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13020'9- OOO 59 OFFICE COPYI toZov P > C f-JWJ 73 • STRUCTURAL CALCULATIONS for S,cRUCTURq< IVED0 PRO ��SS ,G I N EFS MAR 7 2019 85692PE yr A g CITY OF TIGARD BUILDING DIVISION l!i RECON -c1 „../9 -13.2°NJOHN N.KPCP 02/28/19 EXPIRES: 06/30/19 Project Name: Starbucks-Tigard Towne Square Project Location • Address: 16200 SW Pacific Hwy State: Oregon City: Tigard Zip: 97224 Project Number: 2016355.41 • 1111111111411 GPD Engineering and Architecture Professional Corporation 520 South Main Street, Suite 2531 Akron, Ohio 44311 -PHONE 330-572-2100 -FAX 330-572-2101 , t, 7 lob Starbucks Tigard Towne Square 2016355.42 Sheet No.__ of /'. GPD GROUP. Calculated by _t v+^'1 Date 10/2017 Gtaus.°re.5<hme.Nwm w n<«e,er,tic. Checked by- ... -__ ____-._.__. __. Date WIND: 120 MPH, EXP. B pFrE.sZ-w, I ,,,E t)f r,,,) 41-C.F:( Ili f)Q. VAR.Fic c- . 1. Pi I 0z 11'4- [---> P 111 Ma A-i:N3 _ _I P5 1 II P,, Ii LoA Q c Ai c.v__ A Ohl ,„, L.J C. .(4,',!,,C- 7 I USE FIGURE 30.5-1,A&rib=20 sq.ft. VALUE Eto > Tor' 1*33' ZorJE P, 25 25 Z ) .? -65 03 ., -39 0 Lc A r CASs f� «E �•AFD r'4: ,, ► , F 1 25 25 p $ -32 -27 1 1 Job Starbucks Tigard Towne Square 2016355.42 ' Sheet No. of 40.41. GPD GROUP, Calculated by GWM Date 10/2017 Gtaus,i`.te,Schomer,Iswns R oe+ren.Inc Checked by Date ��-, �014)E Prth.-CSvrf VI(f,t'sAPb LEEWRkb (2)RI AT& 1raar_x.'. 1 SIM IL 41. _ t 4% d" in NES dd ] I � SIM EAC U (2)RI SDH: t 5-t, \f-,2X4 R.Z rt-2 'VALI. ---, f---- sir' 4' u 3M _..\)\ / _.. 16( i E. - rn If, _ 0.n r ••Isi. , ,- 1 ----I -I I>)T . 4,r ti)E tRE-S,SvfLF ; WI ri' 'w/ LFf.L,r ADE t-tDF : 64 is f• Sz_.. Ni" G,EL.o.✓ 1200F . 2.., fsF -Z.1 PsF k` = u, . 4t.. 0 .4ck_ WORST CAGE TE,JS10+1 A-T ( (QOF : 0 .56 K. IF,m1L 4/Scot . IMrD i NB% c_rar, r 74-c i_$ at. E' SCwS2Z.4or) bS '• cAP 3BCLA,f !. t„. („tb Ls. -- ,------ 1)6'14 'L... I/S5i,i..)2 : , ,--,Ps00 PO w 11-4 ( A, BJ lo LE.DGt2 ,a,P . 310 L , T 620 L- . USE 2.. L a),G L R S c k F,,, ,s -T"cb (6 > ti tt 1, (Z.,) S ,,,,\ S o v S lac,J 22q vo t,.,r1+1 �--7 Qf„►t i. 2 Sc(14145 ,( 2..x7S 14 I7ci `1/4 * 1.4 _ 13:e0 1-2, OK,r , Job Starbucks Tigard Towne Square 2016355.42 ASheet No. o` /7404. GPD GROUP Calculated by G W M Date 10/2017 Checked by Date "I0 o= (E)- Tv►b SI .-t'Sv►J lag — CqP, ° -7463- �� '> O K/ O . Zo F T D ( c S S ,.,tr o,-1 A14- ) c AP = i s (Jt,, dk cASE i-F0c13,1 AT CL ' ,JE., O ,Z`i Ctlfck S1,--N()So a He:, `to LEDGER_ . GAP, - 310 t_Q, O� /ALL CGaii, COk,+t'aNF,3-1S C k. c.� y t Pi11t 1 S 0.J 10 eo. F GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 • 520 South Main St.,Ste 2531 Project Descr: Renovation)TI Akron,OH 44311 Title Block Line 6 Printed-14 OCT 2017 3,31 PM ile=C:\Users\gmarsh\DOCUME-1\00_MYD-1\GPDPRO-1\STARBU-11TIGARD-1\calcs\prelim\STARBU-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet studs,end zone,windward CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi ' Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase b 7 W(0.03325) o 0 0 W(0.81064) o a ,Y 2x6 2x6 Span=3.0 ft Span=5.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.0250 ksf, Tributary Width=1.330 ft,(WIND) Load for Span Number 2 Uniform Load: W=0.080 ksf, Tributary Width=1.330 ft,(WIND) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.668 1 Maximum Shear Stress Ratio = 0.204 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 1,438.91 psi fv:Actual = 58.76 psi FB:Allowable = 2,152.80 psi Fv:Allowable = 288.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 3.000 ft Location of maximum on span = 2.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.963 in Ratio= 132>=72 Max Upward Transient Deflection -0.044 in Ratio= 820>=72 Max Downward Total Deflection 0.578 in Ratio= 220>=72 Max Upward Total Deflection -0.026 in Ratio= 1368>=72 . Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t C L M fb F'b V fv F'v +O+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1210.95 0.00 0.00 162.00 Length=5.330 ft 2 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1210.95 0.00 0.00 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1345.50 0.00 0.00 180.00 Length=5.330 ft 2 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1345.50 0.00 0.00 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355 42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14OCT 2017,331PM Wood Beam ile=C:\Users\gmarsh\D000ME-1100 MYD-1\GPDPRO-11STARBU-11TIGARD-1lcalcslprelim\STARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet studs,end zone,windward Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=5.330 ft 2 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 Length=5.330 ft 2 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 Length=5.330 ft 2 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 +D+0.750L+0.7505+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 Length=5.330 ft 2 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.668 0.204 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.91 1,438.91 2152.80 0.32 58.76 288.00 Length=5.330 ft 2 0.668 0.204 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.91 1,438.91 2152.80 0.31 58.76 288.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 . 0.00 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.501 0.153 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.68 1,079.18 2152.80 0.24 44.07 288.00 Length=5.330 ft 2 0.501 0.153 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.68 1,079.18 2152.80 0.23 44.07 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.501 0.153 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.68 1,079.18 2152.80 0.24 44.07 288.00 Length=5.330 ft 2 0.501 0.153 1.60 1.300 1.00 1.15 1.00 1.00 1.00 .0.68 1,079.18 2152.80 0.23 44.07 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.668 0.204 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.91 1,438.91 2152.80 0.32 58.76 288.00 Length=5.330 ft 2 0.668 0.204 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.91 1,438.91 2152.80 0.31 58.76 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Overall Maximum Deflections Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 W Only -0.0439 1.743 W Only 2 0.9633 5.330 0.0000 1.743 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.454 1.121 Overall MINimum -0.272 1.121 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H -0.272 0.672 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -0.204 0.504 +D+0.750L+0.750S+0.450W+H -0.204 0.504 +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H -0.272 0.672 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only -0.454 1.121 E Only GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT 2017,331PM Wood Beam ile=C:\Users\gmarsh\DOCUME-1\00_MYD-1\GPDPRO-1\STARBU-1\TIGARD-1\calcs`prelimlSTARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#: KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet studs,end zone,windward Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 H Only GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 ' 520 South Main St.,Ste 2531 Project Descr: Renovation)TI Akron,OH 44311 Title Block Line 6 Printed:14 OCT 2017,3 31P Wood Beam lie=C:\Users\gmarsh\DOCUME-1\00_MYD-11GPDPRo-11STARBU-11TIGARD-1\calcs\prelim\STARBU-1.EC6 1 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet studs.int.zone,windward CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf • Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase W(0.03325) W(0.08512) h b b b b b 0 b 2x6 j 2x6 Span=3.0 ft Span=5.330 ft H Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.0250 ksf, Tributary Width=1.330 ft,(WIND) Load for Span Number 2 Uniform Load: W=0.0640 ksf, Tributary Width=1.330 ft,(WIND) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.535 1 Maximum Shear Stress Ratio = 0.166 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 1,151.13 psi fv:Actual = 47.77 psi FB:Allowable = 2,152.80 psi Fv:Allowable = 288.00P si Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 3.000ft Location of maximum on span = 2.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.769 in Ratio= 166>=120 Max Upward Transient Deflection -0.035 in Ratio= 1036>=120 Max Downward Total Deflection 0.461 in Ratio= 276>=120 Max Upward Total Deflection -0.021 in Ratio= 1727>=120 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN Ci Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1210.95 0.00 0.00 162.00 Length=5.330 ft 2 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1210.95 0.00 0.00 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1345.50 0.00 0.00 180.00 Length=5.330 ft 2 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1345.50 0.00 0.00 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 x GPD Group Project Title: Starbucks Tigard Towne Square • Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 . Title Block Line 6 Printed 14 OCT 2017,3 31 PM Wood Beam ile=C:\Users\gmarsh\DOCUME-1\00_MYD-1\GPDPRO-1\STARBU-1\TIGARD-1\calcs\Prelim\STARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#: KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet studs,int.zone,windward 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 fb F'b V fv F'v Length=5.330 ft 2 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 Length=5.330 ft 2 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 Length=5.330 ft 2 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 Length=5.330 ft 2 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.535 0.166 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.73 1,151.13 2152.80 0.26 47.77 288.00 Length=5.330 ft 2 0.535 0.166 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.73 1,151.13 2152.80 0.25 47.77 288.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.401 0.124 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.54 863.35 2152.80 0.20 35.82 288.00 Length=5.330 ft 2 0.401 0.124 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.54 863.35 2152.80 0.19 35.82 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.401 0.124 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.54 863.35 2152.80 0.20 35.82 288.00 Length=5.330 ft 2 0.401 0.124 1.60 1.300 1.00 1.15 1.00. 1.00 1.00 0.54 863.35 2152.80 0.19 35.82 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.535 0.166 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.73 1,151.13 2152.80 0.26 47.77 288.00 Length=5.330 ft 2 0.535 0.166 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.73 1,151.13 2152.80 0.25 47.77 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Overall Maximum Deflections Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 W Only -0.0347 1.760 W Only 2 0.7686 5.330 0.0000 1.760 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.353 0.907 Overall MINimum -0.212 0.907 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H -0.212 0.544 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -0.159 0.408 +D+0.750L+0.750S+0.450W+H -0.159 0.408 +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H -0.212 0.544 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only -0.353 0.907 E Only GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 • 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed.14 OCT 2017,3 31P Wood Beam le=C:\Usersgmarsh\DOCUME-1\00_MYD-1\GPDPR0-11STARBU-11TIGARD-11calcslprelimlSTARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet studs,int.zone,windward Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 H Only .. GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation)TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT 2017,3 31 PM ile=C:1Users\gmarsh\DOCUME-1\00_MYD-11GPDPRO-1\STARBU-1\TIGARD-1\caks\prelim\STARBU-LEC6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.9.25,Vec10.17.9.25 Lic.#: KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet studs,end zone,leeward CODE REFERENCES • Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination!BC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase W(0.04256) W(0.07581) b _ - b 4 4 b 4 b b 2-2x4 2-2x4 Span=3.0 ft TR Span=5.330 ft I4 • Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.0320 ksf, Tributary Width=1.330 ft,(WIND) Load for Span Number 2 Uniform Load: W=0.0570 ksf, Tributary Width=1.330 ft,(WIND) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.510. 1 Maximum Shear Stress Ratio = 0.122 : 1 Section used for this span 2-2x4 Section used for this span 2-2x4 fb:Actual = 1,265.84 psi fv:Actual = 35.20 psi FB:Allowable = 2,484.00 psi Fv:Allowable = 288.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 3.000ft Location of maximum on span = 2`'115 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 1.320 in Ratio= 96>=72 Max Upward Transient Deflection -0.059 in Ratio= 613>=72 Max Downward Total Deflection 0.792 in Ratio= 160>=72 Max Upward Total Deflection -0.035 in Ratio= 1022>=72 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN Ci Cr C m C t C L M fb Ft V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.90 1.500 1.00 1.15 1.00 1.00 1.00 1397.25 0.00 0.00 162.00 Length=5.330 ft 2 0.90 1.500 1.00 1.15 1.00 1.00 1.00 1397.25 0.00 0.00 162.00 +D+L+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.00 1.500 1.00 1.15 1.00 1.00 1.00 1552.50 0.00 0.00 180.00 Length=5.330 ft 2 1.00 1.500 1.00 1.15 1.00 1.00 1.00 1552.50 0.00 0.00 180.00 +D+Lr+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.25 1.500 1.00 1.15 1.00 1.00 1.00 1940.63 0.00 0.00 225.00 t GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT2017,331PM Wood Beam ile=C:1Users1gmarsh\D000ME-•1100_MYD-11GPDPRO-11STARBU-11TIGARD-11calcs\prelim\STARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee GPD ASSOCIATES Description: Parapet studs,end zone,leeward Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb Pb V fv F'v Length=5.330 ft 2 1.25 1.500 1.00 1.15 1.00 1.00 1.00 1940.63 0.00 0.00 225.00 +D+S4 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.15 1.500 1.00 1.15 1.00 1.00 1.00 1785.38 0.00 0.00 207.00 Length=5.330 ft 2 1.15 1.500 1.00 1.15 1.00 1.00 1.00 1785.38 0.00 0.00 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.25 1.500 1.00 1.15 1.00 1.00 1.00 1940.63 0.00 0.00 225.00 Length=5.330 ft 2 1.25 1.500 1.00 1.15 1.00 1.00 1.00 1940.63 0.00 0.00 225.00 +D+0.750L+0.750S+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 • 0.00 0.00 0.00 Length=3.0 ft 1 1.15 1.500 1.00 1.15 1.00 1.00 1.00 1785.38 0.00 0.00 207.00 Length=5.330 ft 2 1.15 1.500 1.00 1.15 1.00 1.00 1.00 1785.38 0.00 0.00 207.00 +D+0.60W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.510 0.122 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.65 1,265.84 2484.00 0.25 35.20 288.00 Length=5.330 ft 2 0.510 0.122 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.65 1,265.84 2484.00 0.23 35.20 288.00 +D+0.70E+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.500 1.00 1.15 1.00 1.00 1.00 2484.00 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.500 1.00 1.15 1.00 1.00 1.00 2484.00 0.00 0.00 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.382 0.092 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.48 949.38 2484.00 0.18 26.40 288.00 Length=5.330 ft 2 0.382 0.092 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.48 949.38 2484.00 0.17 26.40 288.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.382 0.092 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.48 949.38 2484.00 0.18 26.40 288.00 Length=5.330 ft 2 0.382 0.092 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.48' 949.38 2484.00 0.17 26.40 288.00 +0+0.750L+0.750S+0.5250E+1-1 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.500 1.00 1.15 1.00 1.00 1.00 2484.00 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.500 1.00 1.15 1.00 1.00 1.00 2484.00 0.00 0.00 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.510 0.122 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.65 1,265.84 2484.00 0.25 35.20 288.00 Length=5.330 ft 2 0.510 0.122 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.65 1,265.84 2484.00 0.23 35.20 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.500 1.00 1.15 1.00 1.00 1.00 2484.00 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.500 1.00 1.15 1.00 1.00 1.00 2484.00 0.00 0.00 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 W Only -0.0587 1.760 W Only 2 1.3203 5.330 0.0000 1.760 Vertical Reactions Support notation:Far left is#1 • Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.295 0.827 Overall MINimum -0.177 0.827 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H -0.177 0.496 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H • -0.133 0.372 +D+0.750L+0.750S+0.450W+H -0.133 0.372 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H -0.177 0.496 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only -0.295 0.827 E Only GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT 2017,3.31PM ile=C:\Users\gmarsh\DOCUME-1\00_MYD-11GPDPRO-1\STARBU-11TIGARD-1\calcsVelimlSTARBU-1.EC6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10,17.9.25 Lic.#: KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet studs,end zone,leeward Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 H Only GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation)TI Akron,OH 44311 Title Block Line 6 Pnnted 14 OCT 2017,331PM Wood Beam ile=C:\Users\gmarsh\DOCUME-1100 MYD-11GPDPRO-11sTARBu-11TIGARD-11calcs\prelim\STARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES j Description: Parapet studs.int.zone,leeward CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- . 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase W(0.03591) W(0.06916) a a a a s a a b 2x6 A 2x6 Span=3.0 ft Span=5.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.0270 ksf, Tributary Width=1.330 ft,(WIND) Load for Span Number 2 Uniform Load: W=0.0520 ksf, Tributary Width=1.330 ft,(WIND) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.434 1 Maximum Shear Stress Ratio = 0.138 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 935.29 psi fv:Actual = 39.83 psi FB:Allowable = 2,152.80 psi Fv:Allowable = 288.00P si Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 3.000ft Location of maximum on span = 2.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.622 in Ratio= 204>=120 Max Upward Transient Deflection -0.028 in Ratio= 1297>=120 Max Downward Total Deflection 0.373 in Ratio= 342>=120 Max Upward Total Deflection -0.017 in Ratio= 2162>=120 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 C r Cm C t CL M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1210.95 0.00 0.00 162.00 Length=5.330 ft 2 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1210.95 0.00 0.00 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1345.50 0.00 0.00 180.00 Length=5.330 ft 2 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1345.50 0.00 0.00 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.25 1.300 1.00 1.15 1.00 1.00 1.00 , 1681.88 0.00 0.00 225.00 GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT 2017,3 31P ile=C:\Users\gmarsh\DOCUME-1\00_MYD-1\GPDPRO-11STARBU-1\TIGARD-1\calcs\prelim\STARBU-1.EC6 Wood BeamENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#: KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet studs,int.zone,leeward Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=5.330 ft 2 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 +D+S4$ 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 Length=5.330 ft 2 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 Length=5.330 ft 2 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1681.88 0.00 0.00 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 Length=5.330 ft 2 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1547.33 0.00 0.00 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.434 0.138 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.59 935.29 2152.80 0.22 39.83 288.00 Length=5.330 ft 2 0.434 0.138 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.59 935.29 2152.80 0.20 39.83 288.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.326 0.104 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.44 701.47 2152.80 0.16 29.87 288.00 Length=5.330 ft 2 0.326 0.104 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.44 701.47 2152.80 0.15 29.87 288.00 +D+0.750L+0.750S+0.450W+H . 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.326 0.104 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.44 701.47 2152.80 0.16 29.87 288.00 Length=5.330 ft 2 0.326 0.104 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.44 701.47 2152.80 0.15 29.87 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.434 0.138 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.59 935.29 2152.80 0.22 39.83 288.00 Length=5.330 ft 2 0.434 0.138 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.59 935.29 2152.80 0.20 39.83 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2152.80 0.00 0.00 288.00 Length=5.330 ft 2 1.60 1.300 1.00 1.15 1.00 1.00 1.00 • 2152.80 0.00 0.00 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 W Only -0.0277 1.760 W Only 2 0.6217 5.330 0.0000 1.760 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.274 0.750 Overall MINimum -0.164 0.750 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H -0.164 0.450 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -0.123 0.337 +D+0.750L+0.750S+0.450W+H -0.123 0.337 +D+0.750 L+0.750 S+0.5250E+H +0.60D+0.60W+0.60H -0.164 0.450 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only -0.274 0.750 E Only GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT 2017,331PM Wood Beam ile=C:\Users\gmarsh\DOCUME-1100_MYD-11GPDPRO-11STARBU-11TIGARD-1\calcslprelim\STARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet studs,int.zone,leeward Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support2 Support3 H Only Job Starbucks Tigard Towne Square 2016355.42 Sheet No. of �� 4 GPD GROUP, Calculated by GW"" Date 10/2017 c a ,Py smnme,;Ruo+•d D H en.m Checked by Date Cry-- C-14. TRossrc.. co it WT G, c- ..1 IF: rL1 r rioNo5tvr-. -rPo&cFS .1 AJfv, tE_?To = Z (47543.6 4, 11 i .. I - 2 5,�s �,,i*) ( __ 5,,7c hEi ,,,4 kr M qt.- 11 i .41_ 1, -k E ..___ _,.. I' , , , , I 151 �2 4a 8;75 AfFtf-c-T1oiJ V,..NErl( 1 Lo,4o _ 0 . 41 iviol Etr 4xIZ SL£EPE /S )izEter,f-_,P 06(z_s 0.1c K/Fr r. 12,00 LQ/Z l 4 ' I g 4 4 ' Porr T1 -rZ T3 p 1 ` / j I pc.J V TRISS rv`otd VpcD nlE, / 1 ,,JrfE. ►� _] k_ 1"2. I ,`� 4-,32 53,4s 4.47i 1.o l '6'1 T1 4 , G. /DG\L LDA p 1-0 TI'ucsc.S ( 567a) O GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT 2017,3 31 PM• General B@atll Analysis ile=C:\Users\gmarsh\DOCUME-1100_MYD-1\GPDPRO-11STARBU-11TIGARD-1\calcslprelim\STARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver.10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: wood truss spring constant evaluation General Beam Properties Elastic Modulus 1600 ksi Span#1 Span Length = 48.0 ft Area= 7.0 inA2 Moment of Inertia = 5,676.50 inA4 11) v i 3 Span=48.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s)for Span Number 1 Point Load: L=1.0 k @ 18.750 ft,(theoretical unit load) DESIGN SUMMARY Maximum Bending= 11.408 k-ft Maximum Shear= 0.6094 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span • 18.720ft 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 0.415 in 1389 Max Upward Transient Deflection 0.006 in 91747 Max Downward Total Deflection 0.415 in 1389 Max Upward Total Deflection 0.005 in 122329 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 Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 48.00 ft 1 11.41 11.41 0.61 +D+H Dsgn.L= 48.00 ft 1 -0.00 +D+L+H Dsgn.L= 48.00 ft 1 11.41 11.41 0.61 +D+Lr+H Dsgn.L= 48.00 ft 1 -0.00 +D+S+H Dsgn.L= 48.00 ft 1 -0.00 +D+0.750Lr+0.750L+H Dsgn.L= 48.00 ft 1 8.56 8.56 0.46 +D+0.750L+0.750S+H Dsgn.L= 48.00 ft 1 8.56 8.56 0.46 +D+0.60W+H Dsgn.L= 48.00 ft 1 -0.00 +D+0.70E+H Dsgn.L= 48.00 ft 1 -0.00 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 48.00 ft 1 8.56 8.56 0.46 +D+0.750L+0.750S+0.450W+H Dsgn.L= 48.00 ft 1 8.56 8.56 0.46 +D+0.750 L+0.7505+0.5250 E+H Dsgn.L= 48.00 ft 1 8.56 8.56 0.46 +0.60D+0.60W+0.60H Dsgn.L= 48.00 ft 1 -0.00 +0.60D+0.70E+0.60H Dsgn.L= 48.00 ft 1 -0.00 Overall Maximum Deflections Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.4147 22.560 0.0000 0.000 GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation(TI Akron,OH 44311 Title Block Line 6 Punted 14 OCT 2017.3 31 PM He=C:\Users\gmarsh\DOCUME-1100_MYD-1\GPDPRO--1\STARBU-1\TIGARD-1\calcs\prelim\STARBU-1.EC6 General Beam Analysis ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#: KW-06004426 Licensee:GPD ASSOCIATES Description: wood truss spring constant evaluation Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.609 0.391 Overall MINimum 0.457 0.293 +044 +D+L+H 0.609 0.391 +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H 0.457 0.293 +D+0.750L+0.750S+H 0.457 0.293 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.457 0.293 +D+0.750L+0.750S+0.450W+H 0.457 0.293 +D+0.750L+0.7505+0.5250E+H 0.457 0.293 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only 0.609 0.391 S Only W Only E Only H Only 12 In L I I 6 [� C 3 /11•111111111111111111111111111411111111111 - MEMBER•.. 456 936 14.16 1896 23,76 2856 3336 38.16 425 47.76 Distance(It) I+6+H I+6+L+H I+6+LI+H I+6+S+H I+6+6.ISDLI+6.ISDL+H I+D+67S6L+D.756S+H I+6+6,66W+H I+6+6.7 E+H I+64.7SDLI+6.7S61+6,456111+H I+6+6.791.+6,7SDS+6.4S6W+H I+D+D.7SDL+6,7S6S+6,S?SDE+H I+6.666+6,66W+6.6611 I+6.666476E+6.6DH GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed.14 OCT 2017,331PM General Beam Analysis ile==sere\gmarsh\DOCUME-1\00_MYD-11GPDPRO-11STARBU-1\TIGARD-11calcs\prelim\STARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: wood truss spring constant evaluation 0.6 0,4 MEMBER---::, r •0,1 •0,4 456 9.11 14.16 1896 23,76 28,56 3336 3816 '42% 4736 Distance(ft) I+6+N I+D+L+H I+D+L4N I+D+S+H 1+D+6,75D1'+D,756L01 1+6+6,7561+D.75DS+H I+D+D.660/01 I+D+6.76E+H I+D+6.75611+6.7561+6,4S61#4 I+6+6.7561+6.7565+6.456W+N 1+6+6]561+6.7565+6.S2S6E+N 1+D.66D+D.6614+6.66H 1+6.666+6,76E+6.6611 MEMBER•- > •0,11 •021 U 0 0 •032 •042 432 8,88 13,44 18,00 2256 27,12 31,68 3624 40.80 4536 Distance(ft) 1+601 I+6+1+11 I+6+1.1+11 I+D+S+H I+D+6,75611+6.7S6L+N I+6+D,756L+6.156S+N I+D+6.661+H I+6+6.76E+H I+6+6.75611+6,7561.+6,45641+H 1+6+6,7561+6.7SDS+6.4S6W+N I+6+6.7561.+6,7565+6,SZSDE+11 1+6.666+6,661+6.66H +6.666+676E+6.6611 I DOnty I UOnIy lOnly I SOnIy I WOnly 1 HOnIy GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT 2017,3 31PM ie=C:\Users\gmarsh\DOCUME-1100_MYD-1\GPDPRO-1\STARBU-1\TIGARD-1\calcs\prelim\STARBU-1.EC6 General Beam Analysis ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: wood truss with original loads General Beam Properties Elastic Modulus 1,600.0 ksi Span#1 Span Length = 48.0 ft Area= 7.0 inA2 Moment of Inertia = 5,676.50 in"4 D(0.08)Lr(0.08)S(O.1) 0 v ° e f ri . r � cr,1 17 }� s m ' r,- a,44‘.4. 4„ e , ^t } •-a � N � J ¢ z Tme ? *O,. ,a ' s_ 43'r , � M+' . , �='? ' x _ , a. 4 " i,d..,. 404, A span=48.0ft . F Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.020, Lr=0.020, S=0.0250 ksf,Extent=0.0-->>48.0 ft, Tributary Width=4.0 ft,(Roof) DESIGN SUMMARY Maximum Bending= 51.840 k-ft Maximum Shear= 4.320 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 24.000ft 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 1.326 in 434 Max Upward Transient Deflection 0.017 in 34218 Max Downward Total Deflection 2.386 in 241 Max Upward Total Deflection 0.010 in 57031 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 MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 48.00 ft 1 51.84 51.84 4.32 +D+Lr+H Dsgn.L= 48.00 ft 1 46.08 46.08 3.84 +D+S+H Dsgn.L= 48.00 ft 1 51.84 51.84 4.32 +D+0.750L+0.750S+H Dsgn.L= 48.00 ft 1 44.64 44.64 3.72 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+H 1 2.3861 24.240 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.320 4.320 Overall MINimum 1.152 1.152 +D+H 1.920 1.920 +D+L+H 1.920 1.920 +D+Lr+H 3.840 3.840 +D+S+H 4.320 4.320 +D+0.750Lr+0.750L+H 3.360 3.360 +D+0.750L+0.7505+H 3.720 3.720 +D+0.60W+H 1.920 1.920 +D+0.70E+H 1.920 1.920 +D+0.750Lr+0.750L+0.450W+H 3.360 3.360 +D+0.750L+0.7505+0.450W41 3.720 3.720 +D+0.750L+0.750S+0.5250E+H 3.720 3.720 +0.60D+0.60W+0.60H 1.152 1.152 +0.60D+0.70E+0.60H 1.152 1.152 D Only 1.920 1.920 Lr Only 1.920 1.920 GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT 2017 3 31PM General Beam Analysis ile=C:\Users\gmarsh\DOCUME-1100_MYD-11GPDPRO-11STARBU-11TIGARD-1\calcsiprelim\STARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: wood truss with original loads Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 L Only S Only 2.400 2.400 W Only E Only H Only 53 . 40 JJ / °°.1.1 *4\\ 26 e#, 0 • E 0 13 MEMBER... 486 9.36 1416 18.96 2376 2856 3336 38.16 42.96 47.76 Distance(ft) 1+D+LI+H 1+6+54 I+D+6.756L+6.7165+11 GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed.14 OCT 2017,331PM General Beam Analysis ile=C:\Users\gmarsh\DOCUME-1100_MYD-1\GPDPRO-1\STARBU-1\TIGARD-1\calcs\Prelim\STARBU-1.EC6 y ENERCALC,INC.1983-2017,BuiId:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: wood truss with original loads 4,4 2.2 MEMBER--::::. I L lo to .c -1.6441141421111242 Ln '2.2 •4,4 456 936 14.16 1896 2376 2856 3336 3816 4296 4736 Distance(ft) I+6+11+H I+D+S+N I+D+6.75L+D,75DS+11 MEMBER-. > •0.6 �a . 1,2 •1,8 •2,4 432 8.88 13,44 18,00 2256 27.12 31.68 3624 40.80 4536 Distance(ft) I+D+H I+D+L+H I+D+L'+H I+1)+6+H I+6+0.7 51.1+13.151.0 I+D+6,7561+D.7 DS+H 1+D+6,66W+11 I+D+6,76E+H I+D4.75DL'+6,75131+6A56W+H I+6+6.7561+6,7565+64S6W+H I+D+6.7561+DISDS+6.SZSDE+H I+6.666+6.66W+6,66H I+D,6RD+6J6E+6.66H I6Only ILiOnly I.Only I50nly IW Only 1 EOnly I HOnly GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 ' 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT 2017.3:31PM General Beam Analysis ile=C:\Users1gmarsh1DOCUME-1100_MYD-11GPDPRO-11STARBU-11TIGARD-11calcs\prelim\STARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: wood truss T2 with original+new loads General Beam Properties • Elastic Modulus 1,600.0 ksi Span#1 Span Length = 48.0 ft Area= 7.0 inA2 Moment of Inertia = 5,676.50 in"4 D(0.087) D(0.087) X a j D(0.08iLr(0.08)S(0.1) e a X , Cd;^h ._.. XX, Mdk TRT' Span=48.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.020, Lr=0.020, S=0.0250 ksf,Extent=0.0--»48.0 ft, Tributary Width=4.0 ft,(Roof) Point Load: D=0.0870 k @ 15.0 ft,(RTU) Point Load: D=0.0870 k @ 22.50 ft,(RTU) DESIGN SUMMARY Maximum Bending = 53.483 k-ft Maximum Shear= 4.426 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 23.520ft 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 1.326 in 434 Max Upward Transient Deflection 0.017 in 34218 Max Downward Total Deflection 2.456 in 234 Max Upward Total Deflection 0.011 in 53429 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 Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope . Dsgn.L= 48.00 ft 1 53.48 53.48 4.43 +D+Lr+H Dsgn.L= 48.00 ft 1 47.73 47.73 3.95 +D+S+H Dsgn.L= 48.00 ft 1 53.48 53.48 4.43 +D+0.750Lr+0.750L+H Dsgn.L= 48.00 ft 1 41.97 41.97 3.47 Overall Maximum Deflections • Load Combination Span Max.="Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S41 1 2.4557 24.000 0.0000 0.000 Vertical Reactions _ Support notation:Far left is#1 Values in KIPS Load Combination . Support 1 Support 2 Overall MAXimum 4.426 4.388 Overall MlNimum 1.216 1.193 +D+H 2.026 1.988 +D+L+H 2.026 1.988 +D+Lr+H 3.946 3.908 +D+S+H 4.426 4.388 +D+0.750Lr+0.750L4f 3.466 3.428 +D+0.750L+0.750S+H 3.826 3.788 +D+0.60W+H 2.026 1.988 +D+0.70E+H 2.026 1.988 +D+0.750Lr+0.750L+0.450W+H 3.466 3.428 +D+0.750L+0.750S+0.450W+H 3.826 3.788 • +D+0.750L+0.7505+0.5250E+H 3.826 3.788 • +0.60D+0.60W+0.60H 1.216 1.193 +0.600+0.70E+0.60H 1.216 1.193 GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 QCT 2017 3 31 PM ile=CaUsers\gmwsh1DOCUME-1\00_MYD-1\GPDPRO-1\STARBU-1\TIGARD•-1\calcs\prelim\STARBU-1.EC6 General Beam Analysis ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: wood truss T2 with original+new loads Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 D Only 2.026 1.988 Lr Only 1.920 1.920 L Only S Only 2.400 2.400 W Only E Only H Only 66 41 27 C [N E 0 E 14 MEMBER••• 456 936 1416 1836 2376 2856 3336 38,16 425 4776 Distance(ft) 1+D+L+H 1+D+S+H I+D+6 7SbL'+6 I16L+H GPD Group Project Title: Starbucks Tigard Towne Square Professional Corporation Engineer: Project ID: 2016355.42 ' 520 South Main St.,Ste 2531 Project Descr: Renovation/TI Akron,OH 44311 Title Block Line 6 Printed 14 OCT 2017 331PM General Beam Analysis He=C:\Users 1gmarsh\DOCUME-1100_MYD-1\GPDPRO-1\STARBU-11TIGARD-1\calcs\prelim\STARBU-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.9.25,Ver:10.17.9.25 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: wood truss T2 with original+new loads 45 2.3 2 MEMBER->> L It m in •2,2 •4.5 4,56 9.36 14.16 18.96 23.76 2856 3336 38,16 4296 47,76 Distance(ft) +D+L1+H I+D+S+H I+D+D,ISDL1+0,ISDL+H MEMBER->> `� { � •0.6 ...--.." :r • 13 ,_ f : 1.9 R, r •2.5 432 8,88 13,44 1800 22.56 27.12 31.68 3624 40,80 4536 Distance(ft) I+D+H I+D+L+H I+D+L1+H I+D+S+H I+6+6,7SDL+D.7SDL+H I+D+D.ISDL+DISDS+H I+D+D,6014H I+D+D.IDE+H I+D+OJSD11+0.7561+D,4SDW+H I+D+0,7501+6.ISDS+D,4SDW+H I+D+0,7501+D,ISDS+D.St5DE+H I+D.60D+D.6DW+D,66H I+D.66D+6.IDE+0.6611 I DOnIy 1 LiOnly LOnly I SOIly I lit Only . I EOnly I Only .15k/ft M4 !1\5 M5 ff,6 3 Loads:BLC 1, GPD Group SK-2 GWM Starbucks Tigard Truss Spring Model Oct 13, 2017 at 4:30 PM 2016355.42 Truss Spring Constant Mode with p... Company : GPD Group Oct 13, 2017 I'RISA Designer : GWM 4:32 PM Job Number : 2016355.42 Checked By. Model Name Starbucks Tigard Truss Spring Model Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N3 8 0 0 0 2 N4 12 0 0 0 3 N5 16 0 0 0 4 N6 20 0 0 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.jk-ft/rad] 1 N3 Fixed Reaction Fixed Fixed 2 N4 CS2.5 Fixed Fixed 3 N5 CS2.5 Fixed Fixed 4 N6 CS2.5 Fixed Fixed Member Primary Data Label I Joint J Joint K Joint Rotate(deq) Section/Shape Type Design List Material Design Rules 1 M3 N3 N4 4X12 Beam None DF Typical 2 M4 N4 N5 ' 4X12 Beam None DF Typical 3 M5 N5 N6 4X12 None None DF Typical Member Distributed Loads (BLC 1 :) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F... Start Location[ft,%] End Location[ft,%] 71 1 M3 Y -.15 -.15 0 0 Joint Reactions (By Combination) LC Joint Label X[k] Y[k] Z jk] MX[k-ft] MY[k-ft] MZ[k-ft] 1 1 N3 NC .48 NC NC 0 0 2 1 N4 0 .073 NC NC 0 0 3 1 N5 0 .087 NC NC 0 0 4 1 N6 0 .075 NC NC 0 0 5 1 Totals: 0 .715 0 6 1 COG (ft): X: 10.643 Y: 0 Z:0 RISA-3D Version 15.0.2 [C:\...\...\...\...\...\...\...\...\...\Truss Spring Constant Mode with posts on one siddFtlr,�1TU.r3d] Tigard Towne Square STARBUCKS Tigard, OR GPD 2016355.42 10/2017 U✓ p..dr. 0,3 S i(. 0S. ©CtGo ) So ATE CobE ; V s �.rLo - . Kp = , ) h = �5 r ) k - as Cid': E ,oO2 c (•8s ,G? ( 120\ = )8 FS F ASc.E ?-,D w,.-© sPF .p EExP. G P. at,2cL0 1,t3S\ ,g6-( 110\1 Z1. PSF, JL T use r Tigard Towne Square STARBUCKS Tigard, OR GPD 2016355.42 09/2017 PsF CI,ed 44- i,cF rtitEpL) St C,7,1 '44 rcr , 3c„ M ),cis1=.), 3,c !.**., t*Z 4 K. rr SEE Cy/ , Atirr ),)5 • rEt. tAr or) 11 I. ,/ 4 - pi•N Lil 3 4 IC • ), ..' k.r‘ ri,*,(A- c , rv; • Tigard Towne Square STARBUCKS Tigard, OR GPD 2016355.42 10/2017 AScE 7- /0 1,-, 1 4-ii 0,-.1 ?7,..-'NIS. ; \) *•:: iZO) kl: 0.S) ) KoZ .sf LI (- ir ) ER, is , x q fi , ,06-: •._7(., (.s.1)(,c3c)(itot I g pc c ,.., a/S .: 4/0/ : 0 4 ) 5/11: 1 i tAE C.r z LC, ° -- g N. \ ,,, ,., • 4 11ASL R. ; ,-) Y z-0 Go I - do i_ 1 7(z_. / N I -- DCrili ' 4- i<a0 .. 5 c-f-,t 47,5Y-- ; ItT,C) L R. r..0%. 1 H4- I r.2-',•-.) f."146E v../ AL L lo ecs.), 4', to' se- i 0 /I --- M ,,, = (32- rf •-•,- 1 — • .....,., I c =k ' — — (0 0 IL. FT 1 i t ... 1 ftl tst:: 5 Pc,F ›c 4x -7.C1/4 : — 3 2_ i'SF 4 --ic/,' 4 f-= O• P.E32. Si s;,,i 4 esc.44-0R... N :c..„,,, ,,J1--,r?, , /2 ct)x-14- f,.,e.„ A 1177* ".. ' P 11Z 1 r r-,',,'.. ALA.,--.,le- (i.ri STARBUCKS Tigard Towne Square GPD 2016355.42 10/2017 Tigard, OR • j. 1211 tl. 7" ,5) ) e..co,s3'a � P is i E,cL. 1 ) CL 17-A,-�ti ___ SS 4 - ,c 4 . /0.4„, Pc f 1 , 1,..1'-'fj ; '11: •00Z54(,51),S5(lZa)2= 1BFsF p - z G . 8 tf.'X2.0. r do exr Le)c£ _ KB PsF Sit Y S.31.1.,?-40. ,,, - 4 " � I e,f ' r- 4s--,s - 496;3) .. tc, Ptf 1a-ter i it M x� t•"0, 1_ r:" yF : 414- Z. t70 Dc. 10,4,6 rLF.4- 9' Z 4. 46 LI G� 1 (tLS• FT �10 L-2, ' i*Z-. P` F +°)1/2-. ' , -. ' 6a). LQ , ri %-.i i r'Q (..)-O . 144r)6',, . 4-4 Psi,,. 5'' , s `', l `',C-i4 10 = I ! 00 v -r; ! ALF (Q)/� 3340 La.,F1 C14'1.1- 1- � ,.3bi,. id Pc51- P6,c ` ,cO k14.0) x !ZL.C,i ci. t_ Kst, ‘',14-,( 1211 .0-i _ -1 k s t II KS 1 P-b .t. ( d6 Kc., : -1,c, (csi) 0k pF. . f=' `,3 ri A,�r� , iC _ i:-, -,4.:C.0 -1-7..,kid : 4,4.5-4- \J 1 MQ{ U E., f-1 E.fi rte":a e A i s c :7 a t_,A-t.. -2.'''° 61r Q I q 83.s -c,0Jcr2-T` 4 F, 7 7. _,<l,, ra 9+EaK 1�C•c1 fcarJ� GPD Engineering and Architecture Project Title: STARBUCKS Professional Corporation Engineer: GWM Project ID: 520 South Main St.,Ste 2531 Project Descr: Site Foundations Akron,OH 44311 Title Block Line 6 Pole Footing Embedded in Soil File=O:\2016\2016355\41_WCE-1\STRUCT-1\calcs\prelim\SIGNFO-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: MENU Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Pole Footing Shape Circular Pole Footing Diameter 24.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 250.0 pet Max Passive 1,500.0 psf Controlling Values Governing Load Combination: 0.0 Lateral Load 0.0 k Moment 0.0 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 0.0 psf Allowable 0.0 psf Minimum Required Depth 0.0 ft Footing Base Area 3.142 ft^2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D:Dead Load k k/ft 0.050 k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind 1 580 k k/ft k E:Earthquake k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 3.50 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor GPD Engineering and Architecture Project Title: STARBUCKS Professional Corporation Engineer: GWM Project ID: 520 South Main St.,Ste 2531 Project Descr: Site Foundations Akron,OH 44311 Title Block Line 6 Pole Footin Embedded in Soil File=0:1201612016355141_WCE-11STRUCT-1lcalcslprelim\SIGNFO-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: PRE MENU Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Pole Footing Shape Circular Pole Footing Diameter 30.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 250.0 pcf Max Passive 1,500.0 psf Controlling Values Governing Load Combination: 0.0 Lateral Load 0.0 k Moment 0.0 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 0.0 psf Allowable 0.0 psf Minimum Required Depth 0.0 ft Footing Base Area 4.909 ft"2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D:Dead Load k k/ft 0.050 k Lr:Roof Live k k/ft L:Live k k/ft k S:Snow k k/ft k W:Wind 0.5280 k k/ft E:Earthquake k k/ft H:Lateral Earth k k/ft Load distance above TOP of Load above ground surface ground surface 3.50 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor GPD Engineering and Architecture Project Title: STARBUCKS Professional Corporation Engineer: GWM Project ID: 520 South Main St.,Ste 2531 Project Descr: Site Foundations Akron,OH 44311 Title Block Line 6 Pole Footing Embedded In Soil File=0:\2016\2016355141_WCE-11STRUCT-1\calcs\prelim\SIGNFO-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#:KW-06004426 Licensee:GPD ASSOCIATES Description: CANOPY-D.O.S. Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Pole Footing Shape Circular Pole Footing Diameter 30.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 250.0 pcf Max Passive 1,500.0 psf Controlling Values Governing Load Combination: 0.0 Lateral Load 0.0 k Moment 0.0 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 0.0 psf Allowable 0.0 psf Minimum Required Depth 0.0 ft Footing Base Area 4.909 ft^2 Maximum Soil Pressure 0.0 ksf • Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D:Dead Load k k/ft 0.050 k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind 0.50 k k/ft E:Earthquake k k/ft H:Lateral Earth k k/ft Load distance above TOP of Load above ground surface ground surface 10.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor • _nr3 SIMPSON Anchor Designer TM Company: GPD Date: 10/2017 Engineer: GWM Page: Strong-Tie Software Project: STARBUCKS Version 2.4.6025.1 Address: ® I Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description:Clearance Bar 110 MPH Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):42.00 State:Uncracked Anchor Information: Compressive strength,fe(psi):3000 Anchor type:Bonded anchor Wc,v: 1.4 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:No Effective Embedment depth,het(inch):2.750 Reinforcement provided at corners:No Code report:IAPMO UES ER-263 Do not evaluate concrete breakout in tension: No Anchor category:- Do not evaluate concrete breakout in shear: No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):5.25 Inspection:Continuous ca.(inch):4.20 Temperature range,Short/Long: 150/110°F Cmin(inch): 1.75 Ignore 6do requirement: Not applicable Salm(inch):3.00 Build-up grout pad: No Load and Geometry Base Plate Load factor source:ACI 318 Section 9.2 Length x Width x Thickness(inch):8.00 x 8.00 x 0.75 Load combination: U=0.9D+ 1.0W Yield stress:34084 psi Seismic design:No Anchors subjected to sustained tension:No Profile type/size:HSS4X3X1/4 Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No <Figure 1> �u,jr r a 904116 1 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 SIMPSON Anchor DesignerT"^ Company: GPD Date: 10/2017 Engineer: GWM Page: Str°nerle® Software Project: STARBUCKS Version 2.4.6025.1 Address: Phone: E-mail: <Figure 2> t`�1' '+°,.,:r {' a 1f,, ',,,• '▪ Bim+4:4, '� s, ,p„,,..„,,,,,.„,,,,,,.ty "e . irK 'eta s E 0, s 'k^ "€e �. Vteftl, ;-, ,14,--,L,,,,,,,--,.,-':pc.01,rtettrw. ' Sd��' xy s e s '" „ 10.50 _ _ 10.50 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/1/2"0 F1554 Gr.36 Code Report: IAPMO UES ER-263 wow 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 Posit Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: GPD Date: 10/2017 Engineer: GWM Page: stronwrie Software Project: STARBUCKS Version 2.4.6025.1 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V°ax(Ib) Vuay(Ib) 1/(Vuax)2+(Vuay)2(Ib) 1 0.0 -20.7 -82.8 85.3 2 3369.3 20.7 -82.8 85.3 3 3363.2 20.7 -124.2 125.9 4 0.0 -20.7 -124.2 125.9 Sum 6732.6 0.0 -414.0 422.5 Maximum concrete compression strain(%°):0.22 <Figure 3> Maximum concrete compression stress(psi):964 Resultant tension force(Ib):6733 01 02 Resultant compression force(Ib):6823 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 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 Y 04 X 03 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 Sheet1 GPD 10/2017 • GWM POLE FOUNDATIONS STARBUCKS CLEARANCE BAR D=(1.18P/bS1)*[1 + (1+1.88b*S1*H/P)^.5] P= 334 LB Applied Lateral Force b= 2 FT (DIAM) S1= 500 PSF Soil Parameter H= 10 FT Height of applied force above ground D= 3.38 FT DEPTH Page 1 10/13/2017 Design Maps Summary Report USGS Design Maps Summary Report User-Specified Input Report Title Starbucks- Tigard Towne Square Fri October 13, 2017 14:18:16 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.40385°N, 122.79689°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Beaverton n • Tiyarcii, \I) • Lake Oswego I {{ Ualatin fr Sherwo•od • , Oregon City 444 NPwhPrct USGS-Provided Output S5 = 0.952 g SMS = 1.066 g SDS 0.710 g Si = 0.419 g SM. = 0.662 g SDl = 0.441 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. Spect,urn Desrgrl!Response Spectrum I I I I I , ill ILII .err I_. �._ Period T(sec) F'erioc,T For PGAM,T[, CRs, and CR, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://earthquake.usgs.gov/cn1/designmaps/us/summary.php?template=minimal&latitude=45.40385166587796&longitude=-122.79689449021878&sit... 1 H