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kTcVCA-t.360.635.6611 WAY P I N T • Q601 Main Street #400 Vancouver, WA 98660 ENGINEERING AUG 1 3 2019 4.111_ ,,yiLIK78aLLY umff3 01VISION STRUCTURAL CALCULATIONS TIGARD CIRCUIT GYM STAIRS 16255 SW Upper Boones Ferry Rd Tigard, OR 97224 PROpes t9/0 "). 2 ct- PE r CO 11. • OREG• **‘' /9z, R x<o• N F1SG EXPIRES:12/31/201/ Prepared for: The Circuit Bouldering Gym Tigard 16255 SW Upper Boones Ferry Rd Tigard, OR 97224 ce. r *0July 08, 2019 0 19130 360.635.661 1 \/'V"/\'Y' P eI ISI T 9 601 Main Street#400 Vancouver, WA 98660 ENGINEERING TABLE OF CONTENTS Section Description A Design Criteria B Gravity Design k.360.635.6611 WAY 9 601 Main Street#400 p ,, I T Vancouver, WA 98660 A-1 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 internal stairwell. • Gravity analysis will include stair, stringer, post, and footing. VERTICAL FORCE RESISTING SYSTEM The vertical system consists of engineered (LVL) stair tread with wood stringer and ledger. Vertical loads are transferred to the ground via wood post attached to existing concrete slab. CODES AND REFERENCES • 2014 Oregon Structural Specialty Code, OSSC • 2010 American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, ASCE 7-10 • American Society for Testing and Materials, ASTM • 2015 International Building Code, IBC • 2015 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 FOUNDATIONS - Foundations have been checked with the following criteria: Individual Spread and Continuous Footings: Allowable Soil Pressure, D+SL 1,500 psf (IBC Table 1806.2) GRAVITY LOADS Floor Live Load (ASCE 7-10 Table 4-1): Stairs and Exits 100 psf 364.635.6611 W AY PoINT • 601 Main Street #400 Vancouver, WA 98660 A-2 ENGINEERING - MATERIAL SPECIFICATIONS AND STRENGTHS - WOOD FRAMING Description Type Beams 41/2" and Narrower: Douglas Fir #1 LVL Beam: MircoLam LVL 1.9E Beams 5 1/2" and Wider: Douglas Fir #1 Posts, 5 1/2"x51/2" and Larger: Douglas Fir #1 t.360.635.6611 AYP INT • 0 601 Main Street#400 Vancouver,WA 98660 ENGINEERING GRAVITY DESIGN SECTION B Project Title: Tigard Circuit Gym Stairs AYP I T Enineer: CD ProjectID: 19130 Project Descr: ENGINEERING B-i Printed: 9 JUL 2019, 1:22PM Wood Beam Software =C:Users\ZACHWI-11WAYPOI-21Projects12019119130--21Calcs1Gravity\2019-07-05_Circult Gym Calcs.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Stair Tread 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+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.1) b b Ba a �4,, 11.875 X 1.750 Span=5.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: L=0.10 ksf, Tributary Width=1.0 ft,(Stair Loading) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.252 1 Maximum Shear Stress Ratio = 0.064 : 1 Section used for this span 11.875 X 1.750 Section used for this span 11.875 X 1.750 fb:Actual = 656.20psi fv:Actual = 18.16 psi FB:Allowable = 2,600.00psi Fv:Allowable = 285.00 psi ILoad Combination +D+L+H Load Combination +D+L+H I Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span 4 where maximum occurs = Span 41 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio= 427>=360 Max Upward Transient Deflection 0.000 in Ratio= <360 Max Downward Total Deflection 0.149 in Ratio= 403>=240 Max Upward Total Deflection 0.000 in Ratio= <240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Ci Cr Cm C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.016 0.004 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.02 37.51 2340.00 0.01 1.04 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.252 0.064 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.33 656.20 2600.00 0.25 18.16 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.012 0.003 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.02 37.51 3250.00 0.01 1.04 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.013 0.003 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.02 37.51 2990.00 0.01 1.04 327.75 +0+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.154 0.039 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.25 501.53 3250.00 0.19 13.88 356.25 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Tigard Circuit Gym Stairs WAY p (;) Engineer: CD I Project ID: 19130 Project Descr: -=-7NNGINEER { NG B-2 Printed: 9 JUL 2019, 1:22PM Wood Beam ile=C:\Users\ZACHWI-1\WAYP01-2\Projects\2019\19130--2\Calcs\Gravity12019-07-05 Circuit Gym Calcs.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Stair Tread 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 fb F'b V fv F'v Length=5.0 ft 1 0.168 0.042 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.25 501.53 2990.00 0.19 13.88 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.009 0.002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 37.51 4160.00 0.01 1.04 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.009 0.002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 37.51 4160.00 0.01 1.04 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.121 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 501.53 4160.00 0.19 13.88 456.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.121 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 501.53 4160.00 0.19 13.88 456.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.121 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 501.53 4160.00 0.19 13.88 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.005 0.001 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 22.51 4160.00 0.01 0.62 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.005 0.001 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 22.51 4160.00 0.01 0.62 456.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1489 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.265 0.265 Overall MINimum 0.250 0.250 - +D+H 0.015 0.015 +D+L+H 0.265 0.265 +D+Lr+H 0.015 0.015 +D+S+H 0.015 0.015 +D+0.750Lr+0.750L+H 0.203 0.203 +D+0.750L+0.7505+H 0.203 0.203 +D+0.60W+H 0.015 0.015 +D+0.70E+H 0.015 0.015 +0+0.750Lr+0.750L+0.450W+H 0.203 0.203 +D+0.750L+0.750S+0.450W+H 0.203 0.203 +D+0.750L+0.7505+0.5250E+H 0.203 0.203 +0.60D+0.60W+0.60H 0.009 0.009 +0.60D+0.70E+0.60H 0.009 0.009 D Only 0.015 0.015 Lr Only L Only 0.250 0.250 S Only W Only E Only H Only Ay p I N T Project Title: Tigard Circuit Gym Stairs Virj;,. Engineer: CD Project ID: 19130 Project Descr: \ GINEERING B-3 Printed: 9 JUL 2019, 1:22PM Wood Beam Software =C:1UserstZACHWI-11WAYPOI-21Projects12019119130--21Calcs1Gravity12019-07-05_Circuit Gym Calcs.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Stringer 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+ 1,300.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,300.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 925.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade :No.1 Fv 170.0 psi Ft 675.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.05) t, t L(0t25) t t t b t t t CT C 6x14 Span = 16.50 ft il Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: L=0.10 ksf, Tributary Width=2.50 ft,(Strair Load) Uniform Load: D=0.050, Tributary Width=1.0 ft,(Railing) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.602 1 Maximum Shear Stress Ratio = 0.269 : 1 1 Section used for this span 6x14 Section used for this span 6x14 fb:Actual = 771.89 psi fv:Actual = 45.71 psi FB:Allowable = 1,283.10psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.250ft 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 0.232 in Ratio= 851>=360 Max Upward Transient Deflection 0.000 in Ratio= :'<360 Max Downward Total Deflection 0.294 in Ratio= 674>=240 Max Upward Total Deflection 0.000 in Ratio= <240 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 fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.139 0.062 0.90 0.987 1.00 1.00 1.00 1.00 1.00 2.24 160.78 1154.79 0.47 9.52 153.00 +D+L+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.602 0.269 1.00 0.987 1.00 1.00 1.00 1.00 1.00 10.75 771.89 1283.10 2.26 45.71 170.00 +D+Lr+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.100 0.045 1.25 0.987 1.00 1.00 1.00 1.00 1.00 2.24 160.78 1603.87 0.47 9.52 212.50 +D+S+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.109 0.049 1.15 0.987 1.00 1.00 1.00 1.00 1.00 2.24 160.78 1475.56 0.47 9.52 195.50 +D+0.750Lr+0.750L+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Tigard Circuit Gym Stairs WAYPoINT Engineer: CD Project ID: 19130 Project Descr: E \ GINEERING B-4 Printed: 9 JUL 2019, 1:22PM Wood Beam Ile=C:1UsersIZACHWI-11WAYPQI-21Projects12019119130--21Caks1Gravity12019-07-05_Circuit Gym Calcs.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lic.#:KW-06012247 Waypoint Engineering,Inc. • DESCRIPTION: Stringer Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb F'b V fv F'v Length=16.50 ft 1 0.386 0.173 1.25 0.987 1.00 1.00 1.00 1.00 1.00 8.62 619.11 1603.87 1.81 36.67 212.50 +D+0.750L+0.750S+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.420 0.188 1.15 0.987 1.00 1.00 1.00 1.00 1.00 8.62 619.11 1475.56 1.81 36.67 195.50 +0+0.60W+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.078 0.035 1.60 0.987 1.00 1.00 1.00 1.00 1.00 2.24 160.78 2052.96 0.47 9.52 272.00 +D+0.70E+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.078 0.035 1.60 0.987 1.00 1.00 1.00 1.00 1.00 2.24 160.78 2052.96 0.47 9.52 272.00 +D+0.750Lr+0.750L+0.450W+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.302 0.135 1.60 0.987 1.00 1.00 1.00 1.00 1.00 8.62 619.11 2052.96 1.81 36.67 272.00 +D+0.750L+0.750S+0.450W+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.302 0.135 1.60 0.987 1.00 1.00 1.00 1.00 1.00 8.62 619.11 2052.96 1.81 36.67 272.00 +D+0.750L+0.7505+0.5250E+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.302 0.135 1.60 0.987 1.00 1.00 1.00 1.00 1.00 8.62 619.11 2052.96 1.81 36.67 272.00 +0.60D+0.60W+0.60H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.047 0.021 1.60 0.987 1.00 1.00 1.00 1.00 1.00 1.34 96.47 2052.96 0.28 5.71 272.00 +0.60D+0.70E+0.60H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.047 0.021 1.60 0.987 1.00 1.00 1.00 1.00 1.00 1.34 96.47 2052.96 0.28 5.71 272.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.2936 8.310 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 2.605 2.605 Overall MINimum 2.063 2.063 +D+H 0.543 0.543 +D+L+H 2.605 2.605 +D+Lr+H 0.543 0.543 +D+S+H 0.543 0.543 +D+0.750Lr+0.750L+H 2.090 2.090 +D+0.750L+0.7505+H 2.090 2.090 +D+0.60W+H 0.543 0.543 +D+0.70E+H 0.543 0.543 +0+0.750Lr+0.750L+0.450W+H 2.090 2.090 +D+0.750L+0.7505+0.450W+H 2.090 2.090 +D+0.750L+0.750S+0.5250E+H 2.090 2.090 +0.600+0.60W+0.60H 0.326 0.326 +0.60D+0.70E+0.60H 0.326 0.326 D Only 0.543 0.543 Lr Only L Only 2.063 2.063 S Only W Only E Only H Only Project Title: Tigard Circuit Gym Stairs WA' P .0 I N T Engineer: CD "� Project ID: 19130 Project Descr: E \ GINEERING B-5 Printed: 9 JUL 2019, 1:22PM Wood Beam lie=C:IUsers\ZACHWI-11WAYP01-21Projects12019119130--21Calcs1Gravit11\2019-07-05_Circuit Gym Calcs.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Landing Joist 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+ 1300 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1300 psi Ebend-xx 1600 ksi Fc-PrIl 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch(North) Fc-Perp 625 psi Wood Grade :No.1 Fv 170 psi Ft 675 psi Density 30.59pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling t b L(0.133) b b 2X8 ISI `t Span=5.0 ft +i • . Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: L=0.10 ksf, Tributary Width=1.330 ft,(Strair Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.248 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 386.14psi fv:Actual = 35.42 psi FB:Allowable = 1,560.O0psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2430>=360 Max Upward Transient Deflection 0.000 in Ratio= <360 Max Downward Total Deflection 0.025 in Ratio= 2389>=240 Max Upward Total Deflection 0.000 in Ratio= <240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Gd D FN Ci Cr Gm C t CL M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.005 0.004 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.01 6.59 1404.00 0.00 0.60 153.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.248 0.208 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.42 386.14 1560.00 0.26 35.42 170.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.003 0.003 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 6.59 1950.00 0.00 0.60 212.50 - +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.004 0.003 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 6.59 1794.00 0.00 0.60 195.50 +0+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.149 0.126 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.32 291.25 1950.00 0.19 26.72 212.50 +D+0.750L+0.7505+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Tigard Circuit Gym Stairs A'i{P o ' T Engr: CD Pro a tineID: 19130 Project Descr: ENGINEERING B-6 Printed: 9 JUL 2019, 1:22PM Wood Beam Software =C:1UsersIZACHWl--11WAYPOI-21Projects12019119130--21CaIcs\Gravity12019.07-05_Circuit Gym Calcs.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Landing Joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C F/V Ci Cr CM C t C L M fb F'b V fv F'v Length=5.0 ft 1 0.162 0.137 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.32 291.25 1794.00 0.19 26.72 195.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.003 0.002 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 6.59 2496.00 0.00 0.60 272.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.003 0.002 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 6.59 2496.00 0.00 0.60 272.00 +D+0.754Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.117 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 291.25 2496.00 0.19 26.72 272.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.117 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 291.25 2496.00 0.19 26.72 272.00 +D+0.750L+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.117 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 291.25 2496.00 0.19 26.72 272.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.002 0.001 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 3.96 2496.00 0.00 0.36 272.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.002 0.001 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 3.96 2496.00 0.00 0.36 272.00 Overall Maximum Deflections Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0251 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 , Overall MAXimum 0.338 0.338 Overall MINimum 0.333 0.333 +D+H 0.006 0.006 +D+L+H 0.338 0.338 +D+Lr+H 0.006 0.006 +D+S+H 0.006 0.006 +D+0.750Lr+0.750L+H 0.255 0.255 +D+0.750L+0.750S+H 0.255 0.255 +D+0.60W+H 0.006 0.006 +D+0.70E+H 0.006 0.006 +D+0.750Lr+0.750L+0.450W+H 0.255 0.255 +D+0.750L+0.750S+0.450W+H 0.255 0.255 +D+0.750L+0.7505+0.5250E+H 0.255 0.255 +0.60D+0.60W+0.60H 0.003 0.003 +0.60D+0.70E+0.60H 0.003 0.003 D Only 0.006 0.006 Lr Only L Only 0.333 0.333 S Only W Only E Only H Only Project Title: Tigard Circuit Gym Stairs Engineer: CD V(`IAY P r,�� d I N T Project ID: 19130 Project Descr: - \ GINEERING B-7 Printed: 9 JUL 2019, 1:22PM Wood Beam ile=CAUsers`ZACHWI-11WAYP01-21Projects\2019119130--21Calcs\Gravityt2019-07-05_Circuit Gym Calcs.eo6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lie.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Stringer(Landing) 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+ 1300 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1300 psi Ebend-xx 1600ksi Fc-Pill 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch(North) Fc-Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 30.59pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ---------------------- --- ---- ---- - - ------- I D(0-05) a 8 L(0?25) d a o a v o e rri 6x12 A* Span=5.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: L=0.10 ksf, Tributary Width=2.50 ft,(Strair Load) Uniform Load: D=0.050, Tributary Width=1.0 ft,(Railing) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.075 1 Maximum Shear Stress Ratio = 0.068 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 96.96 psi fv:Actual = 11.53 psi FB:Allowable = 1,300.00 psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 18924>=360 Max Upward Transient Deflection 0.000 in Ratio= <360 Max Downward Total Deflection 0.004 in Ratio= 15094>=240 Max Upward Total Deflection 0.000 in Ratio= <240 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 F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.017 0.015 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.20 19.62 1170.00 0.10 2.33 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.075 0.068 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.98 96.96 1300.00 0.49 11.53 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Length=5.0 ft 1 0.012 0.011 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.20 19.62 1625.00 0.10 2.33 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.013 0.012 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.20 19.62 1495.00 0.10 2.33 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Tigard Circuit Gym Stairs Ali P j I N T Engineer: CD Project ID: 19130 Project Descr: E \ GINEERING B-8 Printed: 9 JUL 2019, 1:22PM Wood Beam ile=C\Users\ZACHWI-1\WAYPOI-21Projects12019119130--2\CalcstGravigh2019-07-05_Circuit Gym Calcs.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lic.# KW-06012247 Waypoint Engineering,Inc. • DESCRIPTION: Stringer(Landing) 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 F'b V fv F'v Length=5.0 ft 1 0.048 0.043 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.78 77.62 1625.00 0.39 9.23 212.50 +0+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.052 0.047 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.78 77.62 1495.00 0.39 9.23 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.009 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 19.62 2080.00 0.10 2.33 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.009 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 19.62 2080.00 0.10 2.33 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.037 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 77.62 2080.00 0.39 9.23 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.037 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 77.62 2080.00 0.39 9.23 272.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.037 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 77.62 2080.00 0.39 9.23 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.006 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 11.77 2080.00 0.06 1.40 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.006 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 11.77 2080.00 0.06 1.40 272.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.0040 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 - Overall MAXimum 0.784 0.784 Overall MINimum 0.625 0.625 • +D+H 0.159 0.159 +D+L+H 0.784 0.784 +D+Lr+H 0.159 0.159 +D+S+H 0.159 0.159 +D+0.750Lr+0.750L+H 0.627 0.627 +D+0.750L+0.750S+H 0.627 0.627 +D+0.60W+H 0.159 0.159 +D+0.70E+H 0.159 0.159 +D+0.750Lr+0.750L+0.450W+H 0.627 0.627 +D+0.750L+0.750S+0.450W+H 0.627 0.627 +D+0.750L+0.750S+0.5250E+H 0.627 0.627 +0.60D+0.60W+0.60H 0.095 0.095 +0.60D+0.70E+0.60H 0.095 0.095 D Only 0.159 0.159 Lr Only L Only 0.625 0.625 S Only W Only E Only H Only Project Title: Tigard Circuit Gym Stairs ine WAYPOINT Engineer: CD Project ine ID: 19130 Project Descr: NGINEERING B-9 Printed: 9 JUL 2019, 1:22PM Wood Column ile=C:\UsersIZACHWI-11WAYP01-21Projects\2019119130--21CalcsIGravity12019-07-05_Circuit Gym Calcs.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lic.#:KW-06012247 Waypoint Engineering,Inc. - DESCRIPTION: Post Code References • Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.670 ft Wood Member Type Sawn (used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch(North) Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Fb+ 1,200.0psi Fv 170.0 psi Area 30.250 inn2 Cf or Cv for Compression 1.0 p 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-PrIl 1,000.0 psi Density 30.590 pcf y 76.255 inA4 Fc-Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf: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: Fully braced against buckling ABOUT Y-Y Axis 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 :68.566 lbs*Dead Load Factor - AXIAL LOADS.. . . Trib:Axial Load at 10.670 ft, D=0.5375,L=2.688 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1089:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H 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 3.294 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 1,000.0 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+0.70E+H Location of max.above base 10.670 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.02226 PASS 0.0 ft 0.0 PASS 10.670 ft +D+L+H 1.000 1.000 0.1089 PASS 0.0ft 0.0 PASS 10.670 ft +D+Lr+H 1.250 1.000 0.01603 PASS 0.0ft 0.0 PASS 10.670 ft +D+S+H 1.150 1.000 0.01742 PASS 0.0ft 0.0 PASS 10.670ft +D+0.750Lr+0.750L+H 1.250 1.000 0.06933 PASS 0.0 ft 0.0 PASS 10.670 ft +D+0.750L+0.750S+H 1.150 1.000 0.07536 PASS 0.0ft 0.0 PASS 10.670 ft +D+0.60W+H 1.600 1.000 0.01252 PASS 0.0 ft 0.0 PASS 10.670 ft .' +D+0.750Lr+0.450W+H 1.600 1.000 0.01252 PASS 0.0 ft 0.0 PASS 10.670 ft +D+0.750S+0.450W+H 1.600 1.000 0.01252 PASS 0.0ft 0.0 PASS 10.670ft +0.60D+0.60W+0.60H 1.600 1.000 0.007513 PASS 0.0ft 0.0 PASS 10.670 ft +D+0.70E+0.60H 1.600 1.000 0.01252 PASS 0.0ft 0.0 PASS 10.670 ft - +D+0.750L+0.7505+0.5250E+H 1.600 1.000 0.05417 PASS 0.0 ft 0.0 PASS 10.670 ft Project Title: Tigard Circuit Gym Stairs ‘ikeiVAY P -(.1") I T Enr: CD Project ID : 19130 Project Descr: ENGINEERING B-10 Printed: 9 JUL 2019, 1:22PM Wood Column ile=C:\Users\ZACHWI-11WAYP01-2\Projects\2019119130--2\Calcs\Gravity12019.07-06_CircuitGym Calcs.ec6 . Software copyright ENERCALC,INC.1983-2019,Buid:10.19.1.30 . tic.#:KW-06012247 Waypoint Engineering,Inc. DESCRIPTION: Post Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 1.000 D.007513 PASS 0.0ft 0.0 PASS 10.670 ft Sketches X 43 px ( +X . !F w >,r 0 0 .i U) : . 4 F. _ SA E, 66 i; 5.50 in ,; WAY P (i) I N TDATE: 07/08/2019 PROJECT: Tigard Circuit Gym Stairs DESIGN: CD • ENGINEERING SUBJECT: Ledgerlok Calculation PAGE: B-11 LL = 100 psf DL = 10 psf P � TL = 110psf ebi • W = 275 plf wi e = 2.00 in lfll Z = 1235 lb LEDGERLOK MI -0 W = 917 lb/in PER ESR-1078 WI ..,,,,9 .... p = 2.00 in I D = 0.19 in ! CD = 1.00 ' Cm = 1.00 Ct = 1.00 2 Cd = 1.00 3 Fastener type: Screw, Lag Bolt, Nails? S T4 Q.K-1- b = 1.50 in d = 11.25 in V R Fastener Group Spacing = 32.00 in # of Fasteners = 1 per group P = 733 lb per group Min. Edge Dist. Loaded Edge = 0.76 in Loaded Edge Dist. Used = Min. Edge Dist. Unloaded Edge = 0.29 in • Unloaded Edge Dist. Used = ' , Spacing Between Rows = 5.63 in Z'a1 = 1344 lb OK V = 733 lb per fastener Z'a2 = W' = 1833 lb/in per fastener Z'a3 = Z' = 1235 lb per fastener Z'a4 = S1 = 1.50 in T1 = 978 lb R1 = 1222 lb al = 20° S2 = T2 = R2 = a2 = S3 = T3 = R3 = a3 = S4 = T4 = R4 = a4 = AYP INTDATE: 07/08/2019 PROJECT: Tigard Circuit Gym Stairs DESIGN: CD ENGINEERING SUBJECT: Soil Bearing Check PAGE: B-12 \ C_ON CS_ET r--- \--1 51_7;z L\ ,/ S( F 114(z) AA iEARJNFIZ.Dt-k sTAs 13 'l 2_9 Lk ( 1, S10 K-14+ lo`616-- Vaf') ., DATE: 07/08/2019 AY P INT PROJECT: Tigard Circuit Gym Stairs DESIGN: CD ENGINEERING SUBJECT: Railing Calculations PAGE: B-13 110 .i e#U 1 : 3,q " x LC- it. - - k., , -- TT ss r 11/4- : + ?CC ;i-:r.. - i b.y LP 1 io y, Zs-; c. 163ta rl1� = 1.151 )b 1-i FASTENEtLS LI e-, m' ,' 4 5— i b A.4,,.1.0J04...3ZF 1 Ci ) Y . .5r [--- i 4 ! 1,y c; 2 c t i PC1 c r' *4' ( b 1 f ,:- . ---1(1`it / \-- ) is a ;.,.,. : 3 , S- " Z.- 3)a ,1 (0..1-15- .,-') fI,rr-IE- t - Ha" re Zr, (,',, v>✓ = SL lb-; ,-, EhR : Blic,:© 1 ` k� = Ib -j lb --- 13e59 Ib 3tcL 1b I.. L12.4.-) lb Au ,A,,lC 3 FAb-reuc ,;, a Y /J — . TEPsio 1.}' .i._-,„; - I ZOO 1 b i '` f ZOO ii-� 6//Y� i. '-/ S /1, 44i 3FA3-r r s 004,4 Y7l