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Specifications 130 1'2 2C>-24)- Gozc,S latiScp Sw t uac-S 64ax4,1 ECE1VE DOFFICE COPY DEC 2 3 2020 — — TM RIPP 3raneh Office: Y Ur o.0 , ., an h Emka D���,�„ �,,,,�, ��-,�{� y r. Suite 100 CONSULTING ENGINEERS Pend,Oregon 97702 Phone: (541)588-2740 STRUCTURAL CALCULATIONS FOR Summer Creek Apartments — Kiosk SW Hawks Beard Rd. Tigard, Oregon TMR#20145 May 22,2020 PAGE General Calculations 1 - 12 09PR0ffSf/ 4.,7210P 4G1N y9� ��''"" N .0241 4 le 1 1, e,0 � 0rHY M. P• EXPIRES: 12-31-21 15P5r (2) - oP<f Pl- c) 25 PSf(2) , Sv j'[-{ 5L Avik ( ( e pi" (ate,) c3-18162 • J TT <95 ._.41A161116., sY01s • LL CW MR a ti 13 su << iv elY - 2 "6���(3) > gas st_zs � Cs-4-t (z) Ze USE (Y) O-i3r Li(uF/ Dc� _C54 r5F(�•to)- /S PsF(a-c.�� (2-) ( 1/2 J = ZZt =) R ? P- =) 52S"44 ) ZL OK✓ I-CA/Nb h--7,0,3 9 2) ZZ°i t+ ZZ R 2 ( c 9 ps F- < /5 PSF 947 r.� 1Z ) • 411111111 1_Y l K TM RIPPEY s v ru n en CRaK r n 5 T.•41--DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. 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Beveland St, Suite 100 ioB do Tigard,Oregon 97223 Phone(503) 443-3900 SHEET 4E IS_A 1 OSHPD Latitude, Longitude: 45.438217, -122.813899 sr co .. teems ��tC ➢' aa, /W Glacier Lily CaG D,r • fie, `9 Forest Hideaway 0 ��3 F tApartments 5 P 0 Summerlake �`� s effieldCir ei City Park Go ale a Map data©2020 Date 5/22/2020,9:57:04 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Default(See Section 11.4.3) Type Value Description Ss 0.854 MCER ground motion.(for 0.2 second period) Si 0.397 MCER ground motion.(for 1.0s period) SMs 1.024 Site-modified spectral acceleration value SM 1 null-See Section 11.4.8 Site-modified spectral acceleration value SDS 0.683 Numeric seismic design value at 0.2 second SA SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.39 MCEG peak ground acceleration FPGA 1.21 Site amplification factor at PGA '.. PGAM 0.472 Site modified peak ground acceleration Ti_ 16 Long-period transition period in seconds SsRT 0.854 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.966 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration . I SsD 1.5 Factored deterministic acceleration value.(0.2 second) ' S1RT 0.397 Probabilistic risk-targeted ground motion.(1.0 second) i S1UH 0.458 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1 D 0.604 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.884 Mapped value of the risk coefficient at short periods CR1 0.866 Mapped value of the risk coefficient at a period of 1 s 5 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:22 MAY 2020, 7:52AM Wood Beam File=D:\Proiects120145•Summer Creek Kiosk ISTRUCTURALICALCS120145 Kiosk.ec6 . Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.28 . Lic.#:KW-06002562 TM RIPPEY CONSULTING ENGINEERS DESCRIPTION: Entry Beam CODE REFERENCES - Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875 psi Ebend-xx 1300ksi Fc-Pril 600 psi Eminbend-xx 470ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 31.21 pcf Beam Bracing : Completely Unbraced D(0.09)S(0.113) a 4 0 d b x K 211 6x10 141ITI1 Span= 14.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.090, S=0.1130, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.821: 1 Maximum Shear Stress Ratio = 0.205 : 1 Section used for this span 6x10 Section used for this span 6x10 = 817.03 psi = 40.05 psi = 995.51 psi = 195.50 psi Load Combination +D+S Load Combination +D+S • Location of maximum on span = 7.250ft 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 0.221 in Ratio= 786>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.420 in Ratio= 414>=240 Max Upward Total Deflection 0.000 in Ratio= 0<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 F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.494 0.124 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.66 386.26 781.18 0.66 18.93 153.00 +D+5 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.821 0.205 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.63 817.03 995.51 1.40 40.05 195.50 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.713 0.178 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.89 709.34 995.51 1.21 34.77 195.50 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 • Length=14.50 ft 1 0.168 0.042 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.60 231.76 1377.58 0.40 11.36 272.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deb Location in Span +0+S 1 0.4197 7.303 0.0000 0.000 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. Title Block Line 6 Printed:22 MAY 2020, 7:52AM Wood Beam Flle=D:\Projects120145-Summer Creek Kiosk\STRUCTURALICALCS120145_Kiosk.ec6 . Software copyright ENERCALC,INC.1983-2020,Build72.20.2.28 Lic.#:KW-06002562 TM RIPPEY CONSULTING ENGINEERS DESCRIPTION: Entry Beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.554 1.554 Overall MlNimum 0.819 0.819 D Only 0.735 0.735 +D+S 1.554 1.554 +D+0.7505 1.349 1.349 +0.60D 0.441 0.441 S Only 0.819 0.819 7 SIMPSON Anchor Designer TM Company: Date: 5/22/2020 Software Engineer: Page: 1/5 Strong-Tie Project: Version 2.6.6703.12 Address: Phone: E-mail: 1.Prolect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2. Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch): 18.00 State:Cracked Anchor Information: Compressive strength,f.(psi):2500 Anchor type:Cast-in-place Wc,v: 1.0 Material:AB Reinforcement condition: B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):7.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):8.88 Ignore Edo requirement:Yes Cmi (inch): 1.25 Build-up grout pad: No Smin(inch):2.00 Recommended Anchor Anchor Name:PAB Pre-Assembled Anchor Bolt-PAB4(1/2"0) 1111111111111111111111 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Wrong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 8 SIMPSON Anchor DesignerTM Company: Date: 5/22/2020 Engineer: Page: 2/5 Strong-Tie Software Project: g Version 2.6.6703.12 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear:17-2.3.5.2 not applicable Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[Ib]:2202 V.[Ib]:0 V.[Ib]:0 <Figure 1> Imo. omega level loading given failure mech. is brittle • 016 om X cos Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 9 SIMPSON Anchor Designer TM Company: Date: 5/22/2020 Software Engineer: Page: 3/5 Strong-Tie Software Project: Version 2.6.6703.12 Address: Phone: E-mail: <Figure 2> N V (V 3.75 all lir Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 10 SIMPSON Anchor Designer TM Company: Date: 5/22/2020 Engineer: Page: 4/5 Strong-Tie Software Project: Version 2.6.6703.12 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear�1 load combined, No (Ib) V.(Ib) Vey(Pb) V(Vuex)2+(V ey)'(Ib) 1 2202.0 0.0 0.0 0.0 Sum 2202.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Pb):2202 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension (Sec.17.4.1) Nee(Ib) 0 Mee(Ib) 8235 0.75 6176 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=kcAelif chef'5(Eq. 17.4.2.2a) kc Ae fc(psi) her(in) Nb(Ib) 24.0 1.00 2500 3.500 7857 0.750Nm=0.750(ANc/ANco)'Yea,NTc,N9'co,NNb(Sec. 17.3.1 &Eq. 17.4.2.1a) Ae,(in2) ANca(in2 ce,mrn(in) y'e,N ycc,N Pcp,N Nb(Ib) 0 0.750Ncb(Ib) 78.00 110.25 2.75 0.857 1.00 1.000 7857 0.70 2502 ' 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.75¢Npo=0.750y'c,pNp=0.750y4,P8Abrgfc(Sec. 17.3.1,Eq.17.4.3.1 &17.4.3.4) Y'e,P Abs(in2) fc(psi) d 0.750Npn(Pb) 1.0 1.57 2500 0.70 16496 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 11 SIMPSON Anchor Designer TM Company: Date: 5/22/2020 Software Engineer: Page: 5/5 StrongTie Version r670312 Project: . . Address: Phone: E-mail: 7.Side-Face Blowout Strength of Anchor in Tension(Sec.17.4.41 • 0.750Nw=0.7501(1+ce2/C0)/4),(160catdAbry)filfc(Sec. 17.3.1 &Eq. 17.4.4.1) cei(in) Ca2(in) Ans(in2) 2 f,,(psi) ¢ 0.75tNsny(Ib) 2.75 3.75 1.57 1.00 2500 0.70 8554 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load, N.(Ib) Design Strength,a%(Ib) Ratio Status Steel 2202 6176 0.36 Pass Concrete breakout 2202 2502 0.88 Pass (Governs) Pullout 2202 16496 0.13 Pass Side-face blowout 2202 8554 0.26 Pass PAB4(1/2"9)with hef=7.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied—designer to verify, -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 12