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Specifications ASMOMMIN at)' .1- oviG S RECEIVED OFFICE Copy H\,.,o/ AUG 04 2021 CITY OF TIGARD BUILDING DIVISION AFC TIGARD TIGARD, OR STRUCTURAL CALCULATIONS DESIGN CRITERIA: DC 1-DC2 FRAMING: RF1-RF31 = LATERAL: LL 1-LL2 SHEARWALL DESIGN: SW 1-SW4 (40 PAGES TOTAL INCLUDING COVER SHEET) rig 63351 r^' EGON TrSDwCaPNk July 23, 2021 _x�'IfLES: *' PROJECT NUMBER: 210085.01 ARCHITECTURE. ENGINEERING PtANNING INTERIORS LANDSCAPE 15895 SW 72ND AvE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAX:503.226.1670 INFO p@CIDAINC.COM WWW.CIDAINC.COM 4, 1 DDC 1 OSHPD ,„, „,., AFC 11675 SW Pacific Hwy, Tigard, OR 97223, USA Latitude, Longitude: 45.43771719999999, -122.7562963 • Hawthorne Villa Green Light District". Apartment �,. . Electric Lettuce Dispensary Big 5 Sport US Foods CHEFSTORE Goods Tiga 99W) � rriage House Tigard Bowl 4partments ' Ast Westside Christian o c High School Map data©20211 Date 7/20/2021,6:15:49 AM Design Code Reference Document ASCE7-16 Risk Category 11 Site Class D-Default(See Section 11.4.3) Type Value Description Ss 0.867 MCER ground motion.(for 0.2 second period) Si 0.395 MCER ground motion.(for 1.0s period) SMs 1.04 Site-modified spectral acceleration value SMi null-See Section 11.4.8 Site-modified spectral acceleration value SDs 0.694 Numeric seismic design value at 0.2 second SA SDI null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value .�� Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.394 MCEG peak ground acceleration FPGA 1.206 Site amplification factor at PGA PGAM 0.475 Site modified peak ground acceleration T� 16 Long-period transition period in seconds SsRT 0.867 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.977 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.395 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.456 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) fii . 4 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:infio@cidainc.ccom11.) T n +t ��{J p �, �J ^n PROJECT NAME:._._!_.-\ 1..,.,C. ! I ih,IY Re . -(.......... PRol.No. 2-10O 65;V t stt£ET. DDC2 Iii . TrT.E: By: `N1 L}�TE: "7! io4.4 1 t ves+3rt Gr►4•rr1a _ - a s f _ ~ 1� 13 6s ( i � , 6,aoz5G(D,85 4.7 a '�»p�Z ) 63 � G =D,1 E G - s(z°/3 s a33_ 47 +I,O i (exti- ) 17. Z6lOsc _. - 040-04, "I'" , , . ....._ _ 1 , ,' MWFRS - Gil 0504 0, 8 -)r7,3_ r (i• w WIPV41 Z 7&el., 6(6 ) , • 7-- -i3, ____ , ,, 9�Fi a . eastixiG ; . Qs=Aa, 6R K= Z Drinv `. ran mason wlt . E i --- a 3 it 7 5 : . x120( ' Pr-- 15)'95t: . , , I . , . , , , , . , i , t' , , , 1 1 f € l 1 f I II II I 1 I } E 1 I I _ 1 ! E E i J j Fl (---4 ,_ tatLiz HoGidcr Z ■ N " \i _ A� •lGol 3 N,,..t. 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S3 )0__________L__a 1 ' - , 1 } —I- . 1 ..!).22......L5 aae., 1 11 � I .2Gga =7 lr+ _ s _ _ 1 1 , , _ _ . jj Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: F3 Title Block"selection. Title Block Line 6 Printed:20 JUL 2021.11 35AM Wood Beam File:AFC Tigard reniL8c6 Software copyright ENEr lc,INC.1983-202 BuiId:12.20;8.24 Lie.#:KW-06006865 CIDA INC. DESCRIPTION: (E)4x12 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi 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 31.210pcf Beam Bracing : Completely Unbraced D(0.149464)S(0.2198) b o t b X X 3F 4x12 Y) TAT Span= 10.750 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=8.792 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.783 1 Maximum Shear Stress Ratio = 0.304 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 867.01 psi fv:Actual = 62.92 psi Fb:Allowable = 1,107.79psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.375ft Location of maximum on span = 9.848 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 1290>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.168 in Ratio= 768>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections ' Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.1680 5.414 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.985 1.985 Overall MINimum 1.181 1.181 D Only 0.803 0.803 +D+S 1.985 1.985 +D+0.750S 1.689 1.689 +0.60D 0.482 0.482 S Only 1.181 1.181 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: F4 Title Block"selection. Title Block Line 6 Printed 20 JUL 2021 11 56AM _ File:AFC Tigard remodel.ec6 Wood Beam Software copyrightENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:Kw-06006866 CIDA INC. DESCRIPTION: Beam 1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 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 31.210 pcf Beam Bracing : Completely Unbraced 2, b S(0.1975,0.0823) v 0(0.167875)S(0.246875) b b b b X 4x12 Span=12.833 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf,Extent=0.0-->>4.0 ft, Tributary Width=9.875 ft Uniform Load: D=0.0170, S=0.0250 ksf,Extent=4.0-->>12.833 ft, Tributary Width=7.90->3.292 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.889. 1 Maximum Shear Stress Ratio = 0.336 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 977.70psi fv:Actual = 69.50 psi Fb:Allowable = 1,099.77psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.761 ft 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 0.160 in Ratio= 963>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.269 in Ratio= 573>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+g 1 0.2685 6.276 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.213 1.522 Overall MINimum 1.317 0.906 D Only 0.896 0.616 +D+S 2.213 1.522 +D+0.750S 1.884 1.296 +0.60D 0.537 0.370 S Only 1.317 0.906 .s 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 CI E-MAIL:info@cidainc.com d Z-!c o95Dt F5 PROJECT NAME: A FG �Qal Vi IYW G/ PRO.RN„. / SHEET U T TLE BY: ��/y lAi /ZI _.__._..... ..............._._.._. DATE: ,<-_.._.._t. r-'--r_._..._....._ , f . ____„,,,, i_d5„„ , ; . , . 1 # 1i _ f— . .t t. • • ledr 1 p=17 Sr- Z� T►�Ih 13, 3 = i I co ::(2.4-ye 1, 3 34121C/561 ),./.c) ! ,•• , ; , I.R;‘: I ------ (0.7$ k / /.,i if Ic /I,le K ) , 1 R 0. q(3 / 1♦ 1<,� 3�' K 3 2 IC g a ° 1 I i "Zs, Z C°164/ lc [0, f _ . V = ).sz r � _ 1 1K� _ f 6 0,036 ;�ft < 30 20253iyt ♦ i.. 4 a D6in < -7 0,35 in. i i f , I a.- privit oikr o �.xt 19 c --7 -- _I i _..__ a_ i f3......_._ _ .b._.. _..�.._�... ..__ i 4' - .k.»..,.e.p...m. 1 .s. E . 3 i ... e Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F6 Title Block Line 6 Printed.20 JUL 2021 1 53PM File:ABC Tigard rem odel.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:1220.8.24 Lie.#:KW-06006865 CIDA INC. DESCRIPTION: Header 1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi Fc-Prll 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 31.210pcf Beam Bracing : Completely Unbraced D(0.8)S(1,18) x x 4x12 A Span=7.0 ft H Applied Loads Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.752 1 Maximum Shear Stress Ratio = 0.334 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 842.09 psi fv:Actual = 69.18 psi Fb:Allowable = 1,119.63psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio= 2353>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.060 in Ratio= 1401>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +♦)+g 1 0.0599 3.474 0.0000 0.000 Vertical Reaction_s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.297 1.644 Overall MINimum 1.368 0.979 D Only 0.929 0.665 +D+S 2.297 1.644 +D#0.750S 1.955 1.399 +0.60D 0.557 0.399 S Only 1.368 0.979 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info@cidainc.com MI PROJECT NAME: A.F ��*�etrC1 (<eOtode.I P.-. N L�100e5,V ${.LEFT F7 U �j Dr7F: Z 1 e -r— r 5 5--=2.5,,,,r , v, z Z5 ,i- 1 w D S T f�f w r_( ojf/ 4lgicflyte i , . . ., , , ___, . ..,....„ , . .... __ � . � K ` �,? is /t,2R KI3,05 K I) , , , 1 f ._ i. � _ i 1 a it; R5 left- T I i , err - Gou ►nG4 - DI1, 3/ w I ar ` 0Ed�O l +IA, < r- o,Z7 ;it I I- rx x 3g � e f� friif ai next' rOje,- ....... ,,,,,,...„,..„ __„ • j! .__�. .. ,.. .,..»..,, m.„,_.» -• --T�� - rig- - 3 I 1 c _a --., - , —t__ ...,,....... ___4_,, 7....- ...„.1 ..-= i i � � l i i 7 _ t - r ! i [ — J „�... a .�.+...,...,... _._._,.—..._. _..__.__-" _ _..__ t + " t I. 1 4 _ } 4, —+ L Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F8 Title Block Line 6 Printed 21 JUL 2021 8:52AM File:AFC Tigard remodel. Steel Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Header 2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending . Vertical Leg Up D{0.6403�S(0.46 3 , b b . y'.., , t _, L6x4x3/8 A* Span=5,50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.6403, S=0.4690 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.486: 1 Maximum Shear Stress Ratio= 0,105 : 1 Section used for this span L6x4x3/8 Section used for this span L6x4x3/8 Ma:Applied 4.195 k-ft Va:Applied 3.051 k Mn/Omega:Allowable 8.637 k-ft Vn/Omega:Allowable 29.102 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 2.750ft 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 0.025 in Ratio= 2,643>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.059 in Ratio= 1118 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0590 2.766 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 ` Overall MAXimum 3.051 3.051 Overall MINimum 1.056 1.056 +D+H 1.761 1.761 +D+L+H 1.761 1.761 +D+Lr+H 1.761 1.761 +D+S+H 3.051 3.051 +D+0.750Lr+0.750L+H 1.761 1.761 +D+0.750L+0.750S+H 2.728 2.728 +D+0.60W+H 1.761 1.761 +D+0.750Lr+0.750L+0.450W+H 1.761 1.761 +D+0.750L+0.750S+0.450W+H 2.728 2.728 +0.60D+0.60W+0.60H 1.056 1.056 +D+0.70E+0.60H 1.761 1.761 +D+0.750L+0.750S+0.5250E+H 2.728 2.728 +0.60D+0.70E+H 1.056 1.056 D Only 1.761 1.761 S Only 1.290 1.290 H Only ;r 15895 SW 72ND AVENUE,SUITE 200 I 4PORTLAND,OREGON 97224 QTEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com C - T � pjj//�t//yy //�� , J0065 J! F9 PROJECT NAME: � �G�I rtS/�V � Not.No, U _._ ... SHEET - T:T�g Br: l[[�LL �� DACE; «O/z+r ; Fraolp ? ' i �. ' aI. S Total I t p __. 7fthi Pl — �j, 4— , 3Z►� 2 2 z 1c ' �3 ■D/r y" n 1. 6 k._. .C_ . .. rya 11 ` il. '.L ._3�0_ 31-q6 K) 2rreActian Ern ()`{.x )2_ t 1 RST let l�" tir 1 ST►'',GSS (�� Z �b s 1 1 �, / - 4066 i h . . -- O' `i 'ram FAL T _ A ..�. _ u!i-kk i Gd . 1 A1�.L.i._.of (P H 0,, 6 s'�'`l I ,r L 7 !I .�� t r� S s e.� prtnf oaf. on. Ntxt Z ec --P 1 W t , .»._ _...... _. ..... k ...emu. v-...< ....,. ro. .. - it t (.-.. i �_ .C... �� �.m _ E ( I t 1 I • r 1 } 1 w ' j Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F 1 0 Title Block Line 6 Printed 20 JUL 2021, 2:47PM File.•AFC Tigard remodel.ecai Wood Column Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 C1DA INC. DESCRIPTION: Col. 1 Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 5x5 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12 ft Wood Member Type Sawn • (Used for non-slender calculations) Exact Width 5 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5 in Cf or Cv for Bending 1.0 Wood Grade No.2 Cf or Cv for Comp ression 1.0 Area 25.0 inA2 P Fb+ 900 psi Fv 180 psi Ix 52.083 in^4 Cf or Cv for Tension 1.0 Fb- 900 psi Ft 575 psi ly 52.083 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1350 psi Density 31.21 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NLs 15 3.2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=12 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:65.021 lbs*Dead Load Factor AXIAL LOADS. . . P1:Axial Load at 12.0 ft,Xecc=2.50 in,Yecc=0.50 in, D=0.90,S=1.320 k P2:Axial Load at 12.0 ft,Xecc=-0.750 in,Yecc=0.750 in, D= 1.60, S=2.360 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7718:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.02833 k Bottom along Y-Y 0.02833 k Goveming NDS Forumlaip+ Mxx+ Myy, NDS Eq. 3.9- Top along X-X 0.01792 k Bottom along X-X 0.01792 k Location of max.above base 11.919 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y -0.06569 in at 7.007 ft above base Applied Axial 6.245 k for load combination: +D+S Applied Mx -0.3377 k-ft Applied My -0.2136 k-ft Along X-X -0.04154 in at 7.007 ft above base Fc:Allowable 521.93 psi for load combination:+D+S Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.008213:1 Bending Compression Tension Load Combination +D+S Location of max.above base 12.0 ft Applied Design Shear 1.70 psi • Allowable Shear 207.0 Psi 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 @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0.007 0.007 -0.011 0.011 2.565 +D+S -0.018 0.018 -0.028 0.028 6.245 +D+0.750S -0.015 0.015 -0.024 0.024 5.325 +0.60D -0.004 0.004 -0.007 0.007 1.539 S Only -0.011 0.011 -0.017 0.017 3.680 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0169 in 7.007 ft -0.0266 in 7.007 ft +D+S -0.0415 in 7.007 ft -0.0657 in 7.007 ft +D+0.750S -0.0354 in 7.007 ft -0.0559 in 7.007 ft Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F 1 1 Title Block Line 6 Printed 20 JUL 2021 2:47PM Wood Column AFC Tigard remodei.ec6 Software copyright ENERCALC,INC.1983-2020,Build.12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Col. 1 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +0.60D -0.0101 in 7.007 ft -0.0159 in 7.007 ft S Only -0.0246 in 7.007 ft -0.0391 in 7,007 ft Sketches i i 8 1 Load 2 Load 9 } ti it t, - E 5.0in i s 4 I i E7p 15895 SW 72ND AVENUE,SUITE 200 4A III PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 iE-MAIL:info@cidainc.com MS A V , PeFr. '... Kt-Pod F12 t�ecr NAME: TiI P/ Paj_N __��Vi/$�.{� ( Sr,tf� Tre4E BY: OH Dam -1 /Z tcai'fll , i i t . 1 r - (1,6/k/-2,‘f.6 k tt. j 3- 14.) �� , 1 i _ T �I —6), Z K jaqi Kii, 53K) i , . 2_ . ,. _____L_ , 1 4 tif ©�o`i_.. ,HI _- 3�U70, Ir. 1 1 i I 1 , . . i ..«_._ _. ..» • t 1 3 3I ; I I 1 { W 3 t 7._..................__ ........„.. i. ....,:..... .f._.. + --t- --,— I '— —. _ , { I I , P , ..a ..... . ,................4..._.. .,— .,.. ---` _,.-:-.._.. _ -1..�......�.. m _ .,i-........... v ..7, z Is Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F 1 3 Title Block Line 6 Printed:20 JUL 2021, 3.27PM Wood Column File:AFC Tgard remodel ec6 I Software might ENERCALC INC.1983-2020,Bu11d.1220.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Col.2 Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 • General Information Analysis Method: Allowable Stress Design Wood Section Name 5x5 End Fixities Top& Bottom Pinned Wood Grading/Menuf. Graded Lumber • Overall Column Height 12 ft Wood Member Type Sawn i Used for non slender calculations Exact Width 5 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5 in Cf or Cv for Bending 1.0 Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Area 25.0 inA2 Cf or Cv for Compression 1.0 lx 52.083 inn/4 Cf or Cv for Tension 1.0 Fb- 900.0 psi Ft 575.0 psi ly 52.083 inM4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.210 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 to NDS 15 3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=12 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included 65.021 lbs*Dead Load Factor AXIAL LOADS. . . P1:Axial Load at 12.0 ft,Xecc=0.750 in,Yecc=0.50 in, D=1.670, S=2.460 k P2:Axial Load at 12.0 ft, Xecc=0.750 in,Yecc=2.50 in, D=0.620, S=0.910 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9688:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.04090 k Bottom along Y-Y 0.04090 k Governing NDS Forumlaip+ Mxx+ Myy, NDS Eq. 3.9- Top along X-X 0.02948 k Bottom along X-X 0.02948 k Location of max.above base 11.919 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y -0.09484 in at 7.007 ft above base Applied Axial 5.725 k for load combination: +D+S Applied Mx -0.4875 k-ft Applied My -0.3514 k-ft Along X-X -0.06835 in at 7.007 ft above base Fc:Allowable 521.93 psi for load combination:+D+S Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01186:1 Bending Compression Tension Load Combination +D+S Location of max.above base 12.0 ft Applied Design Shear 2.454 psi Allowable Shear 207.0 psi 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 @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0.012 0.012 -0.017 0.017 2.355 +D+S -0.029 0.029 -0.041 0.041 5.725 +D+0.750S -0.025 0.025 -0.035 0.035 4.883 +0.60D -0.007 0.007 -0.010 0.010 1.413 S Only -0.018 0.018 -0.024 0.024 3.370 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0277 in 7.007 ft -0.0384 in 7.007 ft +D+S -0.0684 in 7.007 ft -0.0948 in 7.007 ft +D+0.750S -0.0582 in 7.007 ft -0.0807 in 7.007 ft Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID. . and then using the"Printing& Project Descr. Title Block"selection. F14 Title Block Line 6 Printed 20 JUI 2021 3 27PM File:AFC Tigard remodel.ec6 Wood Column Software copyrIg . ht ENERCALC,INC.1983-2020,Build.12 20.8.24 Lic,# KIN.46006865 CIDA INC. DESCRIPTION: Col. 2 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +0.60D -0.0166 in 7.007 ft -0.0230 in 7.007 ft S Only -0.0407 in 7.007 ft -0.0564 in 7.007 ft Sketches 41talig* •6601, .,„ Load 2 \ilk , we. I !,-r, f I ''1111111PT :02 ..., Load I x , + -tj q., -...._ t : C) 4 1 If; I 7 IA.-_•„„I + ...i - 5 - 14(5 ".12t 4,1 Iiill )1. :qoi ,, 1:2' ,i,:1,1 I' *.:,,, .,:, 5.0 in f, ,All i 15895 SW 72ND AVENUE,SUITE 200 l PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info©cidainc.com PROJECT NAME: A Fr✓ � f 5 zv'1 j & .(Oa,�, Pao. No. OO p S 4' 5t.E T F 1 5 U v} ` _/ TIr : By: - I u D ` f�LlJ< v ATE' __ . Y _ ,. . .. Cp ' ��. �� �. �,. ,._. �4 1 , w A add A " 4-k ;f at., Y=:_ __T,_._' _.. _N).4,4-1 , , i s Ii � tot .. .J1 : i4iz . ?.:-.' (a 43 K 7), 37 lc/2, 3 K) eeorn .14 er 1 , i _ Deittekt3 is r_ I! a �. �___ -_ 1 Sr `>rss y^ — Q 2 3 f ! 7 i t ; — F 1 E .-.-. _....�..w. .. ..s....... -....._-.. I 7 - i - i i k «... ..,.. ....,.. .,",........ . ...-. 1 "•'-'' i 3 b Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F 1 6 Title Block Line 6 Printed.21 JUL 2021, 7 58AM File:AFC ig rda remodet:ec6 Wood Column Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Col.3-jack stud Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information - Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12 ft Wood Member Type Sawn (Used for non slender caJcularians) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 ^ Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi Area 8.2507 inA2 P Ix 20.7g7 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 104 Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.210 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 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :21.457 lbs*Dead Load Factor AXIAL LOADS. . . Header 1:Axial Load at 12.0 ft, D=0.930, S=1.370 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4511 :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 Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 2.321 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 623.73 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 12.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi - 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 @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top ' D Only 0.951 +D+S 2.321 +D+0.750S 1.979 +0.60D 0.571 S Only 1.370 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F 1 7 Title Block Line 6 Printed 21 JUL 2021, 7 58AM WOOd Column File:Art Tigard remodel.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12,20.8.24 Lb .#:KW-06006865 CIDA INC. DESCRIPTION: Col.3-jack stud Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance S Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Sketches 2044130 c; ara O tri l' E } i 2 • 1.50 in 15895 SW 72ND AVENUE,SUITE 200 4,, PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 D E-MAIL:info@cidainc.com T �/ /� F 18 NIPRokecr NAME: A F//_ 1 -1 d !R lei &( PRO!.No. 2.1 VO f.'0l 'SMEf"t. UBY: KO DATE; 7�2 h-1 1 j y a ...____.___5, 0o watt 11 ' ' y( 9Z i Ii7cf) 55X er Z. Z ► ( a_ (ZS,�s��z�42,r�.� 3,�5 �'w 0S 1 '� , ----7. - �� iV"/ Sf~e4s' � — 1 I. g 0 1 �-W -...- i i RI I I 4 : , � , n03 n i , 3 is5 x2w346 ,s ! I j I CO, 5 [ 1 r �' = (I1 k L. 2R Ic�3. o K frog Ef , r Z I ( j' x`a sf yg1i i. ► 1� r r�s 5 0 2 k Sr 5{"re�.SS �(� i0 = %a o( D,� o y G, 233 rn $ xZ'` 3 b r I ..__ - _ $ _ r wt v :, o _ f ` .�_p� '�_ �_.. 1 t s 1 ... ... ... .,ems,.. __-..-._-_ .__ < ; a I . 1 i 1 1 , Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F 1 9 Title Block Line 6 Printed.21 JUL 2021, 8:55AM 1 Steel Column File:AFC'l"igardremodelia Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Col.4 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 i Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS8x2x3/16 Overall Column Height 7.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=7.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:83.891 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 7.0 ft,Xecc=0.50 in,Yecc=0.250 in,D=4.990,S=3.550 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1185 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.05083 k Location of max.above base 6.953 ft Bottom along X-X 0.05083 k At maximum location values are... Top along Y-Y 0.02542 k Pa:Axial 8.624 k Bottom along Y-Y 0.02542 k Pn/Omega:Allowable 84.267 k Ma-x:Applied -0.1767 k-ft Maximum Load Deflections... Mn-x I Omega:Allowable 17.239 k-ft Along Y-Y -0.001501 in at 4.087ft above base Ma-y.Applied for load combination:+D+S ' pP -0.3534 k-ft Mn-y/Omega:Allowable 6.198 k-ft Along X-X -0.02813 in at 4.087ft above base for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.005980 :1 Load Combination +D+S Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.05083 k Vn/Omega:Allowable 8.501 k 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 D Only 5.074 0.030 0.030 -0.015 0.015 +D+S 8.624 0.051 0.051 -0.025 0.025 +D+0.750S 7.736 0.046 0.046 -0.023 0.023 +0.60D 3.044 0.018 0.018 -0.009 0.009 S Only 3.550 0.021 0.021 -0.011 0.011 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 Maximum 8.624 0.051 0.051 -0.025 0.025 Minimum 3.044 0.018 0.018 -0.009 0.009 Reaction, X-X Axis Base Maximum 8.624 0.051 0.051 -0.025 0.025 Minimum 3.044 0.018 0.018 -0.009 0.009 Reaction, Y-Y Axis Base Maximum 3.044 0.018 0.018 -0.009 0.009 Minimum 8.624 0.051 0.051 -0.025 0.025 Reaction, X-X Axis Top Maximum 8.624 0.051 0.051 -0.025 0.025 Minimum 3.044 0.018 0.018 -0.009 0.009 Reaction, Y-Y Axis Top Maximum 7.736 0.046 0.046 -0.023 0.023 Minimum 5.074 0.030 0.030 -0.015 0.015 Moment, X-X Axis Base Maximum 5.074 0.030 -0.015 0.015 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F20 Title Block Line 6 Printed'21 JUL 2021, 8 55AM p Fire7AFC. Tigard remodeted 1 Steel Column Software copyright ENERCALC,INC.1983-2020,Btukt12,20.8.24 Lie.#:KW-06006865 CIDA INC. DESCRIPTION: Col.4 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 " Minimum 5.074 0.030 -0.015 0.015 Moment, Y-Y Axis Base Maximum 5.074 0.030 0.030 -0.015 0.015 Minimum 5.074 0.030 0.030 -0.015 0.015 Moment, X-X Axis Top Maximum 5.074 0.030 0.030 -0.015 0.015 Minimum 5.074 0.030 0.030 -0.015 0.015 Moment, Y-Y Axis Top Maximum 5.074 0.030 0.030 -0.015 0.015 • Minimum 5.074 0.030 0.030 -0.015 0.015 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0164 in 4.087 ft -0.001 in 4.087 ft +D+S -0.0281 in 4.087 ft -0.002 in 4.087 ft +D+0.750S -0.0252 in 4.087 ft -0.001 in 4.087 ft +0.60D -0.0099 in 4.087 ft -0.001 in 4.087 ft S Only -0.0117 in 4.087 ft -0.001 in 4.087 ft Steel Section Properties : HSS8x2x3116 Depth = 8.000 in I xx = 22.40 ing J = 7.480 inA4 Design Thick = 0.174 in S xx = 5.61 inA3 Cw = 4.95 inA6 Width = 2.000 in R xx = 2.610 in Wall Thick = 0.187 in Zx = 7.510 inA3 Area = 3.280 inA2 I yy = 2.390 inA4 C = 4.950 inA3 Weight = 11.984 plf S yy = 2.390 inA3 R yy = 0.853 in Zy = 2.700 inA3 Ycg 0.000 in Sketches &Slag 3 544 +Y T? 7., Itir4. 1 t' .1 1, •;',-:g: C; ' 't'otill 1 'c3, • I - o ., . , 1.: ce . ,, t'' i .... . e m i . e 3 1 't .. .' l' .. . .. ...,.. 1, '71 2.00irl ,g14-474 • Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F21 Title Block Line 6 Printed 21 JUL 2021. 9:OOAM Steel ColumnFile:AFC Tigard remodel.ec6 Software copyright ENERCALC,INC. 983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Col.5 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS8x2x3/16 Overall Column Height 7.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=7.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:83.891 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 7,0 ft,Xecc=0.50 in,Yecc=0.250 in,D=1.760,S=1.290 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.04262 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.01816 k Location of max.above base 6.953 ft Bottom along X-X 0.01816 k At maximum location values are... Top along Y-Y 0.009077 k Pa:Axial 3.134 k Bottom along Y-Y 0.009077 k Pn I Omega:Allowable 84.267 k Ma-x:Applied -0.06312 k-ft Maximum Load Deflections... Mn-x I Omega:Allowable 17.239 k-ft Along Y-Y -0.000536 in at 4.087ft above base Ma-y:Applied -0.1262 k-ft for load combination:+D+S Mn-y/Omega:Allowable 6.198 k-ft Along X-X -0.01005 in at 4.087ft above base for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.002136 :1 Load Combination +D+S Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.01816 k Vn/Omega:Allowable 8.501 k 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 D Only 1.844 0.010 0.010 -0.005 0.005 +D+S 3.134 0.018 0.018 -0.009 0.009 +D+0.750S 2.811 0.016 0.016 -0.008 0.008 +0.60D 1.106 0.006 0.006 -0.003 0.003 S Only 1.290 0.008 0.008 -0.004 0.004 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 Maximum 3.134 0.018 0.018 -0.009 0.009 Minimum 1.106 0.006 0.006 -0.003 0.003 Reaction, X-X Axis Base Maximum 3.134 0.018 0.018 -0.009 0.009 Minimum 1.106 0.006 0.006 -0.003 0.003 Reaction, Y-Y Axis Base Maximum 1.106 0.006 0.006 -0.003 0.003 Minimum 3.134 0.018 0.018 -0.009 0.009 Reaction, X-X Axis Top Maximum 3.134 0.018 0.018 -0.009 0.009 Minimum 1.106 0.006 0.006 -0.003 0.003 Reaction, Y-Y Axis Top Maximum 2.811 0.016 0.016 -0.008 0.008 Minimum 1.844 0.010 0.010 -0.005 0.005 Moment, X-X Axis Base Maximum 1.844 0.010 -0.005 0.005 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F22 Title Block Line 6 Printed 21 JUL 2021, 9:00AM Steel Column Fes:AFC Tigard remodeLec i Software copyright ENERCALC,INC.1983-2020,Budd:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Col.5 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 " Minimum 1.844 0.010 -0.005 0.005 Moment, Y-Y Axis Base Maximum 1.844 0.010 0.010 -0.005 0.005 • Minimum 1.844 0.010 0.010 -0.005 0.005 Moment, X-X Axis Top Maximum 1.844 0.010 0.010 -0.005 0.005 Minimum 1.844 0.010 0.010 -0.005 0.005 Moment, Y-Y Axis Top Maximum 1.844 0.010 0.010 -0.005 0.005 Minimum 1.844 0.010 0.010 -0.005 0.005 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0058 in 4.087 ft -0.000 in 4.087 ft +D+S -0.0100 in 4.087 ft -0.001 in 4.087 ft +D+0.7505 -0.0090 in 4.087 ft -0.000 in 4.087 ft +0.60D -0.0035 in 4.087 ft -0.000 in 4.087 ft S Only -0.0042 in 4.087 ft -0.000 in 4.087 ft Steel Section Properties : HSS8x2x3116 Depth = 8.000 in I xx = 22.40 inA4 J = 7.480 in^4 Design Thick = 0.174 in S xx = 5.61 in"3 Cw = 4.95 inA6 Width = 2.000 in R xx = 2.610 in Wall Thick = 0.187 in Zx = 7.510 inA3 Area = 3.280 in"2 I yy = 2.390 in"4 C = 4.950 in"3 Weight = 11.984 plf S yy = 2.390 in"3 R yy = 0.853 in Zy = 2.700 in"3 Ycg = 0.000 in Sketches +Y c jOEtd1 co d. 2.QOin. 15895 SWPORTLAND,72ND AVENUE,97224 SUITE 200 OREGON O TEL:503.226.1285 FAX:503.226.1 670 E-MAIL info©ada nc.com PRO,. - NA^.E_ Aft- T j rd 144. 0d 601 N . 2 too g5,a J__ F23 BY. RNN DATE: 7/2.14/21 I 1 rAYnIt1,5 j 1 ? tt s r , P D S To_., f I , � , P l 1 , , 1 i , ; I 4 ' ;0O115 . 3 0 = 0, 7iy - o Il /y /' tI. .1-.,._......._.._ / ,.. 1� ,�5 x T x!' ' J1t :� dLG- .5GG yI t.Xt ZpCtQ, .S'"� _ , ,3 .. . _Y . �.__. ._..� _ —n , __.. i /-0.0 fi i i 50 1 1 ..,''.'ari Yt4 ; },5.ic :f- , . _____,_±,_ . 4 i I : , �_� Z ?1 =SSG ��p,. J`"(,,l Foe) 4 .._ _r, _.-. . _.. -- a i i i� . �__.. _. ....E _. 1 I ,.». ._ .� � ----' I It 7 t i . ._ . h - I _ . _ -. ...._.w — 11 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: F24 Title Block"selection. Title Block Line 6 Printed 21 JUL 2021, 5:07PM file:AFC Tiga model.ec6 Steel Column Software copyright ENERCALC,(NC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Col.6 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 8 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: " Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=8 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:97.446 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft,Xecc=0.50 in,Yecc=0.50 in,D=4.540,S=6.680 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1666 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.05844 k Location of max.above base 8.0 ft Bottom along X-X 0.05844 k At maximum location values are... Top along Y-Y 0.05844 k Pa:Axial 11.317 k Bottom along Y-Y 0.05844 k Pn/Omega:Allowable 70.980 k Ma-x:Applied -0.4675 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 10.765 k-ft Along Y-Y -0.01479 in at 4.671 ft above base for load combination:+D+S Ma-y:Applied -0.4675 k-ft Mn-y/Omega:Allowable 10.765 k-ft Along X-X -0.01479 in at 4.671 ft above base for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.002299 :1 Load Combination +D+S Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.05844 k Vn/Omega:Allowable 25.423 k 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 D Only 4.637 0.024 0.024 -0.024 0.024 +0+S 11.317 0.058 0.058 -0.058 0.058 +D+0.7505 9.647 0.050 0.050 -0.050 0.050 +0.60D 2.782 0.014 0.014 -0.014 0.014 S Only 6.680 0.035 0.035 -0.035 0.035 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 Maximum 11.317 0.058 0.058 -0.058 0.058 -0.467 -0.467 Minimum 2.782 0.014 0.014 -0.014 0.014 -0.114 -0.114 Reaction, X-X Axis Base Maximum 11.317 0.058 0.058 -0.058 0.058 -0.467 -0.467 Minimum 2.782 0.014 0.014 -0.014 0.014 -0.114 -0.114 Reaction, Y-Y Axis Base Maximum 2.782 0.014 0.014 -0.014 0.014 -0.114 -0.114 Minimum 11.317 0.058 0.058 -0.058 0.058 -0.467 -0.467 Reaction, X-X Axis Top Maximum 11.317 0.058 0.058 -0.058 0.058 -0.467 -0.467 Minimum 2.782 0.014 0.014 -0.014 0.014 -0.114 -0.114 Reaction, Y-Y Axis Top Maximum 11.317 0.058 0.058 -0.058 0.058 -0.467 -0.467 Minimum 2.782 0.014 0.014 -0.014 0.014 -0.114 -0.114 Moment, X-X Ads Base Maximum 4.637 0.024 -0.024 0.024 -0.189 -0.189 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F25 Title Block Line 6 Printed 21 JUL 2021, 5.07PM Steel Column AFC Tigardremodel.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Col.6 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 " Minimum 4.637 0.024 -0.024 0.024 -0.189 -0.189 Moment, Y-Y Axis Base Maximum 4.637 0.024 0.024 -0.024 0.024 -0.189 -0.189 Minimum 4.637 0.024 0.024 -0.024 0.024 -0.189 -0.189 Moment, X-X Axis Top Maximum 2.782 0.014 0.014 -0.014 0.014 -0.114 -0.114 Minimum 11.317 0.058 0.058 -0.058 0.058 -0.467 -0.467 Moment, Y-Y Axis Top Maximum 2.782 0.014 0.014 -0.014 0.014 -0.114 -0.114 Minimum 11.317 0.058 0.058 -0.058 0.058 -0.467 -0.467 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0060 in 4.671 ft -0.006 in 4.671 ft +D+S -0.0148 in 4.671 ft -0.015 in 4.671 ft +D+0.750S -0.0126 in 4.671 ft -0.013 in 4.671 ft +0.60D -0.0036 in 4.671 ft -0.004 in 4.671 ft S Only -0.0088 in 4.671 ft -0.009 in 4.671 ft Steel Section Properties : HSS4 x4x114 Depth = 4.000 in I xx = 7.80 in^4 J = 12.800 in"4 Design Thick = 0.233 in S xx = 3.90 inA3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 inA3 Area = 3.370 inA2 I yy = 7.800 in^4 C = 6.560 inA3 Weight = 12.181 plf S yy = 3.900 inA3 R yy = 1.520 in Ycg = 0.000 in Sketches y „-7B,k n2a* is pi 7413, Loiiiad + c i o 3 ,l o 7', gs 4.00tn . 15895 SW 72ND AVENUE,SUITE 200 dt PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 LiE-MAIL:info@cidainc.com PROJECT NAME: A F — � 1 e4tto er 1 PROD.No. ao s.o i SHEET F26 U . T1 aY: /V DATE: 7/2.10/24 .�� `u i i J 1 E 1 11 .1 i1 _ _ 4 ._. i _ ._ _�____--6 i g III 1 . 1 iii , CO -.61 2-6rocri) Z 3,01 fit I,0 W: ; !- ' . . = �= s � CLO _ _ _ , , J. I III CO i d 6aldlr15/A)4/ t Sf . _ h'O z31,4i. 6 U 51 r stress Y10 if,$5% � ._ IIIT, 51145 . f at 1� 0.4 arm ctdc- i _._ .R I I 1 »,. w_ » » .. .. �i 4 E t ._. F la J. .. _. ..;_ 4. .. _ _ _ —�.._ . - 1 • { I 1 1 i j I m_ 1 { % 1 ,-- _ —� 3 } i Y.. J la 3. i E — i 444 { 9 I f ' 1 I T i ; i [ Jt I w I; i I 1_ , Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F27 Title Block Line 6 Printed:22 JUL 2021. 3:23PM Wood Column File:AFC Tigard remodel.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: New Stud wall Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 - General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn ('Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 5.250 in^2 Cf or Cv for Compression 1.150 Fb+ 900.0 psi Fv 180.0 psi Ix 5.359 iO4 Cf or Cv for Tension 1.50 Fb- 900.0 psi Ft 575.0 psi ly 0.9844 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.210 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 'IDS?s 3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 11.379 lbs*Dead Load Factor BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.02301 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3148:1 Maximum SERVICE Lateral Load Reactions. . Load Combination +0+0.60W Top along Y-Y 0.1151 k Bottom along Y-Y 0.1151 k Governing NDS Forumld 1 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 5.034 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.6104 in at 5.034 ft above base Applied Axial 0.01138k for load combination: W Only Applied Mx 0.1726 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 390.971 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.06849:1 Bending Compression Tension Load Combination +D-,0,60W Location of max.above base 10.0 ft Applied Design Shear 19.726 psi Allowable Shear 288.0 psi 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 @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.011 +D+0.60W 0.069 0.069 0.011 +D+0.450W 0.052 0.052 0.011 +0.60D+0.60W 0.069 0.069 0.007 +0.60D 0.007 W Only 0.115 0.115 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.3662 in 5.034 ft +D+0.450W 0.0000 in 0.000 ft 0.2747 in 5.034 ft .... .. , .... . ...... , -' Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. F28 Title Block Line 6 Printed 22 JUL 2021. 3 23PM File:AFC Tigard remodel.ec6 Wood Column [ Software copynght ENERCALC,INC.1983-2020,Build.12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: New Stud wall Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +0.60D+0.60W 0.0000 in 0.000 ft 0.3662 in 5.034 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.6104 in 5.034 ft Sketches 1-,, Itt _;+)C. .._ ci ,,,,u, ' I .,,,,.. ,71,'....',.,.4-.:4.: ir, ,1-,..!,..•t; i , q.,.'..,.:.4.,- .„. . 1.k, 49., 1 1 .r.,t.tttif 1 i 1 ;r it.,r .;)7.„,! ii. ..p,t,,,, 0.11; 1'4 . ; 1341 1 1 i 1 1, 1 , i 1.50 in ... ] , . . 15895 SW 72ND AVENUE,SUITE 200 "5 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 WE-MAIL:info@cidainc.com .. K es4zdei i PR ,,Nc4 42.11efrO 01 F29 U PROjECT NAME:_A F.: -113.,(dci trLE: ... B . .,,Min _ SHEET DATE: 743/24 _,.....,_ . ..„...... .r : , 1 , , i , • , , , , , , „ „„ , . . :• „ „ • , , 1 ! , , , , , . „;_.• - . • 4 -----4--i 4 r -- —1 4, I € 1 1 4 Header 3 — wan doo , ., 1... .......... ,4 4 1 , - ...,,_ 1 4. 1 (Ara V I Pitati% 1.9'11C( "1410 e 5,61ft p-ilf 5 z2.5 . . _ to 9 5 't4o44,.E.t . . I 1, I, I I , . I . i I 1 . , • , ; ---- V _ _ ilw-f6 lb , _ .,..............__ „ ......,...., ......„,„ ...• , T 1- )4 .:. 3O 14-.0 i , ,, .... - -.. - . - - , ...... , _. ...... . ......... AL:: 0 :, ...., ., ..... ' - - .._ .1 T ; ; 1 1 . I ; .,' beid'ot 9-f re, 3, raho 21. 0 i , ....._ 1 , , , 1 , 1 A, , ,+ • ' V. Or-11 U an e- w• ,..... 1 7, z4 r.„,c Trikv ,t.. r. . 61 . , . , H +4 . ,,, Kz--.- 2.2.1f 1 _ .... , .. . . ; - . 1 i . : 'I :,--• 170 1;6 , . - . .-- .; • , 7 : r o . ..,. . . . 1 iti.ityl,3 5111-e-65- ati ' 0 70 : 4 I 7 - 4-. r - ' 35,q Z5'i .4- — 4- , ., . 62-,) 2)4 5 19 i • • . . _ , -- : 1 , . 1 . . , ___ ; ••••„ --- - — • , , - . 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DESCRIPTION: Header 3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PM 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 31.210 pcf Beam Bracing : Completely Unbraced D(0.289)S(0.025) -_—. p b -- 8 b X X (fiiit, 2-2x8 Span=4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.2890, S=0.0250, Tributary Width=1.0 ft,(w) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.27a 1 Maximum Shear Stress Ratio = 0.172 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb: Actual = 263.91 psi fv:Actual = 27.93 psi Fb:Allowable = 966.00psi Fv:Allowable = 162.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.012 in Ratio= 4021 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0119 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.628 0.628 Overall MINimum 0.050 0.050 D Only 0.578 0.578 +D+S 0.628 0.628 +D+0.750S 0.616 0.616 40.60D 0.347 0.347 S Only 0.050 0.050 ,- .. .. — .-. .. - .,t''AixJt a 1,.1.rii:44. ti Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: I and then using the"Printing& Project Descr: Title Block"selection. F31 Title Block Line 6 Printed:23 JUL 2021, 6:29AM Wood Beam File:AFC Tigard remodel.ec6 Software copyright ENERCALC,INC.1983-2020,Build 12.20.8.24 Lic.#:KW-06006865 CIDA INC. DESCRIPTION: Header 3-out of plane CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 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 31.210pcf Beam Bracing : Completely Unbraced W(0_1 122) b > X 7.250 X 3.0 rilk Span=4.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: W=0.1122, Tributary Width=1.0 ft,(wind) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0,086: 1 Maximum Shear Stress Ratio = 0.028 : 1 Section used for this span 7.250 X 3.0 Section used for this span 7.250 X 3.0 fb: Actual = 148.57psi fv:Actual = 8.13 psi Fb:Allowable = 1,728.00psi Fv:Allowable = 288.00 psi Load Combination +0.60W Load Combination +0.60W Location of maximum on span = 2.000ft Location of maximum on span = 3.752 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 1927>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.015 in Ratio= 3212>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.0249 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.224 0.224 Overall MINimum 0.224 0.224 +0.60W 0.135 0.135 +0.450W 0.101 0.101 W Only 0.224 0.224 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.I285 FAX:503.226.1670 4,, E-MAIL:info@cidainc.com PROJECT NAME: A t G ! �!fi7, 'S.._........' 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