : Mar 6, 2018 .#t ,i'_ Designer : JCG 12:29 PM GPD Engineering and Architecture Job Number Checked By: Professional Corporation Model Name : Starbucks-Tigard, OR Envelope Member Section Deflections Service(Continued) Member Sec x[ni LC y[in] LC z[in] LC x Rotate[r... LC (n)LA/Ratio LC (n)Liz Ratio LC 60 min 0 3 -.011 3 -.059 6 -5.299e-05 3 6850.389 3 1210.176 6 61 , M4 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 62 min 0 1 0 1 0 1 0 1 NC 1 NC 1 63 2 max 0 13 0 13 0 13 2.219e-04 3 NC 1 NC 1 64 min 0 3 0 3 -.001 6 -6-028e-06 13 NC 1 NC 1 65 3 max 0 13 .002 13 0 13 2.004e-04 3 NC 1 NC 1 66 min 0 3 -.002 3 -.005 6 -7.204e-06 13 NC 1 8762.308 12 67 4 max 0 13 .004 13 0 13 1.789e-04 3 NC 1 NC 1 68 min 0 3 -.003 3 -.011 6 -8.38e-06 13 NC 1 8353.652 12 69 5 max 0 13 .006 13 0 13 1.575e-04 3 NC 1 NC 1 70 min 0 3 -.005 3 -.019 6 -9.557e-06 13 NC 1 3759.829 6 71 6 max 0 13 .007 13 0 13 1.36e-04 3 NC 1 NC 1 72 min 0 3 -.006 3 -.028 6 -1..073e-05 13 NC 1 2563.444 6 73 7 max 0 13 .007 13 0 13 1.146e-04 3 NC 1 NC 1 74 min 0 3 -.008 3 -.037 6 -1.191e-05 13 9251.718 3 1929.862 6 75 8 max 0 13 .006 13 0 13 9.31e-05 3 NC 1 NC 1 76 min 0 3 -.009 3 -.046 6 -1.309e-05 13 7862.801 3 1562.024 6 77 9 max 0 13 .005 13 0 13 7.164e-05 3 NC 1 NC 1 78 min 0 3 -.01 3 -.054 6 -1.426e-05 13 6885.637 3 1340.158 6 79 10 max 0 13 .003 13 0 3 5.018e-05 3 NC 1 NC 1 80 min 0 3 -.012 3 -.059 6 -1.544e-05 13 6150.381 3 1210.451 6 81 M5 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 82 min 0 1 0 1 0 1 0 1 NC 1 NC 1 83 2 max 0 13 0 13 0 3 6.028e-06 13 NC 1 NC 1 84 min 0 3 0 3 -.001 12 -2.219e-04 3 NC 1 NC 1 85 3 max 0 13 .002 13 0 3 _7.204e-06 13 NC 1 NC 1 86 min 0 3 -.002 3 -.005 12 -2.004e-04 3 NC 1 8747.171 6 87 4 max 0 13 .004 13 0 3 8.38e-06 13 NC 1 NC 1 88 min 0 3 -.003 3 -.011 12 -1.789e-04 3 NC 1 8320.349 6 89 5 max 0 13 .006 13 0 3 9.557e-06 13 NC 1 NC 1 90 min 0 3 -.005 3 -.019 12 -1.575e-04 3 NC 1 3771.205 12 91 6 max 0 13 .007 13 0 3 _1.073e-05 13 NC 1 NC 1 92 min 0 3 -.006 3 -.028 12 -1.36e-04 3 NC 1 2570.597 12 93 7 max 0 13 .007 13 0 3 1.191e-05 13 NC 1 NC 1 94 min 0 3 -.008 3 -.037 12 -1.146e-04 3 9251.718 3 1934.489 12 95 8 max 0 13 .006 13 0 3 1.309e-05 13 NC 1 NC 1 96 min 0 3 -.009 3 -.046 12 -9.31e-05 3 7862.801 3 1564.909 12 97 9 max 0 13 .005 13 0 3 1.426e-05 13 NC 1 NC 1 98 , min 0 3 -.01 3 -.054 12 -7.164e-05 3 6885.637 3 1341.641 12 99 10 max 0 13 .003 13 0 13 1.544e-05 13 NC 1 NC 1 100 min 0 3 -.012 3 -.059 6 -5.018e-05 3 6150.381 3 1210.445 6 101 M6 1 max 0 13 0 13 0 6 1.042e-05 13 NC 1 NC 1 102 min 0 6 0 3 0 7 -3.649e-o5 3 NC 1 NC 1 103 2 max 0 13 0 13 0 3 2.262e-05 13 NC 1 NC 1 104 min 0 6 0 3 0 12 -4.514e-05 3 NC 1 NC 1 105 3 max 0 13 0 13 0 3 3.481e-05 13 NC 1 NC 1 106 min 0 6 0 3 0 12 -5.379e-05 3 NC 1 NC 1 107 4 max 0 13 0 13 0 3 4.701e-05 13 NC 1 NC 1 108 min 0 6 0 3 0 12 -6.244e-05 3 NC 1 NC 1 109 5 max 0 13 0 13 0 3 5.92e-05 13 NC 1 NC 1 110 min. 0 6 0 3 0 12 -7.11e-05 3 NC 1 NC 1 111 6 max 0 13 0 13 0 3 7.14e-05 13 NC 1 NC 1 RISA-3D Version 16.0.0 [O:\...\...\20 Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 8 Page 15 of 40 Company : Mar 6, 2018 ®I Designer : JCG 12:29 PM GPD Engineering and Architecture Job Number CheckedBy:___ Professional Corporation Model Name : Starbucks-Tigard, OR Envelope Member Section Deflections Service(Continued) Member Sec x[n] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y Ratio LC (n)L/z Ratio LC 112 min 0 6 0 3 0 12 -7.975e-05 3 NC 1 NC 1 113 7 max 0 13 0 13 0 6 8.359e-05 13 NC 1 NC 1 114 min 0 6 0 3 0 13 -8.84e-05 3 NC 1 NC 1 115 8 max 0 13 0 13 0 6 9.579e-05 13 NC 1 NC 1 116 min 0 6 0 1 0 13 -9.705e-05 3 NC 1 NC 1 117 9 max 0 13 0 13 0 6 1.08e-04 13 NC 1 NC 1 118 min 0 6 0 3 0 13 -1.057e-04 3 NC 1 NC 1 119 10 max 0 13 0 13 0 3 1.202e-04 13 NC 1 NC 1 120 min 0 6 0 3 0 13 -1.144e-04 3 NC 1 NC 1 121 M7 1 max 0 13 0 13 0 3 1.202e-04 13 NC 1 NC 1 122 min 0 6 0 3 0 13 -1.144e-04 3 NC 1 NC 1 123 2 max 0 13 0 13 0 3 1.202e-04 13 NC 1 NC 1 124 min 0 12 -.005 3 0 12 -1.144e-04 3 NC 1 NC 1 125 3 max 0 13 0 13 0 3 1.202e-04 13 NC 1 NC 1 126 min 0 12 -.013 3 -.001 12 -1.144e-04 3 5242.229 3 NC 1 127 4 max 0 7 0 13 0 3 1.202e-04 13 NC 7 NC 1 128 min 0 12 -.02 3 0 12 -1.144e-04 3 3323.277 3 NC 1 129 5 max 0 1 0 13 0 3 1.202e-04 13 NC 7 NC 1 130 min 0 12 -.024 3 0 12 -1.144e-04 3 2737.798 3 NC 1 131 6 max 0 3 0 13 0 6 1.202e-04 13 NC 7 NC 1 132 min 0 12 -.024 3 0 13 -1.144e-04 3 2737.798 3 NC 1 133 7 max 0 3 0 13 0 6 1.202e-04 13 NC 7 NC 1 134 min 0 12 -.02 3 0 13 -1.144e-04 3 3323.277 3 NC 1 135 8 max 0 3 0 13 .001 6 1.202e-04 13 NC 1 NC 1 136 min 0 12 -.013 3 0 13 -1.144e-04 3 5242.229 3 NC 1 137 9 max 0 3 0 13 0 6 1.202e-04 13 NC 1 NC 1 138 min 0 12 -.005 3 0 13 -1.144e-04 3 NC 1 NC 1 139 10 max 0 3 0 13 0 8 1.202e-04 13 NC 1 NC 1 140 min 0 12 0 3 0 13 -1.144e-04 3 NC 1 NC 1 141 M8 1 max 0 3 0 13 0 8 1.202e-04 13 NC 1 NC 1 142 min 0 12 0 _3 0 13 -1.144e-04 3 NC 1 NC 1 143 2 max 0 3 0 13 0 3 1.08e-04 13 NC 1 NC 1 144 min 0 12 0 3 0 12 -1.057e-04 3 NC 1 NC 1 145 3 max 0 3 0 13 0 3 9.579e-05 13 NC 1 NC 1 146 min 0 12 0 6 0 12 -9.705e-05 3 NC 1 NC 1 147 4 max 0 3 0 13 0 3 8.359e-05 13 NC 1 NC 1 148 min 0 12 0 3 0 12 -8.84e-05 3 NC 1 NC 1 149 5 max 0 3 0 13 0 6 7.14e-05 13 NC 1 NC 1 150 min 0 12 0 3 0 13 -7.975e-05 3 NC 1 NC 1 151 6 max 0 3 0 13 0 6 5.92e-05 13 NC 1 NC 1 152 min 0 12 0 3 0 13 -7.11e-05 3 NC 1 NC 1 153 7 max 0 3 0 13 0 6 4.701e-05 13 NC 1 NC 1 154 min 0 12 0 3 0 13 -6.244e-05 3 NC 1 NC 1 155 8 max 0 3 0 13 0 6 3.481e-05 13 NC 1 NC 1 156 min 0 12 0 3 0 13 -5.379e-05 3 NC 1 NC 1 157 9 max 0 3 0 13 0 6 2.262e-05 13 NC 1 NC 1 158 min 0 12 0 3 0 13 -4.514e-05 3 NC 1 NC 1 159 10 max 0 3 0 13 0 3 1.042e-05 13 NC 1 NC 1 160 min 0 12 0 3 0 12 -3.649e-05 3 NC 1 NC 1 161 M9 1 max .002 13 .002 13 .059 6 4.014e-04 6 NC 1 NC 1 162 min -.007 3 -.009 3 0 13 -1.138e-05 13 NC 1 NC 1 163 2 max .002 13 -.089 13 .053 6 4.014e-04 6 1071.877 13 NC 1 RISA-3D Version 16.0.0 [O:\...\...\20 Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 9 Page 16 of 40 Company : Mar 6, 2018 . Designer : JCG 12:29 PM Job Number GPD Engineering and Architecture Checked By: Professional Corporation Model Name : Starbucks-Tigard, OR Envelope Member Section Deflections Service(Continued) Member Sec x[n] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y Ratio LC (n)L/z Ratio LC 164 min -.007 3 -.16 3 0 13 -1.138e-05 13 643.126 7 NC 1 165 3 max .002 13 -.168 13 .046 6 4.014e-04 6 573.817 13 NC 1 166 min -.006 3 -.291 3 0 7 -1.138e-05 13 344.29 7 NC 1 167 4 max .002 13 -.226 13 .04 6 4.014e-04 6 428.27 13 NC 1 168 , min -.005 3 -.386 3 0 7 -1.138e-05 13 256.962 1 NC 1 169 5 max .001 13 -.257 13 .033 6 4.014e-04 6 377.81 13 NC 1 170 min -.004 3 -.436 3 0 7 -1.138e-05 13 226.686 1 NC 1 171 6 max .001 13 -.257 13 .026 6 4.014e-04 6 _ 377.81 13 NC 1 172 min -.003 3 -.435 , 3 0 7 -1.138e-05 13 226.686 7 NC 1 173 7 max 0 13 -.227 13 .02 6 4.014e-04 6 428.27 13 NC 1 174 min -.002 3 -.383 3 0 7 -1.138e-05 13 256.962 7 NC 1 175 8 max 0 13 -.17 13 .013 6 4.014e-04 6 573.817 13 NC 1 176 min -.002 3 -.286 3 0 7 -1.138e-05 13 34429 11 NC 1 177 9 max 0 13 -.091 13 .007 6 4.014e-04 6 1071.877 13 NC 1 178 min 0 3 -.153 3 0 1 -1.138e-05 13 643.126 11 NC 1 179 10 max 0 1 0 1 0 1 4.014e-04 6 NC 1 NC 1 180 min 0 1 0 1 0 1 -1.138e-05 13 NC 1 NC 1 181 M10 1 max .002 13, .002 13 .059 6 3.756e-04 12 NC 1 NC 1 182 min -.007 , 3 -.009 3 0 3 -4.501e-05 3 NC 1 NC 1 183 2 max .002 13 =.089 13 .053 6 3.756e-04 12 1071.877 13 NC 1 184 min -.007 3 -.16 3 0 3 -4.501e-05 3 643.126 5 NC 1 185 3 max .002 13 -.168 13 .046 6 3.756e-04 12 573.817 13 NC 1 186 min -.006 3 -.291 3 0 3 -4.501e-05 3 344.29 5 NC 1 187 4 max .002 13 -.226 13 .04 6 3.756e-04 12 428.27 13 NC 1 188 min -.005 3 -.386 3 0 3 -4.501e-05 3 256.962 5 NC 1 189 5 max .001 13 -.257 13 .033 6 3.756e-04 12 377.81 13 NC 1 190 min -.004 3 -.436 , 3 0 3 -4.501e-05 3 226.686 5 NC 1 191 6 max .001 13 -.257 13 .026 6 3.756e-04 12 377.81 13 NC 1 192 min -.003 3 -.435 3 0 3 -4.501e-05 3 226.686 5 NC 1 193 7 max 0 13 -.227 13 .02 6 3.756e-04 12 428.27 13 NC 1 194 min -.002 3 -.383 3 0 3 -4.501e-05 3 256.962 5 NC 1 195 8 max 0 13 -.17 13 .013 6 3.756e-04, 12 573.817 13 NC 1 196 min -.002 3 -.286 3 0 3 -4.501e-05 3 344.29 5 NC 1 197 9 ,max 0 13 -.091 13, .007 6 3.756e-04 12 1071.877 13 NC 1 198 min 0 3 -.153 3 0 3 -4.501e-05 3 643.126 5 NC 1 199 10 max 0 1 0 1 0 1 3.756e-04 12 NC 1 NC 1 200 min 0 1 0 1 0 1 .4.501e-05 3 NC 1 NC 1 Member AISC 14th(360-10):ASD Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc/om [k]Pnt/om[k]Mnyy/om...Mnzz/om... Cb Eqn 1 1 M1 MC12x10.6 .012 4.672 .003 2.056 y 4.611 66.826 .883 8.391 1.854 H1-lb 2 1 M2 MC12x10.6 .023 6 .004 _5.515 y 10.96 66.826 .883 16.754 2.03 H1-lb 3 1 M3 MC12x10.6 .023 0 .004 .485 y 10.96 66.826 .883 16.492 1.998 H1-lb 4 1 M4 HSS4x2x3 .023 0 .020 0 y 30.331 52.06 3.282 5.371 3.62 H1-lb 5 1 M5 HSS4x2x3 .023 0 .020 0 y 30.331 52.06 _ 3.282 5.371 3.62 H1-lb 6 1 M6 HSS2x2x3 .015 2 .006 2 y 30.503 32778 .1.829 1.829 2.917 H1-lb 7 1 M7 HSS2x2x3 .038 0 .010 0 y 19.968 32.778 1.829 1.829 2.155 H1-lb 8 1 M8 HSS2x2x3 .015 0 .006 0 y 30.503 32.778 1.829 1.829 2.895 H1-lb 9 1 M9 5/8"Tie Rod .038 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 10 1 M10 5/8"Tie Rod .038 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* RISA-3D Version 16.0.0 [O:\...\...\20_Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 10 Page 17 of 40 /',/�`"` Company : Mar 6,2018 �- Designer JCG 12:29 PM GPD Engineering and Architecture Job Number Checked By. Professional Corporation Model Name : Starbucks-Tigard, OR Member AISC 14th(360-10):ASD Steel Code Checks(Continued) LC Member Shape UC Max Loc[ftl Shear UC Loc[fti Dir Pnc/om [klPrdJom[kl Mnyy/om...Mna/om... Cb Eqn 11 2 M1 MC12x10.6 .012 4.672 .003 2.056 y 4.611 66.826 .883 8.391 1.854 H1-1b 12 2 M2 MC12x10.6 .023 6 .004 5.515 y 10.96 66.826 .883 16.754 2.03 H1-lb 13 2 M3 MC12x10.6 .023 0 .004 .485 y 10.96 66.826 .883 16.492 1.998 H1-1b 14 2 M4 HSS4x2x3 .023 0 .020 0 y 30.331 52.06 3.282 5.371 3.62 H1-lb 15 2 M5 HSS4x2x3 .023 0 .020 0 y 30.331 52.06 3.282 5.371 3.62 H1-1b 16 2 M6 HSS2x2x3 .015 2 .006 2 y 30.503 32.778 1.829 1.829 2.917 H1-1b 17 2 M7 HSS2x2x3 .038 0 • .010 0 y 19.968 32.778 1.829 1.829 2.155 H1-1b 18 2 M8 HSS2x2x3 .015 0 .006 0 y 30.503 32.778 1.829 1.829 2.895 H1-1b 19 2 M9 5/8"Tie Rod .038 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 20 2 M10 5/8"Tie Rod .038 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 21 3 M1 MC12x10.6 .035 4.578 .008 2.056 y 4.611 66.826 .883 7.874 1.74 H1-1b 22 3 M2 MC12x10.6 .050 6 .007 5.515 y 10.96 66.826 .883 15.468 1.874 H1-1b 23 3 M3 MC12x10.6 .050 0 .007 .485 y 10.96 66.826 .883 15.247 1.847 H1-1b 24 3 M4 HSS4x2x3 .049 0 351 0 y 30.331 5206 3282 5.371 4281 H1-1 b 25 3 M5 HSS4x2x3 .049 0 .051 0 y 30.331 52.06 3.282 5.371 4.281 H1-1b 26 3 M6 HSS2x2x3 .041 2 .017 2 y 30.503 32.778 1.829 1.829 2.924 H1-lb 27 3 M7 HSS2x2x3 .104 0 .027 0 y 19.968 32.778 1.829 1.829 2.156 H1-1b 28 3 M8 HSS2x2x3 .041 0 317 0 y 30.503 32778 1.829 1.829 2.902 H1-lb 29 3 M9 5/8"Tie Rod .082 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 30 3 M10 518"Tie Rod .082 8.139 001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 31 4 M1 MC12x10.6 .012 4.672 .003 2.056 y 4.611 66.826 .883 8.391 1.854 H1-1b 32 4 M2 MC12x10.6 .023 6 .004 5.515 y 10.96 66.826 .883 16.754 203 H1-1b 33 4 M3 MC12x10.6 .023 0 .004 .485 y 10.96 66.826 .883 16.492 1.998 H1-1b 34 4 M4 HSS4x2x3, .023 0 .020 0 y 30.331 52.06 3.282 5.371 3.62 H1-1b 35 4 M5 HSS4x2x3 .023 0 .020 0 y 30.331 52.06 3.282 5.371 3.62 H1-1b 36 4 M6 HSS2x2x3 .015 2 .006 2 y 30.503 32.778 1.829 1.829 2.917,H1-lb 37 4 M7 HSS2x2x3 .038 0 .010 0 y 19.968 32.778 1.829 1.829 2.155 H1-1 b 38 4 M8 HSS2x2x3 .015 0 .006 0 y 30.503 32.778 1.829 1.829 2.895 Hl-lb 39 4 M9 5/8"Tie Rod .038 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 40 4 M10 5/8"Tie Rod .038 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 41 5 M1 MC12x10.6 .029 4.672 .007 2.056 y 4.611 66.826 .883 7.96 1.759 H1-1b 42 5 M2 MC12x10.6 .043 6 .007 5.515 y 10.96 66.826 .883 15.642 1.895 H1-lb 43 5 M3 MC12x10.6 .044 0 .007 .485 y 10.96 66.826 .883 15.415 1.867 H1-lb 44 5 M4 HSS4x2x3 .043 0 .044 0 y 30.331 52.06 3.282 5.371 4.178 H1-1b 45 5 M5 HSS4x2x3 .043 0 .044 0 y 30.331 52.06 3.282 5.371 4.178 H1-1b 46 5 M6 HSS2x2x3 .035 2 .014 2 y 30.503 32.778 1.829 1.829 2.923 Hl-lb 47 5 M7 HSS2x2x3 .088 0 .023 0 y 19.968 32.778 1.829 1.829 2.156 H1-1b_ 48 5 M8 HSS2x2x3 .035 0 .014 0 y 30.503 32.778 1.829 1.829 2.902 H1-1 b 49 5 M9 5/8"Tie Rod .071 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 50 5 M10 5/8"Tie Rod .071 8.139 .001 0 .118 6.614 .069 .069 1.14 H1-1b* 51 6 M1 MC12x10.6 .068 1.962 .003 7.288 z 4.611 66.826 .883 8.435 1.863 H1-1b 52 6 M2 MC12x10.6 .136 5.455 .007 5.455 z 10.96 66.826 .883 16.773 2.032 H1-1 b 53 6 M3 MC12x10.6 .135 .545 .007 .545 z 10.96 66.826 .883 16.474 1.996 H1-lb 54 6 M4 HSS4x2x3 .053 0 .027 0 z 30.331 52.06 3.282 5.371 3.619 H1-1b 55 6 M5 HSS4x2x3 .055 0 .027 0 z 30.331 52.06 3.282 5.371 3.621 H1-1 b 56 6 M6 HSS2x2x3 .050 2 .009 0 z 30.503 32.778 1.829 1.829 2.917 H1-lb 57 6 M7 HSS2x2x3 .050 0 .010 5.25 y 19.968 32.778 1.829 1.829 2.155 H1-1b 58 6 M8 HSS2x2x3 .050 0 .009 0 z 30.503 32778 1.829 1.829 2.895 H1-1b 59 6 M9 5/8"Tie Rod .038 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 60 6 M10 5/8"Tie Rod .038 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 61 7 M1 MC12x10.6 .008 7.288 .005 1.962 y 4.611 66.826 .883 5.829 1.288 H1-lb 62 7 M2 MC12x10.6 .006 6 .001 6 y 10.96 66.826 .883 12.509 1.515 H1-1b RISA-3D Version 16.0.0 [O:\...\...\20 Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 11 Page 18 of 40 Company : Mar 6, 2018 4r��_ Designer : JCG 12:29 PM GPD Engineering and Architecture Job Number Checked By: Professional Corporation Model Name : Starbucks-Tigard, OR Member AISC 14th(360-10):ASD Steel Code Checks(Continued) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc/om [klPntlom[kl Mnyy/om...Mnzz/om... Cb Eqn 63 7 M3 MC12x10.6 .006 0 .001 0 y 10.96 66.826 .883 12.379 1.5 H1-1 b 64 7 M4 HSS4x2x 3 .021 0 .005 .485 y 30.331 52.06 3282 5.371 1.523 H1-1 b 65 7 M5 HSS4x2x3 .021 0 .005 .485 y 30.331 52.06 3.282 5.371 1.523 H1-lb 66 7 M6 HSS2x2x3 .008 2 .005 2 y 30.503 32.778 1.829 1.829 2.85 H1-1b 67 7 M7 HSS2x2x3 .016 0 .006 0 y 19.968 32.778 1.829 1.829 2.389 H1-1b 68 7 M8 HSS2x2x3 .008 0 .005 0 y 30.503 32.778 1.829 1.829 2.829 H1-1b 69 7 M9 5/8"Tie Rod .010 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 70 7 M10 5/8"Tie Rod .010 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 71 8 M1 MC12x10.6 .052 7.288 .007 7.194 y 4.611 66.826 .883 7.96 1.758 H1-1b 72 8 M2 MC12x10.6 .122 5.455 .007 5.515 y 10.96 66.826 .883 15.646 1.895 H1-lb 73 8 M3 MC12x10.6 .121 .545 .007 .485 y 10.96 66.826 .883 15.411 1.867 H1-lb 74 8 M4 HSS4x2x3 .065 0 .044 0 y 30.331 52.06 3.282 5.371 4.177 H1-lb 75 8 M5 HSS4x2x3 .067 0 .044 0 y 30.331 52.06 3.282 5.371 4.178 H1-1b 76 8 M6 HSS2x2x3 .061 , 2 .014 2 y 30.503 32.778 1.829 1.829 2.923,H1-1b 77 8 M7 HSS2x2x3 .096 0 .023 5.25 y 19.968 32.778 1.829 1.829 2.156 H1-1b 78 8 M8 HSS2x2x3 .061 0 .014 0 y 30.503 32.778 1.829 1.829 2.902 H1-1b 79 8 M9 5/8"Tie Rod .071 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 80 8 M10 5/8"Tie Rod .071 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 81 9 M1 MC12x10.6 .022 4.672 .006 2.056 y 4.611 66.826 .883 8.342 1.843 H1-1 b 82 9 M2 MC12x10.6 .030 6 .004 5.515 y 10.96 66.826 .883 14.489 1.755 H1-lb 83 9 M3 MC12x10.6 .031 0 .004 .485 y 10.96 66.826 .883 14.298 1.732 H1-1b 84 9 M4 HSS4x2x3 .018 3.576 .031 0 y 30.331 52.06 3282 5371 1.43 H1-1b 85 9 M5 HSS4x2x3 .018 3.576 .031 0 y 30.331 52.06 3.282 5.371 1.43 H1-lb 86 9 M6 HSS2x2x 3 .030 2 .011 2 y 30.503 32778 1.829 1.829 2.91 H1-1 b 87 9 M7 HSS2x2x3 .071 0 .019 0 y 19.968 32.778 1.829 1.829 2.193 H1-1b 88 9 M8 HSS2x2x3 .030 0 .011 0 y 30.503 32.778 1.829 1.829 2.888 H1-lb 89 9 M9 5/8"Tie Rod .050 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 90 9 M10 5/8"Tie Rod .050 8.139 .001 8.139 .118 6.614 _ .069 .069 1.14 H1-1b* 91 10 M1 MC12x10.6 .052 1.962 .003 7.194 y 4.611 66.826 .883 8.424 1.861 H1-1b 92 10 M2 MC12x10.6 .107 5.455 .005 5.455 z 10.96 66.826 .883 16.768 2.031 H1-lb 93 10 M3 MC12x10.6 .105 .545 .005 .545 z 10.96 66.826 .883 16.479 1.996 H1-1b 94 10 M4 HSS4x2x3 .046 0 .023 0 z 30.331 52.06 3.282 5.371 3.619 H1-1b 95 10 M5 HSS4x2x3 .047 0 .023 0 z 30.331 52.06 3.282 5.371 3.621 H1-1b 96 10 M6 HSS2x2x3 .042 2 .007 0 z 30.503 32.778 1.829 1.829 2.917 H1-1b 97 10 M7 HSS2x2x3 .047 0 .010 5.25 y 19.968 32.778 1.829 1.829 2.155 H1-1b 98 10 M8 HSS2x2x3 .041 0 .007 0 z 30.503 32.778 1.829 1.829 2.895 H1-1b 99 10 M9 5/8"Tie Rod .038 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 100 10 M10 5/8"Tie Rod .038 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 101 11 M1 MC12x10.6 .008 4.672 .004 1.962 y 4.611 66.826 .883 6.886 1.521 H1-1b 102 11 M2 MC12x10.6 .010 6 .002 6 y 10.96 66.826 .883 14.769 1.789 H1-lb 103 11 M3 MC12x10.6 .010 0 .002 0 y 10.96 66.826 .883 14.574 1.766 H1-1b 104 11 M4 HSS4x2x3 .015 3.636 .007 0 y 30.331 52.06 3.282 5.371 1.427 H1-lb 105 11 M5 HSS4x2x3 .015 3.636 .007 0 v 30.331 52.06 3.282 5.371 1.427 H1-1b 106 11 M6 HSS2x2x3, .010 2 .005 2 y 30.503 32.778 1.829 1.829 2.874 H1-1b ' 107 11 M7 HSS2x2x3 .022 0 .007 0 y 19.968 32.778 1.829 1.829 2.28 H1-1b 108 11 M8 HSS2x2x3 .010 0 .005 0 y 30.503 32.778 1.829 1.829 2.853 H1-1b 109 11 M9 5/8"Tie Rod .017 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 110 11 M10 5/8"Tie Rod .017 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 111 12 M1 MC12x10.6 .067 1.962 .003 7.288 z 4.611 66.826 .883 8.464 1.87 H1-1b 112 12 M2 MC12x10.6 .129 5.455 .007 5.455 z 10.96 66.826 .883 16.785 2.033 H1-1b 113 12 M3 MC12x10.6 .128 .545 .007 .545 z 10.96 66.826 .883 16.463 1.994 H1-1b 114 12 M4 HSS4x2x3 .044 0 .022 0 z 30.331 52.06 3.282 5.371 3.618 H1-lb RISA-3D Version 16.0.0 [O:\...\...\20_Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 12 Page 19 of 40 • /11 ®�•` Company : Mar 6, 2018 Designer : JCG 12:29 PM � Job Number : Checked B GPD Engineering and Architecture y-- Professional Corporation Model Name : Starbucks -Tigard, OR Member AISC :10- 14th 360 ( ) ASDSteelCode Checks(Continued) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc/om [k1Pnt/om[k_Mnyy/om...Mnzz/om... Cb Eqn 115 12 M5 HSS4x2x3 .046 0 .022 0 z 30.331 52.06 3.282 5.371 3.622 H1-1b 116 12 M6 HSS2x2x3 .044 2 .009 0 z 30.503 32.778 1.829 1.829 2.917 H1-lb 117 12 M7 HSS2x2x3 .034 5.25 .006 5.25 y 19.968 32.778 1.829 1.829 2.155 H1-1b 118 12 M8 HSS2x2x3 .044 0 .009 0 z 30.503 32778 1.829 1.829 2.895 H1-1b 119 12 M9 5/8"Tie Rod .023 8.139 .001 0 .118 6.614 .069 .069 1.14 H 1-1 b" 120 12 M10 5/8"Tie Rod .023 8.139 .001 8.139 .118 6.614 .069 .069 1.14 H 1-1 b* 121 13 M1 MC12x10.6 .014 1.962 .005 1.962 y 4.611 66.826 .883 5.209 1.151 H1-1b 122 13 M2 MC12x10.6 .013 6 .002 4.606 y 10.96 66.826 .883 16.66 2.018 H1-1b 123 13 M3 MC12x10.6 .013 0 .002 1.394 y 10.96 66.826 .883 16.384 1.985 H1-1b 124 13 M4 HSS4x2x3 .030 , 0 .006 .606 y 30.331 52.06 3282 5.371 1.908 H1-lb 125 13 M5 HSS4x2x3 .030 0 .006 .606 y 30.331 52.06 3.282 5.371 1.908 H1-lb 126 13 M6 HSS2x2x3 .002 2 .004 2 y 30.503 32.778 1.829 1.829 2.668 H1-1b 127 13 M7 HSS2x2x3 .002 2.652 .002 0 y 19.968 32.778 1.829 1.829 1.548 H1-1b 128 13 M8 HSS2x2x3 .002 0 .004 0 y 30.503 32.778 1.829 1.829 2.649 H1-lb 129 13 M9 5/8"Tie Rod .000 0 .000 0 .118 6.614 .069 .069 1 H1-1a 130 13 M10 5/8"Tie Rod .000 0 .000 0 .118 6.614 .069 .069 1 H1-la RISA-3D Version 16.0.0 [O:\...\...\20_Tigard Marketplace Tigard OR\Structural\Drive-Thru Steel.r3d] Page 13 Page 20 of 40 /Oi_ GPD Engineering and Architecture Professional Corporation • 5 • v JCG Starbucks-Tigard, OR Mar 6, 2018 at 12:57 PM Soffit.r3d Page 21 of 40 Company : Mar 6, 2 01 8 /'._ Designer : JCG 12:59 PM GPD Engineering and Architecture Job Number Checked By. Professional Corporation Model Name : Starbucks-Tigard, OR Wood Material Properties Label Type Database Species Grade Cm Emod Nu Therm(\...Dens[k/ft^31 1 DF Solid Sawn Visually Gr... Douglas Fir-Larch No.1 1 .3 .3 .035 2 SP Solid Sawn Visually Gr.. Southern Pine No.1 1 .3 .3 .035 3 HF Solid Sawn Visually Gr.. Hem-Fir No.1 1 .3 .3 .035 4 SPF Sdid Sawn VisuallyGr.. Spruce-Pine-fir No.1 1 .3 .3 .035 5 24F-1.8E DF B... Glulam Table 5A 24F-1.8E DF BAL na 1 .3 .3 .035 6 24F-1.8E DF U... Glulam Table 5A 24F-1.8E_DF UNB... na 1 .3 .3 .035 7 24F-1.8E SP B... Glulam Table 5A 24F-1.8E_SP_BAL na 1 .3 .3 .035 8 24F-1.8E SP U... Glulam Table 5A 24F-1.8E_SP UNB... na 1 .3 .3 .035 Wood Section Sets Label Shape Type Design List Material Design Rules A[n2] lyy[in4] Izz[in4] J[in4] 1 Vert. 2X6 Column Rectangular SP Typical 8.25 1.547 20.797 5.125 2 Cantilever, 2X4 Beam Rectangular SP Typical 5.25 .984 5.359 2.877 3 Diagonal 2X4 VBrace Rectangular SP Typical 525 .984 5.359 2.877 Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N1 0 30 0 0 2 N2 0 26 0 0 3 N3 1 30 0 0 4 N4 1 26 0 0 , 5 N5 3.5 26 0 0 6 N6 1 26.5 0 0 7 N7 0 29.5 0 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/radl Z Rot[k-ft/rad] 1 N2 Reaction 2 N4 Reaction 3 N5 Reaction 4 N1 Reaction Reaction Reaction 5 N3 Reaction Reaction Reaction Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shams Type Design List Material Design Rules 1 M1 N1 N2 Vert. Column Rectangular SP Typical 2 M2 N3 N4 Vert. Column Rectangular, SP Typical 3 M3 N2 N5 Cantilever Beam Rectangular SP Typical 4 M4 N6 N7 Diagonal VBrace Rectangular SP Typical RISA-3D Version 16.0.0 [0:\2016\2016355\20_Tigard Marketplace_Tigard OR\Structural\Soffit.r3d] Page 1 Page 22 of 40 rA Company : Mar 6, 2018 ®_ Designer : JCG 12:59 PM GPD Engineering and Architecture Job Number Checked By. Professional Corporation Model Name : Starbucks-Tigard, OR Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Analysis ... Inactive Seismic Design... 1 M1 Yes None 2 M2 Yes None 3 M3 Yes None 4 M4 BenPIN BenPIN Yes None Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magnitude[(k,k-ft),(in,rad), (k*s^2/ft, k*s^2*ft)] No Data to Print ... Member Point Loads Member Label Direction Magnibade[k,k-ft] Location[ft,%] No Data to Print ... Member Distributed Loads (BLC 1 :Dead) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude..Start Location[f..End Location[ft... j 1 M3 Y -.013 -.013 0 0 Member Distributed Loads (BLC 3: Wind-X) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude..Start Location[f..End Location[ft... 1 M1 X .011 .011 0 0 Member Distributed Loads (BLC 4: Wind-Z) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude..Start Location[f..End Location[ft... 1 M1 Z .011 .011 0 0 2 M3 Z .011 .011 0 0 3 M2 Z .011 .011 0 0 Member Distributed Loads (BLC 5:Earthquake-X) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude..Start Location[f..End Location[ft... 1 M3 X .01 .01 0 0 2 M1 X .01 .01 0 0 3 M2 X .01 .01 0 0 Member Distributed Loads (BLC 6:Earthquake-Z) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude..Start Location[f..End Location[ft... 1 M1 Z .01 .01 0 0 2 . M2 Z .01 .01 0 0 3 M3 Z .01 .01 0 0 Member Area Loads Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] No Data to Print ... RISA-3D Version 16.0.0 [O:\2016\2016355\20_Tigard Marketplace_Tigard OR\Structural\Soffit.r3d] Page 2 Page 23 of 40 -®®® '' Company Mar 6, 2018 . Designer . JCG 12:59 PM GPD Engineering and Architecture Job Number Checked By: Professional Corporation Model Name : Starbucks-Tigard,OR Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 Dead DL -1 1 2 Roof Live RLL 3 Wind-X WLX 1 4 Wind-Z WLZ 3 5 Earthquake-X ELX .11 3 6 Earthquake-Z ELZ .11 3 Load Combination Design Description ASIF CD Service Hot Rolled Cold For... Wood Concrete Masonry Aluminum Stainless Connection 1 IBC 16-8 .9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-10(a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBc 16-10(b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-11 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-12(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-12(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 1BC 16.13(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-13(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-13(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-13(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-15(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 IBC 16-15(b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 IBC 16-12(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 IBC 16-12(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-14(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-14(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-14(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 19 IBC 16-14 (b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 20 IBC 16-16(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 21 IBC 16-16(b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 22 IBC 16-12(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 23 IBC 16-12(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 24 IBC 16-14(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 25 IBC 16-14(a... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 26 IBC 16-14(b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 27 IBC 16-14 (b... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 28 IBC 16-16(o... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 29 IBC 16-16(o... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint X[k] LC Y[k] _LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 1 N2 max 0 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 0 1 -.012 7 0 1 0 1 0 1 3 N4 max 0 1 0 1 0 1 0 1 0 1 0 1 4 min 0 1 0 1 -.031 13 0 1 0 1 0 1 5 N5 max 0 1 0 1 0 1 0 1 0 1 0 1 6 _ min 0 1 0 1 -.006 7 0 _ 1 0 1 0 1 7 N1 max .005 1 .036 12 0 1 0 1 0 1 0 1 RISA-3D Version 16.0.0 [0:\2016\2016355\20 Tigard Marketplace_Tigard OR\Structural\Soffit.r3d] Page 3 Page 24 of 40 //'. Company Mar 6,2018 _ Designer JCG 12:59 PM GPD Engineering and Architecture Job Number Checked By: Professional Corporation Model Name : Starbucks-Tigard, OR Envelope Joint Reactions (Continued) Joint X[k] LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 8 min -.024 12 -.028 1 -.013 13 0 1 0 1 0 1 9 N3 max -.003 12 .099 1 0 1 0 1 0 1 0 1 10 min -.005 1 .007 12 -.013 7 0 1 0 1 0 1 11 Totals: max 0 • 1 .071 6 0 1 12 min -.026 12 .043 13 -.076 13 Envelope Joint Displacements Joint X lin] LC Y pn] LC Z[in] LC X Rotation [...LC Y Rotation [...LC Z Rotation[...LC 1 N1 max 0 12 0 1 0 13 0 1 0 1 1.154&04 12 2 min 0 1 0 12 0 1 -1.001e-03 7 -2.385e-04 13 -7.897e-05 1 3 N2 max .001 12 0 1 0 7 1.005e-03 13 0 1 -8.165e-06 13 4 min -.003 1 0 12 0 1 0 1 -2.077e-05 13 -3.416e-05 6 5 N3 max 0 1 0 12 0 7 0 1 0 1 5.615e-05 6 6 min 0 12 0 1 0 1 -1.008e-03 13 -1.97e-05 7 3.636e-06 13 7 N4 max .001 12 0 12 0 13 1.002e-03 13 0 1 -4.119e-05 12 8 min -.003 1 0 1 0 1 0 1 -5.079e-05 7 -1.716e-04 1 9 N5 max .001 12 -.01 12 0 7 1.002e-03 13 2228e-04 7 -4.237e-04 12 10 min -.003 1 -.02 1 0 1 0 1 0 1 -8.091e-04 1 11 N6 max .001 12 0 12 .006 13 9.127e-04 13 0 1 -1.304e-05 12 12 min -.002 1 0 1 0 1 0 1 -1.97e-05 7 -1.318e-04 1 13 N7 max 0 12 0 1 .006 7 0 1 0 1 1.031e==04 12 14 min 0 1 0 12 0 1 -9.116e-04 7 -2.385e-04 13 -7.616e-05 1 Envelope Maximum Member Section Forces Member AAal[k]Loc[ft,LC y Shear...Loc[ft_LC z Shear...Loc[ft,LC Torque[...Loc[ft LC y-y Mome...Loc[ft,LC z-z Mome...Loc[ft,LC 1 M1 m.. .029 .485 1 .024 0 12 .013 0 7 .001 .525 13 .013 2.02 7 .009 4 6 2 min-.036 0 12 -.017 4 6 -.013 4 7 0 0 1 0 4 7 -.014 1.455 12 3 M2 m..-.003 3.475 12 .017 3.515 6 .013 0 13 0 0 1 .013 1.98 13 0 0 1 4 min-.099 0 1 0 3.515 13 -.013 4 13 -.001 3.515 13 0 0 1 -.025 4 6 5 M3 m.. .017 0 6 .036 1.025 6 .008 .99 13 0 0 7 .004 1.025 13 .045 1.025 8 6 min 0 1.025 1 -.04 .99 1 -.01 102513 0 0 1 -.003 2.51 7 -.009 0 6 7 M4 m-. .016 0 1 0 0 8 0 0 1 0 0 1 0 0 1 0 0 1 8 min-.046 3.162 12 0 3.162 1 0 0 1 -.001 0 13 0 0 1 0 1.565 8 Envelope Member Section Deflections Service Member Sec x[n] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y Ratio LC (n)Liz Ratio LC 1 M1 1 max 0 1 0 1 0 1 2.385e-04 13 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 12 0 1 0 1 2.385e-04 13 NC 1 NC 1 4 min 0 1 0 12 -.005 7 0 1 NC 1 9191.705 7 5 3 max 0 12 0 1 0 1 2.143e-04 13 NC 1 NC 1 6 min 0 1 -.001 12 -.01 7 0 1 NC 1 4927.191 7 7 4 max 0 12 .001 1 0 1 1.866e-04 13 NC 1 NC 1 8 min 0 1 -.001 12 -.013 7 0 1 NC 1 3674.63 7 9 5 max 0 12 .002 1 0 1 1.59e-04 13 NC 1 NC 1 10 min 0 1 -.002 12 -.015 7 0 1 NC 1 3238.003 7 11 6 max 0 12 .002 1 0 1 1.313e-04 13 NC 1 NC 1 RISA-3D Version 16.0.0 [0:\2016\2016355\20 Tigard Ma rketplace_Tigard OR\Structural\Soffit.r3d] Page 4 Page 25 of 40 Company : Mar 6, 2018 ed4r4.. Designer : JCG 12:59 PM GPD Engineering and Architecture Job Number Checked Professional Corporation Model Name : Starbucks-Tigard,OR Envelope Member Section Deflections Service(Continued) Member Sec x[in] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y Ratio LC (n)L/z Ratio LC 12 min 0 1 -.002 12 -.015 13 0 1 NC 1 3235.058 13 13 7 max 0 12 .002 1 0 1 1.037e-04 13 NC 1 NC 1 14 min 0 1 -.002 12 -.013 13 0 1 NC 1 3664.396 13 15 8 max 0 12 .002 1 0 1 7.606e-05 13 NC 1 NC 1 16 min 0 1 -.002 12 -.01 13 0 1 NC 1 4907.247 13 17 9 max 0 12 .002 1 0 1 4.841e-05 13 NC 1 NC 1 18 min 0 1 -.001 12 -.005 13 0 1 NC 1 9165.544 13 19 10 max 0 12 .003 1 0 1 2.077e-05 13 NC 1 NC 1 20 min 0 1 -.001 12 0 1 0 1 NC 1 NC 1 21 M2 1 max 0 1 0 1 0 1 1.97e-05 7 NC 1 NC 1 22 min 0 1 0 1 0 1 0 1 NC 1 NC 1 23 2 max 0 1 0 13 0 1 1.97e-05 7 NC 1 NC 1 24 min 0 12 0 6 -.005 13 0 1 NC 1 9144.956 13 25 3 max 0 1 0 13 0 1 1.97e-05 7 NC 1 NC 1 26 min 0 12 0 6 -.01 13 0 1 NC 1 4897.541 13 27 4 max 0 1 0 13 0 1 1.97e-05 7 NC 1 NC 1 28 min 0 12 0 6 -.013 13 0 1 NC 1 3657.883 13 29 5 max 0 1 0 1 0 1 1.97e-05 7 NC 1 NC 1 30 min 0 12 -.001 12 -.015 13 0 1 NC 1 3229.799 13 31 6 max 0 1 0 1 0 1 1.97e-05 7 NC 1 NC 1 32 min 0 12 -.001 12 -.015 13 0 1 NC 1 3233.238 13 33 7 max 0 1 0 1 0 1 1.97e-05 7 NC 1 NC 1 34 min 0 12 -.001 12 -.013 13 0 1 NC 1 3669.672 13 35 8 max 0 1 .001 1 0 1 1.97e-05 7 NC 1 ° NC 1 36 min 0 12 -.001 12 -.01 13 0 1 NC 1 4920.974 13 37 9 max 0 1 .002 1 0 1 2.315e-05 7 NC 1 NC 1 38 min, 0 12 -.001 12 -.005 13 0 1 NC 1 9180.17 13 39 10 max 0 1 .003 1 0 1 5.079e-05 7 NC 1 NC 1 40 min 0 12 -.001 12 0 1 0 1 NC 1 NC 1 41 M3 1 max .001 12 0 1 0 1 1.005e-03 13 NC 1 NC 1 42 min -.003 1 0 12 0 1 0 1 NC 1 NC 1 43 2 max .001 12 0 1 0 1 1.004e-03 13 NC 1 NC 1 44 min -.003 1 0 12 0 7 0 1 NC 1 NC 1 45 3 max .001 12 0 12 0 1 1.003e-03 13 NC 1 NC 1 46 min -.003 1 0 1 0 7 0 1 NC 1 NC 1 47 4 max .001 12 0 12 0 7 1.002e-03 13 NC 1 NC 1 48 min -.003 1 0 1 0 1 0 1 NC 1 NC 1 49 5 max .001 12 -.001 12 0 7 1.002e-03 13 NC 1 NC 1 50 min -.003 1 -.003 1 0 1 0 1 NC 1 NC 1 51 6 max .001 12 -.002 12 .001 7 1.002e-03 13 NC 12 NC 1 52 min -.003 1 -.006 1 0 1 0 1 7496.455 1 NC 1 53 7 max .001 12 -.004 12 .002 7 1.002e-03 13 NC 12 NC 1 54 min -.003 1 -.009 1 0 1 0 1 4708.956 1 NC 1 55 8 max .001 12 -.006 12 .002 7 1.002e-03 13 6942.919 12 NC 1 56 min -.003 1 -.012 1 _ 0 1 0 1 3348.287 1 NC 1 57 9 max .001 12 -.008 12 0 7 1.002e-03 13 5237.077 12 NC 1 58 min -.003 1 -.016 1 0 1 0 1 2575.38 1 NC 1 59 10 max .001 12 -.01 12 0 1 1.002e-03 13 4194.265 12 NC 1 60 min -.003 1 -.02 1 0 1 0 1 2088.304 1 NC 1 61 M4 1 max 0 1 .001 12 0 1 0 1 NC 1 NC 1 62 min 0 12 -.002 1 -.006 13 -3.073e-04 13 NC 1 NC 1 63 2 max 0 1 .001 12 0 1 0 1 NC 1 NC 1 RISA-3D Version 16.0.0 [0:\2016\2016355\20 Tigard Marketplace_Tigard OR\Structural1Soffit.r3d] Page 5 Page 26 of 40 • Company : Mar 6, 2018 ArAIL Designer JCG 12:59 PM GPD Engineering and Architecture Job Number Checked By: Professional Corporation Model Name : Starbucks-Tigard, OR Envelope Member Section Deflections Service(Continued) Member Sec x[n] LC y[in] LC z[in] LC x Rotate Er... LC (n)L/y Ratio LC (n)L/z Ratio LC 64 min 0 12 -.002 1 -.006 13 -2.663e-04 13 NC 1 NC 1 65 3 max 0 1 .001 12 0 1 0 1 NC 1 NC 1 66 min 0 12 -.001 1 -.006 13 -2.252e-04 13 NC 1 NC 1 67 4 max 0 1 .001 12 0 1 0 1 NC 1 NC 1 68 min 0 12 -.001 1 -.006 13 -1.842e-04 13 NC 1 NC 1 69 5 max 0 1 0 12 0 1 0 1 NC 1 NC 1 70 min 0 12 -.001 1 -.006 13 -1.432e-04 13 NC 1 NC 1 71 6 max 0 1 0 12 0 1 0 1 NC 1 NC 1 72 min 0 12 -.001 1 -.006 13 -1.021e-04 13 NC 1 NC 1 73 7 max 0 1 0 12 0 1 0 1 NC 1 NC 1 74 min 0 12 0 1 -.006 13 -6.109e-05 13 NC 1 NC 1 75 8 max 0 1 0 12 0 1 0 1 NC 1 NC 1 76 min 0 12 0 1 -.006 13 -2.006e-05 13 NC 1 NC 1 77 9 max 0 1 0 12 0 1 2.107e-05 7 NC 1 NC 1 78 min 0 12 0 _ 1 -.006 7 0 1 NC 1 NC 1 79 10 max 0 1 0 12 0 1 6.21e-05 7 NC 1 NC 1 80 min 0 12 0 1 -.006 7 0 1 NC 1 NC 1 Envelope Wood Code Checks Member Shape Code...Loc[ftl LC Shear...Loc[ft]Dir LC Fc'[ksilFt'[ksi_Fb1'[...Fb7[...Fv'[ksil RB CL CP Eqn 1 M1 2X6 .034 2.061 7 .025 4 z 13 .449 1.4 2.103 2.484 .28 10.832 .974 .181 3.9-3 2 M2 2X6 .047 2.222 7 .026 4 z 13 .449 1.4 2.103 2.484 .28 10.832 .974 .181 3.9-1 3 M3 2X4 .130 1.025 1 .072 .99 y 1 .549 .9 1.34 1.485 .158 8.083 .993 .369 3.9-3 4 M4 2X4 .006 1.789 12 .031 0 y 7 .7 1.6 2.37 2.64 .28 7.683 .988 .265 3.9-1 RISA-3D Version 16.0.0 [0:\2016\2016355\20_Tigard Ma rketplace_Tigard OR\Structural\Soffit.r3d] Page 6 Page 27 of 40 . , ..... -AIAL. GPD Engineering and Architecture Professional Corporation Wood Beam File=0:\201612016355120_TIG-1\STRUCT-1\Calcs.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10-17.12.10 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: New Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:IBC 2012 Material Properties Analysis Method Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb- 2,600.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 1,016.54ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pd Beam Bracing : Completely Unbraced Ds0.32)-Lr(0.+32)E(0.115), c -- --- - x > 3-1.75x7.25 ( Span=9.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.320, Lr=0.320, E=0.1150, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.595 1 Maximum Shear Stress Ratio = 0.300 : 1 Section used for this span 3-1.75x7.25 Section used for this span 3-1.75x7.25 fb:Actual = - 1,916.47psi fv:Actual = 106.76 psi FB:Allowable = 3,222.51 psi Fv:Allowable = 356.25 psi Load Combination +D+Lr Load Combination • +D+Lr Location of maximum on span - 4.750ft Location of maximum on span = 8.911 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.177 in Ratio= 644>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.360 in Ratio= 316>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cf CM C t CL M lb Fb V fv F'v D Only 0.00 0.00 000 0.00 Length=9.50 ft 1 0.419 0.212 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3 74 974.58 2326 32 1.38 54.29 256.50 +D+Lr 1.000 100 1.00 1.00 100 0.99 000 0.00 0.00 0.00 Length=9.50 ft 1 0.595 0.300 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.35 1,916.47 3222.51 2.71 106.76 356.25 +D+0.750Lr 1000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9 50 ft 1 0.522 0.263 1.25 1.000 1 00 1.00 1 00 1 00 0.99 644 1,681 00 3222.51 2.38 93.64 356.25 +1.100+0.70E 1.000 1.00 1 00 1.00 1.00 0-99 000 0.00 0.00 0.00 Length=9.50 ft 1 0.318 0.160 160 1.000 1.00 1 00 1.00 1.00 0.99 5.02 1,30921 4113.00 1.85 72.93 456.00 +1.0750+0.5250E 1-000 1.00 1.00 1.00 1.00 0.99 000 0.00 0.00 0.00 Page 28 of 40 'iree4A. GPD Engineering and Architecture Professional Corporation Wood Beam File=0:1201612016355120_T1G-11STRUCT-11Cal s.ec6 O ENERCALC,INC 1983-2017,Build:10.17.1210,Ver10.17.12.10 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: New Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C CL M lb Fb V fv F'v Length=9.50 ft 1 0.298 0.150 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.70 1,225.55 4113.00 1.73 68.27 456.00 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.142 0.071 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.24 584.75 4113.00 0.83 32.57 456.00 +0.4998D+0.70E 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.176 0.088 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.77 724.00 4113.00 1.02 40.33 456.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span +D+Lr 1 0.3599 4.785 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.093 3.093 Overall MINimum 0.546 0.546 D Only 1.573 1.573 +D+Lr 3.093 3.093 +D+0.750Lr 2.713 2.713 +D+0.70E 1.955 1.955 +D+0.5250E 1.860 1.860 +0.60D 0.944 0.944 +0.60D+0.70E 1.326 1.326 Lr Only 1.520 1.520 E Only 0.546 0.546 • Page 29 of 40 Areb GPD Engineering and Architecture Professional Corporation Wood Beam Fie=o:12016'2Otsa zo_nc 1>sT�ucr-t secs ENERCALC,INC.1983-2017.i3uid:10.17.1210,Ver.10.17.12.10 Lic.#:KW-06004426 licensee:GPD ASSOCIATES Description: New Header CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design • Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb- 1,500.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 580.0 ksi Wood Species : Southern Pine Fc-Perp 565.0 psi Wood Grade :No.2: 2"-4" Thick:2"-4"Wide Fv 175.0 psi Ft 825.0 psi Density 34.320pcf Beam Bracing : Completely Unbraced D(0.32)Lr(0.32)E(0.115)__ 4 3-2x12 n ►, Span=4.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.320, Lr=0.320, E=0.1150, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.089 1 Maximum Shear Stress Ratio = 0.094: 1 Section used for this span 3-2x12 Section used for this span 3-2x12 fb:Actual = 164.87 psi fv:Actual = 20.59 psi FB:Allowable = 1,859.02psi Fv:Allowable = 218.75 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 2.000ft Location of maximum on span = 3.066 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 22118>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.004 in Ratio= 10854>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M ib Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.063 0.067 0.90 1.000 1.00 1.00 1.00 1.00 0.99 0.66 83.96 1342.05 0.35 10.49 157.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.089 0.094 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.30 164.87 1859.02 0.69 20.59 218.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.078 0.083 1.25 1.000 1 00 1.00 1.00 1.00 0.99 1.14 144.64 1859.02 0.61 18.06 218.75 +1.100+0.70E 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.048 0.050 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.89 112.73 2372.66 0.48 14.08 280.00 +1.075D+0.5250E 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Page 30 of 40 AKAPAIL GPD Engineering and Architecture Professional Corporation Wood Beam File=0:1201612016355\20_TIG-11STRUCT-11Calcs.ec6 ENERCALC,INC.1983-2017,Build:10.1712.10,Ver10-17.12.10 Lic.#;KW-06004426 Licensee:GPD ASSOCIATES Description: New Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Pb V fv F'v Length=4.0 ft 1 0.044 0.047 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.83 105.54 2372.66 0.44 13.18 280.00 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.021 0.022 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.40 50.38 2372.66 0.21 6.29 280.00 +0.4998D+0.70E 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.026 0.028 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.49 62.31 2372.66 0.26 7.78 280.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span +D+Lr 1 0.0044 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.304 1.304 Overall MINimum 0.230 0.230 D Only 0.664 0.664 +D+Lr 1.304 1.304 +D+0.750Lr 1.144 1.144 +D+0.70E 0.825 0.825 +D+0.5250E 0.785 0.785 +0.60D 0.398 0.398 +0.60D+0.70E 0.559 0.559 Lr Only 0.640 0.640 E Only 0.230 0.230 • Page 31 of 40 ®,. /'i- GPO Engineering and Architecture '' Professional Corporation Wood Beam File=0:1201612016355(20T1G-11STRUCT-11Cal s-ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver10.17.12.10 Lica#:KW-06004426 Licensee:GPD ASSOCIATES Description: New Roof Joist Extension CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb- 1,500.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 580.0ksi Wood Species : Southern Pine Fc-Perp 565.0 psi Wood Grade : No.2: 2"-4" Thick :2"-4"Wide Fv 175.0 psi Ft 825.0 psi Density 34.320pcf Beam Bracing : Completely Unbraced D(0.04)Lr(0 04)4.S(0.05)E(0 01) M .M , , 2x10 Span=3.0 ft F H Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.040, Lr=0.040, S=0.050, E=0.010, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.038: 1 Maximum Shear Stress Ratio = 0.037 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 58.89psi fv:Actual = 7.40 psi FB:Allowable = 1,557.70 psi Fv:Allowable = 201.25 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.500ft 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 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.001 in Ratio= 33315>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.022 0.022 0.90 1 000 1.00 1.00 1 00 1.00 0.94 0.05 27.33 1270.32 0.03 3.43 157.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.032 0 030 1.25 1.000 1 00 1 00 1-00 1 00 0.88 0.09 52.58 1656.16 0.06 6.61 218.75 +D+S 1 000 100 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.038 0 037 1.15 1.000 1.00 1.00 1 00 1 00 0.90 0.10 58.89 1557.70 0.07 740 201.25 +D+0.750Lr 1.000 1.00 1.00 100 1.00 0.90 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.028 0.027 1 25 1.000 1.00 1.00 1.00 1.00 0.88 0.08 46.27 1656.16 0.05 5.81 218.75 +D+0.750S 1000 1.00 100 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Page 32 of 40 • //i_ GPD Engineering and Architecture Professional Corporation Word Beam File=0:1201612016355120_TIG-11STRUCT--11Cals.ec6 ENERCALC,INC.1983-2017.Buiid:10.17.12.10,Ver10.17,12.10 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: New Roof Joist Extension • Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t C L M fb Pb V Tv F'v Length=3.0 ft 1 0.033 0.032 1.15 1.000 1.00 1.00 1.00 1.00 0.90 0.09 51.00 1557.70 0.06 6.41 201.25 +1.100+0.70E 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.018 0.015 1.60 1.000 1.00 1.00 1.00 1.00 0.80 0.06 34.49 191028 0.04 4.33 280.00 +1.075D+0.7505+0.5250E 1.000 1.00 1.00 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.030 0.025 1.60 1.000 1.00 1.00 1.00 1.00 0.80 0.10 56.37 1910.28 0.07 .7.08 280.00 +0.60D 1.000 1.00 1.00 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.009 0.007 1.60 1.000 1.00 1.00 1.00 1.00 0.80 0.03 16.40 1910.28 0.02 2.06 280.00 +0.4998D+0.70E 1.000 1.00 1.00 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.009 0.008 1.60 1.000 1.00 1.00 1.00 1.00 0.80 0.03 18.08 1910.28 0.02 2.27 280.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0011 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.140 0.140 Overall MINimum 0.015 0.015 D Only 0.065 0.065 +D+Lr 0.125 0.125 +D+S 0.140 0.140 +D+0.750Lr 0.110 0.110 +D+0.750S 0.121 0.121 +D+0.70E 0.075 0.075 +D+0.750S+0.5250E 0.129 0.129 +0.60D 0.039 0.039 +0.600+0.70E 0.049 0.049 Lr Only 0.060 0.060 S Only 0.075 0.075 E Only 0.015 0.015 Page 33 of 40 %moi_ GPD Engineering and Architecture Professional Corporation Wood Beam File=O:120161201635520_TIG-11STRUCT-11Calcs.ec6 ENERCALC,INC.1983-2017,81.1410.17.12.10,Ver:10.17.12.10 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: New Parapet Stud CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress.Design Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb- 1,500.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 580.0ksi Wood Species : Southern Pine Fc-Perp 565.0 psi Wood Grade :No.2: 2"-4" Thick:2"-4"Wide Fv 175.0 psi Ft 825.0 psi Density 34.320 pd Beam Bracing : Completely Unbraced X W(0.0291)E(0.01) o X r W(0.05765)E(0.01) v 1 Aki 2x6 - STP, 2x6 Span=4.50 ft Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: W=0.02910, E=0.010, Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load: W=0.05765, E=0.010, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.172 1 Maximum Shear Stress Ratio = 0.072: 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 355.29 psi fv:Actual = 20.27P si FB:Allowable = 2,071.36psi Fv:Allowable = 280.00 psi Load Combination +D+0.60W Load Combination +D+0.60W Location of maximum on span = 4.500ft Location of maximum on span = 4.500 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.132 in Ratio= 634>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.083 in Ratio= 1010>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M lb F'b V iv F'v D Only 000 0.00 0.00 0 00 Length=4 50 ft 1 0.015 0.007 0 90 1.000 1.00 1.00 1.00 1.00 0.96 001 19.11 1291.75 0.01 1.13 157.50 Length=3.50 ft 2 0.015 0007 0.90 1000 1.00 1.00 1.00 1.00 0.97 0.01 19.11 1308 12 0.01 1.13 157.50 +0+0.60W 1.000 1 00 1 00 1.00 1.00 0.97 0 00 0.00 0.00 0.00 Page 34 of 40 /Ii_ GPD Engineering and Architecture Professional Corporation Wood Beam Fife=0:1201672016355120_11G-11STRUCT-11Calcs.ec6 ENERCALC,INC.1983-2017,Build10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: New Parapet Stud Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN Ci Cr Cm C t CL M fb Fb V fv Fv Length=4.50 ft 1 0.172 0.072 1.60 1.000 1.00 1.00 1.00 1.00 0.86 022 35529 2071.36 0.11 2027 280.00 Length=3.50 ft 2 0.162 0.072 1.60 1.000 1.00 1.00 1.00 1.00 0.91 022 355.29 2192.56 0.11 20.27 280.00 +1.100+0.70E 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.043 0.019 1.60 1.000 1.00 1.00 1.00 1.00 0.86 0.06 89.06 2071.36 0.03 5.26 280.00 Length=3.50 ft 2 0.041 0.019 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.06 89.06 2192.56 0.03 526 280.00 +0+0.450.W 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 .0.00 0.00 Length=4.50 ft 1 0.131 0.055 1.60 1.000 1.00 1.00 1.00 1.00 0.86 0.17 271.25 2071.36 0.09 15.48 280.00 Length=3.50 ft 2 0.124 0.055 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.17 271.25 2192.56 0.09 15.48 280.00 +1.0750+0.5250E 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.035 0.015 1.60 1.000 1.00 1.00 1.00 1.00 0.86 0.05 71.57 2071.36 0.02 423 280.00 Length=3.50 ft 2 0.033 0.015 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.05 71.57 2192.56 0.02 423 280.00 +0.600+0.60W 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.168 0.071 1.60 1.000 1.00 1.00 1.00 1.00 0.86 0.22 347.65 2071.36 0.11 19.84 280.00 Length=3.50 ft 2 0.159 0.071 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.22 347.65 2192.56 0.11 19.84 280.00 +0.4998D+0.70E 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.037 0.016 1.60 1.000 1.00 1.00 1.00 1.00 0.86 0.05 77.58 2071.36 0.03 4.58 280.00 Length=3.50 ft 2 0.035 0.016 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.05 77.58 2192.56 0.02 4.58 280.00 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Deft Location in Span 1 0.0000 0.000 W Only -0.0162 2.791 W Only 2 0.1321 3.500 0.0000 2.791 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.013 0.346 Overall MINimum 0.009 0.071 D Only 0.002 0.014 +D+0.60W -0.006 0.221 +D+0.70E 0.008 0.064 +0+0.450W -0.004 0.170 +D+0.5250E 0.006 0.051 +0.60D+0.60W -0.007 0.216 +0.60D+0.70E 0.007 0.058 W Only -0.013 0.346 E Only 0.009 0.071 • Page 35 of 40 ArelikilL GPD Engineering and Architecture: Professional Corporation Wood Beam File=0:1201612016955120_11G-RSTRUCT-11Calcs.ec6 ENERCALC,INC.1983-2017,Budd:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06004426 Licensee 2GPD ASSOCIATES Description: Typical Full Height Stud CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb- 1,500.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 580.0 ksi Wood Species : Southern Pine Fc-Perp 565.0 psi Wood Grade : No.2: 2"-4" Thick:2"-4"Wide Fv 175.0 psi Ft 825.0 psi Density 34.320pcf Beam Bracing : Completely Unbraced b W(0.0291)E(0.01) W(0. 05765)E(0.01) s o t N X - IXjX` Alk) 2x6 2x6 A� Span=13.0 ft Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: W=0.02910, E=0.010, Tributary Width=1.0 ft Load for.Span Number 2 Uniform Load: W=0.05765, E=0.010, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.506 1 Maximum Shear Stress Ratio = 0.088: 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 485.64 psi fv:Actual = 24.55 psi FB:Allowable = 959.95psi Fv:Allowable = 280.00 psi Load Combination +D+0.60W Load Combination +D+0.60W Location of maximum on span = 5.592ft Location of maximum on span = 12.564 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.374 in Ratio= 417>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.256 in Ratio= 609>=180 Max Upward Total Deflection 0 000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M 1b Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.063 0.015 0.90 1.000 1.00 1.00 1.00 1.00 0.67 0 04 56.70 901.39 0.01 2.34 157.50 Length=3.50 ft 2 0.015 0.015 0.90 1.000 1.00 1.00 1.00 1.00 0.97 0.01 19.11 1308.12 0.01 2.34 157.50 +D+0.60W 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Page 36 of 40 .41110141.. GPD Engineering and Architecture Professional Corporation W did Beam File=0:1201612016355120_TIG-11STRUCT-11Cal s.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: Typical Full Height Stud Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M Po Fb V fv Pv Length=13.0 ft 1 0.506 0.088 1.60 1.000 1.00 1.00 1.00 1.00 0.40 0.31 485.64 959.95 0.14 24.55 280.00 Length=3.50 ft 2 0.162 0.088 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.22 355.29 2192.56 0.11 24.55 280.00 +1.10D+0.70E 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.275 0.039 1.60 1.000 1.00 1.00 1.00 1.00 0.40 0.17 264.25 959.95 0.06 10.89 280.00 Length=3.50 ft 2 0.041 0.039 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.06 89.06 2192.56 0.03 10.89 280.00 +0+0.450W 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.394 0.068 1.60 1.000 1.00 1.00 1.00 1.00 0.40 0.24 378.33 959.95 0.10 19.00 280.00 Length=3.50 ft 2 0.124 0.068 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.17 271.25 2192.56 0.09 19.00 280.00 +1.0750+0.5250E 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.221 0.031 1.60 1.000 1.00 1.00 1.00 1.00 0.40 0.13 21236 959.95 0.05 8.75 280.00 Length=3.50 ft 2 0.033 0.031 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.05 71.57 2192.56 0.02 8.75 280.00 +0.600+0.60W 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.482 0.084 1.60 1.000 1.00 1.00 1.00 1.00 0.40 0.29 463.08 959.95 0.13 23.62 280.00 Length=3.50 ft 2 0.159 0.084 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.22 347.65 2192.56 0.11 23.62 280.00 +0.49980+0.70E 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.240 0.034 1.60 1.000 1.00 1.00 1.00 1.00 0.40 0.15 23020 959.95 0.05 9.49 280.00 Length=3.50 ft 2 0.035 0.034 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.05 77.58 2192.56 0.02 9.49 280.00 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Deft Location in Span W Only 1 0.3741 6.101 0.0000 0.000 2 0.0000 6.101 W Only -0.1501 3.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.162 0.418 Overall MINimum 0.060 0.105 0 Only 0.012 0.021 +D+0.60W 0.109 0.271 +D+0.70E 0.054 0.094 +D+0.450W 0.085 0.209 +D+0.5250E 0.044 0.076 +0.60D+0.60W 0.104 0.263 +0.60D+0.70E 0.049 0.086 W Only 0.162 0.418 E Only 0.060 0.105 Page 37 of 40 /moi_ GPD Engineering and Architecture Professional Corporation Wood Beam File=0'1201612016355120_TIG-11STRUCT-11Celcs.ec6 ENERCALC,INC.1983-2017,Build 10.1712.10,Vet 10-1712.10 Lic #:KW-06004426 Licensee:GPD ASSOCIATES Description: New Parapet Stud @ Screen Wall CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb- 1,500.0 psi Ebend-xx 1,600.0ksi Fc-Pril 1,650.0 psi Eminbend-xx 580.0 ksi Wood Species : Southern Pine Fc-Perp 565.0 psi Wood Grade :No.2: 2"-4" Thick :2"-4"Wide Fv 175.0 psi Ft 825.0 psi Density 34.320pcf Beam Bracing : Completely Unbraced o _ W(0.0291)vE(0-01) _ a o __W(0.05765)E(0a .01)I a- ` t aX 5.50X3.0 5.50 X 3.0 Span=4.50.ft Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load W=0.02910, E=0.010, Tributary Width= 1 0 ft Load for Span Number 2 Uniform Load: W=0.05765, E=0.010, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.143 1 Maximum Shear Stress Ratio = 0.041 : 1 Section used for this span 5.50 X 3.0 Section used for this span 5.50 X 3.0 fb:Actual = 343.20 psi fv:Actual = 11.44 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 280.00 psi Load Combination +D+0.60W Load Combination +D+0.60W Location of maximum on span = 4.500ft Location of maximum on span = 4.500ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.222 in Ratio= 378>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.146 in Ratio= 574>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.026 0.008 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.02 35_04 1350.00 0.01 1.21 157.50 Length=3.50 ft 2 0.026 0.008 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.02 35 04 1350.00 0.01 1.21 157.50 +D+0.60W 1000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 38 of 40 1 • ®d.. GPD Engineering and Architecture • Professional Corporation Wood Beam File=0:1201612016355120 TIG-11STRUCT-11Calcs.ec6 ENERCALC,BIC.1983-2017,Build:10.17.12.10,Ver10.17.12.10 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description New Parapet Stud @ Screen Wall Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb Pb V fv F'v Length=4.50 ft 1 0.143 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 343.20 2400.00 0.13 11.44 280.00 Length=3.50 ft 2 0.143 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 024 343.20 2400.00 0.13 11.44 280.00 +1.10D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.042 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 100.91 2400.00 0.04 3.49 280.00 Length=3.50 ft 2 0.042 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 100.91 2400.00 0.04 3.49 280.00 +0+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.111 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 266.16 2400.00 0.10 8.87 280.00 Length=3.50 ft 2 0.111 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 266.16 2400.00 0.10 8.87 280.00 +1.075D+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.035 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 84.44 2400.00 0.03 2.92 280.00 Length=3.50 ft 2 0.035 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 84.44 2400.00 0.03 2.92 280.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.137 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 329.19 2400.00 0.12 10.97 280.00 Length=3.50 ft 2 0.137 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 329.19 2400.00 0.12 10.97 280.00 +0.4998D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.033 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 79.87 2400.00 0.03 2.76 280.00 Length=3.50 ft 2 0.033 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 79.87 2400.00 0.03 2.76 280.00 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Dell Location in Span 1 0.0000 0.000 W Only -0.0272 2.791 W Only 2 0.2221 3.500 0.0000 2.791 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.013 0.346 Overall MINimum 0.009 0.071 D Only 0.003 0.028 +0+0.60W -0.004 0.235 +D+0.70E 0.010 0.078 +0+0.450W -0.002 0.184 +D+0.5250E 0.008 0.065 +0.600+0.60W -0.006 0.224 +0.600+0.70E 0.008 0.067 W Only -0.013 0.346 E Only 0.009 0.071 Page 39 of 40 Job Starbucks-Tigard,OR Sheet No. of //' ® Calculate by JCC' Date 3/6/2098 GPD Cngineering and Architer�ur Professional Corporation Checked by Date SCne s Q kca.dte r Com- f4► 3 2.9 W H�car a-wct-t - S% / = -1-1 8 / t arc Pvt to-mac,-o W c-t4LoUyr ct w 4 = 9 S S ✓o V— MDoan ci Z 1 L L oc ,-1 i*tck. A tcswadiobe S kza,,w = 8S` # ✓a1,c- C.t7YnA0 i1.. tUn ; 2� L 3°17" - tt� • tD $‘2._ ✓b v- 9.SS $S`t Noff@ = gLea.,{ b1oc.Ic.4 4-it_ rock. Scwt<<cw motr-ea� I-�ss e -� ,vLs t c Y ) ok- b� > s NNA.. L ) S tl s an 1.30 = %b ✓c k 3-0 i" CsA-eAYs. tTA. MPAD 1 Rllordoodt0 4. / = I5 14 # ,/Dk- ( %) , ftp of = t -3 2- ✓otL S►rr ?'�o,rt 143 455 # Volt. Ld.et,s Lu) - Moor-) Str 4 "ice-- +,o = 50 * V Otc., p) C. - c -s Max - a✓ - t50 ✓0k_ Ma,X W i 4txaw6-t s 50f p tom. t o 44w ec5114et e s j Aa✓x Sk.e o-r. _ u * ✓O 14- (,tet) — t D t} <I 1\114._.X, S tie w>r = 2:S W , S ,,..,ocatit, UJS210 = l t los # ✓bl� Alt -Pb-vv,-(14-4-thvt-s 0 tt 1rt peob`ar),,t. Mt welds C7it- 1j - Page 40 of 40