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Specifications (22) �Tal -)311 e . RECEIVED JAN 2 a n19 CIT r ('� V� BULL,JL4 a�f vICA ON Macnab Patio Cover Addition 12936 SW Parkdale Ave. Tigard, Oregon 97223 January 15, 2019 For: Scott Macnab Owner The JAS Engineering design team has received the request from you to provide drawings for the proposed design of a new patio cover addition at your residence noted above. We understand the project involves the design of these elements and their effects on the existing residence and the determination of the loading requirements for the new patio cover addition. We have not visited the property, but will need to so we can assess the preliminary requirements then discuss them with you. We can prepare these structural drawings with backup calculations for the City/County for permitting. OBJECTIVES The project consists of adding a patio cover is intended to be 21'X20', so approximately 420 SF and located to the back side of the existing house. We understand it will be 12' 6" high on the back wall and have 12' columns on the outside and will not be connected to the existing house based on the sketches provided to us. The area of the new patio cover structure may be limited by front yard, rear yard and side yard setbacks and the overall lot size. We understand that the patio cover will be allowed from your preliminary investigation with the County. JAS Engineering will provide roof framing and a foundation plan for the patio cover addition. We will include detail sheets, a structural notes sheet and structural calculations as part of the package that is to be submitted to Clackamas County for permitting. Design Criteria: r' A �'c s P• IBC 2012: With Oregon State Amendments (OSSC) r'v GINz Snow Load: 25 PSF Roof Dead Load: 15 PSF • 1 5 S Floor Live Load: 40 PSF t 41 a (' w Floor Dead Load: 15 PSF , U/� ORE 0os-5.,? Wind Load: 120 MPH, Exposure B •/..\.„Yel ER Seismic: Ss=0,850,S1=0.395 NOE, !r; I - t5- 11 • JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 Client SLc111-M ACA/AB Sheet of A if Project t1M vhe QA tO GOVCR. Design by CAS A9Vt%oAI Date 1/3/11 1419 Washington Street,Suite 100 Checked by Oregon Oty,OR 97045 Project No. 1 8-o6+ Date Work:503-657-9800 Fax:503-656-0186 SGISAAkC,.. D5-.S‘ A/ V" CS Vf CS: Sos R/L &:s= 27'3 SOS Sn5 = FASS Ss=- O. 8S� Fes= I . 1 + 0.2-1. Smb = C\ • t6) 0. 6S = 0. 486A SDS = 2/3 (0.986) Q, GS?q CS= a657 - o 43 S k .5 y.o � = 0 . 4-58 • w 1/3/2019 U.S.Seismic Design Maps 21.,./ 0..4,4OSHPD (S-Alt , _ I MACNAB PATIO COVER ADDITION . 12936 Southwest Parkdale Avenue, Tigard, OR 97223, USA Latitude, Longitude: 45.4263591, -122.80577260000001 SW Walnut St R PuffballsUnited, PU HQ 9 * Q m IIP (/)D ca cn V 9, M co cc Google �?,,, Map data©2019 Google Date 1/312019,11:21:46 AM i Design Code Reference Document ASCE7-16 i Risk Category It i Site Class D-Stiff Soil type Value Description.. SS 0.85 MCER ground motion.(for 0.2 second period) 1 S1 0.395 MCER ground motion.(for 1.0s period) SMS 0.986 Site-modified spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value SDS 0.657 Numeric seismic design value at 0.2 second SA SD1 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 1.16 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second 1 PGA 0.388 MCEO peak ground acceleration FPGA 1.212 Site amplification factor at PGA PGAM 0.47 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.85 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.961 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration i SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1 RT 0.395 Probabilistic risk-targeted ground motion.(1.0 second) - Si UH 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) CRS 0.884 Mapped value of the risk coefficient at short periods CR1 0.866 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org/ 1/3 Client SC.C5W Sheet 2 L of Project M kCt/lrta QKcto CovVR Design by OAS &OOrttON Date t/3/i1 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 16-06 4¢- Date Work:503-657-9800 Fax:503-656-0186 WR= (2o'--e x tq=q'') t548F = 6147, Z ' S5.1SM1c- \J 0.43e ( 6 t 47.2 = 2 641,1, 5' fivstSSs ALAR SEMAIC, IRANSvEtZSE 2642,5 ` zo•a,� = S*4-1, V k2 SIM 11-01 / 'f`6.3' 1'Sf6.3 SctSM\c_. LOA/411001A/AL. 2682, 5 ` 14$. 6 1 a'-9y = 143.6'Ym 1t0/a") 13 6.3 ` A 11 l 'fb.3 1$46.2/' Client Scow M o vN5 Sheet 4L of 11 Project /4E1kLN/k$ FA'tio c-ov‘Q Design by PikS ADPL' iOil Date 1/'3/irf 1419 Washington Street,Suite 100 Checked by - Oregon City,OR 97045 Project No. 1 e-0 84 Date Work:503-657-9800 Fax:503-656-0186 TEX/SroLf 114 cE3tc1J 13 4 6.3` L 16f0. ALLO\,JP LC ,', V - StPIa3►✓ 1.cTA '60 4/cEQacs,c // \ lir ' ' 111" ..,.. is' .. 5v./ VI N f ` v \ -44 693.2" .. .r<-* 6?3.2' Tc %e/ 3=�6�ef 1 D i X ?i 23/phi x .1 1 o'-q" --- 42#s e-- 39 .6 i �— 3 36.6 �'CAK• - 4 (336.6 `)t (SU.6')2 • - 4U. cc vire j OSSX AE-0A - 0 e VS[ (4) - SIMIJoA/ Kr5 3 1 "4. tocK 6R (16) To'Nkl---- r09... c. nAS Client SCOT Pt itCA/A9, Sheet 51— of Project A tek/Ae &ate COV Design by CAS AQ p aiDAJ Date 1/-5/19 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. I a -0 8'F Date Work:503-657-9800 Fax:503-656-0186 o'o" si i w/., 6'/1 ' ` zs/f' CAArc PRT : 6 3„6176.6 � 36. S ; = � I "iiL t S G x/`1i 1 i J4 sek.e. Louis : ; 3 36.6 3-4/.f" 0 rzYl 1, 52, 5.S21t1.511 1S. S2� ,'. VSE 6 X 12 OF L 4 No. t-- ?CAN FOR VT.410 KNMAL 1.-0,59W5 vueptc40 utivciA Paw: 2 414 3 Pot_=' 2..ftt34 fbek“ w _ 6 73.23K 2-0 411---- 673.2-v ?• vSt G x 6 07-1_ Project: 18-084 MACNAB PATIO COVER ADDITION JAS Engineering INC page 1419 Washington St 617 Location: PORCH BEAM 1 (LATERAL LOADING) Oregon City,OR 97045 Multi-Loaded Multi-Span Beam of - [2015 International Building Code(2015 NDS)] 5.5 IN x 11.5 IN x 20.75 FT Pressure Treated(3.5+10+7.2) #1 -Douglas-Fir-Larch-Dry Use ONO INC IRO PIG Section Adequate By: 119.8% Controlling Factor:Moment StruCalc Version 10.0.1.6 1/3/2019 1:32:04 PM DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.02 IN 2U4422 -0.01 IN UMAX -0.04 IN 2L14336 Dead Load 0.03 in -0.02 in 0.21 in Total Load 0.05 IN 2L11822 -0.03 IN U4327 0.22 IN 2U790 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 471 lb 202 lb 1 1 2 i Dead Load 1108 lb 2414 lb1 t Total Load 1579 lb 2616 lb Bearing Length 0.46 in 0.76 in w w w BEAM DATA Left Center Right Span Length 3.52 ft 10 ft 7.23 ft Unbraced Length-Top 1.33 ft 1.33 ft 1.33 ft 3.52ft A Loft -a - 7.23 ft I Unbraced Length-Bottom 3.52 ft 10 ft 7.23 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 0 plf 0 plf 0 plf #1 -Douglas-Fir-Larch Uniform Dead Load 156 plf 156 plf 156 plf Base Values Adjusted Beam Self Weight 14 plf 14 plf 14 plf Bending Stress: Fb= 1350 psi Fb'= 965 psi Total Uniform Load 170 plf 170 plf 170 plf Cd=0.90 C/=0.99 CF=1.00 Ci=0.80 POINT LOADS LEFT SPAN Shear Stress: Fv= 170 psi Fv'= 122 psi Load Number One Cd=0.90 Ci=0.80 Live Load 336.6 lb Modulus of Elasticity: E= 1600 ksi E= 1520 ksi Dead Load 0 lb Ci=0.95 Location 1.52 ft - Comp.-I-to Grain: Fc--L= 625 psi Fc--t-'= 625 psi CENTER SPAN Load Number One Two Controlling Moment: -4436 ft-lb Live Load -336.6 lb 336.6 lb Over right support of span 2(Center Span) Dead Load 0 lb 0 lb Created by dead loads only on all span(s). Location 2 ft 8 ft Controlling Shear: 1227 lb RIGHT SPAN At left support of span 3(Right Span) Load Number One Created by dead loads only on all span(s). Live Load -336.6 lb Dead Load 0 Comparisons with required sections: Req'd Provided Location 2 ftlft Section Modulus: 55.16 in3 121.23 in3 Area(Shear): 15.04 in2 63.25 in2 Moment of Inertia(deflection): 158.64 in4 697.07 in4 Moment: -4436 ft-lb 9748 ft-lb Shear: 1227 lb 5161 lb Project: 18-084 MACNAB PATIO COVER ADDITION JAS Engineering INC page 1419 Washington St Location: POST FOR P81 (LATERAL LOADING) Oregon City,OR 97045 Column A of [2015 International Building Code(2015 NDS)] ti 5.5 IN x 5.5 IN x 12.0 FT #2-Douglas-Fir-Larch-Dry Use I E N G t N!!R i N G Section Adequate By:23.9% —y StruCalc Version 10.0.1.6 1/3/2019 1:26:09 PM " DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.21 IN=L/693 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 2572 lb B Total Load: Vert-TL-Rxn= 2572 lb HORIZONTAL REACTIONS j Total Reaction at Top of Column: TL-Rxn-Top= 561 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 112 lb COLUMN DATA (E( Total Column Length: 12 ft Unbraced Length(X-Axis)Lx: 12 fti 11 Unbraced Length(Y-Axis)Ly: 12 ft Column End Condition-K(e): 1 , k101 Axial Load Duration Factor 1.00 iin Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Douglas-Fir-Larch , ,. Base Values Adiusted ,. Compressive Stress: Fc= 700 psi Fc'= 424 psi iil Cd=1.33 Cp=0.57 Ci=0.80 I r Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 798 psiI Cd=1.33 CF=1.00 Ci=0.80 Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 798 psi I l Cd=1.33 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi A Column Section(X-X Axis): dx= 5.5 in AXIAL LOADING Column Section(Y-Y Axis): dy= 5.5 in Live Load: PL= 0 lb Area: A= 30.25 in2 Dead Load: PD= 2493 lb Section Modulus(X-X Axis): Sx= 27.73 in3 Column Self Weight: CSW= 79 lb Section Modulus(Y-Y Axis): Sy= 27.73 in3 Total Axial Load: PT= 2572 lb Slenderness Ratio: Lex/dx= 26.18 Ley/dy= 26.18 LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat= 0 plf Column Calculations(Controlling Case Only): Point Load: One Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Live Load: 673.2 lb Actual Compressive Stress: Fc= 85 psi Location: 2 ft Allowable Compressive Stress: Fc'= 424 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 1118 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 484 psi Allowable Bending Stress(X-X Axis): Fbx'= 798 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 798 psi Combined Stress Factor: CSF= 0.76 Client ZGO A-Nh ' Sheet el- of vriif i Project 1.4 hCAnk5 ?' ti Gov&-CZ Design by PNS Date 1/" /1 61 1419 Washington Street,Suite 100 Checked by - Oregon City,OR 97045 Project No. f B -d s 4 Date Work:503-657-9800 Fax:503-656-0186 foRoN E-- LA'CEQ.Q,L La a.Q1tA5 2.J2 0 AgS R ACCD L€,J 5ak t3Q1ca- %A, _ i( s.o k 2-i- .., t i VSE i(x 6 E''-1— GRIrC.t- Project: 18-084 MACNAB PATIO COVER ADDITION JAS Engineering INC Pa e 1419 Washington St L Location: BRACE LATERAL LOADING " Oregon City,OR 97045 Column or [2015 International Building Code(2015 NDS)] - 3.5 IN x 5.5 IN x 2.83 FT #2-Douglas-Fir-Larch-Dry Use INCH P41 I R I N G Section Adequate By:98.5% StruCalc Version 10.0.1.6 1/3/2019 1:39:28 PM - VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 476 lb Dead Load: Vert-DL-Rxn= 12 lb Total Load: Vert-TL-Rxn= 488 lb COLUMN DATA §_ Total Column Length: 2.83 ft B Unbraced Length(X-Axis)Lx: 2,83 ft Unbraced Length(Y-Axis)Ly: 2.83 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.60 COLUMN PROPERTIES : i #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 1712 psi Cd=1.60 Ct=1.10 Cp=0.90 Ci=0.80 i Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1498 psi , Cd=1.60 CF=1.30 Ci=0.80 2.83 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1498 psi if Cd=1.60 CF=1.30 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E= 1520 ksijj Column Section(X-X Axis): dx= 5.5 in 04, Column Section(Y-Y Axis): dy= 3.5 in r Area: A= 19.25 in2 Section Modulus(X-X Axis): Sx= 17.65 in3 Section Modulus(Y-Y Axis): Sy= 11.23 in3 i Slenderness Ratio: Lex/dx= 6.17 �-- ` Ley/dy= 9.7 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 25 psi Live Load: PL= 476 lb Allowable Compressive Stress: Fc'= 1712 psi Dead Load: PD= 0 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 12 Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 488 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'= 1498 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1498 psi Combined Stress Factor: CSF= 0.01 Client &COW. ,A%C.WA2 Sheet a"' of Iiii, Project NAGVAR, ?NW cave-2 Design by 04S AQP 1'Tto/i Date V 211 1 1419 Washington Street,Suite 100 � Checked by Oregon City,OR 97045 Project No. 1 S-C t54" Date Work:503-657-9800 Fax:503-656-0186 tS' "sell viz 1/-6/119y‘ l 6/oG (25asr) = 3'5.3'14 .33.31x' (IS Q, ) = z 0 7-4-k- ov it 1 1 - y 1 `-q I-6 VSE 2 X 12 s.)F--L® 16''oc Poc Lv, 2)GA M c �� 10r-o stove ‘,,J/ 3-‘/4ri f q....` 2:14//ost.ic P s&: VSL 27ff 274% VQL-- 161 1641 1 - J 4. t A if , tx„ 3�6'1�' 10-0 1-2'!4 USC 6 x 12_ CC:-.1— P i Project: 18-084 MACNAB PATIO COVER ADDITION JAS Engineering INC page Location: PORCH RAFTER 1 1419 Washington St S Oregon City, OR 97045 Roof Rafter [2015 International Building Code(2015 NDS)] of - 1.5 IN x 11.25 IN x 20.25 FT Pressure Treated(18.8+ 1.5)@ 16 O.C. #2-Douglas-Fir-Larch-Dry Use EN6INEERINO Section Adequate By:7.6% Controlling Factor:Moment StruCalc Version 10.0.1.6 1/3/2019 4:08:46 PM DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.34 IN U657 0.00 IN 2U15120 Dead Load 0.20 in 0.00 in Total Load 0.55 IN U413 0.00 IN 2Ulnfinity Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 313 lb 365 lb Dead Load 186 lb 219 lb Total Load 499 lb 584 lb Bearing Length 0.53 in 0.62 in SUPPORT LOADS A B w Live Load 235 plf 274 plf - F._, '7'!'.-‘-',"'"•r",.';'-'- -- Dead Load 140 plf 164 plf -18.75 ft- efti Total Load 374 plf 438 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch RAFTER DATA Interior Eave Base Values Adjusted, Span Length 18.75 ft 1.5 ft Bending Stress: Fb= 900 psi Fb'= 952 psi Rafter Pitch 0.25 :12 Cd=1.15 CF=1.00 Cr.1.15 Ci=0.80 Roof sheathing applied to top of joists-top of rafters fully braced. Shear Stress: Fv= 180 psi Fv'= 166 psi Roof Duration Factor 1.15 Cd=1.15 Ci=0.80 Peak Notch Depth 0.00 Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi Base Notch Depth 0.00 Ci=0.95 Comp. L to Grain: Fc-1= 625 psi Fc--1-'= 625 psi RAFTER LOADING Uniform Roof Loading Controlling Moment: 2333 ft-lb Roof Live Load: LL= 25 psf 9.378 Ft from left support of span 2(Center Span) Roof Dead Load: DL= 15 psf Created by combining all dead loads and live loads on span(s)2 Slope Adjusted Spans And Loads Controlling Shear: -503 lb Interior Span: L-adj= 18.75 ft 18.996 Ft from left support of span 2(Center Span) Eave Span: L-Eave-adj= 1.5 ft Created by combining all dead loads and live loads on span(s)2,3 Interior Live Load: wL-adj= 33 plf Eave Live Load: wL-Eave-adj= 33 plf Comparisons with required sections: Reg'd, Provided Interior Dead Load: wD-adj= 20 plf Section Modulus: 29.4 in3 31.64 in3 Eave Dead Load: wD-Eave-adj= 20 plf Area(Shear): 4.56 int 16.88 int Interior Total Load: wT-adj= 53 plf Moment of Inertia(deflection): 77.62 in4 177.98 in4 Eave Total Load: wT-Eave-adj= 53 plf Moment: 2333 ft-lb 2511 ft-lb Shear: -503 lb 1863 lb Project: 18-084 MACNAB PATIO COVER ADDITION 1 141 Engineering INC page 1419 Washington St Location: PORCH BEAM 1 Oregon City,OR 97045 Multi-Loaded Multi-Span Beam A of [2015 International Building Code(2015 NDS)] • 5.5 IN x 11.5 IN x 20.75 FT Pressure Treated(3.5+10+7.2) #1 -Douglas-Fir-Larch-Dry Use !N G 1 N E B R I N 6 Section Adequate By: 10.6% Controlling Factor:Moment StruCalc Version 10.0.1.6 1/3/2019 4:12:23 PM DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.10 IN 20812 -0.09 IN U1386 0.44 IN 2U392 Dead Load 0.03 in -0.02 in 0.20 in Total Load 0.13 IN 2L/654 -0.11 IN U1132 0.65 IN 2L/268 Live Load Deflection Criteria:0240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 2446 lb 3929 lb Dead Load 1148 lb 2454 lb Total Load 3594 lb 6383 lb Bearing Length 1.05 in 1.86 in w w w BEAM DATA Left Center Right Span Length 3.52 ft 10 ft 7.23 ft -.. �. Unbraced Length-Top 1.33 ft 1.33 ft 1.33 ft assn A 10 n B - 7.23 n- H Unbraced Length-Bottom 3.52 ft 10 ft 7.23 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Left Center* Right MATERIAL PROPERTIES Uniform Live Load 260 plf 274 plf 260 plf #1 -Douglas-Fir-Larch Uniform Dead Load 156 plf 164 plf 156 plf Base Values Adjusted Beam Self Weight 14 plf 14 plf 14 plf Bending Stress: Fb= 1350 psi Fb'= 1230 psi Total Uniform Load 430 plf 452 plf 430 plf • - Cd=1.15 C1=0.99 CF=1.00 Ci=0.80 *Load obtained from Load Tracker.See Summary Report for details. Shear Stress: Fv= 170 psi Fv'= 156 psi Cd=1.15 Ci=0.80 - Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi Ci=0.95 Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: -11231 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -3277 lb At right 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: 109.57 in3 121.23 in3 Area(Shear): 31.42 in2 63.25 in2 Moment of Inertia(deflection): 466.98 in4 697.07 in4 Moment: -11231 ft-lb 12426 ft-lb Shear: -3277 lb 6595 lb Client SCOIC— ,'1ACA"c& Sheet 4 of ii. Project MfAJA�3 Quo CoV Design by DAS MeiQiav Date 1/2-/11 - 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. t (6—°644". Date - Work:503-657-9800 Fax:503-656-0186 POST 'FoCZ QLo1 l - di UN8¢hr D L,,, ,, Vs .= 312`1 X4.24 . Vag.; Z 451 ,j, 24c / , If 12-0 J f r usE. 6n,5 vv-, 91 ve>c53w5 Fes. pireiCe o s (4 RJW►c7 L o+0.owc) 4o yx F'ocz ',KO: Qs,— 3 c12Q*'` 3a ZQ Roo-- 2533 4„ 2533'' 3,t2,( rz533a(( . , 2 \ Soo Q3, ¢.314-42_ 2. 08+4- • 'J SC 2 /--- it* S 4- X 1 $ tx, T L( w 6_ .sfemsF,,,✓ - Project: 18-084 MACNAB PATIO COVER ADDITION JAS Engineering INC page trik 1419 Washington St Location: POST FOR PB1 Oregon City,OR 97045 C5 Column of - [2015 International Building Code(2015 NDS)] 5.5 IN x 5.5 IN x 12.0 FT #2-Douglas-Fir-Larch-Dry Use 111141011411111111Ne Section Adequate By:43.5% StruCalc Version 10.0.1.6 1/3/2019 4:14:52 PM VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 3929 lb Dead Load: Vert-DL-Rxn= 2533 lb Total Load: Vert-TL-Rxn= 6462 lb COLUMN DATA Total Column Length: 12 ft B Unbraced Length(X-Axis)Lx: 12 ft Unbraced Length(Y-Axis)Ly: 12 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 378 psi Cd=1.00 Cp=0.68 Ci=0.80 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 600 psi Cd=1.00 CF=1.00 Ci=0.80 12ft Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 600 psi Cd=1.00 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 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= 26.18 Ley/dy= 26.18 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 214 psi Live Load: PL= 3929 lb* * Allowable Compressive Stress: Fc'= 378 psi Dead Load: PD= 2454 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 79 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 6462 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 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'= 600 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 600 psi Combined Stress Factor: CSF= 0.56 Project: 18-084 MACNAB PATIO COVER ADDITION JAS Engineering INC Page 1419 Washington St 6 Location: FOOTING FOR PB1 POST(GRAVITY LOADING) Oregon City,OR 97045 Footing of [2015 International Building Code(2015 NDS)] Footing Size:2.333 FT x 2.333 FT x 18.00 IN Reinforcement:#4 Bars @ 4.30 IN.O.C.E/W/(6)min. O N e I N E R R I hi 6 Section Footing Design Adequate StruCalc Version 10.0.1.6 1/3/2019 4:18:29 PM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.33 ft Length: L= 2.33 ft Depth: Depth= 18 in Effective Depth to Top Layer of Steel: d= 14.25 in I 5.5 in COLUMN AND BASEPLATE SIZE Column Type: Concrete —Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1187 psf Effective Allowable Soil Bearing Pressure: Qe= 1275 psf 18 in Required Footing Area: Areq= 5.07 sf Area Provided: A= 5,44 sf Baseplate Bearing: Bearing Required: Bear= 9326 lb o Allowable Bearing: Bear-A= 83566 lb n Beam Shear Calculations(One Way Shear): 3 j Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 29921 lb Punching Shear Calculations(Two Way Shear): 2.333 e Critical Perimeter: Bo= 79 in Punching Shear: Vu2= 4685 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 253294 lb Live Load: PL= 3929 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 389025 lb Dead Load: PD= 2533 lb* Allowable Punching Shear(ACI 11-37): vc2-c= 168863 lb Total Load: PT= 6462 lb* Controlling Allowable Punching Shear: vc2= 168863 lb Ultimate Factored Load: Pu= 9326 lb Bending Calculations: Footing plus soil above footing weight: Wt= 789 lb Factored Moment: Mu= 21073 in-lb *Load obtained from Load Tracker.See Summary Report for details. Nominal Moment Strength: Mn= 587277 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.79 in Steel Required Based on Moment: As(1)= 0.04 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.01 in2 ControllingReinforcing Steel: As-reqd= Selected Reinforcement:Reinforcement: #4's @ 4.3 in.o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 8.25 in Note:Plain concrete adequate for bending, therefore adequate development length not required. < C) mo m -1 I— —1 - v O 3 � M0_.1 • Z cn m om ZI— CA t7 y0 I\ I Z I I �c2 m 1 - � m c x Oyu .s 0) m . ct 1 • : _._.__ Tc. .._.. N a n9D OTO T O Z D P m y 2 O • ° fig$ zi O .,*"..C p : 11 II m gs. 0 3 A m Z ON= 0 . Hi 11H <o A COPYRIGHT2019 MACNAB PATIO COVER ADDITION m JAS ENGINEERING SCOTT MACNAB1419 Washington St, 3 11 N 3 0 y DESIGN BY: JA5 — 12936 5W PARKDALE AVE j Oregon t ty,Oregon 97045 N Z Z r O DRAWN BY: DA Cell:OR 97223 Work: 503-449-3080 L) JAS PROJ.NO: i 8-084 i N A 1 N E l R I N 6 Andy@jasenginc.com ISSUE DATE: (/02/2019 _ J -