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t 1/SkP)-01 -0ao.. 7,20 Sw f rA-7z.: :r,- IV APR 262017 Structural Calculations W TIGARD for BUILDING DIVISION Terra Firma - Office Space 7910 SW Hunziker St. Portland, OR 97223 April 12, 2017 DESIGN CODE 2014 Oregon Structural Specialty Code LOADS t T � State a ;, y ie Gravity Loads 1 PS 'ea:i n« --- --------- 2 -- . 2 •;di is;1 4,`a;t'C'J ",z, yU Bo ra! 3".-,. ii °� b=•<; f:.+.I speed..i.'v fi.iter -'."E 4 P,"Y Cf s4 t:r ip :� e,Eri`G�Frame tRUGTU 0 sin icy g r r: a frew^i;n Cebu Tendons � 0 PRD CONTENTS �� G 1 N 0 h= ' '..,., Gravity Calcs I s, O F:a -.b :,Concrete trete OF2E c.� .y O �PFAl 1 0.0,p r-1 Inzu! ,:ry i.P m.s5e,7 eft --Mk 7 1 [�y�.�_...R. ... "/ �"; w 1! Y" ^l Materials.moi -• R. �NEl A�:.� 5 a1': d .i '1` ..1:.!'�L':5"a'i ii, Cat,9 1 i`' ic6C a1�i3s 0 Sh,croav 0 special:%ii c ng, E xavaaion and Filling SCOPE OF WORK 0 Smoke-Control Systems The attached calculations pertain to gravity analysis for ne I , posts &footings for the remodeled office space at the abo e ddre s. l�� l" n" '`° This scope of work does not include any analysis of any other portions of structure to remain. IffHAYDENBY A.S. DATE 4/12/2017 ENGINEERS REV DATE STRUCTURAL I CIVIL JOB NO 17074.01 (503)968-9994 p (503)968-8444 f SHEET I OF 1 1 • t I N) , � r r — _ -- . I •1 1 ti f rd I { 1 / i :. çIP) Y F i . j ' --- ---14--- ! I t I 3HAYDEN �` DATE ,..)/10,1 /10h7 _ BY JCM0.'.'Jr NGINERS _ c REV 70 74 — EsTqucruani c�v�� JOB NO I /4r01 (503) 968-9994 p (503)968-8444 f SHEET c. OF (7re,t /rtty 4 t I I l►r. t �j a�� &I:4 ! rr (C/14-111 4--•1'I'(9")(+fry. /) - /`/ y� c,��' n 7 ----,-WFxto DF— - 0 621=-00.,,,i(sivilco � ;U a ( / � 0XL( OP' j ,'s r / if , ! 1 i ‘/ , ' 1 ' 1: ' ,,- . - �'8 - �57r5H / 14.-H- , ," d n-A- - ` ' = r;. ! 3', /16, .' --A` > " N' tZx01b 1� 3 : / -- a . ---4-zr H$$ 3 3Y;x I f-- , F a � HAYDEN BY C. DATE y/la17 1 E N G I N E R S -,ry-ti ;rr r-o.. 1,cc .1e...,-: CHK, DATE— sraur.ruan� I GIYIL JOB NO ! o -6i (5 03) 968-9994 p (503) 968-8444 f SHEET 3 OF 13 HAYDEN ENGINEERS STRUCTURAL I CIVIL Wood Beam File=zaprpjecls12017PR-1117074-1.O1T\170740-1.EC6 ENERCALC,INC.1983.2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06005543 Description: B-i Licensee:ha den consulting engineers - 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-Tension 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Wood S Fc-PM 1,350.0 psi Eminbend-xx 580.0 ksi pecies : Douglas Fir-Larch Fc-Perp 625.0s i Wood Grade : No.2 Fv 180.0 psi Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 575;0 psi Density 31.20pcf 01021r 35) t 11 4x10 Span 28.0h Applied Loads Applied — — Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=14,0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Design OK Section used for span 0.867 1 Maximum Shear Stress Ratio = 0.40.6 : 1 . d or thissl _ 4x10 Section used for this span 4x10 1,077.11 psi fv:Actual FB:Allowable = 1,242.00 psi Fv:Allowable - 84.09 psi Load Combination + Load = 207.00S psi Location of maximum on span = Combination +D+S 4.000ft Location of maximum on span = 7.241 ft Span#where maximum occurs = Span#1 Span#where maximum occurs Maximum Deflection = Span#1 Max Downward Transient Deflection 0.088 in Ratio= 1092 =360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.141 in Ratio= Max Upward Total Deflection 0.000683<240,0 in Ratio= 0?240,0 Vertical Reactions Support notation:Far left is#1 — Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only 0.504 0,504 Only 0.840 0.840 +D�0.750S 2.240 2.240 +0.600 1.890 1.890 S Only 0.504 0.504 1.400 1.400 HAYDEN • ENGINEERS STRUCTURAL I CIVIL _ H Wood Column File=z:\proJects12017PR_1\17074-1.01 Tt170740-1.EC6 Lic.#:KW-06005543 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver.6.17.3.17 Description: P-1 Licensee:hoyden consulting engineers Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Doug lasFir-Larch Exact Width 3,0 In Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 10.50 in^2 Cf or Cv for Compression 1.150 Fb+ 750.0 psi Fv 170.0 psi Fb 750.0 psi Ft 475.0 psi lx 10.719 in^A Cf or Cv for Tension 1.50 Fc-PrIl 700.0 psi Density 31.20 pcf IY 7.875 Ing Cm:Wet Use Factor 1.0 Fc-Perp 625.0 psi Ct:Temperature Factor 1.0 E:Modulus of Elasticity,., x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Kf:Built-up columns 1,0 Nos 1532 Basic 1,300.0 1,300.0 1,300.0 ksi Minimum 470.0 470.0 Use Cr:Repetitive? No Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads Load Factors will be applied for calculations. Column self weight included:20.475 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 9,0 ft,D=0,840,S=1.40 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7832:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft At maximum location values are... Maximum SERVICE Load Lateral Deflections... Applied Axial 2.260 k Along Y-Y 0.0 in at 0.0 ft above base Applied Mx 0.0 k-ft for bad combination:n/a Applied My 0.0 k-ft Along X-X 0.0 In at 0.0 ft above base Fc:Allowable 274.883 psi for load combination:n/a PASS Maximum Shear Stress Ratio= Other Factors used to calculate allowable stresses... Load Combination 0.0:1 Pending Comtsresslon Tension Location of max.above base +0,6.0 9 Applied Design Shear .0 ft 2. Allowable Shear 0 psi 272.0 psi Load Combination Results Load_CO^1hi^3tirJn C 0 C Maximum Axial+Bending Stress Ratios Maximum Shear Ratios p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.368 0.3070 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S 1.150 0.297 0.7832 PASS 0.0 ft 0.0 PASS 9.0 ft +D40.7505 1.150 0.297 0.6619 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D 1.600 0.219 0.1742 PASS 0.0 ft 0.0 PASS 9.0 ft ons Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ To D Only ---- __ Top @ Base @ Top @ Base @ Base @ToP @ Base @ Top - +p+S 0.860 +D+0.7505 2.9 1.9100 5 raHAYDEN ENGINEERS imai STRUCTURAL I CIVIL Wood Column File=x:iproNects12017PR71t17074-1A117 Ve44-1,EC8 Lic.#: KW-06005543 ENERCALC,INC.1983-2017,Bu11d:6.17.3.17,Vec6.17.3.17 Description; P-1 Licensee: hayden consulting engineers Maximum Reactions Note:Only non-zero reactions are listed X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ BaseMy-and Moments k-ft Mx Base Moments Top _... .. .. . _ @Top @Base @Base @ Top @@ Top S Only0.516 1.400 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance D...��" Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0;000 In 0.000 ft 0.0000 In 0.000 ft +D+0,750S 0.0000 In 0.000 ft 0.000 In 0.000 ft 0,000 In 0.000 ft +0.60D 0,0000 In 0.000 ft S Only 0,000 in 0.000 ft 0.0000 In 0.000 ft 0,000 In 0.000 ft Sketches y 224 r 53 trig t Iq 411 ' X C? t' ' w rn ii v 1.2irn 3 o in Loads are total entered value.Arrows do not reflect absolute direction. 6 HAYDEN ENGINEERS STRUCTURAL I CIVIL Steed Beam File=z:Iprojectsl2017PR-1117074-1.0111170740-1.EC8 Lic.#:KW-06005543 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Description: 8-2(Steel) Licensee:hayden consultin s engineers CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral-torsional bucklingE :SteelYield; 00,0 ksi Bending Axis: Major Axis Bending E;:Modulusl : 29,000,0 ksi �, 0(0225;40.3761 '. ;rt,,.-.4-At 4.0:s',t,"':;:-.-fg- ''''',.,,,, zo, ,,,. ,,, - , ,7, tr", 1" ''-'. .4"''' "' '.. " 1 i "" ""'"'_" ,, I" !" ,..,".I ,,,,. + Span=27.70 f1 ... _......` .... W12x28 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0,0150, S=0.0250 ksf, Tributary Width=15.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Desi n OK 0.620: 1 Maximum Shear Stress Ratio= 0.148 1 Section used for this span W12x26 Section used for this span Ma:Applied W12X 57.547 k-ft Va:Applied 8.310 k {i�2 Mn!Omega:Allowable 92.814 k-ft Vn/Omega:Allowable C Load Combination 56.120 k I f$b Location of maximum on s an +D+S Load Combination +D+S rT p 13.850ft Location of maximum on span I 0.000 ft 4 011 Span#where maximum occurs Span#1 Span#where maximum occurs i iMaximum Deflection Sparn#.1 Max Downward Transient Deflection ] .� I Max Upward Transient Deflection 0.842 in Ratio= 394>=360 , 0.000 in Ratio= 0<360 Cou v� _:__ -_ Max Downward Total.Deflection 1.350 in Ratio= 246>=240 ©L- , S i b r Max Upward Total Deflection 0.000 in Ratio= 0<240.0 r� - "��",� � Maximum Forces&Stresses for Load Combinations b#3 '3tn Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M Summary of Shear Values e9 9V Mmax+ Mmax- Ma Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 27.70 ft 1 0.233 0.056 21.58 21,58 155.00 92.81 1.00 1.00 3.12 84.18 56.12 +D+S Dsgn.L= 27.70 ft 1 0.620 0.148 57.55 57,55 155.00 92.81 1.00 1.00 8.31 84.18 56.12 +040.750S Dsgn,L= 27.70 ft 1 0.523 0.125 48.56 48.56 155.00 92.81 1.00 1.00 7.01 84.18 56.12 +0,60D Dsgn,L= 27,70 ft 1 0.140 0.033 12.95 12.95 155.00 92.81 1.00 1,00 1.87 84.18 56.12 Overall Maximum Deflections Load Combination Span Max.' "Defl Location in Span Load Combination +p+S - Max."+"Defl Location in Span 1 1,3496 13.929 Vertical Reactions 0.0000 0.000 Vertical Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum - 8,310 6,310 Overall MINimum 1.870 1.870 D Only 3.116 3.116 '`D+S 8,310 8,310 +D+0.750S 7.012 7.012 +0,60D 1.870 1.870 S Only 5.194 5.194 7 HAYDEN ENGINEERS STRUCTURAL i CIVIL _ Steel Column File=Z:iWo;ectst2o17PR-n17o74=1.01T17o74o-LECs""M" ENERCALC.INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.# KW-06005543 Licensee:ha don consulting engineers Description: P-2 • Code References Calculations perAISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: HSS3-1/2x3-112x1/4 Overall Column Height 9.0 ft ' Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 44.636 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000 0 ksi Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:94,590 lbs"Dead Load Factor AXIAL LOADS,.. Axial Load at 9.0 ft,Xecc=1.50 in,D=3.116,S=5.194 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2594 :1 Maximum SERVICE Load Reactions., Load Combination +D+S Top along X-X 0.1154 k Location of max.above base 8.940 ft Bottom along X-X 0.1154 k At maximum location values are.,, Top along Y-Y 0.0 k Pa:Axial 8.405 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 44.099 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections,.. Mn-x/Omega:Allowable 6.287 k-ft Along Y-Y 0.0 in at 0.0ft above base Ma-y:Applied -1.032 k-ft for load combination Mn-y I Omega:Allowable 6.287 k-ft Along X-X -0.06437 In at 5.255ft above base for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.006836 :1 Load Combination +D+S Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1154 k Vn/Omega:Allowable 16.882 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 0 Only 0.098 PASS 8.94 ft 0.003 PASS 0.00 ft +D+S 0.259 PASS 8.94 ft 0.007 PASS 0.00 ft +0+0,750S 0.219 PASS 8.94 ft 0,006 PASS 0.00 ft +0.600 0.059 PASS 8.94 ft 0.002 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top DOnly 3.211 0.043 0.043 +D+S 8.405 0.115 0,115 +0+0.7503 7.106 0.097 0.097 - +0.60D 1.926 0.026 0.026 S Only 5.194 0.072 0.072 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial .,. @ Base Maximum8.405 0.115 0.115 Minimum 1,926 0.026 0.026 g- T'37 HAYDEN ENGINEERS STRUCTURAL I CIVIL Steel Column File=z:rproJects12o17PR-1117074-1.0111170740-1,EC6 ENERCALC,INC. 983.2017,Build:6.17.3.17,Ver:6,17.3.17 Lic.#:KW-06005543 Description: P-2 Licensee ha clan consulting engineers • Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Maximum 8.405 0.115 0.115 ____....- Minimum 1.926 0.026 0.026 Reaction, Y-Y Axis Maximum 3.211 0.043 0.043 Minimum 3.211 0.043 0.043 Reaction, X-X Axis Maximum 8.405 0.115 0.115 Minimum 1.926 0.026 0.026 Reaction, Y-Y Axis Maximum 5.194 0.072 0.072 Minimum 3.211 0.043 0,043 Moment, X-X Axis Ba Maximum 3.211 0.043 Minimum 3.211 0.043 Moment, Y-Y Axis Ba Maximum 3.211 0.043 0.043 Minimum 3.211 0.043 0.043 Moment, X-X Axis To Maximum 3.211 0.043 0.043 Minimum 3.211 0.043 0.043 Moment, Y-Y Axis To Maximum 3.211 0.043 0.043 Minimum 3.211 0.043 0.043 Maximum Deflections for Load Combinations Load Combination Max,X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0241 in 5.255 ft 0.000 in 0.000 ft +D+8 -0.0644 In 5.255 ft 0.000 in 0,000 ft +D+0.750S -0.0543 In 5.255 ft 0.000 in 0.000 ft +0.600 -0.0145 in 5,255 ft 0.000 in 0.000 ft S Only -0.0402 in 5.255 ft 0.000 in 0.000 ft Steel Section Properties HSS3-112x3-112x114 Depth = 3.500 In I xx = 5.04 104 J _ -' '8.350 104 Design Thick = 0.233 in S xx = 2.88 I03 Width = 3.500 in R xx - 1.320 in Wall Thick = 0.250 in Zx = 3.500 In^3 Area =Weight _ 2.910 in^2 I yy = 5.040 in"4 C = 4.920 10^3 9 10.510 plf S yy - 2.880 in^3 R yy = 1.320 in Ycg 0.000 in I 350k e? x ,t a r`r; Uoal I o t"'1 of 4., 11 ,f'r 3.50in Loads are total entered value.Arrows do not reflect absolute direction. t • 6-,, i, j'. c___ 1.*./' s I ,r P I 1 ti PI G,iekncsy -) e . ..v16/€41 = 1/- tt(7yr f' *,. 0< t./7 1% --,,c/.. .c. t+ PP1C 64.." gi rr, tor ,� ` . ,,„ ,,,r,,,. .. r.,-, /, <i e) . I1 Zi ! Z. ri .2=1 p , auCtq ' a ' to Cv,arx3 ,� s L-- .-- -10717471,, -'f ' k . 0, 4-199 ,k - t,1 i ., y- 1��1c 0,74(36') { 44 _ i w/ 0m,-„.gyp /vaLL . c,� 1 { 4 i J l #- s.- C 1 ia IE ; ! I { 1 1 HAi HEH ✓r. r `r BY ,/�.5• DATE q/Ii�/17 Pc- , ; ENGINEERS — rc = .ti REV DATE �fy 1 S T N U C T URAL I CIVIL ----.__...__._._-._.. JOB NO 1.70 �.....1 .oj.v.._. (503)968-9994 p (503)968-8444 f SHEET )0 OF a r I , ,,,, - .,.... ...., - _ /;;;'= e p--..j ;„Io X'4.)G 0 4 %I9. - ,t = 1,5 ' ,f — 0 _ ' --, U� ' ib 57 ,." t .-� re - - = 3,l/6°' c/941 4 07 ,, ti i '. 1 1 t i I % I III1 ; r i I { # i 1 I 1 r EaHAYDEN BY • ' DATE /f I'/� ENGINEERS c/ro� ,,, '' 1 � t .,rec REV DATE STRUCTURAL I CIVIL ----_.....__.._._.....__._..__ -_..-_ __._._ _._`_ ___..__..__.... .. JOB NO J 7O!LI D/ (503)968-9994 p (503)968-8444 f SHEET 1 i OF ___ __-{I-