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Plans (10) ,y15,- zo , , _c,,, „.„,... , , _ -,....-7 ...., , 41111 City of Tigard ` AG �cc \ S-t pr®vld Plans y-� / Date , 2 ,Irg OFFICE COPY cptsi6N aIvil'w'L. ,ZT2C ti W i ti� y. S N N 1p1 I i I 1514-� L 201.5' ' I } 153C1 \ I '\ MAIN FL00R'� / i j% ' \\EL._208.17 i/ / w N i f jj 4 ` N V • I - / I \\\\1 CD O p / i p p CD O SII / / GARAGE z{ 1 EL=2;08.0II 1 1 REVISION I I ; *, I 4"CONC. !'.5'-0'"1. { ` DRIVEWAY TTT ti ' � (3500 PSI)0 I I ii 1o 5 0„ els- ': l¢ O f ahF, { M 0 I 4 I N n J 10 — _ E - - i I�� 62.00' CI) a / 1 FL Wim'`rz-t1oV 8' DO 6>N</t100CVFY OF TI D s rr r 'r12-ek- --7 c 0 ' S.W. INEZ STREET Approved by Planning Date: g-/S-IY Initials: i(- 06JUN2018 MRR SCALE 1 " = 20 ' - 0 " ALAN MASCORD DESIGN ASSOCIATES,INC.IS NOT CITY OF TIGARD 22151AD LIABLE FOR THE ACCURACY OF THE TOPOGRAPHY INFORMATION.IT IS THE SOLE RESPONSIBILITY OF THE (RMA DELL BUTTERFIELD PARK / ,r / 211. BUILDER TO VERIFY ALL SITE CONDITIONS,INCLUDING LOT 4 ft.A/( ANY FILL PLACED ON THE SITE AND NOTIFY THE OWNERS OF ANY POTENTIAL FIELD MODIFICATIONS. COLLECTIONBY: FOUR D CONST. � ALM MMOOIR0 oaN AasOantES.NO. 1305 NW 19M AVE. PORTLAND OR MOD ( 6,234 SQ. FT.) 503/225-9151 FAX 503/125-0933 0103//wwwsss00r60mm - ItROWELL ENGINEERING, LLC Building Relationships,Engineering Solutions September 11, 2018 PROJECT: Mascord Plan 22151AD— FOUR D CONST 2 Rowell Project Number 180161 Irma Dell Butterfield Park— Lot 4 i 0-7(IL) ,S L _ _rik =-- Tigard, OR 97224 SUBJECT: Deck Joist - Framing M. o i - 00/& 2- After reviewing the deck joist calculation for above project location, we have agreed to accept the proposed calculation is adequate at this case. Please see attached calculation. Questions or comments regarding this letter are to be addressed to Chao Tan at 503-254-6292 Ext 25. Sincerely, ,(/tO PRO Todd T. Rowell, P.E. mac ,\ OINK.„s!, Q 5 S . i/ j '`/ 0 EGO ix�T 22,A91: �v !)© T. Bco, EXPIRES: DEC.31, 6 VISION RowellEngineering.com • 503.254.6292 • toddr@rowelleng.com 10570 SE Washington St. • STE 212 • Portland, OR 97216 Project:22151AD FOUR D CONST age James Rowell Location:DECK JOISTS Alan Mascord Design f/ Floor Joist 2187 NW Reed St,Suite 100 [2015 International Residential Code(2015 NDS)] Portland,OR 97210 1.5 IN x 9.25 IN x 9.75 FT Pressure Treated(6.8+3)@ 16 O.C. StruCalc Version 10.0.1.6 4/10/2018 2:22:23 PM #2-Douglas-Fir-Larch-Wet Use Section Adequate By:215.1% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.03 IN 1/2934 0.04 IN 21/1740 Dead Load 0.00 in 0.00 in Total Load 0.03 IN 1/2698 0.04 IN 21/1726 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A Uve Load 270 lb 563 lb Dead Load 36 lb 94 lb Total Load 306 lb 657 lb Uplift(1.5 F.S) -29 lb 0 lb Bearing Length 0.49 in 1.05 in SUPPORT LOADS f3 Live Load 203 plf 422 plf s.7s rt _ - - •3 h Dead Load 27 plf 71 plf Total Load 230 plf 493 plf MATERIAL PROPERTIES JOIST DATA Center Right #2-Douglas-Ar-Larch Span Length 6.75 ft 3 ft Base Values Adjusted Unbraced Length-Top 0 ft 0 ft Bending Stress: Fb= 900 psi Fb'= 742 psi Unbraced Length-Bottom 0 ft 0 ft Cd=1.00 C1=0.82 CF=1.10 Cr-1.15 Ci=0.80 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Fv= 180 psi Fv'= 140 psi Floor Duration Factor 1.00 Cd=1.00 Cm=0.97 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E'= 1368 ksi JOIST LOADING Cm=0.90 C1=0,95 Uniform Floor Loading Center Richt Comp.-I-to Grain: Fc--L= 625 psi Fc- '= 419 psi Live Load LL= 60 psf 60 psf Cm=0.67 Dead Load DL= 10 psf 10 psf Total Load TL= 70 psf 70 psf Controlling Moment: -420 ft-lb TL Adj.For Joist Spacing wT= 93.3 plf 93.3 plf Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -308 lb At a distance d from 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: Rea'd Provided Section Modulus: 6.79 in3 21.39 in3 Area(Shear): 3.31 in2 13.88 in2 Moment of Inertia(deflection): 27.28 in4 98.93 in4 Moment: -420 ft-lb 1323 ft-lb Shear: -308 lb 1292 lb NOTES Project:22151AD FOUR D CONST raga James Rowell Location:L1-DECK BEAM Alan Mascord Design !J/ Multi-Loaded Multi-Span Beam 2187 NW Reed St,Suite 100 [2015 International Residential Code(2015 NDS)] Portland,OR 97210 °f 3.5 IN x 11.25 IN x 8.67 FT Pressure Treated #2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.1.6 4/10/2018 2:19:34 PM Section Adequate By:3.4% Controlling Factor.Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN U1099 Dead Load 0.02 in Total Load 0.11 IN L/927 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A E. Live Load 1834 lb 1834 lb Dead Load 340 lb 340 lb Total Load 2174 lb 2174 lb Bearing Length 1.48 in 1.48 in BEAM DATA Center Span Length 8.67 ft --- -- — Unbraced Length-Top 0 ft &67 n Unbraced Length-'Bottom 8.67 ft A 8 Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 423 pif Base Adiuste� Uniform Dead Load 70 plf BendingStress: Fb= alues Beam Self Weight 9 pif psi Fb'= 792 psi Total Uniform Load 502 off Cd=1.00 CF=7.10 Ci=0.80 Shear Stress: Fv= 180 psi Fv'= 140 psi Cd=9.00 Cm=0.97 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E'= 1368 ksi Cm=0.90 Cr--0.95 Comp.-1-to Grain: Fc--I-= 625 psi Fc--L'= 419 psi Cm=0.67 Controlling Moment: 4712 ft-lb 4.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1739 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'cj Provided Section Modulus: 71.4 in3 73.83 in3 Area(Shear): 18.68 in2 39.38 in2 Moment of Inertia(deflection): 136 in4 415.28 in4 Moment: 4712 ft-lb 4873 ft-lb Shear: -1739 lb 3667 lb NOTES