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Specifications (30) REVISION BURKE DECK REPLACEMENT 7065 SW VENTURA DR TIGARD, OREGON MAR 4 2019 FEBRUARY 28TH 2019 JOB# 19-0177 STRUCTURAL CALCULATIONS BY STABILITY ENGINEERING ,Nc. P.O. BOX 2646 • CORVALLIS, OREGON 97339 P: 541 .223.5360 F: 541 .223-5278 I • t ; bt'N. CALCULATIONS 1-14 STABILITY ENGINEERING INC. P.O. Box 2646 Corvallis,Oregon 97339 p:541.223.5360 f:541.223,5278 PROJECT: 19-0177 DATE: 2/15119 • GENERAL BUILDING DATA Name: MA Plate Roof Snow Load 25 psf Max.Ht(ft) Allowable Soil Pressure 1500 psf Roof 0 0 Occupancy Category 2 3rd fl 0 0 2nd fl 2.5 11,5 15tH 0 LATERAL LOAD SUMMARY WIND(OSSC 14,SIMPLIFIED) Basic Wind Speed: 120 mph Wind Exposure: B Adjustment Factor: 1 Roof Slope: 2 12 Important Factor: 1 P.'204 1„x K„P„c,30 Degrees: 9.462322 Ka#: 1 Load combination factor:.6"W Zones Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H Eoa Goe Load Case I P„4. 25.6 -10.7- 17.1 -6.2 -27.4 -16.8 -19.1 -12.9 -38,4 -30.1 PB 25.8 -10.7 17.1 -6.2 -27.4 -16.8 -19.1 -12.9 -38.4 -30.1 • • I 111 • This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. CirC Hazards by Location • • Search Information • Address: 7065 SW Ventura Dr,Tigard,OR 97223,USA Coordinates: 45.4482307,-122.74990029999998 Elevation: ft Timestamp: 2019-02-15T22:57:37.559Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D Report Title: Not specified Map Results dt 95 as a ,`a —o-,,,.t t? a Yi q3! 1'� +'!v7 y«?h Itli 1 `C✓ w • 1 :a p1:;.6 t .� 4�f'k" rAt �.. s�=t"a �@1�`a�u9"? a,1 F�' pn1�@" ' 1p'0.#01:' 3' t' �� t, ' 1 . , €t' .0n7" - 4, . ,li:(; .�II.tAY 1 CC • �'4'4..�y9ii 1 1 k �s ffr,rt%1 v it C?, tl xil t'# do ,.;'T11141114: 4'4.41:4:''';'''`,' 1A 1 'IIF �� I 1� E'� ., "' a $ 11+11 ,. i>a ��14�a�1e<.,�.a4`.��• �llal��x° i '? 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' t:-,-,1: 7 t ��a: 13 id + :: �,.,s: ' .;:. . : fi,.. -� I,:i F'tls: .:,:iR.f a1[t#+aIMan data C110�9 Google Text Results Basic Parameters Name Value Description • SS 0.874 MCER ground motion(period=0.2s) Si• 0.397 MCER ground motion(period=1.0s) SMS 1.005 Site-modified spectral acceleration value SMi *null Site-modified spectral acceleration value SDS 0.67 Numeric seismic design value at 0.2s SA S01 *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 "Additional Information Name Value Description SDC *null Seismic design category Fe 1.15 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s • CRS 0.888 Coefficient of risk(0,2s) CR1 0.868 Coefficient of risk(1.0s) 411,4 PGA 0.396 MCEG peak ground acceleration FPGA 1.204 Site amplification factor at PGA PGAM 0.477 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.874 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.984 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.397 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.457 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SID 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) *See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the United States Geological Survey Seismic Design Web Services. 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I 1 Gcr/(e L)ectc / ci:+erci t • 'f7e$ awe 1J o. (Je (251 t)( tZ*,0)(1' b •b V/ri- ca t t s 3r kApp e t-vve1 o{s+5,1 L ., 8 t - 3;33' 6 10' L.L= w© 1. Is..Psf • ��'CtY1!1 ', L.aro . 3e4rv, 1 CXr) Pi . • • \/tK- i 36' .i S+S 2 .; l : 8• to'. @3. 1t0" O C l,L--. G1 Q :.p‘ Bect.m 2, . .L, [6.' ,.. UOpb (4.S,42.. ). 1711, - 15ps�(S2 Tvv �e�' k 9.,5� --t- os+ I • • • • �"re7 A 1,.c;bNQST 2 ; . • • L 0 -- { 3.3© Oi.334) = ' 'L10 .(1);;.. J • ^' 2 .1 i -Cts �� - 33 0 )b •g S lLj , .33 c� l' Iry ;.pact+ '-1')z_ s DS 7�Zb'7�a��G..1. �s} =. . • .�r. fru v -, t g-pe -P 'Y.. L •CohneL-' ;(316c)!:.c Project: 19-0177f ? page LLEN Location:BEAM 1 > g MERRITT T AENGI r / ' STABILITY ENGINEERING 1/Q/ Uniformly Loaded Floor Beam 777 NE 2ND ST of [2015 International Building Code(2015 NDS)] opt,` CORVALLIS,OR 5.5 1Nx 11.5 IN x 12.5 FT #2-Hem-Fir-Dry Use StruCaic Version 10.0.1.6 2/20/2019 3:31:16 PM Section Adequate By:3,8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/887 Dead Load 0.07 in Total Load 0.24 IN L/623 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS. A Live Load 1475 lb 1475 lb Dead Load 627 lb 627 lb Total Load 2102 lb 2102 lb Bearing Length 0.94 in 0.94 in BEAM DATA CenterF fl - Span Length 12.5 ft �..,d. Unbraced Length—Top 0 ft �.,�,_.,., ..,��.��_.. .�,.m,w�,.,..��12.5 ft �o�.� �.�-�� ,.,,.,..�..� Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOAQINQ #2-Hem-Fir Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 675 psi Fb'= 675 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 1.7 ft 4.2 ft Shear Stress: Fv= 140 psi Fv'= 140 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1100 ksi E'= 1100 ksi Comp.-L to Grain: Fc---= 405 psi Fc-1'= 405 psi BEAM LOADING Beam Total Live Load: wL= 236 plf Controlling Moment: 6568 ft-lb Beam Total Dead Load: wD= 89 plf 6.25 ft from left support Beam Self Weight: BSW= 12 plf Created by combining all dead and live loads. Total Maximum Load: wT= 336 plf Controlling Shear: 2102 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 116.77 in3 121.23 in3 Area(Shear): 22.52 in2 63.25 in2 Moment of Inertia(deflection): 282.8 in4 697.07 in4 Moment: 6568 ft-lb 6819 ft-lb Shear: 2102 lb 5903 lb K.. 3 Project: 19-0177 page MERRITT ALLEN Location:BEAM 2 i, -:STABILITY ENGINEERING Multi-Loaded Multi-Span Beam 777 NE 2ND ST [2015 International Building Code(2015 NDS)] 1CORVALLIS,OR 3.5 IN x 7.25 IN x 10.3 FT Pressure Treated(2+6.3+2) #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/20/2019 3:31:24 PM Section Adequate By:76.9% Controlling Factor:Moment DEFLECTIONS Le Center Right LOADING DIAGRAM Live Load -0.05 IN 2L/880 0.05 IN L/1408 -0.05 IN 2L/880 Dead Load -0.01 in 0.01 in -0.01 in Total Load -0.06 IN 2L/786 0.06 IN U1168 -0.06 IN 2U786 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTION 9 Live Load 1137 lb 1137 lb Dead Load 426 lb 426 lb Total Load 1563 lb 1563 lb Bearing Length 1.10 in 1.10 in BEAM DATA Left Center Right W w w Span Length 2 ft 6.3 ft 2 ft r,a Unbraced Length-Top O ft O ft O ft i z ft 6.300001 ft 2 ft i Unbraced Length-Bottom 2 ft 6.3 ft 2 ft Live Load Duration Factor 1.00 Notch Depth 0,00 MATERIAL PROPERTIES UNIFORM LOADS Left Center Right Uniform Live Load 208 plf 208 plf 208 plf #2 Hem-Fir Uniform Dead Load 78 plf 78 plf 78 plf Base Values Adiusted Beam Self Weight 5 plf 5 plf 5 plf Bending Stress: Fb= 850 psi Fb'= 884 psi Cd=1.00 CF=1.30 Ci=0.80 Total Uniform Load 291 plf 291 plf 291 plf Shear Stress: Fv= 150 psi Fv'= 120 psi Cd=9.00 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi Ci=0.95 Comp.L to Grain: Fc- = 405 psi Fc- I'= 405 psi Controlling Moment: 1277 ft-lb 3.15 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -982 lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Reg'd Provided Section Modulus: 17.33 in3 30.66 in3 Area(Shear): 12.27 in2 25.38 in2 Moment of Inertia(deflection): 45.48 in4 111.15 in4 Moment: 1277 ft-lb 2259 ft-lb Shear: -982 lb 2030 lb Project: 19-0177 . " ,- Page MERRITT ALLEN gz Location:JOISTS 1 s "" STABILITY ENGINEERING (� Floor Joist 777 NE 2ND ST of [2015 International Building Code(2015 NDS)] CORVALLIS,OR 1,5 IN x 7.25 IN x 11.93 FT Pressure Treated(8.6+3.3)@ 16 O.C. #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/27/2019 1:43:25 PM Section Adequate By:20.4% Controlling Factor:Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0,11 IN L/925 -0.14 IN 2L/578 Dead Load 0.03 in -0.01 in Total Load 0.14 IN L/746 -0.15 IN 2L/532 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 229 lb 441 lb Dead Load 73 lb 165 lb Total Load 302 lb 606 lb Bearing Length 0.50 in 1.00 in SUPPORT LOADS A j3 Live Load 172 plf 331 plf Dead Load 55 plf 124 plf 8.6 ft 3.33 ft Total Load 227 plf 455 plf MATERIAL PROPERTIES #2-Hem-Fir JOIST DATA Center Right Base Values Adjusted Span Length 8.6 ft 3.33 ft Bending Stress: Fb= 850 psi Fb'= 938 psi Unbraced Length-Top 0 ft 0 ft Cd=9.00 CF=1.20 Cr-1.15 Ci=0.80 Unbraced Length-Bottom 0 ft 0 ft Shear Stress: Fv= 150 psi Fv'= 120 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=9.00 Ci=0.80 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi Ci=0.95 JOIST LOADING Comp.-I-to Grain: Fc- t-= 405 psi Fc--t-'= 405 psi Uniform Floor Loading Center Right Live Load LL= 40 psf 40 psf Controlling Moment: 624 ft-lb Dead Load DL= 15 psf 15 psf 4.13 Ft from left support of span 2(Center Span) Total Load IL= 55 psf 55 psf Created by combining all dead loads and live loads on span(s)2 IL Adj, For Joist Spacing wT= 73.3 plf 73.3 plf Controlling Shear: -363 lb 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 7.98 in3 13.14 in3 Area(Shear): 4.53 in2 10.88 in2 Moment of Inertia(deflection): 39.55 in4 47.63 in4 Moment: 624 ft-lb 1028 ft-lb Shear: -363 lb 870 lb Project: 19-0177 MERRITT ALLEN Pane :,. Location:JOISTS 2 � u STABILITY ENGINEERING Floor Joist 777 NE 2ND ST of [2015 International Building Code(2015 NDS)] "` " yCORVALLIS,OR 1.5 IN x 7.25 IN x 8.6 FT Pressure Treated @ 16 O.C. #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/20/2019 3:31:44 PM Section Adequate By:51,6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/925 Dead Load 0.04 in Total Load 0.15 IN L/673 Live Load Deflection Criteria:L1480 Total Load Deflection Criteria:L/360 REACTIONS A 8 Live Load 229 lb 229 lb Dead Load 86 lb 86 lb Total Load 315 lb 315 lb Bearing Length 0.52 in 0.52 in SUPPORT LOADS A B Live Load 172 plf 172 plf Dead Load 65 plf 65 plf 8.6 ft Total Load 236 plf 236 plf MATERIAL PROPERTIES #2-Hem-Fir JOIST DATA Center Base Values Adjusted Span Length 8.6 ft Bending Stress: Fb= 850 psi Fb'= 938 psi Unbraced Length-Top 0 ft Cd=9.00 CF=1.20 Cr=1.15 Ci=0.80 • Unbraced Length-Bottom 0 ft Shear Stress: Fv= 150 psi Fv'= 120 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=9.00 C1=0.80 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi Ci=0.95 JOIST LOADING Comp.-I-to Grain: Fc-L= 405 psi Fc-1'= 405 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 678 ft-lb Dead Load DL= 15 psf 4.3 Ft from left support of span 2(Center Span) Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj.For Joist Spacing wT= 73.3 plf Controlling Shear: -315 lb 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 8.67 in3 13.14 in3 Area(Shear): 3.94 in2 10.88 in2 Moment of Inertia(deflection): 25.49 in4 47.63 in4 Moment: 678 ft-lb 1028 ft-lb Shear: -315 lb 870 lb 11 Project: 19-0t77 :: page , MERRITT ALLEN Location: POST 1 STABILITY ENGINEERING `0 Column 777 NE 2ND ST or [2015 International Building Code(2015 NDS)] s • tryt,CORVALLIS,OR 5.5 IN x 5.5 IN x 9.0 FT #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/20/2019 3:30:57 PM Section Adequate By:80.9% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1475 lb Dead Load: Vert-DL-Rxn= 678 lb Total Load: Vert-TL-Rxn= 2153 lb COLUMN DATA Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ftFt' Column End Condition-K(e): 1k Load Eccentricity(X-Axis)-ex: 0.5 in Load Eccentricity(Y-Axis)-ey: 0.5 in Axial Load Duration Factor 1.15 COLUMN PROPERTIES #2-Hem-Fir *: Base Values Adjusted ,b' Compressive Stress: Fc= 575 psi Fc'= 431 psi Cd=1.15 C —0.81 Ci=O.80 P— eft BendingStress(X-X Axis): Fbx= 575psi Fbx'= 529 psi ) Cd=1.15 CF=1.00 Ci=0.80 l i Bending Stress(Y-Y Axis): Fby= 575 psi Fby'= 529 psi Cd=1.15 CF=1.00 Ci=0.80 ��x;;i Modulus of Elasticity: E= 1100 ksi E'= 1045 ksi k;xi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in cF Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 ill Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 19.64 A Ley/dy= 19.64 AXIAL LOADING Column Calculations(Controlling Case Only): Live Load: PL= 1475 lb* Controlling Load Case:Axial Total Load Only(L+D) Dead Load: PD= 627 lb* Actual Compressive Stress: Fc= 71 psi Column Self Weight: CSW= 51 lb Allowable Compressive Stress: Fc'= 431 psi Total Axial Load: PT= 2153 lb Eccentricity Moment(X-X Axis): Mx-ex= 88 ft-lb *Load obtained from Load Tracker.See Summary Report for details. Eccentricity Moment(Y-Y Axis): My-ey= 88 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 529 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 529 psi Combined Stress Factor: CSF= 0.19 illir Project: 19-0177 '��� "" Page ,,, . MERRITT ALLEN /A ' Location:POST 2STABILITY ENGINEERING Column ,, 777 NE 2ND ST of (2015 International Building Code(2015 NDS)] r ,CORVALLIS,OR 5.5 INx5.5INx9.0FT � #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/20/2019 3:30:48 PM Section Adequate By:52.8% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 2950 lb Dead Load: Vert-DL-Rxn= 1305 lb Total Load: Vert-TL-Rxn= 4255 lb COLUMN DATA 4, Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Asa' Column End Condition-K(e): 1 EI Load Eccentricity(X-Axis)-ex: 0.5 in i l'" Load Eccentricity(Y-Axis)-ey: 0.5 in Axial Load Duration Factor 1.15 ;i COLUMN PROPERTIES #2-Hem-Fir Base Values Adjusted AFI Compressive Stress: Fc= 575 psi Fc'= 431 psi j ; Cd=1.15 Cp-0.81 Ci=O.80 8 fti Bending Stress(X-X Axis): Fbx= 575 psi Fbx'= 529 psi I"' ,4 Cd=1.15 CF=1.00 Ci=0.80 Bending Stress(Y-Y Axis): Fby= 575 psi Fby'= 529 psi Cd=1.15 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1100 ksi E'= 1045 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in (F, Area: A= 30.25 int Section Modulus(X-X Axis): Sx= 27.73 in3 t4f Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 19.64 A Ley/dy= 19.64 AXIAL LOADING Column Calculations(Controlling Case Only): Live Load: PL= 2950 lb* Controlling Load Case:Axial Total Load Only(L+D) Dead Load: PD= 1254 lb* Actual Compressive Stress: Fc= 141 psi Column Self Weight: CSW= 51 lb Allowable Compressive Stress: Fc'= 431 psi Total Axial Load: PT= 4255 lb Eccentricity Moment(X-X Axis): Mx-ex= 175 ft-lb *Load obtained from Load Tracker.See Summary Report for details. Eccentricity Moment(Y-Y Axis): My-ey= 175 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 529 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 529 psi Combined Stress Factor: CSF= 0.47 Project:IIla '19-01'77 , page � MERRITT ALLEN \, ; Location:POST 3 "01, ,STABILITY ENGINEERING Column 'i 777 NE 2ND ST of [2015 International Building Code(2015 NDS)] CORVALLIS,OR 3.5 IN x 3.5 IN x 2.5 FT #2-Hem-Fir-Dry Use StruCaic Version 10.0.1.6 2/20/2019 3:31:04 PM Section Adequate By:79.7% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1137 lb Dead Load: Vert-DL-Rxn= 432 lb Total Load: Vert-TL-Rxn= 1569 lb 0 COLUMN DATA u,,, Total Column Length: 2.5 ft B Unbraced Length(X-Axis)Lx: 2.5 ft Unbraced Length(Y-Axis)Ly: 2.5 ft Column End Condition-K(e): 1 l � Load Eccentricity(X-Axis)-ex: 0.5 in Load Eccentricity(Y-Axis)-ey: 0.5 in Axial Load Duration Factor 1.15 I COLUMN PROPERTIES 4I #2-Hem-Fir E, Base Values Adjusted Compressive Stress: Fc= 1300 psi Fc'= 1286 psi , Cd=1.15 Cf--1.15 Cp=0.94 Ci=0.80 2.5n Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1173 psi Cd=1.15 CF=1.50 Ci=0.80 Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1173 psi f Cd=1.15 CF=1.50 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in s � Area: A= 12.25 in2 fir€ Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 8.57 A Ley/dy= 8.57 AXIAL LOADING Column Calculations(Controlling Case Only): Live Load: PL= 1137 lb* Controlling Load Case:Axial Total Load Only(L+D) Dead Load: PD= 426 lb* Actual Compressive Stress: Fc= 128 psi Column Self Weight: CSW= 6 lb Allowable Compressive Stress: Fc'= 1286 psi Total Axial Load: PT= 1569 lb Eccentricity Moment(X-X Axis): Mx-ex= 65 ft-lb *Load obtained from Load Tracker.See Summary Report for details. Eccentricity Moment(Y-Y Axis): My-ey= 65 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1173 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1173 psi Combined Stress Factor: CSF= 0.2 REVISION BURKE DECK REPLACEMENT 7065 SW VENTURA DR TIGARD, OREGON FEBRUARY 281H 2019 JOB# 19-0177 STRUCTURAL CALCULATIONS BY STABILITY ENGINEERING INC. P.O. BOX 2646 • CORVALLIS, OREGON 97339 P: 541 .223.5360 F: 541 .223-5278 • --- x7-7 CALCULATIONS i 1,1 1 r AL\ ENGINEERINGINC. P.O. Box 2646 Corvallis,Oregon 97339 p:541.223.53601:541223.5278 PROJECT: 19-0177 DATE: 2/15/19 • GENERAL BUILDING DATA Name: MA Plate Roof Snow Load 25 psf Max,Ht(ft) Allowable Soil Pressure 1500 psf Roof 0 0 Occupancy Category 2 3rd fl 0 0 2nd fl 2.5 11,5 1st fl 0 LATERAL LOAD SUMMARY WIND(OSSC 14,SIMPLIFIED)---- Basic Wind Speed: 120 mph Wind Exposure: B Adjustment Factor: 1 Roof Slope: 2 12 Important Factor: 1 P.=1 x I„z K„Puam Degrees: 9.462322 Kr,6: 1 Load combination factor:.6•W Zones Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H EoH Gm Load Case I P„„m 25.8 -10.7 17.1 -6.2 -27.4 -16,8 -19.1 -12.9 -38.4 -30.1 .Ps 25.8 -10.7 17,1 -6.2 -27.4 -16.8 -19.1 -12.9 -38.4 -30.1 a This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. ;j arc Hazards by Location Search Information Address: 7065 SW Ventura Dr,Tigard,OR 97223, USA Coordinates: 45.4482307,-122.74990029999998 Elevation: ft • Timestamp: 2019-02-15T22:57:37.559Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: ii Site Class: D Report Title: Not specified Map Results loolvolovia c 9 E. i1t.:i;� sl X1, r j + 1 Cei r 11 3.$�L.II'I ��3aa.°E ndi ° 4'..' +;tau 8 _1t is �' 1 a �" +,, 1 .I ,1 ��+ 3 iliii:« :�a;i:n lifi x a l,. 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'ai "":;:„�q,G..r...� u!.t�S..�,�:;`,?:�i �.i!,�lt�ulMa�data Cti'2019 G04QIB Text esults Basic Parameters i Name Value Description SS 0.874 MCER ground motion(period=0.2s) Si 0.397 MCER ground motion(period=l.0s) SMS 1.005 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.67 Numeric seismic design value at 0.2s SA SDl *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.15 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRS 0.888 Coefficient of risk(0.2s) I CR1 0.868 Coefficient of risk(1.0s) PGA 0.396 MCEG peak ground acceleration FPGA 1.204 Site amplification factor at PGA PGAM 0.477 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.874 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.984 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.397 Probabilistic risk-targeted ground motion(1.Os) S1UH 0.457 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the United States Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. • i32 E®1/ Iq - bl9 l Urlt c L a:i-era( 't7es is3in D Ci }�- It5b • IID 4.M (:0 0(' 61) , VQr ccst Uppt,e, te\i-ek ois-t-5,1 • L, 8, (9 ' t 3;33 . 1��` �Ca L(,-41 s \3ecm. 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O z' page Project:.19-0177 e: r M ABILITALLEN ENGI Location:BEAM 1 ' ' 'STABILITY ENGINEERING Uniformly Loaded Floor Beam 777 NE 2ND ST 2015 International Buildin g Code(2015 NDS)] `'CORVALLIS,OR of 5.5INx11.5INx12.5FT #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/20/2019 3:31:16 PM Section Adequate By:3.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN 0887 Dead Load 0.07 in Total Load 0.24 IN L/623 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1475 lb 1475 lb Dead Load 627 lb 627 lb Total Load 2102 lb 2102 lb Bearing Length 0.94 in 0.94 in BEAM DATA Center Span Length 12.5 ft j&. a 5Z5 s x • Unbraced Length-Top 0 ft m, -_.- 12,5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Hem-Fir Base Values Adjusted Side 1 Side 2 Bending Stress: Fb= 675 psi Fb'= 675dpsi Floor Live Load FLL= 40 psf 40 psf Cd=9.40 CF=9.00 Floor Dead Load FDL= 15 psf 15 psf Shear Stress: Fv= 140 psi Fv'= 140 psi Floor Tributary Width FTW= 1.7 ft 4.2 ft Cd=9,00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1100 ksi E'= 1100 ksi Comp.-I-to Grain: Fc- L= 405 psi Fc---'= 405 psi BEAM LOADING Beam Total Live Load: wL= 236 plf Controlling Moment: 6568 ft-lb Beam Total Dead Load: wD= 89 plf 6.25 ft from left support Beam Self Weight: BSW= 12 plf Created by combining all dead and live loads. Total Maximum Load: wT= 336 plf Controlling Shear: 2102 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 116.77 in3 121.23 in3 Area(Shear): 22.52 in2 63.25 in2 Moment of inertia(deflection): 282.8 in4 697.07 in4 Moment: 6568 ft-lb 6819 ft-lb Shear: 2102 lb 5903 lb Project: 19-0177 Pisa MERRITT ALLEN Location: BEAM 2 i' STABILITY ENGINEERING Multi-Loaded Multi-Span Beam € F X777 NE 2ND ST of [2015 International Building Code(2015 NDS)] `CORVALLIS,OR 3.5 IN x 7.25 IN x 10.3 FT Pressure Treated(2+6.3+2) - #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/20/2019 3:31:24 PM Section Adequate By: 76.9% Controlling Factor:Moment DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load -0.05 IN 2L/880 0.05 IN L/1408 -0.05 IN 2L/880 Dead Load -0.01 in 0.01 in -0.01 in Total Load -0.06 IN 2L/786 0.06 IN L/1168 -0.06 IN 2L/786 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1137 lb 1137 lb Dead Load 426 lb 426 lb Total Load 1563 lb 1563 lb Bearing Length 1.10 in 1.10 in BEAM DATA Jt Center Right W w W Span Length 2 ft 6.3 ft 2 ft Unbraced Length-Top O ft 0 ft O ft 2 ft 6.300001 ft 2 ft Unbraced Length-Bottom 2 ft 6.3 ft 2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Left Center Right Uniform Live Load 208 plf 208 plf 208 plf #2-Hem-Fir Uniform Dead Load 78 plf 78 plf 78 plf Base.Values Adiusted Beam Self Weight 5 plf 5 plf 5 plf Bending Stress: Fb= 850 psi Fb'= 884 psi Cd=1.00 CF=1.30 Ci=0.80 Total Uniform Load 291 plf 291 plf 291 plf Shear Stress: Fv= 150 psi Fv'= 120 psi Cd=1.00 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi Ci=0.95 Comp.-I-to Grain: Fc- i = 405 psi Fc- L'= 405 psi Controlling Moment: 1277 ft-lb 3.15 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -982 lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Read Provided Section Modulus: 17,33 in3 30.66 in3 Area(Shear): 12,27 in2 25.38 in2 Moment of Inertia(deflection): 45.48 in4 111.15 in4 Moment: 1277 ft-lb 2259 ft-lb Shear: -982 lb 2030 lb Project: 19-0177 t Pace MERRITT ALLEN Location:JOISTS 1 STABILITY ENGINEERING Floor Joist 777 NE 2ND ST of [2015 International Building Code(2015 NDS)] vgt,CORVALLIS,OR 1.5 IN x 7.25 IN x 11.93 FT Pressure Treated(8.6+3.3)@ 16 O.C. #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/27/2019 1:43:25 PM Section Adequate By:20.4% Controlling Factor: Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.11 IN[1925 -0.14 IN 2U578 Dead Load 0.03 in -0.01 in Total Load 0.14 IN U746 -0.15 IN 2L/532 Live Load Deflection Criteria:U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 229 lb 441 lb Dead Load 73 lb 165 lb Total Load 302 lb 606 lb Bearing Length 0.50 in 1.00 in SUPPORT LOADS A B Live Load 172 plf 331 plf Dead Load 55 plf 124 plf 8.6 ft ass ft Total Load 227 plf 455 plf MATERIAL PROPERTIES #2-Hem-Fir JOIST DATA Center Riaht Base Values Adiusted Span Length 8.6 ft 3.33 ft Bending Stress: Fb= 850 psi Fb'= 938 psi Unbraced Length-Top 0 ft 0 ft Cd=1.00 CF=1.20 Cr-7.15 Ci=0.80 Unbraced Length-Bottom 0 ft 0 ft Shear Stress: Fv= 150 psi Fv'= 120 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=7.00 Ci=0.80 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi Ci=0.95 JOIST LOADING Comp.-! to Grain: Fc--1-= 405 psi Fc--L'= 405 psi Uniform Floor Loading Center Right Live Load LL= 40 psf 40 psf Controlling Moment: 624 ft-lb Dead Load DL= 15 psf 15 psf 4.13 Ft from left support of span 2(Center Span) Total Load TL= 55 psf 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 73.3 plf 73.3 plf Controlling Shear: -363 lb 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 7.98 in3 13.14 in3 Area(Shear): 4.53 int 10.88 in2 Moment of Inertia(deflection): 39.55 in4 47.63 in4 Moment: 624 ft-lb 1028 ft-lb Shear: -363 lb 870 lb Project: 19-0177 S page �_�MERRITTALLEN Location:JOISTS 2 `"STABILITY ENGINEERING Floor Joist a 777 NE 2ND ST [2015 International Building Code(2015 NDS)] w , CORVALLIS ,OR or 1.5 IN x 7.25 IN x 8.6 FT Pressure Treated @ 16 O.C. #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/20/2019 3:31:44 PM Section Adequate By:51.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/925 Dead Load 0.04 in Total Load 0.15 IN L/673 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 229 lb 229 lb Dead Load 86 lb 86 lb Total Load 315 lb 315 lb Bearing Length 0.52 in 0.52 in SUPPORT LOADS A B Live Load 172 plf 172 plf ¥ ' u sm � ' m ' :vg'4Pz Dead Load 65 plf 65 plf 8.6 ft Total Load 236 plf 236 plf MATERIAL PROPERTIES #2-Hem-Fir JOIST DATA Center Base Values Adjusted Span Length 8.6 ft Bending Stress: Fb= 850 psi Fb'= 938 psi Unbraced Length-Top 0 ft • Cd=1.00 CF=1.20 Cf 1.15 Ci=0.80 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 150 psi Fv'= 120 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.000=0.80 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi Ci=0.95 JOIST LOADING Comp.-I-to Grain: Fc- = 405 psi Fc- = 405 psi Uniform Floor Loading nter Live Load LL= 40 psf Controlling Moment: 678 ft-lb Dead Load DL= 15 psf 4.3 Ft from left support of span 2(Center Span) Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj.For Joist Spacing wT= 73.3 plf Controlling Shear: -315 lb 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 8.67 in3 13.14 in3 Area(Shear): 3.94 in2 10.88 in2 Moment of Inertia(deflection): 25.49 in4 47.63 in4 Moment: 678 ft-lb 1028 ft-lb Shear: -315 lb 870 lb Project: 19-0177 Et page MERRITT ALLEN f Location:POST 1 'STABILITY' ENGINEERING ,o Column 777 NE 2ND ST or [2015 International Building Code(2015 NDS)] tvitk CORVALLIS,OR 5.5 IN x 5.5 IN x 9.0 FT #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/20/2019 3:30:57 PM Section Adequate By:80.9% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1475 lb Dead Load: Vert-DL-Rxn= 678 lb Total Load: Vert-TL-Rxn= 2153 lb COLUMN DATA Nit Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condition-K(e): 1 Load Eccentricity(X-Axis)-ex: 0.5 in i Load Eccentricity(Y-Axis)-ey: 0.5 in ,, Axial Load Duration Factor 1.15 COLUMN PROPERTIES #2-Hem-Fir , Base Values Adjusted E � 1 Compressive Stress: Fc= 575 psi Fc'= 431 psi l Cd=1.15 Cp=0.81 Ci=0.80 9 f Bending Stress(X-X Axis): Fbx= 575 psi Fbx'= 529 psi Cd=1.15 CF=1.00 Ci=0.80 "( Bending Stress(Y-Y Axis): Fby= 575 psi Fby'= 529 psi `f Cd=1.15 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1100 ksi E'= 1045 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 19.64 A Ley/dy= 19.64 AXIAL LOADING Column Calculations(Controlling Case Only): Live Load: PL= 1475 lb* Controlling Load Case:Axial Total Load Only(L+D) Dead Load: PD= 627 lb* Actual Compressive Stress: Fc= 71 psi Column Self Weight: CSW= 51 lb Allowable Compressive Stress: Fc'= 431 psi Total Axial Load: PT= 2153 lb Eccentricity Moment(X-X Axis): Mx-ex= 88 ft-lb *Load obtained from Load Tracker.See Summary Report for details. Eccentricity Moment(Y-Y Axis): My-ey= 88 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 529 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 529 psi Combined Stress Factor: CSF= 0.19 Project: 19-0177 p�ae MERRITT ALLEN (//V Location:POST 2 ' ` STABILITY ENGINEERING Column , 1, 777 NE 2ND ST � � of [2015 International Building Code(2015 NDS)1 *' ,CORVALLIS,OR 5.5 IN x 5.5 IN x 9.0 FT #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/20/2019 3:30:48 PM Section Adequate By: 52.8% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 2950 lb Dead Load: Vert-DL-Rxn= 1305 lb Total Load: Vert-TL-Rxn= 4255 lb COLUMN DATA ' Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft `x Column End Condition-K(e): 1 J .44 .t Load Eccentricity(X-Axis)-ex: 0.5 in I Load Eccentricity(Y-Axis)-ey: 0.5 in � Axial Load Duration Factor 1.15 COLUMN PROPERTIES #2-Hem-Fir p Base Values Adjusted E Compressive Stress: Fc= 575 psi Fc'= 431 psi Cd=1.15 C =0.81 Ci=0.80 rkx p' £1 ft Bending Stress(X-X Axis): Fbx= 575 psi Fbx'= 529 psi hid Cd=1.15 CF=1.00 Ci=0.80 tr'I J Bending Stress(Y-Y Axis): Fby= 575 psi Fby'= 529 psi fi Cd=1.15 CF=1.00 Ci=0.80 . � Modulus of Elasticity: E= 1100 ksi E'= 1045 ksi E•a, t Column Section(X-X Axis): dx= 5.5 in +<i Column Section(Y-Y Axis): dy= 5.5 in f ,� Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 EI Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 19.64 A Ley/dy= 19.64 AXIAL LOADING Column Calculations(Controlling Case Only): Live Load: PL= 2950 lb* Controlling Load Case:Axial Total Load Only(L+D) Dead Load: PD= 1254 lb* Actual Compressive Stress: Fc= 141 psi Column Self Weight: CSW= 51 lb Allowable Compressive Stress: Fc'= 431 psi Total Axial Load: PT= 4255 lb Eccentricity Moment(X-X Axis): Mx-ex= 175 ft-lb *Load obtained from Load Tracker.See Summary Report for details. Eccentricity Moment(Y-Y Axis): My-ey= 175 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 529 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 529 psi Combined Stress Factor: CSF= 0.47 Project:19-0177 rge V,- MERRtTT ALLEN r STABILITY ENGINEERING Location: POST 3 ' Column 777 NE 2ND ST oP [2015 International Building Code(2015 NDS)] T `%CORVALLIS,OR 3.5 IN x 3.5 IN x 2.5 FT #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 2/20/2019 3:31:04 PM Section Adequate By:79.7% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1137 lb Dead Load: Vert-DL-Rxn= 432 lb Total Load: Vert-TL-Rxn= 1569 lb COLUMN DATA Total Column Length: 2.5 ft B Unbraced Length(X-Axis)Lx: 2.5 ft Unbraced Length(Y-Axis)Ly: 2.5 ft € ` Column End Condition-K(e): 1 .f Load Eccentricity(X-Axis)-ex: 0.5 in Load Eccentricity(Y-Axis)-ey: 0.5 in EI Axial Load Duration Factor 1.15 Of COLUMN PROPERTIES #2-Hem-Fir Base Values Adiusted €�+ Compressive Stress: Fc= 1300 psi Fc'= 1286 psi . Cd=1.15 Cf=9.15 Cp=0.94 Ci=O.80 2.5 ft I l r BendingStress(X-X Axis): Fbx= 850psi Fbx'= 1173 psi ) Cd=1.15 CF=1.50 Ci=O.80 Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1173 psi Cd-1.15 CF=9.50 Ci=0.804 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi � a,l Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 ' Section Modulus(X-X Axis): Sx= 7.15 in3x Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 8.57 A Ley/dy= 8.57 AXIAL LOADING Column Calculations(Controlling Case Only): Live Load: PL= 1137 lb* Controlling Load Case:Axial Total Load Only(L+D) Dead Load: PD= 426 Ib* Actual Compressive Stress: Fc= 128 psi Column Self Weight: CSW= 6 lb Allowable Compressive Stress: Fc'= 1286 psi Total Axial Load: PT= 1569 lb Eccentricity Moment(X-X Axis): Mx-ex= 65 ft-lb *Load obtained from Load Tracker.See Summary Report for details. Eccentricity Moment(Y-Y Axis): My-ey= 65 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-ib Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1173 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1173 psi Combined Stress Factor: CSF= 0.2