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Specifications (14) SWI-L9/ 7 -a02-_s" • C '700 S 1) &/ Structural Calculations for • SW Hall Modular Building Ramp 12700 SW Hall Blvd. . Tigard, OR `.)EP 1 4 1011 September 14, 2017 CITY OF TIGARD DESIGN CODE 2014 Oregon Structural Specialty Code si tucTU/Zyt, ..,\ PROF , G4� I NS . "r9 .- ip- OREGON ^ 0, 7: 1 0. ti�� r°AI R. \'1 ' EXP: 6/30/ SCOPE OF WORK The attached calculations pertain to gravity and lateral analysis for the new ramp at the address above. BY VM DATE 9/14/17 HAYDEN ENGINEERS REV DATE STRUCTURAL I CIVIL JOB NO 17329 (503) 968-9994 p (503) 968-8444 f SHEET OF k _ Lye,' _..Lco4 laapst L oaCt S $.. SI✓\Sw1Gri ,,e\a Bs 1 s E ,. , w SaS = o12O R i I '/ (t kiYA€C urns ASC, -1----IO "4,b1G 1 ` '-\ `/2 0S ' (.....: 111 HANDRAILATBURDING / SIMPSON 1US26Pf.2x6 DECKING, 3-6"MIN. RILL LENGTH OF RAMP HANGERS,TYP. TYP, / // SIMPSONHUC48' \-- /_/�////////_ -// - _ t /Z� -- AT LANDING POSTS -' d / - (/' --- - -- c ln2SCOPE"--> 1 ; 1 SB1 E .- At Y--- SIMPSON'HUCA TYP. % • s 1 FULL HEIGH At OR Ff.AxBp� 1• € % ' — m to ""^'1� PT.4x10 . m LI I%• 4x101D . �► LANDING i.. RILL HEIGHT 120x18 `Y 6-0"t blit 1 1 I vi 1a POSTS AT EMBED FTG,TYP. • o•. LANDING G PT.4x4 POSTS T-0 10'-8" I ' I I o REUSE BUSTING SIMPSON'MP844T 1 1 1 0 AT NORTH PORTION OF 2/3 z WALKWAY S1.0 BASE AT STAIR END x • POSTS (2111"TREADS POSTS OUTBOUND �- I I$ I T MAX.RISERS AT RAMP FOR SUPPORT I i 1- 5 o PT.2x12 STRINGERS 016"0/C MAX. r SIMPSON'MP844T 1 o BASE AT RAMP END 1 IK.'•,;I I 6.> POSTS-\\\63,0 Id'• MAX.I 1 PLAN `I I I I S1.0 12670 RAND AND STAIRSOWG SCALE 1'-0" ® ' 1 I to a. i s '1 3'-6" 4, • BY V A DATE L( t it IgHAYDEN REV DATE ENGINEERS 1�3�� STRUCTURAL I CIVIL JOB NO (503) 968-9994 p (503) 968-8444 f SHEET t OF (.1_()? k) 4, 100..p_z.- .. J L + o'-5-v (j s ) :. ,5. 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Urii� _ �r.___ 2 � PG�'' �' dere to P e.g , \Q ( Sp,1.t:f0;_g i s : ( c2 0\ ) c.,)0.. ,„ )c ) , , E ., t G SN,c (_� , \2- 6f , ; E r s , iw.a.. ..,..v�»„..._..a. �...,vim. ,�...,»�..,...P_. ,..�.« ........ ... _.. E . } II is - BY X t DATE cri/t Lk EgHAYDEN REV DATE ENGINEERS (7 STRUCTURALCIVIL JOB NO 1 11(503) 968-9994 p (503) 968-8444 f SHEET OF HAYDEN 13 ENGINEERS STRUCTURAL I CIVIL • File=c:\Users\vmallada\Desktop\SWHALL-1.EC6 Wood Beare ENERCALC,INC 1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06005543 ' Licensee:hayden consulting engineers Description: Stringers CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 675.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 675.0 psi Ebend-xx 1,100.0ksi Fc-PrIl 475.0 psi Eminbend-xx 400.0 ksi Wood Species : Hem Fir(north) Fc-Perp 405.0 psi Wood Grade : No.2 Fv 135.0 psi Ft 325.0 psi Density 28.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.01125)L(0.1125)S(0.028125) tti i i i i zXe L Span=7.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.10, S=0.0250 ksf, Tributary Width=1.125 ft DESIGN SUMMARY Desi•n OK 1Maximum Bending Stress Ratio = 0.929 1 Maximum Shear Stress Ratio = 0.460 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 692.18 psi fv:Actual = 49.71 psi FB:Allowable = 745.20 psi Fv:Allowable = 108.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.123 in Ratio= 684>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.135 in Ratio= 621>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 •i Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 0.433 0.433 Overall MINimum 0.024 0.024 - +D+H 0.039 0.039 +D+L+H 0.433 0.433 +D+Lr+H 0.039 0.039 _ +D+S+H 0.138 0.138 +D+0.750Lr+0.750L+H 0.335 0.335 +D+0.750L+0.750S+H 0.409 0.409 +D+0.60W+H 0.039 0.039 +D+0.70E+H 0.039 0.039 +D+0.750Lr+0.750L+0.450W+H 0.335 0.335 +D+0.750L+0.750S+0.450W+H 0.409 0.409 +D+0.750L+0.750S+0.5250E+H 0.409 0.409 ff� `T HAYDEN ENGINEERS STRUCTURAL I CIVIL File=c:\Users\vmallada\Desktop\SWHALL-1.EC6 Wood Beam ENERCALC,INC 1983-2017 Build:6.17.3.17,Ve:6.17.3.17 Lic.#:KW-06005543 Licensee hoyden consulting engineers Description: Stringers Vertical ReactiOnS Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0.60D+0.60W+0.60H 0.024 0.024 +0.60D+0.70E+0.60H 0.024 0.024 D Only 0.039 0.039 Lr Only L Only 0.394 0.394 S Only 0.098 0.098 W Only E Only H Only HAYDEN ENGINEERS STRUCTURAL I CIVIL WOOd Beam File=c:\Users\vmallada\Desktop\SWHALL--1.EC6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06005543 Licensee:hoyden consulting engineers Description: Stringers CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 675.0 psi E:Modulus of Elasticity Load Combination i BC 2012 Fb-Compr 675.0 psi Ebend-xx 1,100.0 ksi Fc-PrIl 475.0 psi Eminbend-xx 400.0 ksi Wood Species : Hem Fir(north) Fc-Perp 405.0 psi Wood Grade : No.2 Fv 135.0 psi Ft 325.0 psi Density 28.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.01333)L(0.1333)S(0.033325) $ j U 2x8 Span=6.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.10, S=0.0250 ksf, Tributary Width=1.333 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.999 1 Maximum Shear Stress Ratio = 0.515 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 744.65 psi fv:Actual = 55.63 psi FB:Allowable = 745.20 psi Fv:Allowable = 108.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.335ft 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 0.120 in Ratio= 667>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.132 in Ratio= 606>=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 0.489 0.489 Overall MINimum 0.027 0.027 +041 0.044 0.044 +0+1..+1-1 0.489 0.489 +D+Lr+H 0.044 0.044 +D+S+H 0.156 0.156 +D+0.750Lr+0.750L41 0.378 0.378 +D+0.750L+0.750S+H 0.461 0.461 +D+0.60W+H 0.044 0.044 +D+0.70E+H 0.044 0.044 +0+0.750Lr+0.750L+0.450W+H 0.378 0.378 +0+0.750L+0.750S+0.450W41 0.461 0.461 +D+0.750L+0.750S+0.5250E+H 0.461 0.461 HAYDEN ENGINEERS STRUCTURAL I CIVIL File=c:\Users\vmallada\Desktop\SWHALL-1.EC6 VVood Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06005543 Licensee:hayden consulting engineers Description: Stringers Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0.60D+0.60W+0.60H 0.027 0.027 +0.60D+0 .70E+0.60H 0.027 0.027 D Only 0.044 0.044 Lr Only L Only 0.445 0.445 S Only 0.111 0.111 W Only E Only H Only HAYDEN ENGINEERS STRUCTURAL I CIVIL File=c:\Users\vmallada\Desktop\S WHALL-1.EC6 WOOd Beam File INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06005543 Licensee:hayden consulting engineers Description: Stringers CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 675.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 675.0 psi Ebend-xx 1,100.0 ksi Fc-Prll 475.0 psi Eminbend-xx 400.0ksi Wood Species : Hem Fir(north) Fc-Perp 405.0 psi Wood Grade :No.2 Fv 135.0 psi Ft 325.0 psi Density 28.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.00875)L(0.0875)S(0.021875) X X 2x10 i I Span=10.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.10, S=0.0250 ksf, Tributary Width=0.8750 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.988 1 Maximum Shear Stress Ratio = 0.408 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 674.95 psi fv:Actual 44.05 psi FB:Allowable 683.10psi Fv:Allowable 108.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft 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 0.192 in Ratio= 626>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.211 in Ratio= 569>=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 0.481 0.481 Overall MINimum 0.026 0.026 +D+H 0.044 0.044 +D+L+H 0.481 0.481 +D+Lr+H 0.044 0.044 +D+5+1-1 0.153 0.153 +D+0.750Lr+0.750L+1-1 0.372 0.372 +D+0.750L+0.750S+H 0.454 0.454 +D+0.60W+H 0.044 0.044 +D+0.70E+H 0.044 0.044 +D+0.750Lr+0.750L+0.450W+H 0.372 0.372 +D+0.750L+0.750S+0.450W+H 0.454 0.454 +D+0.750L+0.750S+0.5250E+H 0.454 0.454 13 HAYDEN ENGINEERS STRUCTURAL I CIVIL File=c:\Userslvmallada\Desktop\SWHALL-1.EC6 VVood Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lica#:KW-06005543 Licensee:hoyden consulting engineers Description: Stringers Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0.60D+0.60W+0.60H 0.026 0.026 +0.60D+0.70E+0.60H 0.026 0.026 D Only 0.044 0.044 Lr Only L Only 0.438 0.438 S Only 0.109 0.109 W Only E Only H Only 1 HAYDEN 13 ENGINEERS STRUCTURAL I CIVIL • File=c:\Users\vmallad a\Desktop1SWHALL-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver.6.17.3.17 Lic.# KW-06005543 Licensee:hayden consulting engineers Description: Beams CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 675.0 psi E:Modulus of Elasticity Load Combination iBC 2012 Fb-Compr 675.0 psi Ebend-xx 1,100.0 ksi Fc-Pill 475.0 psi Eminbend-xx 400.0 ksi Wood Species : Hem Fir(north) Fc-Perp 405.0 psi Wood Grade :No.2 Fv 135.0 psi Ft 325.0 psi Density 28.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.075)L(0.75)S(0.1875) + + * + + X x 4x10 II L Span=5.Oft _.., Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.10, S=0.0250 ksf, Tributary Width=7.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.957. 1 Maximum Shear Stress Ratio = 0.614 : 1 Section used for this span 4x10 Section usedforthis span 4x10 fb:Actual = 619.85 psi fv:Actual = 66.26 psi FB:Allowable = 648.00psi Fv:Allowable = 108.00 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 0.044 in Ratio= 1364>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.048 in Ratio= 1240>=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 2.063 2.063 Overall MINimum 0.113 0.113 +D+H 0.188 0.188 +D+L+H 2.063 2.063 +D+Lr+H 0.188 0.188 +D+S+H 0.656 0.656 +D+0.750Lr+0.750L+H 1.594 1.594 +D40.750L+0.750S+H 1.945 1.945 +D+0.60W+H 0.188 0.188 +D+0.70E+1-1 0.188 0.188 +D+0.750Lr+0.750L+0.450W41 1.594 1.594 +D+0.750L+0.750S+0.450W+H 1.945 1.945 +D+0.750L+0.750S+0.5250E+H 1.945 1.945 HAYDEN ][9[ ENGINEERS STRUCTURAL I CIVIL File=c:lUsers\vmallada\Desktop\SWHALL-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lica#:KW-06005543 Licensee:hoyden consulting engineers Description: Beams Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0.60D+0.60W+0.60H 0.113 0.113 +0.60D+0.70E+0.60H 0.113 0.113 D Only 0.188 0.188 Lr Only L Only 1.875 1.875 S Only 0.469 0.469 W Only E Only H Only