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Plans 13224 SE Comanche Court MICE © Clackamas, OR 97015 503-557-1600 (o) West Coast r� 503-557-1607 (f) Engineering, PC ' 503-680-5784 (m) Structural Engineering r 11 1 /V seanwce@gmail.com 2009 IBC MISC. GRAVITY / LATERAL CALCULATIONS RECEIVED PROJECT NAME: APR 2 2 2014 CITY OF TIGARD SCOTT & LADONNA BUILDING D1ViSIO RESIDENCE CITY OP TIGARD REVIEWED FOR CODE COMPLIANCE Approved: PROJECT LOCATION: OTC; Permit#: &G-b1 Address: , �45J 11455 SW GALLO AV • TIGARD, OR 9722 'r;r'+:, Date: (4- FOR: OFFICE COPY MARK DeCOURCEY DESIGN CRITERIA: \Of a Off/0, WIND— 95 MPH EXPOSURE BS N SEISMIC DESIGN CATEGORY D e2 SNOW LOAD - 25 PSF • ':.3 • 49-41 OREGON y JOB# W14-61 `nc< -/)' 13,2-Vo April 9, 2014 Expires 12/31/2014 TWO-STORY LATERAL ANALYSIS GOVERNING BUILDING CODE: 2009 INTERNATIONAL BUILDING CODE WITH OREGON AMENDMENTS PROJECT DESIGN CRITERIA: SEISMIC DESIGN: • SPEC.ACCELERATION,Ss: 0.97 (SECTION 11.4.1) SITE COEFFICIENT, Fa: 1.11 (SECTION 12.4.8.1) SEISMIC DESIGN CATEGORY: D (TABLE 11.6-1) REDUNDANCY FACTOR,p : 1.3 (SECTION 12.3.4) OCCUPANCY CATEGORY II (TABLE 1-1) SOIL SITE CLASS(ASSUMED): D (TABLE 20.3-1) WIND DESIGN: SNOW LOAD: BASIC WIND SPEED(MPH): 95 (SECTION 6.5.4) ROOF SNOW LOAD: 25 PSF EXPOSURE CATEGORY: B (SECTION 6.5.6.3) ADD'L SEISMIC WT: 0 PSF SEISMIC DESIGN REQUIREMENTS FOR BUILDING STRUCTURES(ASCE 7-05 CHAPTER 12): (SIMPLIFIED ANALYSIS,SECTION 12.14) DIRECTION: FRONT-TO-BACK F(TWO STORY BUILDING)= 1.1 (SECTION 12.14.8.1) SMS= FA Ss: 1.08 (EQUATION 11.4-1) Sos=(2/3)SMs: 0.72 (EQUATION 11.4-3) STRUCTURAL SYSTEM, R: 6.5 (TABLE 12.14-1) E=pV 1.3 FSDSW/R: 0.16 W (EQUATION 12.14-11) E(ASD)= E/1.4: 0.11 W (SEISMIC LOAD EFFECT) W: 83116 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 9381 LB (SEISMIC LOAD EFFECT) DIAPHRAGM H(i) DIAPH DIAPH TRIG WALL WALL WEIGHT MISC./SNO TOTAL LEVEL' (FT) AREA WEIGHT AREA(SF) W WEIGHT V(i) £V(i) (SF) (PSF) (PSF) (LBS) WEIGHT(LBS) ROOF 18 1443 12 1280 10 0 30116 3399 3399 UPPER 10 1700 12 3260 10 0 53000 5982 9381 83116 DIRECTION: SIDE-TO-SIDE F(TWO STORY BUILDING) = 1.1 (SECTION 12.14.8.1) SMS= FA Ss: 1.08 (EQUATION 11.4-1) Sos=(2/3)SMs: 0.72 (EQUATION 11.4-3) STRUCTURAL SYSTEM, R: 6.5 (TABLE 12.14-1) E=p V= 1.3 F Sos W/R: 0.16 W (EQUATION 12.14-11) E(ASD) = E/1.4: 0.11 W (SEISMIC LOAD EFFECT) W: 83116 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 9381 LB (SEISMIC LOAD EFFECT) DIAPHRAGM H i DIAPH DIAPH MISC./SNO () AREA WEIGHT TRIB WALL WALL WEIGHT TOTAL LEVEL (FT) {SF) (PSF) AREA(SF) (PSF) W WEIGHT WEIGHT(LBS) V(i) £V(i) (LBS) ROOF 18 1443 12 1280 10 0 30116 3399 3399 UPPER 10 1700 12 3260 10 0 53000 5982 9381 ` 83116 4/9/2014 SCOTT&LADONNA RESIDENCE PARTIAL LATERAL(4-9-14) PAGELA WIND LOADS(ASCE 7-05 CHAPTER 6): (SIMPLIFIED PROCEDURE,SECTION 6.4) Ps= Kzr Iw Ps3o (EQUATION 6 1) BLDG HT AND EXP. FACTOR,A= 1.00 (FIGURE 6 2) BASIC WIND SPEED(MPH): 95 TOPOGRAPHIC FACTOR, KzT: 1.00 (SECTION 6.5.7) EXPOSURE CATEGORY: g IMPORTANCE FACTOR,Iw: 1.00 (TABLE 6 1) ROOF PITCH(X:12) X= g BUILDING PLAN DIMENSIONS: MEAN ROOF HEIGHT H(FT)= 24.0 PLAN INT. END ZONE FRONT-TO-BACK L(FT)= 41.0 LOCATION ZONE END ZONE SIDE TO SIDE W(FT)= 56.0 WALL 16.71 2 93 NET(PSF) a(FT)= 8.20 ROOF 11.51 14.37 4.23 2.86 DIRECTION: FRONT TO BACK (LEFT EXTERIOR MAIN FLOOR WALL WILL BE ANALYZED) DIAPHRAGM TOTAL INTERIOR TOTAL END TOTAL INTERIOR INTERIOR PROD.AREA PROJ.AREA PROJ.AREA WALL AREA WALL AREA END WALL END ROOF AREA P INTERIOR P END LEVEL ROOF AREA (SF) (SF) (SF) (SF) (SF) AREA(SF) (SF) (SF) ZONE(LBS) ZONE (LBS) ROOF 623 390 233 291 218 73 172 160 5621 3826 UPPER 578 381 197 497 368 129 13 68 6297 3677 TOTAL DESIGN WIND FORCE= 11918 7503 19421 LBS ADD WIND FORCE TO LEFT EXTERIOR MAIN FLOOR WALL DUE TO ROOF ONLY STRUCTURE END WALL= 2 SF 20.93 PSF 42 LB END ROOF= 140 SF 14.37 PSF 2011 LB 2053 LB TOTAL NEW LOAD TO EXISTING WALL DIRECTION: SIDE TO SIDE (NO CHANGES TO WIND TRIBUTARY) 4/9/2014 SCOTT&LADONNA RESIDENCE PARTIAL LATERAL(4-9-14) PAGE 1-7-- SHEARWALL FORCE DISTRIBUTION: DIRECTION: FRONT-TO - BACK OUT-TO-OUT WALL LENGTH PERPENDICULAR TO FORCE CONSIDERED ROOF: 46.00 FT UPPER: 56.00 FT SEISMIC SEISMIC SHEAR INT.ZONE DIAPHRAGM LOCATION OF TRIB END ZONE TOTAL WALL SEISMIC WIND WIND OR LEVEL SHEARWALL WIDTH(Fr) SHEAR FROM ABOVE TOTAL SEISMIC WINDTOTAL WIND (HBA) (LBS) SHEAR(LBS) SHEAR (LBS)WIND SHEAR (LBS) LENGTH SHEAR PER SHEAR PER SEISMIC SHEAR (LBS) (FT) FOOT FOOT GOVERNED ROOF L.EXTERIOR 23.00 1700 0 1700 2810 1913 4723 1.00 1700 4723 WIND ROOF RT.EXTERIOR 23.00 1700 0 1700 2810 1913 4723 1.00 1700 4723 WIND UPPER L.EXTERIOR 17.00 1816 1700 3516 1912 1838 10473 22.50 156 465 WIND UPPER L.OF GARAGE 28.00 2991 1700 4691 3149 0 7872 1.00 4691 7872 WIND UPPER RT.OF GARAGE 11.00 1175 0 1175 1237 1838 3075 1.00 1175 3075 WIND 3399/9381 9446/21420 4•pCe-P 2 °53* 4/9/2014 SCOTT&LADONNA RESIDENCE PARTIAL LATERAL(4-9-14) PAGE L3 SHEARWALL DESIGN: CEILING HEIGHTS DESIGN LOADS USED FOR UPLIFT UPPER: 8.00 FT ROOF: 10 PSF MAIN: 9.00 FT FLOOR: 10 PSF WALL: 10 PSF DIRECTION: FRONT-TO-BACK SHEARWALL LOCATION OF SHEARWALL ROOF TRIG UNIFORM FLOOR(S) UNIFORM TOTAL SHEARWALL RESISTING NET UPLIFT= UPLIFT LABEL ROOF LOAD TRIB WIDTH FLOOR WALL MAX OVERTURNING MOMENT FROM HOEDOWN LEVEL SHEARWALL LENGTH(Fr) WIDTH(FT) (PLF) (FT) LOAD(PLF) SHEAR(LB) (FT-LBS) (OTM 2/3(RM))/ ABOVE (FT-LBS) L(FT-LBS) (LBS) REQURED SW#1 MAIN L.EXTERIOR 5.00 4.00 40 4.00 40 2327 20947 6885 3071 0 3071 SW#2 MAIN L.EXTERIOR 5.00 4.00 40 4.00 40 2327 20947 6885 3071 0 3071 SW#3 MAIN L.EXTERIOR 5.50 4.00 40 4.00 40 2560 23041 7671 3060 0 3060 SW#4 MAIN L.EXTERIOR 7.00 4.00 40 4.00 40 3258 29326 10285 3010 0 3010 10473 4/9/2014 SCOTT&LADONNA RESIDENCE PARTIAL LATERAL(4-9-14) PAGE (.....J r SHEARWALL AND HOLDOWN DESIGN: DIRECTION: FRONT- TO - BACK MAX SHEAR SHEARWALL MAX UPLIFT HOLDOWN LABEL LENGTH FT IN WALL SHEARWALL SHEARWALL HOLDOWN ( ) CAPACITYTYPE CAPACITY AT ENDS HOLDOWN (PLF) TYPE (PLF) CHECK CHECK (LB) (LB) SW#1 5.00 465 F 550 OKAY 3071 7 3075 OKAY SW#2 5.00 465 F 550 OKAY 3071 7 3075 OKAY SW#3 5.50 465 F 550 OKAY 3060 7 3075 OKAY SW#4 7.00 465 F 550 OKAY 3010 7 3075 OKAY DIRECTION: SIDE - TO - SIDE MAX SHEAR SHEARWALL MAX UPLIFT HOLDOWN LABEL LENGTH(FT) IN WALL SHEARWALL CAPACITY SHEARWALL HOLDOWN CAPACITY HOLDOWN (PLF) (PLF) CHECK AT ENDS TYPE CHECK (LB) (LB) SEE PAGE LI Z FOR SHEARWALL TYPE INFORMATION SEE PAGE LI FOR SHEARWALL HOLDOWN INFORMATION SEE PAGE 04 us FOR SHEARWALL LOAD PATH INFORMATION 4/9/2014 SCOTT& LADONNA RESIDENCE PARTIAL LATERAL(4-9-14) PAGE LS HICE ` 0 13224 SE Comanche Court Clackamas, OR 97015 West Coast ` � 503-557-1600 (o) Engineering, PC » 503-557-1607 (f) zi 503-680-5784(m) Structural Engineering seanwce@gmail.com DOUGLAS FIR-LARCH JOISTS SPAN TABLE DEFLECTION CRITERIA: DL (PSF): 15 ROOF: LIVE LOAD/ 240 LL (PSF): 25 TOTAL LOAD/ 180 CD: 1.15 LOAD DURATION FACTOR Fb (PSI) Fv(PSI) E (PSI) CR: 1.15 REPETATIVE MEMBER FACTOR DF-L NO.2 900 180 1600000 DF-L NO.1 1000 180 1700000 2x ROOF JOISTS No. 2 12"Joist Spacing 16"Joist Spacing P 9 24 Joist Spacing Section LL Defl. I TL Deft I Bending LL Defl. I TL Defl. j Bending LL Defl. I TL Defl. I Bending Allowable Span (ft.) Allowable Span (ft.) Allowable Span (ft.) 2X3 6.14 5.58 4.82 2X4 8.60 7.81 6.75 2X5 11.05 10.04 8.38 2X6 13.51 12.09 9.87 2X8 17.69 15.32 --- 2X10 21.60 12.51 2X12 18.71 --1 15.28 . 25.05 21.70 17.72 2X14 27.99 24.24 19.79 No. 1 12"Joist Spacing 16"Joist Spacing p 9 24 Joist Spacing Section LL Defl. I TL Defl. I Bending LL Defl. I TL Defl. I Bending LL Defl. I TL Defl. I Bending Allowable Span (ft.) Allowable Span (ft.) Allowable Span (ft.) 2X3 6.27 5.69 4.97 2X4 8.77 7.97 6.96 2X5 11.28 10.25 8.84 2X6 13.78 12.52 10.41 2X8 18.17 16.15 13.18 2X10 22.77 19.72 16.10 2X12 26.41 22.87 18.67 2X14 29.51 25.55 20.86 4/9/2014 2X JOISTS PAGE 1- West Coast Engineering Project Title: SCOTT&LADONNA RESIDENCE 13224 SE Comanche Court Engineer: SMR Project ID: W14-61 • Clackamas,OR 97015 Project Descr: 503-557-1600 www.westc:oaste.com G7 -- -- - - - _ _ Printed:9 APR 2014,3 08PM 1i. AA (tlpie es! 1e Beam File=C:lUserS1WCE11)000ME-11WCE12014-0-1111461-11SCOTT&-LECs ENERCALC,:INC..1983-2014,Build:6,14.1.26,Ver:6.14.1.26 • Des :K- 6006MISC. R Licensee:WEST COAST ENGINEERING,PC _� � OOF FRAMING Wood Beam Design : R1 - 5 1/8 X 12 GL -----------_-..__-_ _ Calculations per 2012 NDS,IBC 2012,"CBC2013,ASCE 7-10 BEAM Size 5.125x12, GLB, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations,Major Axis Bending - Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120, S=0.0250 k/ft,Trib=14.0 ft Design Summary - Max fb/Fb Ratio = 0.456: 1 D(0 1680)S(0.350) fb:Actual: 1,258.06 psi at 6.930 ft in Span#1 : 4_ --'77---7 - iI Fb:Allowable: 2,760.00 psi Load Comb: +D+S+H X5- 'A Max fv/FvRatio= 0.258: 1 • fv:Actual: 78.54 psi at 13.020 ft in Span#1 140 ft 1.0 ft, 5125x12. Fv:Allowable: 304.75 psi I Load Comb: +D+S+H -------------:-- Max Deflections -_-- Max Reactions (k) D - Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.345 in Left Support 1.27 2.44 Upward L+Lr+S -0.051 in Upward Total -0.077 in Right Support 1.46 2.81 Live Load Defl Ratio 470 >360 Total Defl Ratio 310 >240 • Wood Beam Design R2 - 5 1/8 X 12 GL -._ Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size Using5.12SAllllowab a 2, StresslDesiign wity h ASCE7-05 Load Combinations, Major Axis Bending Wood Species: DF/ F Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi - Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120, S=0.0250 k/ft,Trib=8.0 ft Design Summary [-- Max fb/Fb;Ratio = 0.266. 1 D(00960)S(0.20) fb:Actual: 732.84 psi at 6.930 ft in Span#1 i _ 5_ Fb:Allowable: 2,760.00 psi • Load Comb: +D+S+H `\�. .--------.-. ------ Max - - fv/FvRatio= 0.174: 1 A fv:Actual: 53.16 psi at 14.000 ft in Span#1 14.0 ft tort, 5.125x12 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections ---- Max Reactions (k) 0 L Lr S W E H Downward L+Lr+S 0.130 in Downward Total 0.201 in Left Support 0.76 1.39 Upward L+Lr+S -0.029 in Upward Total -0.045 in Right Support 0.88 1.61 Live Load Defl Ratio 824 >360 Total Defl Ratio 532 >240 - - -- - - --- -------------- Wood Beam Design R3 - 5 1/8 X 12 GL �- _____ Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size 5.125x12, GLB, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120, S=0.0250 k/ft,Trib=8.0 ft Design Summary i- -- Max fb/Fb Ratio = 0.305. 1 fb:Actual: 842.39 psi at 7.500 ft in Span#1 D(0.0960)s(o 20) • Fb:Allowable: 2,760.00 psi 0 ,I _ Load Comb: +D+S+H Max fv/FvRatio= 0.187: 1 1 A fv:Actual: 56.91 psi at 15.000 ft in Span#1 15.0 ft 1.0 n, 5.125x12 Fv:Allowable: 304.75 psi Load Comb: +D+S+H efi c-_-_- Max Deflections Deflections -_ ---- - --_-_ Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.171 in Downward Total 0.265 in Left Support 0.82 1.49 Upward L+Lr+S -0.036 in Upward Total -0.056 in Right Support 0.94 1.71 Live Load Defl Ratio 668 >360 Total Defl Ratio 430 >240 west Coast Engineering Project Title: SCOTT&LADONNA RESIDENCE 13224 SE Comanche Court Engineer: SMR Project ID: W14-61 Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com 1,0 — Printed.9 APR 2014,3:08PM M U Iii File=C:IUserslWCE1DOCUMEr11WCE12014J0-11W14=61-11SCOTT&-1.EC6. Lic.#:KW-06006141 ENERCALC,,INC 1:983-201,4;,Build:6,14:1.26,Ver-6.14'1.26 -- — — Licensee WEST COAST ENGINEERING,PC Wood Bearn Design : R4 5 1/8 X 16 1/2 GL --- Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 5.125x16.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Point: D=1.460, S=2.861 k @ 13.750 ft Design Summary 1 ------ Max fb/Fb Ratio = 0.625. 1 fb:Actual: 1,625.22 psi at 13.750 ft in Span# 1 Fb:Allowable: 2,602.36 psi Load Comb: +D+S+H F " Max fv/FvRatio= 0.139: 1 ri r'. fv:Actual: 42.51 psi at 26.217 ft in Span#1 I 27.50 ft, 5.125x16.5 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections —-- — - Max Reactions (k) D . Lr S W E H Downward L+Lr+S 0.623 in Downward Total 1.012 in Left Support 0.99 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.43 Live Load Defl Ratio 529 >360 Total Defl Ratio 325 >240 Wood Beam Design : 3 1/8 X 10 1/2 GL DOOR HEADER DER k Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 3.125x10.5, GLB, Fully Unbraced - ---- –--- ---- Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads • Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.010 k/ft,Trib=20,0 ft Point: D=1.270, S=2.440 k @ 3.750 ft Design Summary Max fb/Fb Ratio = 0.908; 1 + -i fb:Actual: 2,470.34 psi at 3.768 ft in Span#1 $ __ t��i � — — a Fb:Allowable: 2,719.33 psi Load Comb: +D+S+H < "� Max fv/FvRatio= 0.522: 1 n fv:Actual: 159.16 psi at 0.000 ft in Span#1 ! /, Fv:Allowable: 304.75 psi I 9.50 ft, 3.125x10.5 Load Comb: +D+S+H -_ --- Max Deflections Max Reactions (k) D L H Downward L+Lr+S 0.176 in Downward Total 0.335 in Lr S_ W_ E_ Left Support 2.04 0.38 1.71 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.77 0.38 1.20 Live Load Defl Ratio 649 >360 Total Defl Ratio 340 >240 I4TCEp 13224 SE Comanche Court Clackamas, OR 97015 West Coast 503-557-1600(o) Engineering, PC v,` s_ , `� 7 503-557-1607(f) Structural engineering i 503-680-5784(m) wce@comcast.net WOOD COLUMN -AXIAL DESIGN PROJECT NAME: SCOTT&LADONNA RESIDENCE PROJECT NUMBER: W14-61 LOCATION OF COLUMN: POST AT PATIO COVER COLUMN TYPE: SAWN V' ................... COLUMN GRADE: HF#2 .r SELECT COLUMN: 6X6 Tr COLUMN WIDTH, b: 5.50 IN E: 1600000 PSI COLUMN DEPTH,d: 5.50 IN A = 30.25 IN^2 Fc: 1000 PSI Sx= 27.73 IN^3 F*c: 1150 PSI Ix = 76.26 IN^4 F'c: 455 PSI ADJUSTMENT FACTORS: Cd: 1.15 LOAD DURATION FACTOR(1.0, 1.15, 1.33) Cp: 0.40 COLUMN STABILITY FACTOR CF: 1.00 SIZE FACTOR (COLUMN HEIGHT, h: 14.00 FT le = 14.00 FT P ALLOW= 13761 LBS I P ACTUAL= 5070 ALLOWABLE AXIAL LOAD: COLUMN UNBRACED SLENDERNESS RATIO FcE(PSI) FcE/F*c Cp Fc(PSI) ALLOWABLE AXIAL CAPACITY OF LENGTH (FT) Le/d (MAX) (PSI) COLUMN(LBS) 4 8.73 6302 5.480 0.959 1103 33371 5 10.91 4033 3.507 0.932 1072 32438 6 13.09 2801 2.436 0.896 1030 31162 7 15.27 2058 1.789 0.847 975 29482 8 17.45 1576 1.370 0.787 905 27387 9 19.64 1245 1.082 0.718 825 24965 10 21.82 1008 0.877 0.644 741 22400 11 24.00 833 0.725 0.572 658 19894 12 26.18 700 0.609 0.506 581 17586 13 28.36 597 0.519 0.447 514 15539 14 30.55 514 0.447 0.396 455 13761 15 32.73 448 0.390 0.352 404 12230 16 34.91 394 0.343 0.314 361 10916 17 37.09 349 0.303 0.281 324 9788 18 39.27 311 0.271 0.253 291 8816 19 41.45 279 0.243 0.229 264 7975 20 43.64 252 0.219 0.208 239 7244 USE 6X6 HF #2 COLUMN 4/9/2014 WCE-WD COLUMN AXIAL PAGE 1-1 �H/CE ` 13224 SE Comanche Court Clackamas, OR 97015 West Coast `-- 503-557-1600(o) Engineering, PC '� - 503-557-1607 (f) Structural Engineerings 503-680-5784(m) wce@comcast.net SQUARE SPREAD FOOTING DESIGN PROJECT NAME: SCOTT&LADONNA RESIDENCE PROJECT NUMBER: W14-61 LOCATION OF FOOTING: POST FTG AT PATIO COVER ALLOWABLE SOIL PRESSURE (PSF) 1500 '+„ PSF CONCRETE STRENGTH (PSI) 2500 v PSI COLUMN LOAD, P: 5070 LBS REINFORCING STEEL STRENGTH (PSI) 60000 v PSI COLUMN WIDTH, W: 5.5 IN SQUARE FOOTING DEPTH OF FOOTING THICKNESS, BAR SIZE Pnet Mu # OF PHI Mn # REBAR a (IN) P MAX(LBS) WIDTH, B(FT) H (IN) (IN) (PSF) (FT LBS) BARS (FT LBS) 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 4/9/2014 WCE-CONC SQUARE FOOTING PAGE LI 12 DESIGN CRITERIA WIND SPEED 4 EXPOSURE 95 MPH B SEISMIC DESIGN CATEGORY D ZIP CODE: 91223, Ss: 0.968 Fa: 1.113 TYP. DIMENSIONS FOR STD. COMMON NAILS NAIL DIMENSION PENNYWEIGHT hod 8d 10d 16d 20d LENGTH 2' 2 1/2" 3" 3 1/2" 4' DIAMETER .113' .131' .148" .162' .192' HEAD DIAMETER .266' .281" .312" .344" .406' values have been taken from Appendix L of the 2005 National Design Specification for Wood Construction by the American Forest 4 Paper Association ROOF SHEATHING REQUIREMENTS: INSTALL 15/32' APA RATED CDX PLYWOOD (OR APA RATED ORIENTED STRAND BOARD) WITH 8d COMMON NAILS m 6" O.C. AT PANEL EDGES AND AT 12' O.C. IN THE FIELD OF THE PANEL. INSTALL PANEL EDGE NAILING INTO BLOCKING AT ALL EXTERIOR WALLS AND INTERIOR SHEARWALLS. EXT. PLYWOOD WALL SHEATHING REQUIREMENTS: INSTALL 1/I6" APA RATED CDX PLYWOOD (OR APA RATED ORIENTED STRAND BOARD) WITH 8d COMMON NAILS 9 6' O.C. AT PANEL EDGES AND AT 12' O.G. IN THE FIELD OF THE PANEL. BLOCK ALL PANEL EDGES. ALL JOINTS SHALL OCCUR ON A COMMON MEMBER. ROOF/WALL FRAMING NOTES: I) STUD BEARING WALLS ARE 2X6 DFL"2 STUDS e 16" O.C., U.N.O. 2) SAWN LUMBER MEMBERS TO BE DOUGLAS FIR LARCH "2 GRADE, UN.O. 3)GLULAM BEAMS (GL) ARE TO BE DOUG FIR GRADE (24F-v4). 4) USE DBL STUD MIN. BENEATH GL BEAM/HEADER ENDS, UN.O. NOTE: WHERE SHEARWALLS ARE LABELED ON PLANS AT EXISTING CONDITIONS, INSTALL ADDITIONAL SILL PLATE ANCHORS AS REQUIRED PER SHEARWALL SCHEDULE OR WITH A36 THRD'D RODS DRILLED AND INSTALLED 6' MIN. INTO EXISTING CONCRETE STEMWALLS WITH SIMPSON 'SET-XP' EPDXY (SPECIAL INSPECTION OF INSTALLATION IS NOT REQUIRED). 0 PLYWOOD SHEARUJALL SCHEDULE (SEE NOTES I-3) PANEL MIN. PANEL PANEL 5/8' DIAM. SILL 16d NAIL SHEARWALL NOTES TYPE SHEATHING EDGE J-BOLT SPACING AT CAPACITY THICKNESS NAILING SPACING SILL PLATES (PLF) - (1' EMBED) TYP. 1/16' 8d 9 6" O.C. 48" O.C. 12' O.C. 200 1/16' 8d s 6' O.C. 48' O.C. 10' O.C. 260 O7/16' 8d s 4' O.C. 48" O.C. 6" O.C. 350 O1/16" 8d 9 3" O.C. 16" O.C. 4' O.C. 550 SEE NOTE 4 _ O 1/16' 10d e 3' O.C. 14" O.C. 4' O.C. 600 SEE — NOTE 4 O1/16" 10d s 2' O.C. 26" O.C. 3" O.C. 810 SEE NOTES 4,5 NOTES: I) Sheathing, all-veneer plywood, plywood siding, except Group 5 Species. Minimum nailing shall be 8d nails s 6" o.c. at panel edges and 12' o.c. in the field of the panel, UN.O. All Nails to be 'Common' or "Galvanized Box' type nails. Galvanized nails shall be hot-dipped or tumbled. 2) All panel edges backed with 2x or wider framing using Douglas Fir-Larch No.2 or better lumber. Panels may be installed either horizontally or vertically. 2x stud spacing shall not exceed 16" o.c. At shearwalls with sheathing each side, studs must be 2x6 min. All anchor bolts shall have a minimum 3" x 3' x 0.229' thick plate washers. 3) Shearwall panel edge nailing shall be installed at shearwall end stud(s) where holdown is attached. If holdown requires multiple studs then install 1/2 panel edge nailing to each stud. Face nail multiple studs at holdowns together with 16d nails fl 12' o.c. minimum, U.N.O. 4) At these panels only, all framing at adjoining panel edges shall be 3' nominal or wider, except that (2) 2x studs may be used in place of 3x or greater material when 2x studs are attached together with nailing specified in shearwall schedule for sill plates. 5) At these panels only, foundation sill plates shall not be less than a single 3" nominal member and sill plate fasteners should be staggered into 2x blocking and rim joist. Fasten 2x blocking to rim joist with same fasteners and spacing, typ. SNEAIRWALL NOLDOWN SCHEDULE (SEE NOTES 1-5) HOLDOWN SIMPSON HOLDOWN • TYPE BRAND OR CAPACITY EQUIVALENT (LBS) INSTALLATION NOTES OI MSTA24 900Install strap across floor line into face of 2x stud with(5)l0d common nails — each end of strap.Install equal lengths of strap above and below floor joist. OMSTA3�o 14, 0 Install strap across floor line Into face of 2x stud with C9)10d common nails each end of strap.Install equal lengths of strap above and below floor joist. Install strap across floor line into face of 3x or Dbl 2x studs with(10)Ibd MST31 2465 common nails each and of strap.!Attach Dbl 2x together with led common Halls _ 3 - a 8'oz.)Insist(equal lengths of strap above and below floor joist. Install strap across floor line into fete of 3x or Dbl 2x studs with(la)Ibd 4 — NOTES: MST48 3685 common nails each end of strap.(Attach Dbl 2x together with Ibd common nails _ _ a 8'o.c.)install equal lengths of strep above and below floor joist. - Install strap across floor line Into face or 3x or Dbl 2x studs with(23)16d O MST�om 4830 common nails each end of strap.!Attach Dbl 2x together with Ibd common nails e 4'o.c.)Install equal lengths of strap above and below floor joist. Install strap across floor line into fete of 2x stud above and Dbl 2x or 4x min.5) O TS22 1215 beam below with( Ibd common nails each end of strap.Install equal lengths of strap above and below floor line. O Center holdown with 4x or Dbl 2x studs!min.)and attach to stud(s)with(b) HDU2 3015 Simpson 1/4'x 21/2•SDS Screws.(Attach Obi 2x together with Ibd common nails a -. _ 4.5'o.c.)Install 5/8'Dlam.Simpson'SB%x24'per manufacturer's specifications. Center holdown with 4x or Dbl 2x studs(min.)and attach to stud(s)with(6) 1A HDU2 3m15 Simpson 1/4'x 21/2'5D5 Screws.(Attach Dbl 2x together with led common nails a 4.5'o.c.)Install 5/8'A36 thrd'd rod 10'minimum Into existing concrete with Simpson 'SET-XP'epoxy(Special inspection or anchor installation is required). I) Anchor bolts shall be A301 or Std. J-bolt or Headed bolt (ASTM A36 threaded rod with double nut and washer may be substituted). Center holdown on stud(s) (minimum 3' From edge or concrete) 2) All studs at where holdowns attach shall be Douglas Fir-Larch or lumber with equivalent specific gravity. 3) Holdowns at corners shall attach to corner studs. Holdowns away From corners shall attach to door or window jamb full height studs. Holdowns must attach to studs receiving shear panel edge nailing. See Shearwall Schedule or Holdown Installation Notes for all other information. 4) If holdown 1 occurs at floor to Floor connection, use bolted connection from stud to stud holdowns. 5) Unless specified otherwise, install 54 continuous horizontal reinforcing bar 2' below top of concrete at all holdowns. At holdown anchor bolt place bar on side closest to edge of concrete, Bar shall extend 5' minimum in both directions From holdown anchor bolt. For extentf ohorizontal bars, install a4 vertical bars 6) 24' o.c. with 6' hook into footing. Tie horizontal bar to anchor bolt prior to pouring concrete. NOTE: AS ALTERNATE TO HDU2 HOLDOWN, CONTRACTOR MAY USE SIMPSON 'MSTCMbm' STRAP HOLDOWN WITH (26) Ibd SINKERS 'INTO DOUBLE 2>< AND (14)Y4' DIAM. X 2y4" 'TITEN' ANCHORS INTO EXISTING CONCRETE WALL (MINIMUM EDGE DISTANCE _ l') CAP. = 3840 L� vi ROOF SHEAR TRANSFER NAILING SCHEDULE PANEL ROOF PANEL SIMPSON TYPE EDGE NAILING 'A35' CLIPS T)-F). Sd " O-C. 40" O.C. Sd 4" O.C. 32' O.C. O Sd e 3' O.C. 22" O.C. OIOd 9 3" O.C- I(o" O.C. OI0d 2y" O.G. 12' O.C. O I0d a 2" O.C. 10" O.C- EXISTING ROOF PANEL EDGE NAILING SIMPSON 'A35' CLIPS AT SPACING PER SCHEDULE AND PANEL TYPE / 1\ .//////11HJA%,1%.N.4% i%iNN%4% i I ROOF RAFTERS / TRUSSES AND SHEATHING PER PLAN SHEAR PANEL EDGE NAILING AND SHEATHING PER PLAN AND SCHEDULE A SHEAR TRANSFER AT ROOF SI SCALE = I" = 1'-0" CL15 FLOOR SHEAR TRANSFER NAILING SCHEDULE PANEL SILL PLATE SIMPSON TYPE NAILING 'A35' CLIPS TYP. I6d I0" O.C. 40" o.C. O 16d e 8" O.C. 32" O.C. O I6d a 6" O.C. 22" O.C. O 18d 9 4y" O.C. 16" O.C. O 16 d s 3y' O.C. 12" O.C. O SIMPSON 'SDS Y4 SIMP 'LTP4' X 4) ' e 1" O.C. 10" O.C. EXISTING SILL PLATE NAILING i EXISTING SHEAR PANEL EDGE NAILING AND SHEATHING PER PLAN AND SCHEDULE I EXISTING FLOOR JOISTS II AND SHEATHING PER PLAN iY SIMPSON 'A35' CLIPS AT SPACING PER SCHEDULE AAND PANEL TYPE i III4 I > SHEAR PANEL EDGE NAILING I AND SHEATHING PER PLAN AND SCHEDULE NOTE: WHERE EXTERIOR PLYWOOD i SHEATHING IS LAPPED AT THE RIM BOARD AND PANEL EDGE NAILING IS INSTALLED, SHEAR CLIPS SHOWN MAY BE OMITTED. C55S1--IEAIR TRANSFER AT FLOOR 1 SCALE = I" = I' QI-U6' ROOF PANEL EDGE NAILING OR SCREWS PER PLANS �.\ SIMPSON 'H2.5', TTP. 4` Q4•`, '���� 2X BLOCKING WITH I6d r� COMMON TOENAILS AT '`�4`, 12' O.C., TTP. ,...44, IA ROOF RAFTERS / TRUSSES PER PLANS SHEAR TRANSFER AT ROOF SCALE = I" = I'-(d" OLO 11 Sd NAILS ' 4' O.C. ALONG ROOF RAFTER ROOF SHEATHING ROFE PLANOF (ALIGNRATERS RAFTER .i-L \ WITH SHEARWALL) 1...L i.„ (4) SIMPSON 'A35' CLIPS ` SHEARWALL SHEATHING AND EQUALLY ALONG SHEARWALL • PANEL EDGE NAILING PER LENGTH (CLIPS MAY ALSO BE SHEARWALL PANEL TYPE INSTALLED IN AREA BEYOND • AND SHEARWALL SCHEDULE SHEARWALL PROVIDED TOP • PLATE IS CONTINUOUS) ` • 2X STUD SHEARWALL ` •• N ED)( AFTE INT. SNEAfRILALL 51 SCALE = I" = 1'-0' `1`,`'��� ROOF SHEATHING OVER RAFTERS PER PLANS allill � 441'44'114's \� 'MST48Z' P WRAPPED \\ . ND BEAM DOWN I'-fD' MIN. ,����\ ` SIDEOF SUPPORT BEAM 11 GLULAM BEAM PER PLANS AppLIAA..1,14%4N4N,4111.1.0N SIMPSON 'MST4SZ' STRAP WRAPPED AROUND BEAM DOWN SIDE OF POST \ p POST PER PLANS E BEAM POST STRAP DETAIL 51 SCALE = I" = I'-0' . • . _21 (_)\=---, ,,,-- D 1„Y\cz ir-7- (---, c— ) i .4-/ -s----- • - , % ----, - -- • i . 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