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Specifications Structural Calculations for New Opening and Walkway 12568 SW Main St • • • , OR97223 SPECIAL INSPECTION RE ED State of Oregon Structural Sp i 26, 2015 ❑ Co y f�PkRR RS CITY OP TIGARD REVIEWED t OR CODE COMPLIANCE t U4 m rettructural Specialty Code Approvedt ❑ Special Moment-Resisting Concrete Frame OTC: I I ❑ Reinforcing Steel&Prestressing Steel Tendons Permit th r irj f 3 ❑ Structural Welding Adciretat Z" gawp "• ❑ High-Strenght Boning 0. 14 ge .,Suite#s C, �• I) �_j- _— ❑ Structural Masonry % y 1:3 Reinforced Gypsum Concrete +i.t - _ r ❑ Insulating Concrete Fiu OR ON OFFICE COPY k�a Zo,`� �, 0 Spray Applied Fire-Resistive Materials /FL 9. 4. ❑ Pilings, Drilled Piers and Caissons ❑ Shotcrete ❑ Special Grading, Excavation and Filling ❑nn Smoke-Control Systems SCCPittens Calculations for adding a new walkway and opening between two buildings. II II ) , � f By: GM Date: Consulting E ngineers Chk: Date: 3tructuraL .ngineering Job #: 14065 (503)968-9994(phone) (503) 968-8444(fax) Sheet: Of: v r N c.Ex.) kl?o.IV'tir tr uh,144,✓► b.A4 1a;,,,�y A7L• iG)L Ll.- = VaDi be 6-.*bir,00r- 1 Exn+G MP WG I ttosn+c R�aw 100 1E REUAVEO ( 04 - -__ ) I u1--- , -- — *wick**, -' , i/' AOGN IENA It/ 1 EDGE OSOPEN�G- ` II I EEI I • I E7EE.Mpe1E01 DN OPEN TO ,_:� `II BELOW 2.1 TlG DECEHG WI R! Ib EA.SUPPORT.TYP. • —i ARi EIt.P[9OYAIERJ o It • .1. 1.IFRMlpEE I I (H EgEI.STAq,: .rf0'OIC IIRL. 0- r 'I I a� I ' I i Ci III I ©� 10 R— 1 Lt�!_Im� I -- I l'I HSE.VIE 1 PROPOSED NEW WALL OPETOIG — — W/S<;FClOSNO YBI.COL[qOR /I 1 `o r-.L commit>ET REE/WOO MOORS '7 ON FACN X*OP OPBar 0 eENLARGED PLAN-2ND.FLOOR WALK WAY ,...... sekttr-ra 1:;:iii.) I hi Dn 4 Vv 0 E`� BY 1►i1 DATE REV DATE I Consulting Engineers .Structural Engineering 12-Sle,f.. VIA. JOB NO 14-Ute S (503) 968-9994 p (503) 968-8444 f 0te..T-.\ A •,3...v1F-ar.,) SHEET I OF i r , :'..T r r .t Q w r,J- (1srfoo) (2.5) - 3 1)1c + z_socIf i ;Ltiaier sir.( A, � £4"_e,, t,..7A.t1 ' - ' . ' "N>i-zi-_-ir, -- ---colf 7..r=rifi 4 ( 1-14)r-- Z tu Di i t) t il • P--,- t5-0` ; t ` `- _ a‘. iig'z6' 2tc' . VI-SS sy.$x Y4 . -..- j t,) cs,, �fl n "t-drz - 1 AZ's Yt u cg 4 4% .-.1 AD DATE' I WO V ' �7-�` a o EN BY 1 Consulting Engineers REV ��O TV� 3tructuraL Engineering . ENO (503) 968-9994 p (503) 968-8444 f SHEET ' OF i Wood Beam ENERCALFile=ZAprojecb12O14PR-1\140651-11celc.ec6 C,INC.1983-2015,Bulld:6.15.1.19,Ver..&16.1.19 Lic.# : KW-06005543 Licensee: hayden consulting engineers Description: Bridge Stringers CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,350.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 925.0 psi Eminbend-xx 580.0 ksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 32.210pcf Beam Bracing : Completely Unbraced D(0.0381 L(0.251 i r-- „i 4x12 A II Span=15.0 ft 1111 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0380, L=0.250, Tributary Width=1.0 ft DESIGN SUMMARY _ Desi•n OK !Maximum Bending Stress Ratio = 0.010 1 Maximum Shear Stress Ratio = 0.424 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 1,316.57psi fv:Actual = 72.08 psi FB:Allowable = 1,447.11 psi Fv:Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.500ft Location of maximum on span = 14.069ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.431 in Ratio= 417 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.497 in Ratio= 362 Max Upward Total Deflection 0.000 in Ratio= 0 <180 i I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values _ Shear Values _ Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b V fY Fb D Only 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.133 0.062 0.90 1.100 1.00 1.00 1.00 1.00 0.98 1.07 173.71 1307.08 0.25 9.51 153.00 +1D+1. 1.100 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.910 0.424 1.00 1.100 1.00 1.00 1.00 1.00 0.97 8.10 1,316.57 1447.11 1.89 72.08 170.00 .. +D+Lr 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.097 0.045 1.25 1.100 1.00 1.00 1.00 1.00 0.96 1.07 173.71 1790.05 0.25 9.51 212.50 +0+S 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.105 0.049 1.15 1.100 1.00 1.00 1.00 1.00 0.97 1.07 173.71 1654.22 0.25 9.51 195.50 - +D+0.750Lr+0.750L 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0,576 0.266 1.25 1.100 1.00 1.00 1.00 1.00 0.96 6.34 1,030.86 1790.05 1.48 56.43 212.50 +0+0.750L+0.750S 1.100 1.00 1.00 1.00 1,00 0.96 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.623 0.289 1.15 1 100 1.00 1.00 1.00 1.00 0.97 6.34 1,030.86 1654.22 1.48 56.43 195.50 Wood B@8111 File=ZA projects12014PR-1t140651-1kalceses ENERCALC.INC.19B3-2015,Build:6.15.1.19,Ver.6.15.1.19 Lic.# KW-06005543 Licensee:hayden consulting engineers Description: Bridge Stringers 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 iv Fv +D+W 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.077 0.035 1.60 1.100 1.00 1.00 1.00 1.00 0.95 1.07 173.71 2247.36 0.25 9.51 272.00 +0+0.70E 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.077 0.035 1.60 1.100 1.00 1.00 1.00 1.00 0.95 1.07 173.71 2247.36 0.25 9.51 272.00 +D+0.750Lr+0.750L+0.750W 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.459 0.207 1.60 1.100 1.00 1.00 1.00 1,00 0.95 6.34 1,030.86 2247.36 1.48 56.43 272.00 +0+0.7501_+0.750640.750W 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.459 0.207 1.60 1.100 1.00 1.00 1.00 1.00 0.95 6.34 1,030.86 2247.36 1.48 56.43 272.00 +D+0.750Lr+0.750L+0.5250E 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.459 0.207 1.60 1.100 1.00 1,00 1.00 1.00 0.95 6.34 1,030.86 2247.36 1.48 56.43 272.00 +0+0.750L+0.750S+0.5250E 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.459 0.207 1.60 1.100 1.00 1.00 1.00 1.00 0.95 6.34 1,030.86 2247.36 1.48 56.43 272.00 +0.60D+W 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.046 0.021 1.60 1.100 1.00 1.00 1.00 1.00 0.95 0.64 104.23 2247.36 0.15 5.71 272.00 -'0.600+0,70E 1.100 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.046 0.021 1.60 1.100 1.00 1.00 1.00 1.00 0.95 0.64 104.23 2247.36 0.15 5.71 272.00 Overall Maximum Deflections Load Combination Span Max.'"Dell Location in Span Load Combination Max.''+"Dell Location In Span +0+L 1 0.4966 7.555 0.0000 0.000 Vertical Reactions Support notation:Far left Is#1 Values In KIPS Load Combination Support 1 Support 2 - -Overall MAXimum 2.160 2.160 Overall MINimum 0.171 0.171 D Only 0.285 0.285 +0+L 2.160 2.160 - +O+Lr 0.285 0.285 +D+S 0.285 0.285 +D+0.756Lr+0.750L 1.691 1.691 +D+0.750L+0.750S 1.691 1.691 +D+W 0.285 0.285 +0+0.70E 0.285 0.285 +0+0.750Lr+0.750L+0.750W 1.691 1.691 +0+0.750L+0.750S+0.750W 1.691 1.691 +D+0.750Lr+0.750L+0.5250E 1.691 1.691 +0+0.750L+0.750S+0.5250E 1.691 1.691 +0.60D+W 0.171 0.171 +0.60D+0.70E 0.171 0.171 D Only 0.285 0.285 Lr Only L Only 1.875 1.875 S Only W Only E Only H Only 4 Steel Beam File=Znprojects12014PR-11140651-1lcalcs.ec6 ENERCALC INC.1983-2015,Bulk1:6.15.1.t9,ye!615.1 10 Lic.#: KW-06005543 Licensee : hayden consulting engineers Description: Bridge Ledger CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 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 Load Combination ASCE 7-05 0(0 785)1.(11175) .-_`._ --_. 0(0 2051 L(1 875) -_'----- 0(0.2E5) 75) 0(O.2aS)t.(1 0751 i sp.n-sort HSS5x3x1/4 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: D=0.2850, L=1.875 k A 0.50 ft Point Load: D=0.2850, L=1.875 k(a,3.0 ft Point Load: D=0.2850, L=1.875 k A 5.50 ft Point Load: D=0.2850, L=1.875 k an,8.0 ft - DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.547:1 Maximum Shear Stress Ratio= 0.139 : 1 Section used for this span HSS5x3x1/4 Section used for this span HSS5x3x1/4 Ma:Applied 6.750 k-ft Va:Applied 4.590 k Mn/Omega:Allowable 12.349 k-ft Vn/Omega:Allowable 33.124 k Load Combination +D+L Load Combination +D+L i Location of maximum on span 3.000ft Location of maximum on span 8.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.215 in Ratio= 446 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.248 in Ratio= 387 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Ch Rm Va Max Vnx VnxlOmega D Only -Dsgn.L= 8.00 ft 1 0.072 0.018 0.89 0.89 20.62 12.35 1.17 1.00 0.61 55.32 33.12 +D+L Dsgn.L= 8.00 ft 1 0.547 0.139 6.75 6.75 20,62 12.35 1.17 1.00 4.59 55.32 33.12 +D+Lr Dsgn.L= 8.00 ft 1 0.072 0.018 0.89 0.89 20.62 12.35 1.17 1.00 0.61 55.32 33.12 +D+S Dsgn.L= 8.00 ft 1 0.072 0.018 0.89 0.89 20.62 12.35 1.17 1.00 0.61 55.32 33.12 +D+0.750Lr+0.750L Dsgn.L= 8.00 ft 1 0.428 0.108 5.29 5.29 20.62 12.35 1.17 1.00 3.59 55.32 33.12 +D+0,750L40.750S Dsgn.L= 8.00 ft 1 0.428 0.108 5.29 5.29 20.62 12.35 1.17 1.00 3.59 55.32 33.12 +D+W • Dsgn.L= 8.00 ft 1 0.072 0.018 0.89 0.89 20.62 12.35 1.17 1.00 0.61 55.32 33.12 +D+0.70E Dsgn.L= 8.00 ft 1 0.072 0.018 0.89 0.89 20.62 12.35 1.17 1.00 0.61 55.32 33.12 +040.750Lr40.7501+0.750W Dsgn.L= 8.00 ft 1 0.428 0.108 5.29 5.29 20.62 12.35 1.17 1.00 3.59 55.32 33.12 +0+0.750L+0.750S+0.750W Dsgn.L= 8.00 ft 1 0.428 0.108 5.29 5.29 20.62 12.35 1.17 1.00 3.59 55.32 33.12 File=Z1prolects12014PR-1\140651-11calcs.ec6 Steel 6@8111 ENERCALC,INC.1983-2015 Bulld:6.15.1.19,Ver:6.15.1.19 Lic.# : KW-06005543 Licensee:hayden consulting engineers Description: Bridge Ledger Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Ornega +13+0.750Lr+0.750L40.5250E ------ ------ ---- Dsgn.L= 8.00 ft 1 0.428 0.108 5.29 5.29 20.62 12.35 1.17 1.00 3.59 55.32 33.12 +D+0.750L40.750S+0.5250E Dsgn.L= 8.00 ft 1 0.428 0.108 5.29 5.29 20.62 12.35 1.17 1.00 3.59 55.32 33.12 +0.600+W Dsgn.L= 8.00 ft 1 0.043 0.011 0.53 0.53 20.62 12.35 1,17 1.00 0.36 55.32 33.12 +0.600+0.70E Dsgn.L= 8.00 ft 1 0.043 0.011 0.53 0.53 20.62 12.35 1.17 1.00 0.36 55.32 33.12 Overall Maximum Deflections Load Combination Span Max.'-'Ceti Location In Span Load Combination Max."+"Defl Location in Span 4044_ -- - 1 02479 4.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.050 4.590 Overall MINlmum 0.321 0363 D Only 0.534 0.606 +D+L 4.050 4.590 404Lr 0.534 0.606 40+S 0.534 0.606 +040.750Lr+0.750L 3.171 3.594 +0+0.750L+0.750S 3.171 3.594 +O+W 0.534 0.606 +040.70E 0.534 0.606 +0+0.750Lr+0.750L+0.750W 3.171 3.594 +0+0.750L+0.750S40.750W 3.171 3.594 40+0.750Lr+0.750L+0.5250E 3.171 3.594 40+0,750L+0.750S+0.5250E 3.171 3.594 +0.60D+W 0.321 0.363 +0.60D+0.70E 0.321 0.363 D Only 0.534 0.606 Lr Only L Only 3.516 3.984 S Only W Only E Only H Only SIMPSON Anchor Designer TM Company: Date: 9/6/2014 Engineer: Page: 1/4 Software Project: a<II Tie Version 2.0.5154.24 Address • Phone: E-mail: 1.Prolect Information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: y.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):24.00 State:Cracked Anchor Information: Compressive strength,f.(psi):2500 Anchor type:Concrete screw 4 .v:1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):4.000 Do not evaluate concrete breakout in tension:No Effective Embedment depth,her(inch):2.990 Do not evaluate concrete breakout in shear No Code report:ICC-ES ESR-2713 Ignore Edo requirement:Not applicable Anchor category:1 Build-up grout pad:No Anchor ductility:No hmi.(inch):6.25 Base Plate c..(inch):4.50 Length x Width x Thickness(Inch):8.00 x 8.00 x 0.50 Cmm(inch):1.75 Smn(Inch):3.00 Load and Geometry Load factor source:ACI 318 Section 9.2 Z 0 lb Load combination:U=1.2(D+F+T)+1.6(L+H)+0.5(Lr or S or R) Seismic design:No Anchors subjected to sustained tension Not applicable Apply entire shear load at front row No Anchors only resisting wind and/or seismic loads:No <Figure 1> 44110°P 0 lb 6268 lb Y \\(..)s, Oft-Ib X 0 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-1 ie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94558 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 1 SIMPSON Anchor Designer Desi TM Company: Date: 9/6/2014 g Engineer: Page: 2/4 Stroii -Tie Software , Project: Version 2.0.5154.24 Address: • Phone: E-mail: <Figure 2> 8.00 i / rYf,a — �,, °o , r � � + S co 18.00 18.00 Recommended Anchor Anchor Name.Titen HD®-1/2 13 Titen HD,hnom:4"(102mm) Code Report Listing:ICC-ES ESR-2713 r t 1,•"'R ,aM w� as t Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-lie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strong5e,com SIMPSON Anchor Designer TM Company: Date: 9/6/2014 Engineer. Page: _3/4 Strong-Tie Software Project: Version 2.0.5154.24 Address: Phone: E-mail: 3.Resulting Anchor Fortes Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu.(Ib) V.(Ib) Vu.y(lb) J(V,,..)'+(V..y)'(Ib) 1 0.0 3134.0 0.0 3134.0 2 0.0 3134.0 0.0 3134.0 Sum 0.0 6268.0 0.0 6268.0 Maximum concrete compression strain(%.):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):D Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 O 1 _-0,-_ o2 Eccentricity of resultant shear forces in y-axis,e'vy(Inch):0.00 X 8.Steel Strength of Anchor in Shear(Sec.D,5.11 V..(Ib) dvnout 0 01;1•.0 0V..(Ib) 7455 1.0 0.60 4473 9.Concrete Breakout Strength of Anchor in Shear(Sec.0.6.21 Shear perpendicular to edge in x-directlon: - Vb.=7(1./d.)07Jd.AJrcc.,'5(Eq.D-24) I.(in) d.(in) 2 F.(psi) c.,(in) Vex(Ib) 2.99 0.50 1.00 2500 16.00 22650 4V.t°.=d(Av./Av c)Y'.c,v-ed,v°.,v 9's,vVn.(Sec.D.4.1 &Eq.D-22) Av.(in') Av..(in2) S/'ee,v Wed.v P.,v Pt,v Vb.(Ib) 0 OVcbyx(Ib) 984.00 1152.00 1.000 0.925 1.000 1.000 22650 0.70 12527 Shear parallel to edge in x-direction: Vby=7(1./de)°24d..tJf.c.,1.5(Eq.D-24) I.(In) d.(in) 2 f.(psi) C.,(in) Vbr(Ib) 2.99 0.50 1.00 2500 16.00 22650 94 V.5x=0(2)(Av./Av..)Pod,V Po,Wh,vVby(Sec.D.4.1,0.6.2.1(c)&Eq.D-21) Avc(in2) Av..(in2) Y'.d,v Y..v Y'b.v Vby(Ib) 0 0/Va.(Ib) 528.00 1152.00 1.000 1.000 1.000 22650 0.70 14534 10.Concrete Pryout Strength of Anchor In Shear(Sec.0,6.31 0 V.55=ttk.,N.bv=fk.p(Any./Amo)'Na.,NY'w.N Woo Y'.v,NNb(Eq.D-31) kco AN.(in') AN..(In2 'P..N Y'.d.N Y'c,N ND(Ib) 0 ¢V.,,(lb) 2.0 118.54 80.46 1.000 0.968 1.000 1.000 4395 0.70 8770 . 11.Interaction of Tensile and Shear Forces ISec.0.71 Shear Factored Load,V..(Ib) Design Strength,aV.(lb) Ratio Status Steel 3134 4473 0.70 Pass Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. ■mpso f>tiong-i,e Company laic. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongte.com SIMPSON Anchor Designer TM Company: Date: 9/6/2014 Engineer: Page: 4/4 StrangTie Software Project: Version 2.0.5154.24 Address: o0 Phone: E-mail: T Concrete breakout x+ 6268 12527 0.50 Pass II Concrete breakout y- 3134 14534 0.22 Pass Pryout 6268 8770 0.71 Pass(Governs) 1/2"0 Titen HD,hnom:4"(102mm)meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-?ie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Ipso 015 Neo vkieGe ppR 12 T�OPRD G i D NG DIN\S`-, Structural Calculations e� for New Garage Doors 12568 SW Main St Tigard, OR 97223 July 29, 2014 DESIGN PARAMETERS 2010 Oregon Structural Specialty Code Q ,61,1 • O OREGON 0 ��Q ,91 10 t4 2 1 V LA S• �\ ,a 12j3k SCOPE OF WORK: Calculations for adding two new garage doors to an existing storage area. va Elv' By: GM Date: Fl Consulting Lngineer5 Chk: Date: otructural ngineering Job #: 14065 (503) 968-9994(phone) (503)968-8444(fax) Sheet: Of: G7h, 06k. - N c..J (,el,Olit. 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JOB No 140(...0S- (503) 968-9994 Li ^= p {503) 968-8444 f yin�� Wood Beam File=r.Wroteclsl2o,4PR-1\140651- caics.ec5 ENERCAI.C.INC.1983.2014.Build:6.14.1.26,Ver:6.14.1.26 Lic.# : KW-06005543 Licensee : hayden consulting engineers Description: 16'Header 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-Tension 1,350.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,350.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 925.0 psi Eminbend-xx 580.0 ksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 32.210pcf Beam Bracing : Completely Unbraced D(0 128.Lr(0.213) 1 + 6x12 Span=16.250 ft Applied Loads- Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.1280, Lr=0.2130, Tributary Width=1.0 ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.832 1 Maximum Shear Stress Ratio = 0.341 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 1,114.15psi fv:Actual = 58.03 psi FB:Allowable 1,338.87psi Fv:Allowable = 170.00 psi , Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 8.125ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.301 in Ratio= 647 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.482 in Ratio= 404 Max Upward Total Deflection 0.000 in Ratio= 0 <180 • Maximum Forces&Straus 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 Fb V fv F'V +0+4-1 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.312 0.128 1.00 1.00 1.00 1.00 1.00 1.00 0.99 4.23 418.22 1338.87 0.92 21.78 170,00 +D+L+H 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.312 0.128 1.00 1.00 1.00 1.00 1.00 1.00 0.99 4.23 418.22 1338.87 0.92 21.78 170.00 +04.r+1i 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.832 0.341 1.00 1.00 1.00 1.00 1.00 1.00 0.99 11.26 1,114.15 1338.87 2.45 56.03 170.00 +0+S41 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.312 0.128 1.00 1.00 1.00 1.00 1.00 1.00 0.99 4.23 418.22 1338.87 0.92 21.78 170.00 - +1)+0.750Lr+0.7501+H 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.702 0.288 1.00 1.00 1.00 1.00 1.00 1.00 0.99 9.50 940.17 1338.87 2.06 48.97 170.00 +0+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.312 0.128 1.00 1.00 1.00 1.00 1.00 1.00 0.99 4.23 418.22 1338.87 0.92 21.78 170.00 Wood Beam File=z:1projects120 14FR-n,40651-1katcs-ec6 ENERCALC,INC.1983-2014,8ulld6.14.1.26,Ver.6.14.1.26 Lic.#: KW-06005543 Licensee : hayden consulting engineers Description: 16'Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C I Cr Cm C t C1 M lb Fb V iv Pv +0+0.60W+11 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.312 0.128 1.00 1.00 1.00 1.00 1.00 1.00 0.99 4.23 418.22 1338.67 0.92 21.78 170.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.312 0.128 1.00 1.00 1.00 1.00 1.00 1.00 0.99 4.23 418.22 1338.87 0.92 21.78 170.00 +D+0.750Lr+0,750L+0.450W+H 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.702 0.288 1.00 1.00 1.00 1.00 1.00 1.00 0.99 9.50 940.17 1338.87 2.06 48.97 170.00 +D+0.750L+0.750S+0.450W+H 1.00 1.00 1.00 1,00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.312 0.128 1.00 1.00 1.00 1.00 1.00 1.00 0.99 4.23 418.22 1338.87 0.92 21.78 170.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.312 0.128 1.00 1.00 1.00 1.00 1.00 1.00 0.99 4.23 418.22 1338.87 0.92 21.78 170.00 +0.60D+0.60W+0.60H 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.187 0.077 1.00 1.00 1.00 1.00 1.00 1.00 0.99 2.54 250.93 1338.87 0.55 13.07 170.00 +0.60D+0,70E+0.60H 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.187 0.077 1.00 1.00 1.00 1.00 1.00 1.00 0.99 2,54 250.93 1338.87 0.55 13.07 170.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Deft Location In Span Load Combination Max."+"Deft Location In Span D+Lr 1 0.4825 8.184 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values h KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.771 2.771 Overall MINimum 1.040 1.040 . D Only 1.040 1.040 Lr Only 1.731 1.731 D+Lr 2.771 2.771 (9 Wood Beam Filo=z'SproJects+2014PR-1N40651-PCalcs.ec6 CNERCALC,INC.1983.2014.BuIId:6:14:1 26,VOr.6.14.1.26 Lic.# : KW-06005543 Licensee:ha den consulting engineers Description: 9'Header 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-Tension 1,350.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,350.0 psi Ebend-xx 1,600.0 ksi Fc-PM 925.0 psi Eminbend-xx 580.0 ksi Wood Species Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 32.210 pcf Beam Bracing : Completely Unbraced D(0.128�Lr{0.2131 + . [,,„ , , , AIL 4x10 2 Spar'9.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.1280, Lr=0.2130, Tributary Width=1.0 ft DESIGN SUMMARY _ Destc rt OK Maximum Bending Stress Ratio = 0.548 1 Maximum Shear Stress Ratio = 0.361 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual 876.86 psi fv:Actual = 61.34 psi FB:Allowable = 1,600.88 psi Fv:Allowable = 170.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 4.625ft Location of maximum on span = 8.507ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.096 in Ratio= 1161 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.153 in Ratio= 725 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span* M V C d C FN C I C r C m C i C L M ib Pb V fv Fv 40+H 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.206 0.135 1.00 1.20 1.00 1.00 1.00 1.00 0.99 1.37 329.14 1600.88 0.50 23.02 170.00 +04L44 1.20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.206 0.135 1.00 1.20 1.00 1.00 1.00 1,00 0.99 1.37 329.14 1600.88 0.50 23.02 170.00 +04Lr+H 1.20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.548 0.361 1.00 1,20 1.00 1.00 1.00 1.00 0.99 3.65 876.86 1600.88 1.32 61.34 170.00 +D+S+H 1.20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.206 0.135 1.00 1.20 1.00 1.00 1.00 1.00 0.99 1.37 329,14 1600.88 0.50 23.02 170.00 - +040.750Lr+0.750L+H 1.20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.462 0.304 1.00 1.20 1.00 1.00 1.00 1.00 0.99 3.08 739.93 1600.88 1.12 51.76 170.00 +040.750L+0.750S41 1.20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.206 0.135 1.00 1.20 1.00 1.00 1.00 1.00 0.99 1.37 329.14 1600.88 0.50 23.02 170.00 ---I l Wood Beam File=z1pW ecI61201144P-n14o651-1+calcs.ec6 ENERCALC.INC.1983-2014,Bulid:6.14.1.26,Ver:6.14.1.26 Lic. # : KW-06005543 Licensee:hayden consulting engineers Description: 9'Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M lb F'b V iv F'v +040.60W+H 1.20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.206 0.135 1.00 1.20 1.00 1.00 1.00 1.00 0.99 1.37 329.14 1600.88 0.50 23.02 170.00 +0+0.70E+11 1.20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.206 0.135 1.00 1.20 1.00 1.00 1.00 1.00 0.99 1.37 329.14 1600.88 0.50 23.02 170.00 +0+0.750Lr+0.750L+0.450W+H 1.20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.462 0.304 1.00 1.20 1.00 1.00 1.00 1.00 0.99 3.08 739.93 1600.88 1.12 51.76 170.00 +0+0.750L+0.750S+0.450W+11 1,20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.206 0.135 1.00 1.20 1.00 1.00 1.00 1.00 0.99 1.37 329.14 1600.88 0.50 23.02 170.00 +D+0.750L+0.750S+0.5250E+H 1.20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.206 0.135 1.00 1.20 1.00 1.00 1.00 1.00 0.99 1.37 329.14 1600.88 0.50 23.02 170.00 +0.60D+0.60W+0.60H 1,20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.123 0.081 1.00 1.20 1.00 1.00 1.00 1.00 0.99 0.82 197.49 1600.88 0.30 13.81 170.00 +0.60D+0.70E+0.60H 1.20 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0,123 0.081 1.00 1.20 1.00 1.00 1.00 1.00 0.99 0.82 197.49 1600.88 0.30 13.81 170.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.'=Dell Location in Span Load Combination Max."*Oell Location in Span D+Lr 1 0.1530 4.659 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 577 1.577 Overall MINimum 0.592 0.592 D Only 0.592 0.592 LrOnly 0.985 0.985 D+Lr 1.577 1.577 Wood Column File=z:lproiects12014PR-11140651-1\calcs.ec6 ENERCALC,INC.1983-2014,Bulld:6.14.1.26,Ver:6.14.1.26 Lic.#: KW-06005543 Licensee: ha den consulting engineers Description: King Post Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 13.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 7,50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.1 5.50 in Cf or Cv for Bending 1.0 Area 41.250 in52 Cf or Cv for Compression 1.0 Fb-Tension 1,350.0 psi Fv 170.0 psi lx 193.358 in"4 Cf or Cv for Tension 1.0 Fb-Compr 1,350.0 psi Ft 675.0 psi ly 103.984 inA4 Cm:Wet Use Factor 1.0 Fc-PM 925.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 1532 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes(t o, gib airy) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight Included: 119.949 lbs*Dead Load Factor BENDING LOADS. . Lat.Point Load at 6.50 ft creating Mx-x,W=1.463 k . DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9654:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+W+H Top along Y-Y 0.7315 k Bottom along Y-Y 0.7315 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.456 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.3778 in at 6.544 ft above base Applied Axial 0.1199 k for load combination: W Only Applied Mx 4.723 k-ft Along X-X 0.0 in at 0.0 ft above base Fc;Allowwaa Allowable 925.0 psi Applied 5..0 for load combination:n/a si Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1043:1 Bending Compression Tension Load Combination +D+W+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 13.0 ft Applied Design Shear 26.60 psi Allowable Shear 170.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location D Only 1.000 0.003144 PASS 0.0 ft 0.0 PASS 13.0 ft +D+L+H 1.000 0.003144 PASS 0.0 ft 0.0 PASS 13.0 ft +D+Lr+H 1.000 0.003144 PASS 0.0 ft 0.0 PASS 13.0 ft +D+S+H 1.000 0.003144 PASS 0.0 ft 0.0 PASS 13.0 ft +D+0.750Lr+0,750L+H 1.000 0.003144 PASS 0.0 ft 0.0 PASS 13.0 ft +D+0.750L+0.750S+H 1.000 0.003144 PASS 0.0 ft 0.0 PASS 13.0 ft +D+W+H 1.000 0.9654 PASS 6.456 ft 0.1043 PASS 13.0 ft +D+0.70E+H 1.000 0.003144 PASS 0.0 ft 0.0 PASS 13.0 ft +D+0.750Lr+0.750L+0.750W+H 1.000 0.7241 PASS 6.456 ft 0.07824 PASS 13.0 ft +D+0.750L+0.7505+0.750W+H 1.000 0.7241 PASS 6.456 ft 0.07824 PASS 13.0 ft +0+0.750Lr+0.750L+0.5250E+H 1.000 0.003144 PASS 0.0 ft 0.0 PASS 13.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.003144 PASS 0.0 ft 0.0 PASS 13.0 ft Wood Column Fl le=zlproiects12014PR-11140651-11calcs.ec6 ENERCALC,INC.1983-2014,8M:6.14.1.26,Ver.6,14.1.26 Lic.#: KW-06005543 Licensee: hayden consulting engineers Description: King Post Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location 40.60D+W+H 1.000 0.9654 PASS 6.456 ft 0.1043 PASS 13.0 ft 40.60D40.70E41 1.000 0.001886 PASS 0.0 ft 0.0 PASS 13.0 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base W Only k 0.732 0.732 k k Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Max.X-X Deflection Distance Max,Y-Y Deflection Distance W Only 0.0000 In 0.000 It 0.378 in 6.544 ft Sketches M-x Loads � � I ii ''R -H � N 8x8 �- ._ ----- 7.60 in .I Loads are total entered value.Arrows do not reflect absolute direction. (D •