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/1,(Sr1-61L- d03-P-/ 2.2-7 S- 56v Tijri'WCE // ` 13224 SE Comanche Court �� Clackamas, OR 97015 503-557-1600 (o) West Coast 503-557-1607 (f) Engineering, PC �` 503-680-5784 (m) Structural Engineering wce@comcast.net 2009 IBC STRUCTURAL CALCULATIONS PROJECT NAME: LOEWER RESIDENCE DECK PROJECT LOCATION: 12275 SW TIPPITT PLACE TIGARD, OR 97223 FOR: SIMPL HOME DESIGNS DESIGN CRITERIA: WIND - 95 MPH / EXPOSURE B S„ ,IOf/�/ SEISMIC DESIGN CATEGORY D 6 03 -1-- SNOW LOAD - 25 PSF OREGON JOB# W12-253 Sq�gY 13, 2°°��Po 44SM RA Expires 12/31/20 l November 14, 201211 West Coast Engineering,PC Project Title: LOEWER RESIDENCE DECK 13224 SE Comanche Court Engineer: SMR Project ID: W12-253 Clackamas,OR 97015 Project Descr: ' 503-557-1600(office) 503-557-1607(fax) www.westcoaste.com Printed:14 Nov 2012,4 25P + Multiple Simple Beam C:1Users\SeanIDocumentslWCE12012JOBSIW12-253LOEWER RESIDENCE DECKIIoewerresidence deck.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.5,Ver:6.12,11.5 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description : MISC. DECK FRAMING Wood Beam Design : J1 - PT 2X10 AT 16" 0.C. Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 2x10, Sawn, Fully Unbraced Using Allowable Stress Design with 20061BC&ASCE7-05 Load Combinations, Major Axis Bending Wood Species : DouglasFir-Larch Wood Grade : No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.010, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.360; 1 D(0 01330)L(0.05320) 7 fb:Actual: 303.24 psi at 4.040 ft in Span#2 I Fb:Allowable : 841.32 psi Load Comb: +D+L+H, LL Comb Run(*L) Max fv/FvRatio= 0.182: 1 fv:Actual: 26.26 psi at 2.000 ft in Span#1 Fv:Allowable: 144.00 psi 2.0 ft 8.0 ft, 2x10 Load Comb: +D+L+H, LL Comb Run(LL) Max Reactions (k) D L Lr S W E . H Max Deflections • Left Support 0.10 0.33 Downward L+Lr+S 0.031 in Downward Total 0.039 in Right Support 0.06 0.21 Upward L+Lr+S -0.025 in Upward Total -0.030 in Live Load Defl Ratio 1936 >360 Total Defl Ratio 1592 >240 Wood Beam Design : J2 - PT 2X10 AT 16" O.C. Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 2x10, Sawn, Fully Unbraced Using Allowable Stress Design with 20061BC&ASCE7-05 Load Combinations, Major Axis Bending Wood Species : DouglasFir-Larch Wood Grade : No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf _ Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.010, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.371; 1 D(0.01330)L(0.05320) fb:Actual: 312.38 psi at 0.000 ft in Span#2 T - L_ - ---_z__ ______ ____--_Y__- a Fb:Allowable: 841.32 psi Load Comb: +D+L+H, LL Comb Run(LL) - - Max fv/FvRatio= 0.222: 1 fv:Actual: 31.90 psi at 4.000 ft in Span# 1 4.0 ft 8.0 ft 2x10 Fv:Allowable: 144.00 psi Load Comb: +D+L+H, LL Comb Run(LL) Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.15 0.48 Downward L+Lr+S 0.068 in Downward Total 0.074 in Right Support 0.05 0.21 Upward L+Lr+S -0.050 in Upward Total -0.050 in Live Load Defl Ratio 1406 >360 Total Defl Ratio 1298 >240 Wood Beam Design : D1 - PT 6X12 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with 20061BC&ASCE7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.010, L=0.040 k/ft,Trib=6.0 ft - Design Summary D(0.060)L(0.240) Max fb/Fb Ratio = 0.301 : 1 - - s fb:Actual: 241.48 psi at 4.040 ft in Span#2 t Fb:Allowable: 802.09 psi Load Comb. +D+L+H, LL Comb Run(*L) ', Max fv/FvRatio= 0.182: 1 fv:Actual: 24.81 psi at 2.000 ft in Span#1 ._ . Fv:Allowable: 136.00 psi 2,0 n 8.0 n, 6x12 Load Comb: +D+L+H, LL Comb Run(LL) Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.46 1.50 Downward L+Lr+S 0.025 in Downward Total 0.031 in Right Support 0.28 0.96 Upward L+Lr+S -0.020 in Upward Total -0.024 in Live Load Defl Ratio 2458 >360 Total Defl Ratio 2018 >240 West Coast Engineering, PC Project Title: LOEWER RESIDENCE DECK 13224 SE Comanche Court Engineer: SMR Project ID: W12-253 • Clackamas, OR 97015 Project Descr: - 503-557-1600(office) 503-557-1607(fax) > Z www.westcoaste.com - Printed:14 NOV 2012.4 25P MU 1tl pI8 Simple Beat11 'C:IUsers1Sean\Documents\WCE12012 JOBS\W12-253 LOEWER RESIDENCE DECKlloewer residence deck.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.5,Ver:6.12.11.5 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Wood Beam Design : D2 - PT 6X12 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with 20061BC&ASCE7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.010, L=0.040 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.774: tD(0.080)L(0.320) fb:Actual: 620.05 psi at 5.500 ft in Span#1 t.. Fb:Allowable: 800.90 psi Load Comb: +D+L+H Max fv/FvRatio= 0.328: 1 fv:Actual: 44.66 psi at 0.000 ft in Span#1 Fv:Allowable: 136.00 psi 11.0 ft, 6x12 Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.52 1.76 Downward L+Lr+S 0.117 in Downward Total 0.151 in Right Support 0.52 1.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1128 >360 Total Defl Ratio 872 >240 `-'�1. 13224 SE Comanche Court WCE r�. Clackamas, OR 97015 West Coast � ) 503-557-1600(o) Engineering, PC :,,,,,,.: 1,___,I.‘4503-557-1607(t) 503-680-5784(m) Structural Engineeringwce@comcast.net • WOOD COLUMN -AXIAL DESIGN PROJECT NAME: LOEWER RESIDENCE DECK PROJECT NUMBER: W12-253 LOCATION OF COLUMN: POST AT DECK FRAMING COLUMN TYPE: SAWN yr COLUMN GRADE: DF-L#2 . SELECT COLUMN: 6x6 . COLUMN WIDTH, b: 5.50 IN E: 1300000 PSI COLUMN DEPTH,d: 5.50 IN A= 30.25 IN^2 Fc: 700 PSI Sx = 27.73 IN^3 F*c: 805 PSI Ix = 76.26 INA4 F'c: 360 PSI ADJUSTMENT FACTORS: Cd: 1.15 LOAD DURATION FACTOR(1.0, 1.15, 1.33) Cp: 0.45 COLUMN STABILITY FACTOR CF: 1.00 SIZE FACTOR COLUMN HEIGHT, h: 14.00 FT le= 14.00 FT P ALLOW= 10885 LBS OKAY, LESS THAN 4560 LBS ALLOWABLE AXIAL LOAD: COLUMN UNBRACED SLENDERNESS RATIO FcE/F*c ALLOWABLE AXIAL CAPACITY OF LENGTH(FT) Le/d (MAX) FcE(PSI) (PSI) Cp F'c (PSI) COLUMN (LBS) 4 8.73 5120 6.361 0.965 777 23510 5 10.91 3277 4.071 0.943 759 22966 6 13.09 2276 2.827 0.913 735 22231 7 15.27 1672 2.077 0.873 703 21266 8 17.45 1280 1.590 0.823 663 20047 9 19.64 1011 1.256 0.763 615 18592 10 21.82 819 1.018 0.697 561 16973 11 24.00 677 0.841 0.628 506 15304 12 26.18 569 0.707 0.562 453 13692 13 28.36 485 0.602 0.501 404 12209 14 30.55 418 0.519 0.447 360 10885 15 32.73 364 0.452 0.399 321 9722 16 34.91 320 0.398 0.358 288 8711 17 37.09 283 0.352 0.322 259 7833 18 39.27 253 0.314 0.290 234 7070 19 41.45 227 0.282 0.263 212 6407 20 43.64 205 0.254 0.239 193 5829 USE 6X6 DF-L#2 COLUMN 11/14/2012 WCE-WD COLUMN AXIAL PAGE v!,3 MICE ;;, � V'' _ 13224 SE Comanche Court k,k � Clackamas, OR 97015 West Coast 503-557-1600(o) Engineering, PC --,--w.,4 S . 503-557-1607 (f) g g, .. 503-680-5784(m) Structural Engineering ' wce@comcast.net SQUARE SPREAD FOOTING DESIGN PROJECT NAME: LOEWER RESIDENCE DECK PROJECT NUMBER: W12-253 LOCATION OF FOOTING: MISC. SPREAD FOOTINGS ALLOWABLE SOIL PRESSURE (PSF) 1500 • PSF CONCRETE STRENGTH (PSI) 2500 • PSI COLUMN LOAD, P: 4560 LBS REINFORCING STEEL STRENGTH (PSI) 60000 • PSI COLUMN WIDTH, W: 5.5 IN SQUARE FOOTING DEPTH OF BAR SIZE Pnet Mu # OF PHI Mn FOOTING THICKNESS, REBAR WIDTH, B(FT) H (IN) # (IN) a (IN) (FT LBS) P MAX(LBS) (PSF) (FT LBS) BARS 1.50 12 4 8.75 1350 439 2 0.616 14918 3038 2.00 12 4 8.75 1350 1283 3 0.693 22275 5400 2.25 12 4 8.75 1350 1950 3 0.616 22377 6834 2.50 12 4 8.75 1350 2814 3 0.554 22459 8438 2.75 12 4 8.75 1350 3899 3 0.504 22526 10209 3.00 12 4 8.75 1350 5233 4 0.616 29837 12150 3.25 12 4 8.75 1350 6839 4 0.569 29920 14259 3.50 12 4 8.75 1350 8743 4 0.528 29992 16538 3.75 12 4 8.75 1350 10971 4 0.493 30054 18984 4.00 12 4 8.75 1350 13547 5 0.578 37381 21600 4.25 12 4 8.75 1350 16497 5 0.544 37456 23707 4.50 12 4 8.75 1350 19847 5 0.513 37522 25102 4.75 12 4 8.75 1350 23622 5 0.486 37582 26496 5.00 15 5 11.69 1313 27073 7 1.011 108066 32813 5.25 15 5 11.69 1313 31642 7 0.963 108298 36176 5.50 15 5 11.69 1313 36698 8 1.050 123286 39703 5.75 15 5 11.69 1313 42265 8 1.004 123538 42842 6.00 15 5 11.69 1313 48368 8 0.963 123770 44705 USE 2.00 FT SQUARE X 12 IN THICK FTG WITH 3 # 4 BARS EACH WAY 3" CLEAR OF BOTTOM OF FOOTING 11/14/2012 WCE - CONC SQUARE FOOTING PAGE IM\ t ELEVATED DECK NOTES: I)SEE DETAIL I/51.0 FOR DECK N. JOIST LEDGER REQUIREMENTS. 2)SEE DETAIL 2/51.0 FOR DECK LATERAL RESTRAINT REQUIREMENTS. AT �� TYP. oPP TTP AT (3)JOISTS C2D \._1.(2.,,,,LEDGER AT EACH END S1 OF DECK, TYP. r r V SIMPSON Ymot IU OO 'LUS210Z' w 0 01- B- Oi`' 0 ry Q n~ IS' X 18' X 12' THICK FTG Q INSTALL PT 2X JOIST : / b INSTALL SIMPSON ,-10 W/(2) '4 BARS EACH WAY, b_P- a Ii- BLOCKING OVER kr) 'H2.5AZ' TTP. IT SUPPORTS- TYP. 3' CLEAR OF BOTTOM, ' 0 EACH JOIST p , (TYP. (2) PLCS AT ENDS) ixi \__ �? DI - PT 6X12 r--Th t vl C C ® 1 �I A t DI - PT 6X12 — J 1 1 D2 - PT 6X12 D2 - PT 6X12 1 - L J �/ L J L l \ / PT 6XPOST CONTINUOUS FTG FTG TO TRELLIS WITH ABU65Z' POST BASE WITH 5/8' DIAM, X 1' J-BOLT 24' X 24' X 12' THICK FTG (TYP (5) PLACES) W1(3) 04 BARS EACH WAY 3' CLEAR OF BOTTOM, (TYP (3) PLCS AT INTERIOR) A DECK FLOOR FRAMING PLAN SI.0 SCALE I/4' = I'-0' NOTE: SEE ARCHITECTURAL 5I-EET5 FOR INFORMATION NOT SHOUN.