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&t,&r2az2 " aO12 3 OFFICE COPY 4150 g 0IN St. ICL -TRUCK DOCK RECEIVED TIGARD, OR MAY 11 2022 STRUCTURAL CALCULATIONS CITY OF TiGARL, BUILDING DIVISION DESIGN CRITERIA: DC 1-DC2 CANOPY DESIGN: CD 1-CD22 TRUCK DOCK DESIGN: TD1-TD7 (32 PAGES TOTAL INCLUDING COVER SHEET) gEo PROPFS ii November 3, 2021 �V It 7 PROJECT NUMBER: 210079.01 8 799 r OREGON 9$4.rFUSER A�vo • ekAH HUSG 0 P , , EXPIRES: 6/30/z3 ARCHITECTURE - ENGINEERING UPLANNINIG INTERIORS LANDSCAPE 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAx:503.226.1670 INFO@CIDAINC.COM WWW.CIDAINC.COM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?Iat-45.4204599&1ng=-122.7510... CtTCHazards by Location I Search Information Address: 7150 SW Sandburg St, Tigard,OR 97223, Vancouver USA a-) 236 ftCP 31di wand nd Coordinates: 45.4204599,-122.7510665 k Hillsboro° o Gr h -n Beaveon es a Elevation: 236 ft 0 Timestamp: 2021-11-02T14:25:59.116Z Nation Hazard Type: Seismic Go gle Mapdata©2021 Goole Reference ASCE7-16 Google Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.861 MCER ground motion(period=0.2s) Si 0.393 MCER ground motion (period=1.0s) SMs 1.033 Site-modified spectral acceleration value SMt *null Site-modified spectral acceleration value SOS 0.688 Numeric seismic design value at 0.2s SA SDI *null Numeric seismic design value at 1.0s SA See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s F„ *null Site amplification factor at 1.0s CRS 0.887 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.391 MCEG peak ground acceleration FpGA 1.209 Site amplification factor at PGA of 2 11/2/2021,7:26 AM 15895 SW 72ND AVENUE,SUITE 200 PORTLAND, OREGON 97224 TEL:503.226.1285 FAX:503.226,1670 E-MAIL:info©cidainc.com PROJECT NAME: ELL True..1` V o&'\ P. 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DESCRIPTION: Back-gravity CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Down 0(0.024)S(0.104__.. a a 1e x h.'., �': a= ems- v, ""�-� �,';`.>'- '„�-t-� �'- , te - �:i.--.•Z r , . :Alt:40 ' cfa::. u �.*,' .. i,1,. m • t, " 04 L5x3x1/4 (r< Span=4.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0240, S=0.1020 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.065: 1 Maximum Shear Stress Ratio= 0.016 : 1 Section used for this span L5x3x1/4 Section used for this span L5x3x1/4 Ma:Applied 0.265 k-ft Va:Applied 0.2652 k Mn/Omega:Allowable 4.082 k-ft Vn/Omega:Allowable 16.168 k Load Combination +D+S Load Combination +D+S Location of maximum on span 2.000ft 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 0.004 in Ratio= 12,004>=240. Max Upward Transient Deflection 0.000 in Ratio= 0 <240.0 Max Downward Total Deflection 0.005 in Ratio= 9234 >=180. Max Upward Total Deflection 0.000 in Ratio= 0<180.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0052 2.011 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 0.061 0.061 D Only 0.061 0.061 +D+S 0.265 0.265 S Only 0.204 0.204 Title Block Line 1 Project Title: ' Yot`i can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. G.D3 Title Block Line 6 Printed: 1 NOV 2021, 7:51AM Steel Beam File:ICL-Canopy.ec6 Software copyright ENERCALC,INC. 983.2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Back-uplift CODE REFERENCES Calculations perAISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Down D(0.009)W(-0.06699) v e e L5x3x 1/4 i ) 4 Span=4.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0090, W=-0.06699 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.019: 1 Maximum Shear Stress Ratio= 0.004 : 1 Section used for this span L5x3x1/4 Section used for this span L5x3x1/4 Ma:Applied 0.062 k-ft Va:Applied 0.06167 k Mn/Omega:Allowable 3.315 k-ft Vn/Omega :Allowable 16.168 k Load Combination +0.60D+0.60W Load Combination +0.60D+0.60W Location of maximum on span 2.000ft 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 -0.002 in Ratio= 30,464 >=360 Max Downward Total Deflection 0.001 in Ratio= 78493 >=240. Max Upward Total Deflection -0.001 in Ratio= 39712 >=240. Overall Maximum Deflections Load Combination Span Max."=Defl Location in Span Load Combination Max."+"De Location in Span 1 0.0000 0.000 +0.60W -0.0016 2.011 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -0.134 -0.134 Overall MINimum 0.031 0.031 D Only 0.031 0.031 +D+0.60W -0.049 -0.049 +0.60D+0.60W -0.062 -0.062 W Only -0.134 -0.134 15895 SW 72ND AVENUE,SUITE 200 ill PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com ARCMTECTUFE M „6,„,,,„,, PROJECT NAME: CI .... 1 rt4,41S. PoCk PRoj.No. 2.1007‘1,0 I SHEET ---- TITLE: U BY: KW ft DATE: Ink4 1 ; . . - , , - i At , , ,Aego_d___ :, ! i !. 1 , ! , - ; E: I ....64-6.! oil__D- gerC 4-saye;131k4- ,5--,2 -rf. 11412-40- ,,,,i , 1 ,1 1 ' • , • i -9- ? , : ...,,: ...t., ii. 1 I/ t .../ 1 *., 4.0 le k i , i 5 1 , raw .1, i , -----,---,--- , , htge I • gr'ilf /Z2-6 pic) ; ' ' ; ' ---- •----- • • ...., ,, ..... . , i r7\;-'.: ( K/ I. 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I ' 7 7 7_ .I _ . ....,... __L. .7. Title Block Line 1 Project Title: ' You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. L 05 Title Block Line 6 Printed: 1 NOV 2021,10:03AM Steel Beam File:ICL-Canopy.ec6 Lic.#:KW-06006865 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 CIDA INC. DESCRIPTION: Middle Support-gravity CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending — — — D(0.048)0S(0.178) ___ b HSS6x6x1/4 Span= 15.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0480, S=0.1780 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.296: 1 Maximum Shear Stress Ratio= 0.047 : 1 Section used for this span HSS6x6x1/4 Section used for this span HSS6x6x1/4 Ma:Applied 7.598 k-ft Va:Applied 1.930 k Mn/Omega:Allowable 25.709 k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+S Load Combination +D+S Location of maximum on span 7.875ft 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 0.298 in Ratio= 633>-360. Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 Max Downward Total Deflection 0.411 in Ratio= 460 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.4109 7.920 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.930 1.930 Overall MINimum 0.528 0.528 D Only 0.528 0.528 +D+S 1.930 1.930 S Only 1.402 1.402 Title Block Line 1 Project Title: Yob can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 1 NOV 2021,10:03AM Steel Beam File:ICL-Canopy.ec6 Software copyright ENERCALC,INC. 983.2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Middle Support-uplift CODE REFERENCES Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending v D�0 018)W(-0.08952) ( ';.-- ' -": _._ ���_� HSS6x6x1/4 Span= 15.750 ft I. i Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0030, W=-0.01492 ksf, Tributary Width=6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.045: 1 Maximum Shear Stress Ratio= 0.007 : 1 Section used for this span HSS6x6x1/4 Section used for this span HSS6x6x1/4 Ma:Applied 1.148k-ft Va:Applied 0.2915 k Mn/Omega:Allowable 25.709 k-ft Vn/Omega:Allowable 40.826 k Load Combination D Only Load Combination D Only Location of maximum on span 7.875ft 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 -0.090 in Ratio= 2,098 >=360 Max Downward Total Deflection 0.062 in Ratio= 3044>=240. Max Upward Total Deflection -0.053 in Ratio= 3578>=240. Overall Maximum Deflections Load Combination Span Max."=Deft Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +0.60W -0.0901 7.920 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -0.705 -0.705 Overall MINimum -0.131 -0.131 D Only 0.292 0.292 +D+0.60W -0.131 -0.131 +0.600+0.60W -0.248 -0.248 W Only -0.705 -0.705 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 CI) E-MAIL:info@cidainc.com .. 1 6G-- True,IS PO!.J� PRo,.No. Zt oo7 qa,i SHEET GD7 NI PR:-:ECT NAME: 1 ...'.:.> T,rtE: --- BY: 1 Rp�lr fEAt//1}F DATE: Mt/Z4 YruoA C4 • �.�.. FO Oil ; "�Ildte,e W 6 2,;to. t ' ' S Z 6z,k3 W 1 (1 • I G i s .. , -- � P 8 �� 2 T 1 I 1 I . - I I -� p $ Toff 6 =(5rit1 itr /2 O -f-5eAc , 1 i . 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DESCRIPTION: Fascia-gravity CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending S(o __ 1- _._._ .007) � o _.m..._..... _ r a D(0.0053336)S(0.0166675}_ 8— ° v _...._-._a X4 Aikh C12x20.7 4„� Span - 16-170 ft I. H Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=0.6667 ft Uniform Load: S=0.0070 k/ft, Tributary Width=1.0 ft,(gutter) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.077: 1 Maximum Shear Stress Ratio= 0.009 : 1 Section used for this span C12x20.7 Section used for this span C12x20.7 Ma:Applied 1.624 k-ft Va:Applied 0.4018 k Mn/Omega:Allowable 21.075 k-ft Vn/Omega:Allowable 43.769 k Load Combination +D+S Load Combination +D+S Location of maximum on span 8.085ft 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 0.010 in Ratio= 19,848>=360. Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 Max Downward Total Deflection 0.021 in Ratio= 9452 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections Load Combination Span Max."-Defl Location in Span Load Combination Max."+"Defl location in Span +D+S 1 0.0205 8.131 _ 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.402 0.402 Overall MINimum 0.191 0.191 D Only 0.210 0.210 +D+S 0.402 0.402 S Only 0.191 0.191 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 1 NOV 2021,10:57AM Steel Beam File:Id Canopy.ec6 Software copyright ENERCALC,INC. 983.2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Fascia-uplift CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending a D(0.0020001)W(-0.014887411) a ,.e,.s.::.xYv,„-...-.mom.. 0 8 ..... _..--_� C12x20.7 Span= 16 170 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0030, W=-0.02233 ksf, Tributary Width=0.6667 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.035: 1 Maximum Shear Stress Ratio= 0.004 1 Section used for this span C12x20.7 Section used for this span C12x20.7 Ma:Applied 0.742 k-ft Va:Applied 0.1835 k Mn/Omega:Allowable 21.075 k-ft Vn/Omega:Allowable 43.769 k Load Combination D Only Load Combination D Only Location of maximum on span 8.085ft 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 -0.004 in Ratio= 52,590 >=360 Max Downward Total Deflection 0.009 in Ratio= 20694 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections Load Combination Span Max.`-"Deft Location in Span Load Combination Max."+"Deft Location in Span D Only 1 0.0094 8.131 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.184 0.184 Overall MINimum 0.038 0.038 D Only 0.184 0.184 +D+0.60W 0.111 0.111 +0.60D+0.60W 0.038 0.038 W Only -0.120 -0.120 ^ 1589 SW7INO AVENUE,SUITE 200 PORTLAN[\OREGON 97224 TEL]OlID6.|ZQ5 FAX:5OIJl6 |670 E'MA|Linho@cidainccom monc w^"c �r6/ --[--c-k V-ck pm» wo. Z/0071,01 a°,. - ^^^.^'` nra. BY: DATE: CA ra: wOrl 3-7 kP,-z- 0 lift a 7,6 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. GD 11 Title Block Line 6 Printed: 1 NOV 2021, 1:28PM Steel Beam File:ICL-Canopy.ec6 Software kht ENERCALC,INC.1983.2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Side Support-gravity CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.53 S(1.4) D(0.21) (0.135) i C12x20 7 'C12x20.7 Span= 11.667 ft n pa S = 1.333 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=0.530, S=1.40 k @ 5.667 ft Load(s)for Span Number 2 Point Load: 0=0.210, S=0.1350 k @ 1.333 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.155: 1 Maximum Shear Stress Ratio= 0.025 : 1 Section used for this span C12x20.7 Section used for this span C12x20.7 Ma:Applied 5.725 k-ft Va:Applied 1.099 k Mn/Omega:Allowable 36.888 k-ft Vn/Omega :Allowable 43.769 k Load Combination +D+S Load Combination +D+S Location of maximum on span 5.647ft Location of maximum on span 11.667 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio= 6,733>=360. Max Upward Transient Deflection -0.007 in Ratio= 4,720>=360. Max Downward Total Deflection 0.030 in Ratio= 4654 >=240. Max Upward Total Deflection -0.010 in Ratio= 3341 >=240. Overall Maximum Deflections Load Combination Span Max.""Defi Location in Span Load Combination Max."+"Dell Location in Span +D+S 1 0.0301 5.740 0.0000 0.000 2 0.0000 5.740 +D+5 -0.0096 1.333 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXitmum 1.072 1.472 Overall MINimum 0.368 0.641 D Only 0.368 0.641 +D+S 1.072 1.472 S Only 0.705 0,830 Title Block Line 1 Project Title: Yott can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. G p 2 Title Block Line 6 Printed: 1 NOV 2021, 1:28PM Steel Beam File:ICL-Canopy.ec6 Lic.#:KW-06006865 Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 CIDA INC. DESCRIPTION: Side Support-Uplift CODE REFERENCES Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.292)yV(-0.705) D(0.184)VV(-0.1204) 7c i C12x20.7 C12x20.7 Span= 11.667 ft Span= 1.333 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=0.2920, W=-0.7050 k @ 5.667 ft Load(s)for Span Number 2 Point Load: D=0.1840, W=-0.1204 k @ 1.333 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.030: 1 Maximum Shear Stress Ratio= 0.007 1 Section used for this span C12x20.7 Section used for this span C12x20.7 Ma:Applied 1.072 k-ft Va:Applied 0.2852 k Mn/Omega:Allowable 36.281 k-ft Vn/Omega:Allowable 43.769 k Load Combination D Only Load Combination D Only Location of maximum on span 5.647ft Location of maximum on span 11.667 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 16,524>=360. Max Upward Transient Deflection -0.006 in Ratio= 22,884>=360. Max Downward Total Deflection 0.006 in Ratio= 24262 >=240. Max Upward Total Deflection -0.002 in Ratio= 19329 >=240. Overall Maximum Deflections Load Combination Span Max.-"Deft Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +0.60W -0.0061 5.740 +0.60W 2 0.0019 1.333 0.0000 5.740 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.349 0.497 Overall MINimum 0.039 0.012 D Only 0.248 0.497 +D+0.60W 0.039 0.211 +0.600+0.60W -0.060 0.012 W Only -0.349 -0.477 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 *. . ;;'!;;!. TEL:503.226.1285 FAX:503.226.1670 i !! E-MAIL:info@cidainc.com ami ,C.,ECTUM' „,,,,,, PROJECT NAME: 1GL-Track Pock U T,—;LE: PRoj.Na. Zi 00 7 q,0 I 3 By: RNH SHEET e-12, DATE: , . , —71 —'-'7 7 , 7 ; ITr,4 11 ' ' (.46 ;I , ' i I i ' 1 • ' ,. ; i I :., i I . . . i L._ ; , r• r , . , i. . i , i 1 , i • . I 1 I 1 1 ! -7-- ----, -, 1I 1 P ;II e i.,. i ttri; r 6v'ayji--y P.'g C4.; , ; s i 5 zis- i "'GILL- 3,2 , , 1 i , ).\, , „! t,t) i : I ;, . , -7-- f f ! t ti i I : ' kft „L ' ; 17 ; H ' ; T: ( •;', , , • - -; 1 • r 7 ; ! ! 1 1 , 1 1.3-iff 4 -4:13.r5ctt_ - ; 1.330 f I r , '; ! • ; ; : - -' 0, '67 ''1( ' a3EK ;4;'S K i frokg idc. 54iopri,41-:: ; ; ; ! ; i• ;; ! ! ' ! ; Lv._ , oli j( i ,I-e 1 k .: alt4„.ic : . 1 ,. : 1 1. i . , 1 , ..„i i 1 V - ,,t , -i- ,,,,,,,,- +-- ) 6 i K , ...,,, ......._, , , , , _ , „ , ,/, ..c._ •,-,- (.),d411t< it 4 4-01 ;h.. _i_ -.--- f --- '-, tt , 1 , ., , 4-- ! 1 -1--- i •,-. 1 ; , ,i7..11 . , ,.2. , " 1 1.,t„: ,,,, 1,_ ___t .....7._ t.._,.. i, 7 3,2fikl-- ' 4 26 i ff, <;l 31 fp'1,' , \IV' 7 ZZ, ! ll (../ i , - —t I i i t i 7 i 06p 6W ! Toly,4 1 ; I ; : • , . 1 p; A, ; in; ; ; , ; -( 6 plf 7-- q75 'itt--;z- t) 1 . i 1 : : i ' • r 112 )..., . . , . 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DESCRIPTION: Front-gravity CODE REFERENCES Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending D(00£(076.2 60T 10823) s D1O.O2633 )S(0.0823) + _,. D(0.02? jam( . Sfl(82 37) } IC - -.- ,�- - -.._.,...___ ' HSS6x4x HSS6x4x1/4 ram+ ; ,S6x4x1/4 Sprn= 1.333 ft Span= 13.50 ft Span= 1.33 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=3.292 ft Point Load: D=0.6177, S=0.8237 k @ 0.0 ft,(side support) Load for Span Number 2 Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=3.292 ft Load for Span Number 3 Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=3.292 ft Point Load: D=0.6177, S=0.8237 k @ 1.333 ft,(side support) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.137: 1 Maximum Shear Stress Ratio= 0.063 : 1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 2.032 k-ft Va:Applied 1.607 k Mn/Omega:Allowable 14.805 k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+S Load Combination +D+S Location of maximum on span 13.500ft Location of maximum on span 13.500 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection Max Downward Transient Deflection 0.048 in Ratio= 3,376>=360. Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 Max Downward Total Deflection 0.014 in Ratio= 2367>=240. Max Upward Total Deflection -0.010 in Ratio= 16282 >=240. Overall Maximum Deflections Load Combination Span Max."=Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 - 0.0135 0.000 0.0000 0.000 S Only 2 0.0480 6.840 D Only -0.0069 1.170 D Only 3 0.0135 1.333 0.0000 1.170 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2.446 2.446 Overall MINimum 0.957 0.957 . D Only 0.957 0.957 +D+S 2.446 2.446 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. G P !. Title Block Line 6 Printed: 3 NOV 2021, 6:48AM Steel Beam File:ICL-Canopy.ec6 t-ic.#:KW-06006865 Software copyright ENERCALC,INC.1983 2020,BuiId:12.20.8.24 DESCRIPTION: Front-gravity CIDA INC. Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 S Only 1.489 1.489 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. GP Title Block Line 6 Printed: 3 NOV 2021, 6:48AM Steel Beam File:ICL-Canopy.ec6 Lic.#:KW-06006865 Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 DESCRIPTION: Front-Uplift CIDA INC. CODE REFERENCES Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 - Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending comoonzad VY�JQxb8000839),_ o D(0.010749)Wc-0.08000839) ` Ds0.010749( 0) O000038) "(� I HSS6x4xe HSS6x4x1/4 ,„�� S6x4x 1/4 S an=1_33 ft Span=13.50ft Span=1.33ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.0030, W=-0.02233 ksf, Tributary Width=3.583 ft Point Load: D=0.4970, W=-0.4770 k @ 0.0 ft,(side support) Load for Span Number 2 Uniform Load: D=0.0030, W=-0.02233 ksf, Tributary Width=3.583 ft Load for Span Number 3 Uniform Load: D=0.0030, W=-0.02233 ksf, Tributary Width=3.583 ft Point Load: D=0.4970, W=-0.4770 k @ 1.333 ft,(side support) DESIGN SUMMARY Maximum BendingStress Ratio Design OK 0.051 : 1 Maximum Shear Stress Ratio= 0.021 :1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 0.755 k-ft Va:Applied 0.5322 k Mn/Omega:Allowable 14.805 k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+0.60W Load Combination D Only Location of maximum on span 6.750ft Location of maximum on span 13.500 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 2,383>=360. Max Upward Transient Deflection -0.060 in Ratio= 2,696>=360. Max Downward Total Deflection 0.029 in Ratio= 1089>=240. Max Upward Total Deflection -0.083 in Ratio= 1947>=240. Overall Maximum Deflections Load Combination Span Max."-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+O.60W - 1 0.0294 0.000 0.0000 0.000 2 0,0000 0.000 +D+0.60W -0.0832 6.840 +D+0.60W 3 0.0294 1.333 0.0000 6.840 Vertical Reactions _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -1.124 -1.124 Overall MINimum 0.036 0.036 D Only 0.710 0.710 +D+0.60W 0.036 0.036 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. P! Title Block Line 6 Printed: 3 NOV 2021, 6:48AM Steel Beam File:ICL-Canopy.ec6 Lic.#:KW-06006865 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 CIDA INC. DESCRIPTION: Front-Uplift Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +0.60D+0.60W -0. -0.248 248 W Only -1.124 -1.124 15895 SW 72ND AVENUE,SUITE 200 <fik PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 61 E-MAIL:info@cidainc.com PROJECT NAME: I GL — TielittK l2 K PROI.No. 2-i 00 71- 0/ BY: A SH U TITLE: mr 6.17is" DATE: 7 . : . . . . i .• 6iti44.7Y __ ,:, . , r . . • 1 I • • ; . I 1 r :I : : Id i 1 . , . 1 i 1 , 1 f i ! ( i 0! --:-• I 2.-! r IC/?3f1 flz.f.4, I ..•, i 1 I ,! i 1 , , . • , 1 1. •I . . : , ---t t 4- 1 • , . , ,d kly I ,„/ i I t *T1/4 ___p____t_,H --- ,' ay.. .05-Kto 410 I K/1).51 ---)----.••• - ' . .. 7-7 P- 7 . _,..1. " i 1 1 I i ! ! i i . . . • . ! , ! ! i 1 , • ! ! ! I ! . i t i i ,..... I . . : I i ••• 1. i , 1 i j , ..'..1 j...___. (Ater—6,64Lr_ , .• i . i I ! . ! 4 V4;tft )L OSTIe•' i ! , I . :a 1 6 ,a I'l Li) . 1 i , 6.. TT : i [ f I ! ; .•.• i ., . . 1 , . : . 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I I 1 :• • I „' . „ . i 4 •I'L -4- ----i•- . . :i I ! . . • . - . ; - it . ,' I 1 • i ., 1 . .-• . :•' 1 . • . , , . . , , • i I . . . . . , 1 . i • . . i 1 ! , , • ' ,• , . i , 1 — . • , . . i . .,• .,. , . I : : 4- , • . . . ---.?--. , . : . , ] .-- , .. I : .... , .• - , .•• _, ,-- . . , .. ---t T---- , —4 I . . . . . • . . . : . ! „' 1 .• . ! i , ! I .., . . , • . , , •..., . - . . , • t • : : . . . , , •', --i- i: 1 , : . . . i , 1 : . : i t -• ---, -- - .7- :• , . , . ! , i , • . : : f : 1.. _„..1_ ..1....... I I Jur x �n1� �V2 M2 6N3 ii It 414 Envelope Only Solution SK- 1 Nov 2, 2021 at 8:50 AM untitled.r2d Company 6172d Designer Nov 3,2021 7:24 AM IIIRISA Job Number Checked By. Model Name Joint Coordinates and Temperatures Label X[ft] Y Iftl Temp[F] 1 N1 0 0 0 2 N2 0 13.5 0 3 N3 13.5 13.5 0 4 ___,.._ N4 13.5 0 0 Hot Rolled Steel Design Parameters Label Shape Length[ft] Lb-outfftl Lb-in[ftl Lcomp top[ft]Lcomp botifti L-torqu... K-out K-in Cb Function 1 M1 Post 13.5 Lateral 2 M2 Beam 13.5 _ Lateral 3 M3 Post 13.5_ Lateral Joint Loads and Enforced Displacements (BLC 1 :Dead) Joint Label L,D,M Direction Magnitudef(k,k-ft),(inlrad), (k*s^2Jf... Yi -.705 f 1 N2 L 2 N3 L Y -.705 3 N2 L M .92 4 N3 L M -.92 i Joint Loads and Enforced Displacements(BLC 2 : Snow) Joint Label L,D,M Direction Mag nitude[(k,k-ft),(in rad k*s^2/f... 1 N2 _ � 11[__ L Y -.941 2 N3 L Y -.941 3 N2 L M 1.18 4 N3 — -- L M -1.18 Joint Loads and Enforced Displacements(BLC 3 : Wind) Joint Label L,D,M Direction Magnitude[(k,k-ft,jn1rad),(k*s^2/f... 1 N2 L X _ .219 2 N2 L Y .575 75 3 4 N3N2 L Y .575 L M -.7 5 N3 L M .7 Joint Loads and Enforced Displacements(BLC 4 : Seismic) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad),(k*s^2/f... 2 N2 L V .097 3 N3 L Y .097 _ 4 N2 L M -.127 5 N3 L M .127 Member Distributed Loads (BLC 1 :Dead) Member Label Direction Start MagnitudejkJft,... End Magnitudefk/ft,F... Start Locationfft,%] End Location[ft,%] �7 M2 Y 1 - -.026 1 -.026 0 .1 _-_ 13.5 RISA-2D Version 16.0.1 [E:\adcadd\21\0079.01 ICL-Truck Dock\Structural\Canopy Frame.r2dj Page 1 Y . GPZ/ Company : Nov 3,2021 IDesigner ,R'S4 AM I ' JModel m Nae 7 By, Checked Member Distributed Loads (BLC 2:Snow) Member Label Direction Start MagnibJdelk/ft,... End Magnitudejk/ft,F... Start Location[ft,%a] End Location[ft,%] 11 M2 Y T -.083 -.083 0 13.5 1. Member Distributed Loads (BLC 3: Wind) • Member Label Direction Start Magnibudejk/ft,... End Magnitude{k/ft,F... Start Location,[ft,%o1 End Locationift,%] 1 M2 1 Y I .074 .074 0 13.5 I Member Distributed Loads (BLC 4: Seismic) Member Label Direction Start Magnitudejk/ft,...End Magnitudejk/ft,F... Start Locationjft,%] End Locationjft,%1 1 M2 I Y _.. I -- .004 .004 I 0 I 13.5 _J Envelope Joint Reactions Joint X[k] LC Y Ik] LC Moment[k-ft] LC 1 N 1 max -.025 3 3.459 3 2 0 2 min -.61 10 -1.194 10 0 2 3 N4 max .037 2 3.459 3 0 2 4 min -.56 10 -.514 8 0 2 5 Totals: max 0 3 6.917 3 6 min -1.17 10 -1.454 8 Envelope Story Drift-X-Direction, Strength Story(Elevation) Story Drift[in] Loc(Z,X) LC Drift Ratio(%) Loc(Z,X) LC 2nd/1 st Ratio Loc 2Z,X) LC 1 N2(13.5 ft) max 2.116 0, 0 10 1.306 0, 0 10 1.116 OS) 4_. 2 min _- 0 0, 0 2 0 0,0 3 .975 0, 0 8 Envelope RISC 14th(360-10):ASD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear,._Loc[ft) LC Pnc/om [k]Pnt/om jkl,Mn/om jk... Cb Eqn 1 M1 HSS6x6x4 .311 13.5 10 .014 0 10 104.448 144.335 25.709 1.667 H 1-1 b I 2 M2 HSS6x4x4 .409 0 10 .029 0 10 59.773 118.443 19.58 2.273 Hi-lb 1 3 M3 . . HSS6x6x4 .312 0 10 .014 0 10 104 448_,144335 25.709 1667 , 1H1-1b RISA-2D Version 16.0.1 [E:\adcadd\2110079.01 ICL-Truck Dock\Structural\Canopy Frame.r2d] Page 2 U Post anchorage.cap-SIMPSON SiRONG-TIE;ti Anchor Dcsrgncr- Fie..... nStart-Projectsettings Anchor layout a View view # ■ %� A '' D. o rv,� B ® ' SIMPSON Increase Decrease I 1 0 ~tnhers slur Strong-TieAFont '� Size 20 R" e 30 view options Font size View Movement F uru.t Build 3.0.7947.Y4191 V Inputs MI_'" Calculation summary -X 2.75 Base material ,,..'«Z ♦Y J •• Input Data A 2,75 • Geometry b7es method:AC 31s-1a 1194 lb a TOP load: 0 ft-lb h7o tt-u1 Anchor:AT-V?w/1/2 9 F1554 Gr.36 / . Load factor sours AG 318 5c,_twn.53 '1 Effective E,d.er.b,mtt depth:5.500 inch k,t 7 Ca Seismic 0J5 reduction factor for SOC C,0,F or F Cano'ete:Nor'n°lM 1t ' ' L. tf'i v Andwrs subjected to sustained tension States Cardedi '71- n.---- r Compressive strength_3000 psi And.0rs only resisting wind and/or seismic loads S u..�design:Yes tiia O 0 lbDuctility section fix t[reon 12.2 1 .2 n4 of aPPlic... - 111111/ .. ,-1 kw Ductiity section for shear 17.23.5.2 not aupl,c-.. 'd " .-- ,^. ApplyRisuttin entire shear load at front row AIIt Forces ^T , 11" +- 1194 lb X s [b] Shear[b] t V„ + 6101b X : 1 160 305 t1'Y NMV + p lb x 2 2101 305 i�i .."L M,x + Oft-lb X Governing tension rad¢93.7%(Pass) 5..0 M y +_ 0 ft-lb x Ratio N.PI mrv,pb] 1-- Mt,,, + Oft-lb x Steel strength 34,0% 2101 6176 Concrete breakout 94.5% 2261 2392 4•QVn 4.00 Load Wizard(option to input load components) Ad , Adhesive 98.7% 2261 2291 0 it-lb Products-AT-)Q'a/1/2"0 F1554 Gr.36 Governing shear robot 11.2%(Pass) Ratio V,rn Ph] 6V [Ib] Steil strength 11.2% 305 2729 I]CIXaQGbG 10.3% 610 5945 X breakout y+ Concrete trryout 7.4% 610 8224 610 lb V Interaction robot 98.7%(Pass) i 0 Chart AZAL ] •y- 0 0 . : , L.Coln 1.75 ,l.Sine L 3.00 N-99% V 11% aL N+V,.99% Pass � or 15895 SW7INOAVENUE,SUITEIOO PORTLAN[\OREGON 97224 rEL5OlIZ6.|Z85 FAX:5O3]Z6.|67U j E'MA|L:info@cidainccom RCHITECTME PROJECT NAME: —76 L 7�^^ L' g'c,L' pn*.w= 7—|0071, 01 s~~, Tp / ~`^°"'~" uTITLE:.`,",.""` =« —/�/��� _ mnu ^ rl i Oki Li TO � � � | i Use menu item >Settings Printing&Title Block Title Dock wall lower level Page: 1 to set these five lines of information Job# 2 : Dsgnr: cdg Date: 2 NOV 2021 for your program. Description.... This Wall in File:E:\adcadd\21\0079.01 ICL-Truck Dock\Structural\truck dock.RPX -+) Z RetainPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc Criteria I Soil Data Retained Height = 4.83 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = _ 0.50 ft Equivalent Fluid Pressure Method ilttlFaild "° Total Wall Height = 5.33 ft At-rest Heel Pressure = 60.0 psf/ftPii:ir,>:«.. Top Support Height = 4.83 ft Passive Pressure = 300.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingiJSoil Frictior = 0.400 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 0.00 in MI 3 Thumbnail I Surcharge Loads I LUniform Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 100.0 psf >>>Used To Resist Sliding&OverturningLateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Top = 0.00 ft Footing Width = 0.00 ft Used for Sliding&Overturning ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem r Load Type = Wind(W) Footing Type e (Strength Level) Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil _ Axial Live Load = Wind on Exposed Stem = at Back of Wall 0.0 ft 0.0 lbs P 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load M Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary 0LConcrete Stem Construction Total Bearing Load = 1,679 lbs Thickness = 8.00 in F = ...resultant ecc. = 2.03 in Y 60,000 psi Wall Weight = 100.0 psf fc = 3,000 psi Soil Pressure @ Toe = 944 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 399 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 1,133 psf ACI Factored @ Heel = 479 psf Stem OK Stem OK Stem OK Footing Shear @ Toe = 0.1 psi OK Design Height Above Ftg = 4.83 ft 2.79 ft 0.00 ft Footing Shear @ Heel = 3.5psi OK Rebar Size = # 4 # 4 # 4 Allowable = Rebar Spacing = 12.00 in 12.00 in 12.00 in 82.2 psi Rebar Placed at = Reaction at Top = 237.8 lbs Center Center Center Reaction at Bottom = 1,336.7 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Design Data fb/FB+fa/Fa = 0.000 0.134 0.285 Sliding Calcs Mu....Actual = 0.0 ft-# 457.3 ft-# 975.7 ft-# Lateral Sliding Force = 1,336.7 lbs Mn'Phi Allowable = 3,423.0 ft-# 3,423.0 ft-# 3,423.0 ft-t Shear Force @ this height = 383.7 lbs 1,159.3 lbs Shear Actual = 7.99 psi 24.15 psi Shear Allowable = 82.16 psi 82.16psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes&Spacings: NOT considered in the calculation of soil bearing Toe:#4 @ 18.00 in -or- Not req'd:Mu<phi*5*lambda'sgrt(fc)'Sm Heel:#4 @ 18.00 in -or- Not req'd:Mu<phi"5'lambda'sgrt(fc)'Sm Load Factors Key: No key defined -or- No key defined Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic,E 1.000 • Use menu item Settings>Printing&Title Block Title Dock wall lower level Page: 2 to set these five lines of information Job# 2 : Dsgnr: cdg Date: 2 NOV 2021 for your program. Description.... This Wall in File:E:\adcadd121\0079 .01 1CL-Truck Dock\Structural\truck dock.RPX T 03 RetainPro(c)1987-2015, Build 11.16,03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 0.927 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0276 in2/ft (4/3)'As: 0.0368 in2/ft Min Stem T&S Reinf Area 0.391 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0589 in2/ft (4/3)'As: 0.0785 in2/ft Min Stem T&S Reinf Area 0.536 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 55.00 in Footing Strengths&Dimensions I [footing Design Results Toe Width = 0.67 ft Toe lee! Heel Width = 1.83 Factored Pressure = 1,133 479 psi Total Footing Width = 2.50 Mu':Upward = 241 393 ft-# Footing Thickness = 12.00 in Mu':Downward = 55 661 ft-# Key Width = 0.00 in Mu: Design = 186 269 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.09 3.54 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.65 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 ift Cover @ Top = 2.00 in @ Btm.= 3.00 in Two Layers of horizontal Bars #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in a Use menu item Settings>Printing&Title Block Title Dock wall lower level Page: 3 to set these five lines of information Job# 2 Dsgnr: cdg Date: 2 NOV 2021 for your program. Description.... I This Wall in File: E:\adcadd\21\0079.01 ICL-Truck Dock\Structural\truck dock.RPX RetainPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI318-11,ACI530-11 License To:CIDA,Inc Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure >>>Sliding Forces are restrained by the adjacent slab Load&Moment Summary For Footing: For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -609.8 ft-# Surcharge Over Heel = 116.3 lbs 1.92 ft 223.2 ft-# Adjacent Footing Load = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = 36.91bs 0.34 ft 12.3 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 533.0 lbs 1.00 ft 534.8 ft-# Soil Over Heel = 618.1 lbs 1.92 ft 1,185.7 ft-# Footing Weight = 375.0 lbs 1.25 ft 468.8 ft-# Total Vertical Force = 1,679.3 lbs Base Moment = 1,814.9 ft-# Soil Pressure Resulting Moment= 284.1t-# Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Use menu item Settings>Printing&Title Block Title Dock wall lower level Page: 1 to set these five lines of information Job# 210079.01 Dsgnr: cdg Date: 2 NOV 2021 for your program. Description.... --1 Canopy Post on Wall Condition I/ This Wall in File:E:\adcadd\21\0079.01 ICL-Truck Dock\Structural\truck dock.RPX RetainPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:CIDA,Inc Criteria I Soil Data I r Retained Height = 4.83 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Restrant Total Wall Height = 5.33 ft At-rest Heel Pressure = 60.0 psf/ft {{^r,.;{.,x:<K+^" Passive Pressure = 300.0 psf/ft Top Support Height = 4.83 ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingllSoil Frictior = 0.400 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 0.00 in r.:ii�: 1 Thumbnail Surcharge Loads • Uniform Lateral Load Applied to Stem \ Adjacent Footing Load U Surcharge Over Heel = 100.0 psf l >>>Used To Resist Sliding&Overturning Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf Used for Sliding&Overturning Height to Bottom = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem t Load Type = Wind(W) Footing Type Line Load (strength Level) Base Above/Below Soil Axial Dead Load = 309.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 388.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 LEarth Pressure Seismic Load 1 Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load 0 Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary 0 Concrete Stem Construction Total Bearing Load = 2,376 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 2.30 in Wall Weight = 100.0 psf fc = 3,000 psi Soil Pressure @ Toe = 1,388 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 513 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 1,757 psf - ACI Factored @ Heel = 649 psf Stem OK Stem OK Stem OK Footing Shear @ Toe = 0.1 psi OK Design Height Above Ftg = 4.83 ft 2.79 ft 0.00 ft Footing Shear @ Heel = 0.7 si OK Rebar Size = # 4 # 4 # 4 p Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 82.2 psi Rebar Placed at = Center Center Center Reaction at Top = 237.8 lbs Rebar Depth 'd' = Reaction at Bottom = 1,336.7 lbs p4.00 in 4.00 in 4.00 in Design Data fb/FB+fa/Fa = 0.000 0.134 0.285 Sliding Calcs Mu....Actual 0.0 ft-# 457.3 ft-# 975.7ft-# Lateral Sliding Force = 1,336.7 lbs = Mn'Phi Allowable = 3,423.0 ft-# 3,423.0 ft-# 3,423.0 ft-# Shear Force @ this height = 383.7 lbs 1,159.3 lbs Shear Actual = 7.99 psi 24.15 psi Shear Allowable = 82.16 psi 82.16 psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes&Spacings: NOT considered in the calculation of soil bearing Toe:#4 @ 18.00 in -or- Not req'd:Mu<phi*5*lambda'sgrt(fc)'Sm Heel:#4 @ 18.00 in -or- Not req'd:Mu<phi*5'Iambda'sgrt(fc)'Sm Load Factors - Key: No key defined -or- No key defined Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic,E 1.000 ' Use menu item Settings>Printing&Title Block Title Dock wall lower level Page: 2 to set these five lines of information Job# 210079.01 Dsgnr: cdg Date: 2 NOV 2021 for your program. Description.... �� Canopy Post on Wall Condition This Wall in File:E:\adcadd\21\0079.01 ICL-Truck Dock\Structural\truck dock.RPX RetainPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:CIDA,Inc Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 0.927 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0276 in2/ft (4/3)*As: 0.0368 in2/ft Min Stem T&S Reinf Area 0.391 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0589 in2/ft (4/3)*As: 0.0785 in2/ft Min Stem T&S Reinf Area 0.536 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 55.00 in Footing Strengths&Dimensions _Footing Design Results Toe Width = 0.67 ft Toe illeel Heel Width = 1.83 Factored Pressure = 1,757 649 psf Total Footing Widtl• = 2.50 Mu': Upward = 372 555 ft-# Footing Thickness = 12.00 in Mu':Downward = 55 661 ft-# Key Width = 0.00 in Mu: Design = 317 106 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.09 0.73 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.65 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 /it Cover @ Top = 2.00 in @ Btm.= 3.00 in Two Layers of horizontal Bars #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in ' U9e menu item Settings>Printing&Title Block Title Dock wall lower level Page: 3 to set these five lines of information Job# 210079.01 Dsgnr: cdg Date: 2 NOV 2021 for your program. Description.... Canopy Post on Wall Condition rp This Wall in File:E:\adcadd\21\0079.01 ICL-Truck Dock\Structural\truck dock.RPX RetainPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:CIDA,Inc Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure >>>Sliding Forces are restrained by the adjacent slab Load&Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -609.8 ft-# Surcharge Over Heel = 116.31bs 1.92 ft 223.2 ft-# Adjacent Footing Load = lbs ft ft-# Axial Dead Load on Stem = 697.0 lbs 1.00 ft 699.3 ft-# Soil Over Toe = 36.91bs 0.34 ft 12.3 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 533.01bs 1.00 ft 534.8 ft-# Soil Over Heel = 618.1 lbs 1.92 ft 1,185.7 ft-# Footing Weight = 375.0 lbs 1.25 ft 468.8 ft-# Total Vertical Force = 2,376.3 lbs Base Moment = 2,514.3 ft-# Soil Pressure Resulting Moment= 456.1t-# Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.