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Specifications (3) 1118T2019—e90116.i AP30 Sw Y.Ilt/e- k.360.635.6611 WAY #400 POINT .601 Main Street RECENED Vancouver,WA 98660 ENGINEERING Du 262019 STRUCTURAL CALCULATIONS Robinson Canopy 10530 SW 71st Avenue Portland, Oregon 97223 (0) P•Ore OFFICE COPY c't'a /013,g 1/%416'NRF°:C‘" EXPIRES:12/31/2019 Prepared for: Mark Robinson 10530 SW 71st Avenue Portland, Oregon 97223 12/13/19 19241 • 360,635.6611 A\e' P 44% I NT Q601 Main Street#400 No/ Page 2 of 27 Vancouver, WA 98660 ENGINEERING TABLE OF CONTENTS Section Description A Design Criteria B Gravity Design C Lateral Design D Appendix A - Reference 0. 5. 1 AY P INT 601 Main Street#400 Pa e 3 of 27 Vancouver, WA 98660 g ENGINEERING DESIGN CRITERIA SECTION A PROJECT NARRATIVE Waypoint Engineering was retained in limited capacity to perform the following work for this project including: • Structural analysis of new canopy vertical and lateral force resisting systems. • Lateral analysis will utilize plywood shear walls on reinforced concrete spread footings. • Gravity analysis will utilize beams, joists and conventional cast-in-place reinforced concrete footings. VERTICAL AND LATERAL FORCE RESISTING SYSTEM The vertical system will consist of roof joists supported on wood load bearing stud walls, beams and columns. The lateral system consists of wood panel shear walls and flexible, plywood sheathed diaphragms, and a steel cantilevered column. Vertical and lateral loads are transferred to the ground via spread footings. CODES AND REFERENCES • 2014 Oregon Structural Specialty Code, OSSC • 2011 American Concrete Institute, ACI 318-11 • 2010 American Institute of Steel Construction, Specification for Structural Steel Buildings, AISC 360-10 14th Edition • 2012 American Wood Council, National Design Specification for Wood Construction, NDS • 2010 American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, ASCE 7-10 • 2015 American Welding Society, Structural Welding Code - Steel, AWS D1.1 • American Society for Testing and Materials, ASTM 360.635.6611 AYP =' INT X1601 Main Street#400 Vancouver, WA 98660 Page 4 of 27 ENGINEERING FOUNDATIONS Foundations have been designed with the following criteria: Individual Spread and Continuous Footings: Allowable Soil Pressure, D+SL 1,500 psf (IBC Table 1806.2) Lateral Bearing Pressure (Passive Soil Resistance) 100 psf/ft (IBC Table 1806.2) GRAVITY LOADS Roof Live Load (Reducible per ASCE 4.8): Minimum Roof: 20 psf Roof Snow Load: Flat Roof Snow Load, Pf: 25 psf (ASCE 7-10 7.3): Snow Exposure Factor, Ce: 1.0 (ASCE 7-10 Table 7-2) Importance Factor, Is: 1.0 (ASCE 7-10 Table 1.5-2) Thermal Factor, Ct: 1.0 (ASCE 7-10 Table 7-3) Drift Surcharge Load, Pd: See Drawings (if applicable) Width of Snow Drift, w: See Drawings (if applicable) WIND DESIGN Ultimate Design Wind Speed, V�,t (3-Second Gust): 120 mph (ASCE 7-10 Figure 26.5-1A) Nominal Design Wind Speed, Vasd=VultV0.6: 105 mph (IBC 1609.3) Risk Category: II (ASCE Table 1.5-2) Wind Exposure: Surface Roughness B (N/S and E/W Directions) Exposure B (N/S and E/W Directions) (ASCE 7-10 26.7) Internal Pressure Coefficients, GCp; (if applicable): 0.00 (Open Buildings) (ASCE 7-10 26.11-1) I 1 360.635.6611AY P I N T 601 Main Street#400 Vancouver,WA 98660 ENPage 5 of 27 NEERING SEISMIC DESIGN Risk Category: II (ASCE Table 1.5-2) Seismic Importance Factor, Ie 1.00 (ASCE Table 1.5-2) Mapped Spectral Response Acceleration Parameters, Ss/Si: 0.986/0.425 Site Class: D - Stiff Soil (ASCE 7-10 21.1.2) Design Spectral Response Acceleration Parameters, SDs/Sol: 0.727/0.446 Seismic Design Category: D (ASCE 7-10 11.6) Basic Seismic Force Resisting System(s): Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance, Steel ordinary cantilevered column (N/S and E/W Directions) (ASCE 7-10 Table 12.2-1) Design Base Shear(s): 2.38 kips Seismic Response Coefficient(s), Cs: 0.582 (ASCE 7-10 12.8.1.1) Response Modification Coefficient(s), R: 1.25 (N/S and E/W Directions) (ASCE 7-10 Table 12.2-1) Analysis Procedure Used: Equivalent Lateral Force (ASCE 7-10 12.8) MATERIAL SPECIFICATIONS AND STRENGTHS - CONCRETE Concrete Types: Class 28-Day Strength (f'c) Location A 3,000 psi Slab on Grade, Foundations Concrete Unit Weight, yc = 150 pcf MATERIAL SPECIFICATIONS AND STRENGTHS - REINFORCING STEEL Reinforcing shall conform to the following, unless noted otherwise: Location Type All Locations Except as Noted Below ASTM A615, 60 ksi Reinforcing Steel to be Welded ASTM A706, 60 ksi MATERIAL SPECIFICATIONS AND STRENGTHS - STRUCTURAL STEEL Reference member table in the structural steel section of the general structural notes (GSNs). 360.635.6611 / y'AY601 Main Street#400 P � 1 N T Vancouver, WA 98660 Page 6 of 27 ENGINEERING MATERIAL SPECIFICATIONS AND STRENGTHS - WOOD FRAMING Description Type Dimensional Lumber: Douglas Fir #2 Posts, 41/2"X51/2" and Smaller: Douglas Fir #1 Backing, Stripping, and Furring: Construction Glued-Laminated Beams: 24F-V4 DF Simple Span 24F-V8 DF Continuous or Cantilevered Page 7 of 27 Vancouver,WA 98660 p , INT RING #40 3610.6A63a5in.6s6t1rleet 0 60 ENGINEE Ay GRAVITY DESIGN SECTION B Project Title: Robinson Canopy Waypoint EngineeringEngineer: TS /� 1 ' 1 601yMain Street#400 Project ID: 19241 ��^^ ��^^ Vancouver,WA 98660 Project Descr: E N l7 I N E E R I N 360.635.6611 Page 8 of 27 Printed: 9 DEC 2019, 1:09PM Wood Beam File=C:\Users\TYLERS-1\WAYP01--11Projects\2019+19241—11Calcs\Gravity\19241 Robinson Canopy.ec8 Software copyright ENERCALC,INC.1983-2019,Build:12,19,8.31 Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Roof Joists CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 04)1_1(0 04)S(0 05) D(0.04)1_1(0.04)S(0.05) 2x6 2x6 Span=8.0 ft Span=1.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.020, Lr=0.020, S=0.0250 ksf, Tributary Width=2.0 ft Load for Span Number 2 Uniform Load: D=0.020, Lr=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.823 1 Maximum Shear Stress Ratio = 0.286 : 1 Section used for this span 2x6 Section used for this span 2x6 = 1,107.05psi = 59.16 psi 1,345.5opsi = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.933ft Location of maximum on span = 7.553 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.134 in Ratio= 713>=360 Max Upward Transient Deflection -0.052 in Ratio= 464>=360 Max Downward Total Deflection 0.242 in Ratio= 396>=180 Max Upward Total Deflection -0.093 in Ratio= 258>=180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.354 0.456 Overall MINimum 0.197 0.253 D Only 0.158 0.203 +D+Lr 0.315 0.405 +D+S 0.354 0.456 +D+0.750Lr 0.276 0.354 +0+0.7505 0.305 0.392 +0.60D 0.095 0.122 Lr Only 0.158 0.203 S Only 0.197 0.253 Project Title: Robinson Canopy WAY ' Engineering 01yMa nt Street#400 Enineer: TS Project I D: 19241 Vancouver,WA 98660 Project Descr: E N G I N E E I N 6360.635.6611 Page 9 of 27 Printed: 9 DEC 2019 1:10PM Wood Beam =C:\Users\TYLERS-1tWAYP0t-11Projects12019119241—1\Calcs\Gravity119241 Robinson Canopy.ec6. L Software copyright ENERCALC,INC,1983-2019,Build:12,19.8.31 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Ridge Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.Oksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.16)_Lr(0.16)S(0.2) 5.5x14 Span=25.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0250 ksf, Tributary Width=8.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.773 1 Maximum Shear Stress Ratio = 0.280 : 1 Section used for this span 5.5x14 Section used for this span 5.5x14 = 2,044.97 psi = 85.37 psi = 2,646.77 psi = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.750ft Location of maximum on span = 24.383 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.845 in Ratio= 361>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.592 in Ratio= 192>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.803 4.803 Overall MINimum 2.550 2.550 D Only 2.253 2.253 +D+Lr 4.293 4.293 +D+S 4.803 4.803 +D+0.750Lr 3.783 3.783 +0+13.7505 4.165 4.165 +0.600 1.352 1.352 Lr Only 2.040 2.040 S Only 2.550 2.550 Project Title: Robinson Canopy Waypoint Engineering Engineer: TS "� VIAY601 Main Street#400 Project ID: 19241 Vancouver,WA 98660 Project Descr: ENGINEERING 360.635.6611 Page 10 of 27 Printed 9 DEC 2019 1:10PM Wood Column File=C.UsersITYLERS-1\WAYP©I-t\Projects12019i19241--1\Calcs\Gravity119241-Robinson Canopy.ec6 . ' Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Ridge Column Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 3.333 ft Wood Member Type Sawn Used for nor-sler,ne:catcu;ations; Exact Widthin Allow Stress Modification Factors Wood Species Douglas Fir- Larch 5.50 Wood Grade No.1 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb+ 1,200.0 psi Fv 170.0 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb- 1,200.0 psi Ft 825.0 psi • I Cm:Wet Use Factor 1.0 Fc-Prll 1,000.0 psi Density 31.210 pcf y 76.255 in^4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Kt:Built-up columns 1.0 NDS 15 3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=3.333 ft,K= Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=3.333 ft,K= Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:21.852 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 3.333 ft, D=2.253,Lr=2.040,S=2.550 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1426:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 4.825 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,118.33 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 3.333 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Maximum Reactions Note Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k•ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 2.275 +D+Lr 4.315 +D+S 4.825 +D+0.750Lr 3.805 +D+0.750S 4.187 +0.600 1.365 Lr Only 2.040 S Only 2.550 Project Title: Robinson Canopy WAYT Waypoint Engineering Engineer: TS 1 ' 1 601 Main Street#400 Project ID: 19241 Vancouver,WA 98660 Project Descr: E I� G I N E E R I f� G 360.635.6611 Page 11 of 27 Printed 9 DEC 2019 1 10P Wood Beam File=C:\UserstlYLERS-1\WAYPa1-11Proj ts12019119241-1\Cal s\Gravity\19241-Robinson Canopy.ec6 . Software copyright ENERCALC,INC,1983-2019,Buitd:12.19.8.31 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Beam, Grid B CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.Oksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(2.253)Lr(2.04)S(2.55) 5.5x14 Span= 16.0 ft +� Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=2.253, Lr=2.040, S=2.550 k @ 8.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.478 1 Maximum Shear Stress Ratio = 0.161 : 1 Section used for this span 5.5x14 Section used for this span 5.5x14 1,318.84psi = 49.02 psi = 2,760.00psi = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.000ft Location of maximum on span = 14.891 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.167 in Ratio= 1149>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.325 in Ratio= 589>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.535 2.535 Overall MINimum 1.275 1.275 D Only 1.260 1.260 +D+Lr 2.280 2.280 +D+S 2.535 2.535 +D+0.750Lr 2.025 2.025 +0+0.7505 2.216 2.216 +0.600 0.756 0.756 Lr Only 1.020 1.020 S Only 1.275 1.275 Project Title: Robinson Canopy ey T Waypoint Engineering Engineer: TS /� 1 ' 1 601 Main Street#400 Project ID: 19241 Vancouver,WA 98660 Project Descr: E N G I N E E I I� G 360.635.6611 Page 12 of 27 Printed:12 DEC 2019.10:25AM Wood Beam File=C.\Users\TYLERS-11WAYP01--1\Projects12019\19241--11Calcs\Gravity\19241-Robinson Canopy.ec6. Software copyright ENERCALC,INC.1983-2019,Build:12.19,8.31 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Beam,Grid 3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.12)Lr(0.12)S(0.15) 5 d b - _ 5.5x14 Span=25.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.585 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 5.5x14 Section used for this span 5.5x14 = 1,556.38 psi = 64.97 psi 2,646.77 psi = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.750ft Location of maximum on span = 24.383ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.634 in Ratio= 482>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.212 in Ratio= 252>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.655 3.655 Overall MINimum 1.913 1.913 D Only 1.743 1.743 +D+Lr 3.273 3.273 +D+S 3.655 3.655 +D+0.750Lr 2.890 2.890 +D+0.7505 3.177 3.177 +0.60D 1.046 1.046 Lr Only 1.530 1.530 S Only 1.913 1.913 Project Title: Robinson Canopy Enr: TS AY 'i' I N T 01yMantStreet#400 Project ID: 19241 ,�^^ Vancouver,WA 98660 Project Descr: E N l7 I N E E R I N 360.635.6611 Page 13 of 27 Printed:12 DEC 2019, 2:40PM Steel Column File=ClUsers\TYLERS-11WAYP01-1\Projects\2019\19241-1\Calcs\Gravity119241 Robinson Canopy.ec6. Software copyright ENERGALC,INC.1983-2019,Build:12.19.8.31 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Column,B3 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS5x5x1/2 Overall Column Height 12.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed 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 buckling ABOUT Y-Y Axis=12 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis =12 ft K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:341.160 lbs'Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft,D=3.003,LR=2.550,S=3.188 k BENDING LOADS... Lat.Point Load at 12.0 ft creating Mx-x,W=2.380,E=1.780 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7419 : 1 Maximum Load Reactions.. Load Combination +0+0.60W Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 3.344 k Bottom along Y-Y 2.380 k Pn/Omega:Allowable 122.176 k Ma-x:Applied -17.136 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 23.533 k-ft Along Y-Y 3.126 in at 12.0ft above base for load combination:W Only Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 23.533 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.03293 :1 Load Combination +0+0.60W Location of max.above base 0.0 ft At maximum location values are... Va:Applied 1.428 k Vn/Omega:Allowable 43.364 k Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 3.344 +D+Lr 5.894 +D+S 6.532 +D+0.750Lr 5.257 +D+0.750S 5.735 +D+0.60W 3.344 1.428 -17.136 +D+0.70E 3.344 1.246 -14.952 +D+0.750Lr+0.450W 5.257 1.071 -12.852 +D+0.7505+0.450W 5.735 1.071 -12.852 +D+0.7505+0.5250E 5.735 0.935 -11.214 +0.60D+0.60W 2.006 1.428 -17.136 +0.60D+0.70E 2.006 1.246 -14.952 Lr Only 2.550 S Only 3.188 W Only 2.380 -28.560 E Only 1.780 -21.360 Project Title: Robinson Canopy � 1 p " Waypoint Engineering Engineer: TS 601 Main Street#400 Project ID: 19241 Vancouver,WA 98660 Project Descr: E N G I N E E R I N 6360.635.6611 Page 14 of 27 Printed 12 DEC 2019, 2:40PM Stec C D U tll n File=C:\Users1 YLERS-11WAYPOl-1\Projects12019t19241-11CalcslGravity119241-Robinson Canopy.ec6. Software copyright ENERCALC,INC.1983-2019,Build:12,19.8.31 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Column, B3 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 6.532 Minimum 2.380 -28.560 Reaction, X-X Axis Base Maximum 3.344 Minimum 3.344 Reaction, Y-Y Axis Base Maximum 2.380 -28.560 Minimum 3.344 Reaction, X-X Axis Top Maximum 3.344 Minimum 3.344 Reaction, Y-Y Axis Top Maximum 3.344 Minimum 3.344 Moment, X-X Axis Base Maximum 3.344 Minimum -28.560 2.380 -28.560 Moment, Y-Y Axis Base Maximum 3.344 Minimum 3.344 Moment, X-X Axis Top Maximum 3.344 Minimum 3.344 Moment, Y-Y Axis Top Maximum 3.344 Minimum 3.344 • Project Title: Robinson Canopy T Waypoint Engineering Engineer: TS �� " 1 601 Main Street#400 Project ID: 19241 ��^^ Vancouver,WA 98660 Project Descr: E I� G I E E R I N l-7 360.635.6611 Page 15 of 27 Printed 9 DEC 2019 1:12PM Wood Beam File=C:\Users\TYLERS-1\WAYPO1-11Projectst2019\19241--1\Calcs\Gravity\19241-Robinson Canopy.ec6. Software copyright ENERCALC,INC.19812019,Build:12.19.8.31 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Beam, Grid 4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.Opsi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.12)Lr(0.12)S(0.15) 3 a b D(0.12)Lr(0.12)S(0.15) • 5.5x14 5.5x14 Span= 15.792 ft Span=9.875 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: D=0.020, Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft Load for Span Number 2 Uniform Load. D=0.020, Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.215: 1 Maximum Shear Stress Ratio = 0.151 1 Section used for this span 5.5x14 Section used for this span 5.5x14 457.06 psi = 46.13 psi 2,127.50psi = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 15.792ft Location of maximum on span = 14.645 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.051 in Ratio= 3689>=360 Max Upward Transient Deflection -0.005 in Ratio= 25771>=360 Max Downward Total Deflection 0.098 in Ratio= 1930>=180 Max Upward Total Deflection -0.009 in Ratio= 13484>=180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.830 4.806 0.723 Overall MINimum 0.958 2.514 0.378 D Only 0.873 2.291 0.344 +D+Lr 1.639 4.303 0.647 +D+S 1.830 4.806 0.723 +D+0.750Lr 1.447 3.800 0.571 +D+0.7505 1.591 4.177 0.628 +0.60D 0.524 1.375 0.207 Lr Only 0.766 2.011 0.302 S Only 0.958 2.514 0.378 , y Project Title: Robinson Canopy TWaypoint Engineering Engineer: TS WAY ° I 1 601 Main Street#400 Project ID: 19241 M1 ' �^ Vancouver,WA 98660 Project Descr: E �7 I N E E R I 360.635.6611 Page 16 of 27 Printed:10 DEC 2019.10:30AM Wood Column File=C.\Users\TYLERS-11WAYPOI-1\Projects1201919241-11Calcs\Gravity\19241-Robinson Canopy.ec6. Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Column,Grid C4 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top Pinned, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn trett for aor,s1e;?de, calculations) Exact Widthin Allow Stress Modification Factors Wood Species Douglas Fir-Larch 3.50 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.1 Area 19.250 inA2 Cf or Cv for Compression 1.10 Fb+ 1,200.0 psi Fv 170.0 psi lx 48.526 inA4 Cf or Cv for Tension 1.30 Fb 1,200.0 psi Ft 825.0 psi I A Cm:Wet Use Factor 1.0 Fc-Prll 1,000.0 psi Density 31.210 pcf y 19.651 inA4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi E:Modulus of Elasticityx-x BendingBendingAxial Cfu:Flat Use Factor 1.0 y-y Kf:Built-up columns 1.0 NDS 15 a2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=10 ft,K=1.0 Y-Y(depth)axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :41.722 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 10.0 ft, D=2.291, Lr=2.011,S=2.514k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6729:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +0+5 Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 4.847 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 374.149 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending_ Compression Tension Load Combination +0.600 Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis React on k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 2.333 +D+Lr 4.344 +D+S 4.847 +D+0.750Lr 3.841 +D+0.7505 4.218 +0.60D 1.400 Lr Only 2.011 S Only 2.514 L.360.635.6611 -r 9 601 Main Street#400 Vancouver, WA 98660 Page 17 of 27 E \ GINEERING LATERAL DESIGN SECTION C . T DATE: 12/12/2019 �� ' ■ PROJECT: 19241 - Robinson Canopy DESIGN: TS ENGINEERING SUBJECT: Lateral PAGE: Page 18 of 27 Roof 2nd Floor Roofing 3,40 nsf` Sheathing 1. 0 psf Joists >rt_ psf 111-44, Insulation 12 psf Gypsum 2.80 psf Mechanical and Electrical 2.s0 psf Miscellaneous 2./0 psf, Total: 15.00 psf Total: 0.00 psf Roof Diaphragm: Wall Height: 12,00 ft Roof Diaphragm: Area: 204 ft- Interior Wall Lengths: 0.00 ft Height of Diaphragm: 14.00 ft Exterior Wall Perimeter: 0.00 IL Weight of Diaphragm: 3060 lbs Interior Wall Weight: 10.00 lb/ft2 Weight of Walls Below: 0 lbs Exterior Wall Weight: 15.00 lb/ft2 Seismic Wt Roof Diaphragm: 3060 lbs AY P INTDATE: 12/12/2019 PROJECT: 19241 - Robinson Canopy DESIGN: TS ENGINEERING SUBJECT: Lateral PAGE: Page 19 of 27 Wind Loads on Open Buildings - MWFRS (Directional Procedure)(ASCE 7-10] Wind Velocity Pressure Calculation Exposure = B exposure category [§26.7.3] KZt = topographic factor [§26.8.2] I = 3; importance factor [Tbl 1.5-2] V = 120 (mph) basic wind speed (3-second gust) [Fig 26.5-1C] z = 0-15 (ft) height above ground level Kd _ wind directionality factor [Tbl 26.6-1] Kz velocity pressure exposure coefficient [Tbl 27.3-1] qz = 0.00256KZKZtKdV2I [Eqn 27.3-1] qz = 17.9 (Ib/ft2) velocity pressure Open Buildings with Pitched Roofs qn = 0;9F (psf) velocity pressure G = 0.85 gust effect factor [§26.9] Wind in Longitudinal Direction h = 14 (ft) mean roof height L1 = 25.5 (ft) horizontal dimension of roof, parallel to wind L2 = 16 (ft) horizontal dimension of roof, perpendicular to wind CN = 0.8 for x<h [Fig 27.4-7] CN = 0.5 for h<x<2h [Fig 27.4-7] CN = 0.3 for 2h<x<L [Fig 27.4-7] P = gnGCN [Eqn 27.4-3] p = 257 (lbs) wind force Wind in Transverse Direction Q = 22.5 (deg) Roof Angle Clear Wind Flow Wind flow CNW = 1.1 for load case A [Fig 27.4-5] CNW = -0.1 for load case B [Fig 27.4-5] CNL = 0.1 for load case A [Fig 27.4-5] CNL = -0.8 for load case B [Fig 27.4-5] P = q n GCN [Eqn 27.4-3] Load Case A 15.42 (psf) vertical pressure 5.84 (psf) lateral pressure Load Case B 11.21 (psf) vertical pressure 4.09 (psf) lateral pressure 15.42 (psf) controling wind uplift p = 2382 (lbs) wind force 'P4� AYP DATE: 12/12/2019 I N T PROJECT: 19241 - Robinson Canopy DESIGN: TS ENGINEERING SUBJECT: Lateral PAGE: Page 20 of 27 Seismic Base Shear Calculation SDS = 0.73 V = CS*w Seismic Importance Factor = 1.00 Table 1.5-2 ASCE 7-10 CS = SDS / (R/Ie) R(NS) = 1.25 Table 12.2-1 ASCE 7-10 CS (NS)= 0.582 U R(EW) = 1.25 Table 12.2-1 ASCE 7-10 CS (EW) = 0.582 Seismic Loads - NS Seismic Wt Height w*h w*h/Ew*h V - NS Roof Diaphragm 3.06 kips 14.00 ft 42.84 1.00 1.78 kips Total Seismic Base Shear 3.06 kips 14.00 ft 42.84 1.00 1.78 kips Seismic Loads - EW Seismic Wt Height w*h w*h/iw*h V - EW Roof Diaphragm 3.06 kips 14.00 ft 42.84 1.00 1.78 kips Total Seismic Base Shear 3.06 kips 14.00 ft 42.84 1.00 1.78 kips Wind Base Shear Calculation - NS Wind Force D Wind Force B Wind Force C Wind Force A V - NS Roof Diaphragm 0.00 kips 0.00 kips 0.00 kips 0.00 kips 0.00 kips z Total Wind Base Shear 0.00 kips Wind Base Shear Calculation - EW Wind Area C Wind Area A V - EW Roof Diaphragm 0.00 kips 0.00 kips 0.00 kips Total Wind Base Shear 0.00 kips Base Shear Summary - NS Seis Nominal Seis Service Wind Nominal Wind Service 0.6W 01. Redundancy Factor, p = 1.00 E p0.7E W 0.6W it Roof Diaphragm 1.78 kips 1.25 kips 2.38 kips 1.43 kips (Wind Controls) 14 Base Shear = 1.78 kips 1.25 kips 2.38 kips 1.43 kips (Wind Controls) Base Shear Summary - EW Seismic Seismic Wind Wind 0 Redundancy Facior, p = 1,00 Nominal E Service p0.7E Nominal W Service 0.6W Roof Diaphragm 1.78 kips 1.25 kips 0.26 kips 0.15 kips (Seismic Controls) Base Shear = 1.78 kips 1.25 kips 0.26 kips 0.15 kips (Seismic Controls) M i * r yf P I N TDATE: 12/12/2019 PROJECT: 19241 - Robinson Canopy DESIGN: TS ENGINEERING SUBJECT: Lateral PAGE: Page 21 of 27 Shearwall Loading - NS Direction - Roof Mark Mark SW Length 1SW Line Length Tributary Width Wind Shear Seismic Shear i SW:1 5.25 ft 5 25 "t 12,75 ft 0.36 klf 0.27 klf Design Input Forces Above Shear Analysis Results VWIND +VWIND-ABOVE Total VWIND VASD-WIND VALLOWilI'`LJ'IjJ Sheathing Type 1.90 kips 0.00 kips 1.90 kips 0.217 klf 0.40 klf A rill VSEISMIC +VSEISM IC-ABOVE Total VSEISMIC VASD-SEISMIC 0.14XSDS Shear 1.42 kips 000 kips iiii1.42 kips 0.189 klf 0.10 OK bSHEATHING WIDTH PABOVE h/b Ratio 5.25 ft 0.00 kips i Overturning Analysis 2:1 <3.5:1 OK ale hSHEATHING HEIGHT +TWIND-ABOVE PMOT-WIND QMRES-WIND TWIND IMAX 1 0,`p) ti: 0 00 kips I 11.96 kip-ft 4.28 kip-ft 1.62 kips 1.62 kips DLDEAD LOAD +TSEISMIC-ABOVE PMOT-SEISMIC QMRES-SEISMIC TSEISMIC P1TIT I 0 52,klf 10,00 kips r w 10.42 kip-ft 3.55 kip-ft 1.45 kips 2.28 kips A t , C ' SAY P INTDATE: 12/12/2019 PROJECT: 19241 - Robinson Canopy DESIGN: TS ENGINEERING SUBJECT: Lateral PAGE: Page 22 of 27 Shearwall Loading - EW Direction - Roof Mark Mark SW Length ISW Line Length Tributary Width Wind Shear Seismic Shear SWR1 8.08 ft 8.08 ft 8.00 ft 0.01 klf 0.07 klf Design Input Forces Above Shear Analysis Results L' ` 'iVWIND +VWIND-ABOVE Total vWIND vASD-WIND vALLOW Sheathing Type 0.08 kips 0 00 kips 0.08 kips 0.006 klf 0.28 klf rol` VSEISMIC +VSEISM IC-ABOVE Total VSEISMIC VASD-SEISMIC 0.14XSDS Shear 0.56 kips 0t 00 Lies 0.56 kips 0.048 klf 0.10 OK bSHEATHING WIDTH PABOVE h/b Ratio (� 8.08 ft 0000 k,a Overturning Analysis 1.3:1 <3.5:1 OK tel' hSHEATHING HEIGHT +TWIND-ABOVE PMOT-WIND QMRES-WIND TWIND TMox 10.f 0 ft i" 00 Lies 0.51 kip-ft 8.38 kip-ft -1.04 kips -0.38 kips DLDEAD LOAD +TSEISMIC-ABOVE PMOT-SEISMIC QMRES-SEISMIC TSEISMIC PICTAI 01.43 klf 000 kris 4.10 kip-ft 6.96 kip-ft -0.38 kips 0.51 kips t . Ir Project Title: Robinson Canopy ., Waypoint Engineering Engineer: TS NI AY P I T601 Main Street#400 Project ID: 19241 Vancouver,WA 98660 Project Descr: E G I I� E E R I �I G 360.635.6611 Page 23 of 27 Printed:13 DEC 2019.1001A Pole FootingEmbedded in Soil File=Ciusers\TYLERS-1IWAYPOI--11Proiectst2019119241-1\CalcsGravity119241-Robinson Canopy.ec6. Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Footing B3 Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Circular Pole Footing Diameter 24.0 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Point Load . Allow Passive 100.0 pcf Max Passive 1,500.0 psf Controlling Values o Governing Load Combination: +D+0.60W w Lateral Load 1.428 k Moment 17.136 k-ft Restraint @ Ground Surface Pressure at Depth Soil Surface Surface Lateral Restraint Actual 692.78 psf Allowable 725.0 psf 1 A 01`t q. Surface Retraint Force 6,450.62 lbs ��v„„,�, , M ti Footing Base Area 3.142 ft"2 r" " N Maximum Soil Pressure 2.079 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (k1 f) Applied Moment (kft) Vertical Load (k) D:Dead Load k k/ft k-ft 3.344 k Lr:Roof Live k k/ft k-ft 2.550 k L:Live k k/ft k-ft k S:Snow k k/ft k-ft 3.188 k W:Wind 2.380 k k/ft k-ft k E:Earthquake 1.780 k k/ft k-ft k H:Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 12.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results ,.,_ .. .� Forces @ Ground Surface Required Pressure at Depth Soil Inaea ; _ Loads-(k) Moments-(ft-k) Depth (ft) 1 Actual a .>: ,Allow-(psf) Factor D Only 0.000 0.000 0.13 0.0 12.5 1.000 +D+Lr 0.000 0.000 0.13 0.0 12.5 1.000 +D+S 0.000 0.000 0.13 0.0 12.5 1.000 +D+0.750Lr 0.000 0.000 0.13 0.0 12.5 1.000 +D+0.750S 0.000 0.000 0.13 0.0 12.5 1.000 +D+0.60W 1.428 17.136 7.25 692.8 725.0 1.000 +1.102D+0.70E 1.246 14.952 6.88 672.2 687.5 1.000 +D+0.750Lr+0.450W 1.071 12.852 6.50 646.4 650.0 1.000 +DA-0.7505+0.450W 1.071 12.852 6.50 646.4 650.0 1.000 f " ' i Project Title: Robinson Canopy Waypoint Engineering ����Y 601 Main Street#400 Engineer: TSProject ID: 19241 E Vancouver,WA 98660 Project Descr: E IS G I N F F R I N G 360.635.6611 Page 24 of 27 Printed:13 DEC 2019 10 01A Pole FootingEmbedded in Soil File=C.\Users\TYLERS'-1\WAYPOI-11Projects12019\19241--1\Calcs\Gravity\19241-Robinson Canopy.ecs. Software copyright ENERCALC,INC.1983-2019,Buiad:12.19.8.31 , Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Footing B3 +1.077D-+0.7505+0.5250E 0.935 11.214 6.25 610.0 625.0 1.000 +0.60D+0.60W 1.428 17.136 7.25 692.8 725.0 1.000 +0.4978D+0.70E 1.246 14.952 6.88 672.2 687.5 1.000 b WAY P I N TDATE: 12/12/2019 PROJECT: 19241 - Robinson Canopy DESIGN: TS ENGINEERING SUBJECT: Lateral PAGE: Page 25 of 27 F (ON/Alt LT _LONS ; _ Pus T 3.11 k 6-1 5 0 0 3 t X Z1 (-0 • CM• Cr • • 64 • • (ci, 0 • 1.‘ 1 • .0 • La • IC ,C) ' 1 t) ' ,0 7, I Co Z z 9c2 b. ZA, • \f— e 27 by/ / Dm5 Fccrs CHECY-, vvFLD Hs:0,6'012 " A (AI , sOvn-t 1019 - Fq0:00 RA, 3,11 k 50 k,, (5 (3ie) 903,12s K PcTuAl. s AciowAe.LE RfISL t1 k . 103,12.5"K 14 2.0 Pa = Awe (Alsc, EQuA-ricm, TQ-3) 5'0 z 663.. k ACTuAL ht-LOwiOLE R /f2_ 3, 6 4 I V.o /c, cV5E t-TLLET 360.635.6611 AY P I N T 9 601 Main Street#400 ,0,„40 Vancouver,WA 98660 Page 26 of 27 ENGINEERING APPENDIX A SECTION D: REFERENCE r , ry% '%y DATE: 12/05/2019 � � "AY I NT "� PROJECT: 19241 - Robinson Canopy DESIGN: TS ENGINEERING SUBJECT: ASCE Seismic Design Criteria PAGE: Page 27 of 27 ASCEk AMERICAN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: D -Stiff Soil Results: Ss : 0.986 Sos : 0.727 Si : 0.425 Soy : 0.446 Fa : 1.106 TL : 16 F, : 1.575 PGA : 0.43 SMS : 1.09 PGA M : 0.46 SM1 : 0.67 FPGA : 1.07 le : 1 Seismic Design Category D 1.2 MCER Response Spectrum 0 8 Design Response Spectrum Q.7 1Q as 0 8 is,6,LA Q.5 6 6 {T.4 D.3 4.4 d-2 Q2 4\\OCA�A���.������� �V 0 ‘s,,,,,,L. as,L.\ t 0 W, , ,,a�:......... 0 2 4 6 3 10 12 14 16 18 0 2 4 6 8 10 12 14 15 18 Sa(g)vs T(s) Sa(g)vs T(s) Data Accessed: Wed Dec 04 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. K 96' 337.0 Q ©337.0 4.1 r 1 Site Plan Shop `4L 0.1_' 336.0 A r •T MP"'r t �`: \PJ • 0 4 REG& 0 ) • 11,, 416 6 )11 r o DEC, 2 6 2019 IP. ARD ck" TIG JILDOr'DMSIOhI 40.4. ,� FFE■Finished Floor Elevation ` �,e/' 334.0 E r Elevation SD•Storm Drain SS •Sanitary System a•Water Meter Q -Property Corners Patio oStreetTree r, Tree Drip Line •Tree Trunk •Tree Protection Fencing *41 Erosion Control Fencing •--Building Setback tines 4-12y Garage „—÷ Main Floor FFE335 FFE 335 ,t iC "COPY pater LMe A 4100 1 :I; Concrete Driveway ) III and r` Q ‘0.3 U Approach r USR Q A �V V" r q e Jyt�� r 1 (332.# 332.0ATV 341au1A " " ►. \./ .4 -.pronatiy P annintg ate: a, liths: _,., -. Site Address: 10530 SW 71"Ave, Portland Submitted by: Mark Robinson 10530 SW 71"Ave, Portland,OR 97223 503-593-8830 Prepared by: Andrew Stutzman 10530 SW 71"Ave, Portland,OR 97223 541-508-9655