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Specifications (3) fliCE 13224 SE Comanche Court Clackamas, OR 97015 503-557-1600 (o) West Coast f; 503-557-1607 (f) Engineering, PC °:� 503-680-5784 (m) Structural Engineering '1=t; seanwce@gmail.com RECEIVED 2012 IBC PARTIAL GRAVITY / LATERAL CALCULATIONS DEC 2 2015 UNBILDIG TIGARD N PROJECT NAME: HARRIS RESIDENCE PROJECT LOCATION: 11960 SW 122ND CT TIGARD, OR 97223 FOR: LAMONT BROS. LLC DESIGN CRITERIA: 5�� 4� PRCff ULTIMATE WIND - 120 MPH / . N F. tr/�� NOMINAL WIND - 95 MPH / EXP B /,j : o3 SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD - 25 PSF - C�REGO 6F9 r i s. 2° SPO JOB# W15-182 \M RAh\A- September 10, 2015 r I TWO-STORY LATERAL ANALYSIS GOVERNING BUILDING CODE: 2012 INTERNATIONAL BUILDING CODE WITH OREGON AMENDMENTS PROSECT DESIGN CRITERIA: SEISMIC DESIGN: SPEC.ACCELERATION, Ss: 0.96(SECTION 11 4.1) SITE COEFFICIENT,Fa: 1.11 (SECTION 12.4.8.1) SEISMIC DESIGN CATEGORY: D (TABLE 11.61) REDUNDANCY FACTOR,p : 1.3 (SECTION 12.3 4) OCCUPANCY CATEGORY II (TABLE 1-1) SOIL SITE CLASS(ASSUMED): 0 (TABLE 20.3-1) WIND DESIGN: SNOW LOAD: ULTIMATE WIND SPEED(MPH): 120(SECTION 26.5) ROOF SNOW LOAD: 25 PSF NOMINAL WIND SPEED(MPH): 95 (TABLE 1609.3.1) ADD'L SEISMIC WT: 0 PSF EXPOSURE CATEGORY: B (SECTION 26.7) SEISMIC DESIGN REQUIREMENTS QUI 5 F OR BUILDING STRUCTURES(ASCE 7-10 CHAPTER 12): (SIMPL.IFIED ANALYSIS,SECTION 12.14) DIRECTION: FRONT-TO-BACK (GARAGE DOOR SIDE IS FRONT ELEVATION) F(TWO STORY BUILDING)= 1.1 (SECTION 12.14.8.1) SMS=FA SS: 1.07 (EQUATION 11.4-1) Sos=(2/3)SMs: 0.72 (EQUATION 11.4.3) STRUCTURAL SYSTEM, R: 5.5 (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: 61596 LB (EFFECTIVE SEISMIC WEIGHT) E(ASO): 6930 LB (SEISMIC LOAD EFFECT) DIAPH DIAPH MISC./SNO DIAPHRAGM H(I) TRI)WALL WALL WEIGHT TOTAL LEVEL (FT) AREA WEIGHT AREA(SF) (PSF) W WEIGHT WEIGHT(LBS) V co `V(0 (SF) (PSF) (LBS) ROOF 17 794 12 610 10 0 15628 1758 1758 UPPER 9 2214 12 1940 10 0 45968 5172 6930 61596 DIRECTION: SIDE-TO-SIDE F(TWO STORY BUILDING) = 1.1 (SECTION 12.14.8.1) SMs=FA SS: 1.07 (EQUATION 11.4.1) SDS=(2/3)SMS: 0.72 (EQUATION 11.4-3) STRUCTURAL SYSTEM,R: 6.5 (TABLE 12.14-1) E=pV= 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: 61596 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 6930 LB (SEISMIC LOAD EFFECT) DIAPH DIAPH MISC./SNO DIAPHRAGM H(i) TRIG'WALL WALL WEIGHT TOTAL AREA WEIGHT W WEIGHT V 0) ti..V LEVEL (FT) (SF) (PSF) AREA(Sr; (PSF) (LBS) WEIGHT(.BS) O ROOF 17 794 12 610 10 0 15628 1758 1758 UPPER 9 2214 12 1940 10 0 45968 5172 6930 61596 9/10/2015 HARRIS RESIDENCE PARTIAL LATERAL PAGE 1-, r 7 WIND LOADS(ASCE 7-10 CHAPTER 28): (SIMPLIFIED PROCEDURE,TABLE 28.5-1) Ps=X KZf Ps30 (EQUATION 28.6-1) BLDG HT AND EXP.FACTOR,A = 1.00(FIGURE 28.6-1) NOMINAL WIND SPEED(MPH): 95 TOPOGRAPHIC FACTOR,KzT: 1.00(SECTION 26.8) EXPOSURE CATEGORY: B ROOF PITCH(X 12) X = 4 BUILDING PLAN DIMENSIONS: MEAN ROOF HEIGHT H(FT)= 21.0 PLAN INT. END ZONE END ZONE FRONT-TO-BACK L(FT)= 51.0 LOCATION ZONE (PSF) NET(PSF) SIDE-TO-SIDE W(FT)= 47.6 WALL 17.23 25.87 8.65 a(FT)= 9.52 ROOF 10.00 10.00 0.00 DIRECTION: FRONT- TO- BACK (GARAGE DOOR SIDE IS FRONT ELEVATION) DIAPHRAGMTOTAL INTERIOR TOTAL END TOTAL INTERIOR END WALL INTERIOR END ROOF AREA P INTERIOR P END PRO)-AREA PRO).AREA PRO).AREA WALL AREA WALL AREA ROOF AREA ZONE LEVEL (SF) (SF) (SF) (sr) (SF) AREA(SF) (SF) (SF) ZONE(LBS) (LBS) ROOF 199 73 126 199 73 126 0 0 1257 3260 UPPER 429 250 179 298 186 112 64 67 3844 3567 5101 6827 TOTAL DESIGN WIND FORCE = 11928 LBS DIRECTION: SIDE-TO-SIDE DIAPHRAGMTOTAL INTERIOR TOTAL END TOTAL INTERIOR END WALL INTERIOR END ROOF AREA P INTERIOR P END PRO).AREA PRO).AREA PRO).AREA WALL AREA WALL AREA ROOF AREA ZONE LEVEL (SF) (SF) (SF) (SF) (SF) AREA(SF) (SF) (SF) ZONE(LBS) (LAS) ROOF 252 56 196 95 23 72 33 124 726 3103 UPPER 435 284 151 393 253 140 31 11 4668 3732 5394 6834 TOTAL DESIGN WIND FORCE = 12229 LBS 9/10/2015 HARRIS RESIDENCE PARTIAL LATERAL PAGE V t. SHEARWALL FORCE DISTRIBUTION: DIRECTION: FRONT TO - BACK OUT-TO-OUT WALL LENGTH PERPENDICULAR TO FORCE CONSIDERED ROOF: 27.33 FT UPPER: 47.58 FT INT.ZONE SEISMIC SEISMIC SHEAR END ZONE TOTAL WALL SEISMIC WIND WIND OR DIAPHRAGM LOLAI ION OF TR1B TOTAL SEISMIC WIND TOTAL WIND SHEAR FROM ABOVE WIND SHEAR LENGTH SHEAR PER SHEAR PER SEISMIC LEVEL SHEARWALL WIDTH(FT) {EBS) (LBS) SHEAR(LBS) SHEAR (LBS) SHEAR(LBS) (FT) FOOT FOOT GOVERNED (IBS) ROOF I 1XTER1OR 13.67 879 0 879 629 1630 2259 17.26 51 131 WIND ROOF R1 EXTERIOR 13.67 879 0 879 629 1630 2259 13.58 65 166 WIND UPPER (E)L EXTERIOR 13.50 1467 0 1467 1091 1784 2874 27.75 53 104 WIND UPPER L OF ENTRY 0.00 0 879 879 0 0 2259 14.83 59 152 WIND UPPER L of GARAGE 23.79 2586 0 2586 1922 0 1922 19.75 131 97 SEISMIC UPPER RT EXTERIOR 10.29 1118 879 1998 831 1784 4874 32.67 61 149 WIND 1758/6929 4517/11928 DIRECTION: SIDE- TO - SIDE OUT-TO-OUT WALL LENGTH PERPENDICULAR TO FORCE CONSIDERED ROOF: 23.50 FT UPPER: 51.00 FT INT.ZONE SEISMIC SEISMIC SHEAR END ZONE TOTAL WALL SEISMIC WIND WIND OR DIAPHRAGM LOCATION OF TRIB TOTAL SEISMIC WIND TOTAL WIND SHEAR FROM ABOVE WIND SHEAR LENGTH SHEAR PER SHEAR PER SEISMIC LEVEL SHEARWALL WIDTH(FT) {LBS) (LBS) SHEAR(IBS) SHEAR (LBS) SHEAR(LBS) (FT) FOOT FOOT GOVERNED (LBS) ROOF F.EXTERIOR 11.75 879 0 879 363 1551 1914 8.17 108 234 WIND ROOF R.EXTERIOR 11.75 879 0 879 363 1551 1914 22.25 40 86 WIND UPPER F.OF GARAGE 11.50 1166 879 2045 1053 1866 4833 6.92 296 698 WIND UPPER (E)F.EXTERIOR 25.50 2586 879 3465 2334 0 4248 23.41 148 181 WIND UPPER (F)R.EXTERIOR 14.00 1420 0 1420 1281 1866 3147 24.59 58 128 WIND 1758/6929 3828/12228 9/10/2015 HARRIS RESIDENCE PARTIAL LATERAL PAGE 43 SHEARWALL DESIGN: CEILING HEIGHTS DESIGN LOADS USED FOR UPLIFT UPPER: 8.00 FT ROOF: 10 PSF MAIN: 8.00 FT FLOOR: 10 PSF WALL: 10 PSF DIRECTION: FRONT-TO-BACK UNIFORM FLOOR(S) UNIFORM TOTAL SHEARWALL RESISTING NET UPLIFT= UPLIFT LABEL SHEARWALL. LOCATION OF SHEARWALL ROOF TR18 ROOF LOAD TRIB WIDTH FLOOR WALL MAX OVERTURNING MOMENT (OTM-2/3(RM))/ FROM HOLDOWN LEVEL SHEARWALL LENGTH(FT) WIDTH(FT) ABOVE REQURED (PIE) (FT) LOAD(PLF) SMEAR(LB) (FT-LBS) (FT LBS) L(FT-LBS) (LBS) SW#1 UPPER L EXTERIOR 5.17 15.00 150 0.00 0 677 5412 9670 -200 0 -200 SW#2 UPPER L.EXTERIOR 4.42 15.00 150 0.00 0 578 4627 8153 -183 0 -183 SW#3 UPPER L. EXTERIOR 7.67 15.00 150 0.00 0 1004 8029 15662 -314 0 -314 2259 SW#4 UPPER RI. EXTERIOR 4.58 15.00 150 0.00 0 762 6094 8466 98 0 98 SW#5 UPPER RT EXTERIOR 6.00 15.00 150 0.00 0 998 7983 11500 53 0 53 SW#6 UPPER RT EXTERIOR 3.00 15.00 150 0.00 0 499 3991 5635 78 0 78 2259 SW#7 MAIN (E)L.EXTERIOR 27.75 4.00 40 0.00 0 2874 22995 60484 -624 0 -624 2874 SW#8 MAIN L.OF ENTRY 7.08 0.00 0 0.00 0 1078 8626 4911 756 0 756 SW#9 MAIN L.OF ENTRY 7.75 0.00 0 0.00 0 1180 9442 5523 743 0 743 2259 SW#10 MAIN L.OF GARAGE 19.75 0.00 0 10.00 100 2586 20686 50766 -666 0 -666 2586 SW#11 MAIN RT.EXTERIOR 18.00 0.00 0 10.00 100 2685 21481 43560 -420 0 -420 SW#12 MAIN RT.EXTERIOR 14.67 4.00 40 0.00 0 2188 17507 20914 243 0 243 4874 9/10/2015 HARRIS RESIDENCE PARTIAL LATERAL PAGE Lt SHEARWALL DESIGN: CEILING HEIGHTS DESIGN LOADS USED FOR UPLIFT UPPER: 8.00 FT ROOF: 10 PSF MAIN: 8.00 FT FLOOR: 10 PSF WALL: 10 PSF DIRECTION: SIDE-TO-SIDE UNIFORM FLOOR(S) UNIFORM TOTAL SHEARWALL RESISTING NET UPLIFT UPLIFT LABEL SMEARWALL LOCATION OF SHEARWALL ROOF TRIB FROM FipIDOWN ROOF LOAD IRIB WIDTH FLOOR WALL MAX OVERTURNING MOMENT (OTM-2/3(RM))i LEVEL SHEARWALL LENGTH(FT) WIDTH(FT) ABOVE REQURFD :PIE) (FT) LOAD(PLP) SHEAR(LB) (FT-LBS) (FT-LBS) I(FT-LES) (LBS) SW:) UPPER F.EXTERIOR 5.00 4.00 40 0.00 0 1172 9373 4860 1227 0 1227 SW:2 UPPER F EXTERIOR 3.17 4.00 40 0.00 0 743 5942 3085 1226 0 1226 1914 SWC.3 UPPER R.EXTERIOR 16.92 4.00 40 0.00 0 1456 11646 26259 -346 0 -346 SW 04 UPPER R.EXTERIOR 5.33 4.00 40 0.00 0 459 3669 5223 35 0 35 1914 SW:5A MAIN F.OF GARAGE 2.00 0.00 0 4.00 40 1397 11174 2160 4867 0 4867 SW:58 MAIN F.OF GARAGE 2.00 0.00 0 4.00 40 1397 11174 2160 4867 0 4867 SW:6 MAIN F OF GARAGE 2.92 4.00 40 0.00 0 2039 16314 2873 4931 0 4931 4833 SW:7 MAIN (E)F EXTERIOR 7.33 14.00 140 0.00 0 1330 10642 14121 -132 0 -132 SW A 8 MAIN (E)F.EXTERIOR 9.58 14.00 140 0.00 0 1739 13908 20286 -260 0 -260 SW:9 MAIN (E)F.EXTERIOR 6.50 14.00 140 0.00 0 1180 9437 12128 -92 0 -92 4248 SW:10 MAIN (E)R.EXTERIOR 2.67 15.00 150 0.00 0 342 2734 5116 -554 0 -554 5Wr 11 MAIN (E)R.EXTERIOR 4.42 15.00 150 0.00 0 566 4526 8153 -506 0 -506 SW:12 MAIN (E)R.EXTERIOR 7.83 15.00 150 0.00 0 1002 8017 16094 -646 0 -646 SW:13 MAIN (E)R.EXTERIOR 6.25 15.00 ISO 0.00 0 800 6400 12082 -565 0 -565 SW$14 MAIN (E)R.EXTERIOR 3.42 15.00 ISO 0.00 0 438 3502 6331 -510 0 -510 3147 9/10/2015 HARRIS RESIDENCE PARTIAL.LATERAL PAGE LS. I 1 SHEARWALL AND HOLDOWN DESIGN: DIRECTION: FRONT -TO - BACK MAX SHEAR SHEARWALL MAX UPLIFT HOLDOWN SHEARWALL SHEARWALL HOLDOWN HOLDOWN LABEL LENGTH(FT) IN WALL CAPACITY AT ENDS CAPACITY (PLF) TYPE (PLF) CHECK (LB) TYPE (LB) CHECK SW#1 5.17 131 TYP 200 OKAY -200 -- NO HOLDOWN REQUIRED SW#2 4.42 131 TYP 200 OKAY -183 -- NO HOLDOWN REQUIRED SW#3 7.67 131 TYP 200 OKAY -314 -- NO HOLDOWN REQUIRED SW#4 4.58 166 TYP 200 OKAY 98 -- NO HOLDOWN REQUIRED SW#5 6.00 166 TYP 200 OKAY 53 - NO HOLDOWN REQUIRED SW#6 3.00 166 TYP 200 OKAY 78 -- NO HOLDOWN REQUIRED SW#7 27.75 104 TYP 200 OKAY -624 -- NO HOLDOWN REQUIRED SW#8 7.08 152 TYP 200 OKAY 756 -- NO HOLDOWN REQUIRED SW#9 7.75 152 TYP 200 OKAY 743 -- NO HOLDOWN REQUIRED SW#10 19.75 131 D 260 OKAY -666 -- NO HOLDOWN REQUIRED SW#11 18.00 149 TYP 200 OKAY -420 -- NO HOLDOWN REQUIRED SW#12 14.67 149 TYP 200 OKAY 243 -- NO HOLDOWN REQUIRED DIRECTION: SIDE -TO - SIDE MAX SHEAR SHEARWALL MAX UPLIFT HOLDOWN SHEARWALL SHEARWALL HOLDOWN HOLDOWN LABEL LENGTH(FT) IN WALL CAPACITY AT ENDS CAPACITY (PLF) TYPE (PLF) CHECK (LB) TYPE (LB) CHECK SW#1 5.00 234 D 260 OKAY 1227 2 1400 OKAY SW#2 3.17 234 D 260 OKAY 1226 2 1400 OKAY SW#3 16.92 86 TYP 200 OKAY -346 -- NO HOLDOWN REQUIRED SW#4 5.33 86 TYP 200 OKAY 35 -- NO HOLDOWN REQUIRED SW#SA 2.00 698 H 870 OKAY 4867 9 5645 OKAY SW#5B 2.00 698 H 870 OKAY 4867 9 5645 OKAY SW#6 2.92 698 H 870 OKAY 4931 9 5645 OKAY SW#7 7.33 181 D 260 OKAY -132 -- NO HOLDOWN REQUIRED SW#8 9.58 181 D 260 OKAY -260 -- NO HOLDOWN REQUIRED SW#9 6.50 181 TYP 200 OKAY -92 - NO HOLDOWN REQUIRED SW#10 2.67 128 TYP 200 OKAY -554 -- NO HOLDOWN REQUIRED SW#11 4.42 128 TYP 200 OKAY -506 -- NO HOLDOWN REQUIRED SW#12 7.83 128 TYP 200 OKAY -646 -- NO HOLDOWN REQUIRED SW#13 6.25 128 TYP 200 OKAY -565 -- NO HOLDOWN REQUIRED SW#14 3.42 128 TYP 200 OKAY -510 -- NO HOLDOWN REQUIRED SEE PAGE 1.(2- FOR SHEARWALL TYPE INFORMATION SEE PAGE 4.13 FOR SHEARWALL HOLDOWN INFORMATION SEE PAGE [.44-t.I` FOR SHEARWALL LOAD PATH INFORMATION 9/10/2015 HARRIS RESIDENCE PARTIAL LATERAL PAGE •i,(0 r ;;,WCE , , 13224 SE Comanche Court ,J Clackamas, OR 97015 West Coast 1 503-557-1600(o) , �) 503-557-1607 (f) Engineering, PC 503-680-5784(m) Structural Engineering '';` seanwce(epgmall.com DOUGLAS FIR-LARCH JOISTS SPAN TABLE DEFLECTION CRITERIA, DL(PSF): 15 FLOOR: LIVE LOAD/ 480 LI(PSF): 40 TOTAL LOAD/ 240 CD: 1.00 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 FLOOR JOISTS No. 2 12"Joist Spacing 16" Joist Spacing 24"Joist Spacing Section LL Defl. 1 TL Dell. Bending LL Defl. I TL Defl. Bending LL Defl. TL Defl. I Bending Allowable Span (ft.) Allowable Span_(ft.) Allowable Span (ft.) 2X3 4.43 4.02 3.51 2X4 6.20 5.63 4.92 2X5 7.97 7.24 6.33 2X6 9.74 8.85 7.73 2X8 12.84 11.67 9.95 2X10 16.38 14.88 12.15 2X12 19.92 17.25 14.09 2X14 22.26 19.28 15.74 No. 1 12"Joist Spacing 16"Joist Spacing 24" Joist Spacing Section LL Defl. 1 TL Defl. Bending LL Defl. TL Defl. Bending LL Defl. TL Defl. Bending Allowable Span (ft.) Allowable Span (ft.) Allowable Span(ft.) 2X3 4.52 4.10 3.59 2X4 6.33 5.75 5.02 2X5 8.13 7.39 6.45 2X6 9.94 9.03 7.89 2X8 13.10 11.90 10.40 2X10 16.72 15.19 12.81 2X12 20.33 18.19 14.85 2X14 23.47 20.32 16.59 9/10/2015 2X JOISTS PAGE i'l West Coast Engineering Project Title. HARRIS RESIDENCE 13224 SE Comanche Court Engineer: SMR Project ID: W15-182 Clackamas,OR 97015 Project Descr i 503-557-1600 www.westcoaste.com t.,er Pr ilea.10 SEP 2015,7 50AM t Multiple Simple Beam File`ENERCALCDINC 11983.201�Buitd:61&7.30B ,Ver$'5.7,330. Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description : MISC. ROOF FRAMING Wood Beam Design : HDR AT 3' OPENING Calculations per 2012 NOS,IBC 2012,CSC 2013,ASCE 7-10 BEAM Size : 4x6, Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 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=0.0150, S=0.0250 k/ft.Trib=15.0 It Design Summary ro_zzc)sig 3 0. _ Max fb/Fb Ratio = 0.468. 1 ' `• fb:Actual: 629 28 psi at 1 750 ft in Span# 1 ; Fb:Allowable. 1,345.50 psi ' Load Comb: +D+S+H Max fv/FvRatio= 0.295: 1 ;- fv:Actual: 60.98 psi at 3.045 ft in Span#1 Fv:Allowable: 207.00 psi 3 5011.101 Load Comb: +D+S+H Max Deflections _ ... -- Max Reactions (k) Q L Lr S W 5 d Downward L+Lr+S 0 016 in Downward Total 0.026 in Left Support 0.40 0 66 Upward L+Lr+S 0 000 in Upward Total 0 000 in Right Support 0.40 0 66 Live Load Dell Ratio 2561 >360 Total Deft Ratio 1589 >240 Wood Beam Design : HDR AT 5' OPENING Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 4x8,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade No.2 Fb-Tension 900.0 psi Fc-Prll 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!oads Unit Load. 0=0.0150, S=0 0250 k./ft,Trib= 15 0 ft Design Summary o z���9 3,50) Max fb/Fb Ratio = 0.607. 1 :�- -_�. >:::� fb:Actual: 816.69 psi at 2 625 ft in Span Si 1 �[� Fb:Allowable: 1,345.50 psi ____...__...._........__....._.__._��___ :•y, Load Comb: +D+S+H Max fv/FvRatio= 0.351 : 1 Iv Actual: 72 68 psi at 4 655 ft in Span#1 Fv:Allowable: 207.00 psi s 250 n ..e Load Comb• +D+S+H Max Deflections —' Max Reactions (k) Q L Lr S W F tl Downward L+Lr+S 0 036 in Downward Total 0.059 in Left Support 0 61 0 98 Upward L+Lr+S 0 000 in Upward Total 0.000 in Right Support 0 61 0 98 Live Load Deft Ratio 1738 >360 Total Dell Ratio 1076 >240 Wood Beam Design : R1 -4x8 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 4x8,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 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 ps; Eminbend -xx 580 0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D=0.0150, S=0.0250 k/it,Trib=6.011 Design Summary --- • -- - D{0 090j S{0 r50y Max fb/Fb Ratio = 0.322 1 '•• ! fb:Actual 432.68 psi at 3 000 ft in Span Si 1 -. Fb:Allowable' 1.345.50 psi ........................................,..... : I Load Comb: +D+S+H Max fv/FvRatio= 0.168. 1 fv.Actual: 34 85 psi at 5 400 ft in Span# 1 Fv:Allowable 207.00 psi 6 c r ..e Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L Lr 5 A E N Downward L+Lr+S 0 025 in Downward Total 0.040 in Left Support 0.29 0 45 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.45 Live Load Deft Ratio 2911 >360 Total Defl Ratio 1777 >240 f 1 West Coast Engineering Project Title HARRIS RESIDENCE 13224 SE Comanche Court Engineer SMR Project ID: W15-182 Clackamas,OR 97015 Project Descr- 503-557-1600 www westcoaste.com LA. Ponied 1 SEP 2015.10.15AM Multiple Simple Beam Foe= kuserslWCE\DOCUME-11WCEi20l5 _t\WI51s-<u4awa`s-:LECs p p ENERCALC,INC. 1983-2015,Bui1d:6.15.7.30,Ve0:157.30. Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description : MISC. FLOOR FRAMING Wood Beam Design : Fl -4X12 Calculations per 2012 NOS,IBC 2012,CBC 2013,ASCE 7+10 BEAM Size: 4x12,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species Douglas Fir-Larch Wood Grade No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.2 pct Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150. S=0.0250 k/ft,Trib=15.0 ft Unit Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unit Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.169 1 `Jt1.1 ' fb Actual 192.83 psi at 1 750 ft in Span# 1 -.-:•.-:-:-.-:•:-:-:-:-:•:...:•:-:•:-:-:-:-:-:-:• Fb:Allowable. 1,138 50 psi Load Comb. +D+0750L+C.750S+H :.:•:.:-:-:-:-:-:•:•:•:-:-::::::::: :;:•,:-:•:-K. Max N/FvRatio= 0.116: 1 • fv:Actual: 24 10 psi at 2.567 ft in Span# 1 Fv'Allowable: 207 00 psi x• ••. Load Comb: +D+0 750L+0.7505+H Max Deflections Max Reactions (k) 12 1. �r 5. w E U Downward L+Lr+S 0 002 in Downward Total 0.004 in Left Support 0.65 0.28 0 66 Upward L+Lr+S 0 000 in Upward Total 0 000 in Right Support 0.65 0.28 0 66 Live Load Dell Ratio 21923 >360 Total Defl Ratio 10611 >240 Wood Beam Design : F2 - 3 1/2 X 14 PSL Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 3.5x14.0, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: :Level Truss Joist Wood Grade . Parailam PSL 2 OE Fb-Tension 2900 psi Fc-Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.05 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: 0=0.0150, S=0.0250 k/ft•Trib=2.0 ft Unit Load: D=0.0150, L=0.040 kflt,Trib= 1 0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.650, L=0.280, S=0.660 k @-7 0 ft Point: W=1.230 k @ 7 250 ft Point: W=-1.230 k @ 11.750 ft Point: W= 1.230 k @ 17.170 ft Design Summary Max fb/Fb Ratio = 0.467: 1 fb:Actual: 1.529 92 psi at 70008_1_0 Fb:Allowable000 ft in Span# 1 w z _ _L,= '' ; : 3 278 42 psi — Load Comb: +0+0.750L+0 750S+H,LL Comb �` �'•'''�""="' Max fv/FvRatio= 0.237: 1 ..........ory•..... ................--_�i'�:=.�:�:._'��..--------------•=•� fv:Actual: 78.93 psi at 7 000 ft in Span#1 2000. 35040 ! Fv:Allowable. 333.50 psi Load Comb• +D+0 750L+0 750S+H, LL Comb Max Deflections Max Reactions (k) P L Li 5 w E H Downward L+Lr+S 0 267 in Downward Total 0.522 in Left Support 3 44 1 1 1 1 80 0 45 Upward L+Lr+S -0 108 in Upward Total -0.067 in Right Support 1 00 0 40 0 21 0 78 Live Load Deft Ratio 630 >360 Total Deft Ratio 320 >240 • 1 West Coast Engineering Project Title HARRiS RESIDENCE 13224 SE Comanche Court Engineer: SMR Project ID: W15-182 Clackamas,OR 97015 Project Descr 503-557-1600 www.westcoaste com 1..(0 Ponta I SEP 2015,1015AIA Multi le Simple Beam Fiie=c:\users\WCE1D000ME-1\WCE12015J0-11wts1S-1wARRtS.4EC6' p P ENERCALC,INC. 1983.2015,Build:8,15.7.30,Ver.8;151,38 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Wood Beam Design : F3 -4X12 _ Calculations per 2011 NOS,IBC 2012,CSC 2013,ASCE 7-10 BEAM Size : 4x12,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations.Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade No 2 Fb-Tension 900 psi Fc-Pr!! 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.2 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0250 k/ft•Trib= 17.0 ft Unit Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unit Load: D=0.010 k/it,Trib=8.0 ft Design Summary _ Max fb/Fb Ratio = 0.634 1 -- _---- - , ! 3sr-----.-A - ,j fb:Actual: 721.79 psi at 3.335 ft in Span# , Fb:Allowable. 1,138.50 psi LoadComb +D+S+H ......................................�...__. . Max fv/FvRatio= 0.353: 1 • fv:Actual. 73 05 psi at 5 736 ft in Span# 1 Fv:Allowable 207 00 psi WC,. ,.•1 Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L LI 5 w E H Downward L+Lr+S 0.029 in Downward Total 0.054 in Left Support 1.25 0.27 1.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.25 0.27 1.42 Live Load Deft Ratio 2795 >360 Total Deft Ratio 1487 >240 Wood Beam Design : 3' HDR AT GARAGE Calculations per 2012 NDS,IBC 2012,CBC 2013,•ASCE 7-10 BEAM Size : 4x6,Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Comoinations Major Axis Bending Wood Species Douglas Fir-Larch Wood Grade No 2 Fb-Tension 900 0 psi Fc-Prli 1 350 0 psi Fv 180 0 psi Ebend-xx 1.600.0 ksi Density 31.20 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 Unit Load: 0=0.0150, S=0.0250 k/ft,Trib= 15.0 ft Unif Load. D=0.0150, L=0.040 kilt.Trib= 10.0 ft Unif Load. D=0.010 kits,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.805 1 ; '"ir Ias�tc�''�J°' fb:Actual 1.083.41 psi at 1 750 ft in Span# 1 : Fb:Allowable: 1.345 50 psi Load Comb: +D+0 750L+0 7505+H Max fv/FvRatio= 0.507. 1 fv:Actual: 104.99 psi at 3 045 ft in Span# 1 Fv:Allowable: 207.00 psi ., i Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) Q 1, Li. S W g H Downward L+Lr+S 0.017 in Downward Total 0.045 in Left Support 0.80 0.70 0 66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.80 0.70 0.66 Live Load Defl Ratio 2401 >360 Total Deft Ratio 923 >240 , ,, WCE �,,... .. 13224 SE Comanche Court ' Clackamas, OR 97015 West Coast `G;,±° 503-557-1600(o) Engineering, PC ' t •: .., 503-557-1607(1) 503-680-5784(m) Structural Engineering seanwce@gmail.com SQUARE SPREAD FOOTING DESIGN PROJECT NAME: PROJECT NUMBER: LOCATION OF FOOTING: MISC. SPREAD FOOTINGS ALLOWABLE SOIL PRESSURE (PSF) two V PSF CONCRETE STRENGTH (PSI) 250' V PSI COLUMN LOAD, P: 6800 LBS REINFORCING STEEL STRENGTH (PSI) 60000 v PSI COLUMN WIDTH, W: 3.5 IN SQUARE FOOTING DEPTH OF FOOTING THICKNESS, BAR SIZE REBAR Pnet Mu # OF a (IN) PHI Mn P MAX(LBS) WIDTH, B(FT) H (IN) # (IN) (PSF) (FT-LBS) BARS (FT-LBS) 1.83 12 4 8.75 1350 1169 2 0.505 15016 4521 2.00 12 4 8.75 1350 15/6 3 0.693 22275 5400 2.25 12 4 8.75 1350 2330 3 0.616 22377 6834 2.50 12 4 8.75 1350 3292 3 0.554 22459 8438 2.75 12 4 8.75 1350 4487 3 0.504 22526 10209 3.00 12 4 8.75 1350 5941 4 0.616 29837 12150 3.25 12 4 8.75 1350 7680 4 0.569 29920 14259 3.50 12 4 8.75 1350 9727 4 0.528 29992 16538 3.75 12 4 8.75 1350 12110 4 0.493 30054 18984 4.00 12 4 8.75 1350 14852 5 0.578 37381 21600 4.25 12 4 8.75 1350 17979 5 0.544 37456 23707 4.50 12 4 8.75 1350 21518 5 0.513 37522 25102 4.75 12 4 8.75 1350 25492 5 0.486 37582 26496 5.00 15 5 11.69 1313 29096 7 1.011 108066 32813 5.25 15 5 11.69 1313 33881 7 0.963 108298 36176 5.50 15 5 11.69 1313 39164 8 1.050 123286 39703 5.75 15 5 1169 1313 44969 8 1.004 123538 42842 6.00 15 5 11.69 1313 51321 8 0.963 123770 44705 USE 2.25 FT SQUARE X 12 IN THICK FTG WITH 3 # 4 BARS EACH WAY 3" CLEAR OF BOTTOM OF FOOTING 9/10/2015 WCE • CONC SQUARE FOOTING PAGE LI( o L PLYWOOD SI-4E4RWALL SCFE DULE (SEE NOTES 1-3) S --- PANEL MIN. PANEL PANEL Is/e' D Am L L` Irad NAIL S-EARu,ALL NOTES TYPE SHEATHING ! EDGE J-BOLT SPACING AT CAPACITY THICKNESS NAILING SPACING SILL PLATES (PLF) (1' EMBED) TYP. 1/16' 8d A 6' O.C. 48' O.C. 12' O.C. 200 OD 1/16' 8d +9 6' O.0 48' O.G. ! 10' O.0 I 260 _ j — O1/16' ad ID 4' O.C. 48' OC. I 6' 00 _ 350 Fe 1/16' 8d lo 3' O.G. 16' O.C. 4' O.C. 550 SEE NOTE 4 O 1/16' IOC' te 3' O.G. 14' O.C. iI4. O.C. 600 SEE NOTE 4 O 1/I6' i0d e 2' OG 26' 00 3' 00 SEE 810 JNOTE5 4,5 -L NOTES: I) Sheathing, all-veneer plywood, plywood siding, except Group 5 Species. Minimum nailing shall be 80 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 Fr-Larch No.2 or better lumber. Panels may be installed either horizor.taI'Q or vert•cally 2x stud spacing shall not exceed 16' o.c. At snearwai s w to sheathing each side, studs must oe 2x6 rill. All anchor bolts shall have a minimum 3' x 3' x 0.229' thick pace washers. 3) Shearwall panel edge nailing shall be installed at shearwall end studs) 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 9 12' o.c. minimum, UN.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 or 3x or greater material when 2x studs are attached together with nailing speciried in shea'walschen. a ror Sill plates. 5) At these panels only, rourioat on sill pates sna.I not ce ess than a s;ngle 3' nominal member and sill plate fasteners should be staggered into 2x b ocking and rim joist. Fasten 2x blocking to rim joist with same fasteners and spacing, tsp. 0 SNEAr'UJALL NOLDOWN SCNEDUI (SEE NOTES i HOLDOUIN SIMPSON HOLDOUJN TYPE BRAND OR CAPACITY G_ EQUIVALENT (LBSi !NS i A`_AT ICN NOTES , Ol MSTA74 900 ,Still strap across floor Ione onto race or 7x stud with(5)led common nails each end or strap Install equal lengths or strap above and bSiOa rloor Joist. O MSTA36 1400 Install.trap across floor line into race or 2x stud with(e)led common nails each end or strap.install equal lengths or strap above and below floor Joist. O 1-15T31 2465 Install strap across floor line into face or 3x or Obl 2.studs with(10)14d common nails each end or strap.(Attach DOI 2.together with 16d common nails •e'oc)Install aqua' lengths or strap above and below floor Joist. O fIST48Irma" stray across poor ,,,,e ,nto race or 3x or Obi 7.studs with(l6)14d 3695 4 M5T48 Common na i. each end or step YAttech Doi 2. together with led Common nails ' •B•oc)insta'i aqua' lengths or strap epos.* and below floor foist. O M5F60 4830 e install strap across floor kininto race or 3x or Obl 2. studs with(23)16d common naris each end O/ strap (Attach Obl 1. together with 16d Common nails •4•o,c.)Install equal length.of.trap above and below floor foist. 0 Te22 1215Install strap across floor in Into race or 2. stud above and Obi 2.Or 4.min. beam below with(5)*d common malls each end or strap.Install equal lengths of strap above and below new line. Center holdown with 4.Or Obi 2.studs(min)and attach to studs)with(6) HDU? 3015 5,mrpson V4'it 1 I/'505 Screus (Attach Obi 2.together with 160 common nabs • 45'oc;:-stall 5/5' Tram Simpson '55%.24'per manufacturer'.opacifications. -- 1 I Gamer noicown w th 4. or :%o 2. *was(min I and attach to Studrs)with(6) 1A HDU? 301j S�0son /4 . 2 r:' 505 5c,e•.s rAt tech DM 2x together with 160 common nails • S' oc:'feta'- 5/13' 436 ird 0 rod ,0' m•mmum into e.isting concrete with 5•^•050, -5E'"xP epoxy(5pec'a, nspect'on of anchor installation is required) (3 1-10U4 4565 Center hoidoan with 44 or Dol 2. studs(min.)and attach to etudes/with(l0) Simpson 1/4'x 7 I/7'505 Screws.(Attach Obl 2. together with K0 common nails • 35'o.c.)Install 5/6'Diam.Simpson 55%x74'per manufacturer's specification.. Center hoidown with 4.Or Obi 2.studs(min.)and attach to studs)with(10) G 1-10U4 4565 5rmp.on I/4"x 1 1/1'SOS Screws (Attach Obi 2. together with 160 common nails • 35'oc)Instill 5ra' 436 tIrdCd rod 12'minimum into*xhsttng concrete with Simpson'SET-XP'eoo.y(Specie' inspection or anchor installation Is required). O NOUS i Cenhn ter oldouwith 4. ad stud min nattach to Stud with(14)Simpson 1/4'. 5645 2 i)1' SOS Screws i-stall 5/5' Oram Sorpson '50%.24.per manutaewrer'. specir.cat,ons Center holdown with 4x Stud min.end attach to stud with(14)Simpson 1/4'it 9A HDUS 5645 24.505 Screws. Install 5/3' A34 thrd'd rod I7'minimum Into e.bt:ng concrete with Simpson 'SET-XP'epo.y(Special inspection of anchor installation 10 required). Center holdown with 4.stud md 4"in.and attach to stuWith(70)Simpson I/ . 10 HDU$ 6910 2 i/? SOS Screws Install 1/13' Dlam Simpson '583(a.74"per manufactwer's speciricauons.(Reduce capacity to 5130 lb if installed at and of stemwall) NOTES: I) Anchor bolts shall be A301 or Std. J-bolt or Helloed bolt (ASTr i A36 threadeci rod with double nut and washer may be substituted). Center noldown on stud(s) (minimum 3' from edge or concrete) 2) All studs at where holdowns attach shall be Douglas Fir-Larch or lumber with epuivalent specific gravity. 3) Holdowns at corners shall attach to cc-ref studs Holdovers away from corners shall attach to door or window Jamb rule height studs 1-+oldown5 'lust attach to studs receiving shear panel edge nailing. See Shearwali Schedule or no,00a:r 'rstaI at,or Notes for all other information. 411f holdowns 1 through 10 occur at floor to floor connection. use bolted connection from stud to stud holdowns. 5)Unless specified otherwise, install '4 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 extent of horizontal bars, install '4 vertical bars 6 24' O.G. wrath 6' hook into footing. Tie horizontal bar to anchor bolt prior to pouring concrete. 6) At holdowns 9, 10 attach to 4x6 studs min,rnurr. 0 ROOF SNE AR TRANSFER NAL NG SC-4EDJ_E PANEL ROOF PANEL SIMPSON TYPE EDGE NAILING 'A35' CLIPS TYP. Sd B 6' O.C. 40. O.G. C �D Sd 6 4' 0.0 32' 0.C. OSd 6 Y O.G. _ Y 24' OC. F0 1Od e 3' O.G. 15' O.C. 0 10d A 21�' O.C. 12' O.C. O10d e 2' Cc. e. CC. ROOF PANEL EDGE NAILING SIMPSON 'A35' CLIPS AT SPACING PER SCI-IEDULE AND PANEL TYPE ROOF RAFTERS i TRUSSES •\ AND SHEATHING PER PLAN •I SHEAR PANEL EDGE NAILING AND SHEATHING PER PLAN AND SCHEDULE C55.051--EAR TRA\SFEfR AT IRF SCALE - I' 2 I'-0' a + ROOF SHEAR TRANSFER NAILING SCHEDULE PANEL ROOF PANEL SIMPSON TYPE EDGE NAILING 'A35' CLIPS TYP. ads 6' O.C. 1 40' O.C. O ad g 4' O.C. 32' O C. ad 6 3' OC. I 24' C.G. }= 10d B 3" O.C. 15' O.C. O 10d A 2Y2' D.C. 12' O.G. O10d A 2' O.C. 9' O.C. ROOF TRUSSES AND SHEATHING AND NAILING PER PLAN ROOF PANEL EDGE NAILING \ V I 1 CONTINUE 5HEARWALL SHEATHING AND NAILING PER , PLAN UP TO TRUSS TOP CHORD PROVIDE 2X VERTICAL MEMBERS OR BLOCKING 9 16' O.C. AT GABLE END TRUSS SHEAR PANEL EDGE N NAILING AND SHEATHING PER PLAN AND SCHEDULE R4N5FER AT RF X591 SCALE _ = I'-0' 10° FLOOR SN TRANSFER SHEAR TRAN SER NAILING SCHEDULE PANEL SILL PLATE S'MPSON TYPE NAILING 'A35 CLIPS PrP. 16ci * 12' O.G. 40' O.C. 16d € 10' O.C. 32' O.C. E. I O 6' O.C. 22' 0.6 4,d £ 4' O.G 16' C.0 ISd s 4' O.C. 12' OC O SIMPSON 'WS Y4 SIMP 'LTP4' X 4)i' g 1Y' O.G. 6 9' O.G. -- SILL PLATE NAILING SHEAR PANEL EDGE NAILING AND SHEATHING PER PLAN AND SCHEDULE • FLOOR JOISTS AND SHEATHING PER PLAN 77 SIMPSON A35' CUPS AT SPACING PER SCHEDULE AND PANEL TYPE 111110-7: SHEAR PANEL EDGE NAILING • AND SHEATHING PER PLAN AND SCHEDULE NOTE: WHERE =XTERIOR PLYWOOD SHEATHING IS LAPPED AT THE RIM BOARD AND PANEL EDGE NAILING IS INSTALLED, SHEAR CLIPS SHOWN MAY BE OMITTED. 3 S-CAR TRANSFER AT FUR SS.O SCALE - I' - I'-0' EXISTPG /may f 0 TTP At EAvE TYPICAL EXTERIOR b`CATING x r--.. - -- A/0 MAILING 1 4X11 ANTI :-Pep I \ 1 ` 1 \ 1 1 { \ f \ { I 1 \ j -I .04.6."EXCESS I \ I 1 STRAP ARR040 I I 1 EEAM 0C-ON try I BEDROOM I i \\ irP AT '`' 1 IO 114'0 LADLE 11 t \ ICLOSET 1 /)- I I CC 1 I' 'PICA. . 1 z \ EXTERIOR N SIIEATWJ( I L I Ai AT \ AMO NAILN(4 I I6A15LE I I I I ; I -1 1 1 1 1 1 1 , T I I I I 1 II II 1 1 I I I 1 I - `1 I t I I v 1-1 I I I I ! , I I I I �1 I I \\ ! 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DECK I +�� Qo f -- - i I (IY•S•7 Me <600, II 1 I I aX POST AT\ . 4.ist_ • Iv.II I I ��en ENos— I t�1 1 I I I J I I I 1 I I I I I� I K11 { I I I I I ( 1 1 1 1 f MO II — ax4 nM I 1 (ET ENGINE# D ROOF .I t i t t -rt + I + I II la -. _. I • POST AT TRUSSES 4 74 OL. --Tjl TYP.AT 3 11 CANitI EvER { III .17 1(x FLOOR ,,..7 I' of SEAn III I, ..Ail ENTRY iii '�. I II' i I I ` FI-•AXI II axs tI DECK n EXISrM(ExrEIosOR nom �, I�TTPICAI • ylEAruwG G E NAIL TERI G \ .. EXTERIOR ———---\._j NO CNANGES REWARD-...-, \�' S ATUING RI tX/ TTP AT MO NAI _ ItNG I 7 STORY WALL AT WALL ON ODL WTu SIMP ON 1 MT ENTRY W ,7.7X4 STUD TTP. "LCE az POST � r .� I STUDS Al 16.OC. CAP TTP y c ,—....-1• _ I- il''''''''--- I II `�\ EXISTING Ex TE RIOR X II ' 1 11 NO ACRANGE REOWRED TMING 7%40 NAILING W II II 11 DECK _---/ � 11 \ ii \j II 11 ii i I` w- L.1.7.*\'' I E)OSTP.G EXTERIOR suearweic.AN,RULING NO CMANGES REQNREO 0 r...._. .. _. . . 1. ; ft 'I 1, •i1 11 I 11 I'. 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SE Comanche Court WCE Clackamas, OR 97015 503-557-1600 (o) West Coast 503-557-1607 (f) Engineering, PC 503-680-5784 (m) Structural Engineering ' seanwce@ gmall.com 2012 IBC PARTIAL GRAVITY / LATERAL CALCULATIONS PROJECT NAME: HARRIS RESIDENCE (REV. 10-16-15) PROJECT LOCATION: 11960 SW 122ND CT TIGARD, OR 97223 FOR: LAMONT BROS. LLC DESIGN CRITERIA: ULTIMATE WIND— 120 MPH �5 v N FQ NOMINAL WIND—95 MPH / EXP B 4Av SEISMIC DESIGN CATEGORY D 58003 ROOF SNOW LOAD - 25 PSF OREGON (S,Cc� it/qY 13. 2Z)rb QQ JOB# W15-182 ��'Al. RAM`'�� Exp,res 1231 20 September 10, 2015 TWO-STORY LATERAL ANALYSIS GOVERNING BUILDING CODE: 2012 INTERNATIONAL BUILDING CODE WITH OREGON AMENDMENTS PROTECT DESIGN CRITERIA: SEISMIC DESIGN: SPEC.ACCELERATION,Ss: 0.96(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: ULTIMATE WIND SPEED(MPH): 120 (SECTION 26.5) ROOF SNOW LOAD: 25 PSF NOMINAL WIND SPEED(MPH): 95 (TABLE 1609.3.1) ADD'L SEISMIC WT: 0 PSF EXPOSURE CATEGORY: B(SECTION 26.7) SEISMIC DESIGN REQUIREMENTS FOR BUILDING STRUCTURES(ASCE 7-10 CHAPTER 12): (SIMPLIFIED ANALYSIS,SECTION 12.14) DIRECTION: FRONT-TO-BACK (GARAGE DOOR SIDE IS FRONT ELEVATION) F(TWO STORY BUILDING)= 1.1 (SECTION 12.14.8.1) SMS=FA Ss: 1.07 (EQUATION 11.4-1) SDs=(2/3)SMs: 0.72 (EQUATION 11.4-3) STRUCTURAL SYSTEM,R: 6.5 (TABLE 12.14-1) E=pV= 1.3FSosW/R: 0.16 W (EQUATION 12.14-11) E(ASD)= E/ 1.4: 0.11 W (SEISMIC LOAD EFFECT) W: 61596 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 6930 LB (SEISMIC LOAD EFFECT) DIAPHRAGM H(I) DIAPH DIAPH TRIB WALL WALL WEIGHT MISC./SNO TOTAL LEVEL (ET) AREA WEIGHT AREA(SF) (PSF) W WEIGHT (LBS) V(I) )-V(1) (SF) (PSF) (LBS) ROOF 17 794 12 610 10 0 15628 1758 1758 UPPER 9 2214 12 1940 10 0 45968 5172 6930 61596 DIRECTION: SIDE-TO-SIDE F(TWO STORY BUILDING)= 1.1 (SECTION 12.14.8.1) SMs=FA SS: 1.07 (EQUATION 11.4-1) SDs=(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: 61596 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 6930 LB (SEISMIC LOAD EFFECT) DIAPH DIAPH MISC/SNO DIAPHRAGM H 0) AREA WEIGHT TRIG WAtt. WALL WEIGHT W WEIGHT TOTAL V(I) I V(i) LEVEL (FT) (SE) (PSE) AREA(SF) (PSF) (LBS) WEIGHT(LBS) ROOF 17 794 12 610 10 0 15628 1758 1758 UPPER 9 2214 12 1940 10 0 45968 5172 6930 61596 10/16/2015 HARRIS RESIDENCE PARTIAL LATERAL(10-16-15) PAGE `I L WIND LOADS(ASCE 7-10 CHAPTER 28): (SIMPLIFIED PROCEDURE,TABLE 28.5-1) Ps=A. Kzr P530 (EQUATION 28.6-1) BLDG HT AND EXP.FACTOR,x= 1.00 (FIGURE 28.6-1) NOMINAL WIND SPEED(MPH): 95 TOPOGRAPHIC FACTOR,Kzr: 1.00(SECTION 26.8) EXPOSURE CATEGORY: B ROOF PITCH(X:12) X= 4 BUILDING PLAN DIMENSIONS: MEAN ROOF HEIGHT H(FT)= 21.0 PLAN INT. END ZONE END ZONE FRONT-TO-BACK L(FT)= 51.0 LOCATION ZONE (PSF) NET(PSF) SIDE-TO-SIDE W(FT)= 47.6 WALL 17.23 25.87 8.65 a(FT)= 9.52 ROOF 10.00 10.00 0.00 DIRECTION: FRONT-TO-BACK (GARAGE DOOR SIDE IS FRONT ELEVATION) DIAPHRAGM TOTAL INTERIOR TOTAL END TOTAL INTERIOR END WALL INTERIOR END ROOF AREA P INTERIOR P END PRO).AREA PRO).AREA PRO).AREA WALL AREA WALL AREA ROOF AREA ZONE LEVEL (SF) (SF) (SF) (SF) (SF) AREA(SF) (SF) (SF) ZONE(LBS) (LBS) ROOF 199 73 126 199 73 126 0 0 1257 3260 UPPER 429 250 179 298 186 112 64 67 3844 3567 5101 6827 TOTAL DESIGN WIND FORCE= 11928 LBS DIRECTION: SIDE-TO-SIDE DIAPHRAGM TOTAL INTERIOR TOTAL END TOTAL INTERIOR END WALL INTERIOR END ROOF AREA P INTERIOR P ENO PRO).AREA PRO).AREA PRO),AREA WALL AREA WALL AREA ROOF AREA ZONE LEVEL (SF) (SF) (SF) (SF) (SF) AREA(SF) (SF) (SF) ZONE(LBS) (LBS) ROOF 252 56 196 95 23 72 33 124 726 3103 UPPER 435 284 151 393 253 140 31 11 4668 3732 5394 6834 TOTAL DESIGN WIND FORCE= 12229 LBS 10/16/2015 HARRIS RESIDENCE PARTIAL LATERAL(10-16-15) PAGE L. SHEARWALL FORCE DISTRIBUTION: DIRECTION: FRONT-TO- BACK OUT-TO-OUT WALL LENGTH PERPENDICULAR TO FORCE CONSIDERED ROOF: 27.33 FT UPPER: 47.58 FT INT.ZONE SEISMIC SEISMIC SHEAR END ZONE TOTAL WALL SEISMIC WIND WIND OR DIAPHRAGM LOCATION OF TRIB TOTAL SEISMIC WIND TOTAL WIND SHEAR FROM ABOVE WIND SHEAR LENGTH SHEAR PER SHEAR PER SEISMIC LEVEL SHEARWALL WIDTH(FT) SHEAR(LBS) SHEAR (LBS) (Fr) (LBS) (Fr) FOOT FOOT GOVERNED (LBS) ROOF L.EXTERIOR 13.67 879 0 879 629 1630 2259 17.26 51 131 WIND ROOF RT.EXTERIOR 13.67 879 0 879 629 1630 2259 13.58 65 166 WIND UPPER (E)L.EXTERIOR 13.50 1467 0 1467 1091 1784 2874 27.75 53 104 WIND UPPER L.OF ENTRY 0.00 0 879 879 0 0 2259 14.83 59 152 WIND UPPER L.OF GARAGE 23.79 2586 0 2586 1922 0 1922 19.75 131 97 SEISMIC UPPER RT.EXTERIOR 10.29 1118 879 1998 831 1784 4874 32.67 61 149 WIND 1758/6929 4517/11928 DIRECTION: SIDE-TO- SIDE OUT-TO-OUT WALL LENGTH PERPENDICULAR TO FORCE CONSIDERED ROOF: 23.50 FT UPPER: 51.00 FT INT.ZONE SEISMIC SEISMIC SHEAR END ZONE TOTAL WALL SEISMIC WIND WIND OR DIAPHRAGM LOCATION OF TRIB TOTAL SEISMIC WIND TOTAL WIND SHEAR FROM ABOVE WIND SHEAR LENGTH SHEAR PER SHEAR PER SEISMIC LEVEL SHEARWALL WIDTH(FT) (LBS) (LBS) SHEAR(LBS) SHEAR (LBS) SHEAR(LBS) (FT) FOOT FOOT GOVERNED (LBS) ROOF F.EXTERIOR 11.75 879 0 879 363 1551 1914 8.17 108 234 WIND ROOF R.EXTERIOR 11.75 879 0 879 363 1551 1914 22.25 40 86 WIND PPER F.OF GA0,1166 79 2045 1053 .�,. 1 _„_,,..4833_.. 6.92- -_.---286..._. 698 WIND \__ PER _sof.EXTERIOR 45.5 2586 _879 . 346�.5-� _ 2334 _.._!II 4248 13.83 251 3307 --WIND,S UP (E)R.EXTERIOR 14.00 1420 0 1410 1281 1866 3147 24.59 58 128 WINIS' 1758/6929 3828/12228 10/16/2015 HARRIS RESIDENCE PARTIAL LATERAL(10-16-15) PAGE 1.3 . SHEARWALL DESIGN: CEILING HEIGHTS DESIGN LOADS USED FOR UPLIFT UPPER: 8.00 FT ROOF: 10 PSF MAIN: 8.00 FT FLOOR: 10 PSF WALL: 10 PSF DIRECTION: FRONT-TO-BACK UNIFORM FLOOR(S) UNWORM TOTAL SHEARWALL RESISTING NET UPLIFT= UPLIFT SHEARWALL LOCATION OF SHEARWALL ROOF TRIB FROM HOLDOWN LABEL LEVEL SHEARWALL LENGTH(FT) WIDTH(Fr) ROOF LOAD TRIS WIDTH FLOOR WALL MAX OVERTURNING MOMENT (OTM-2/3(RM))/ ABOVE REQURED (PLF) (Fr) LOAD(PLF) SHEAR(LB) (FT-LBS) (FT-LBS) L(FT-LBS) (LBS) SW#1 UPPER L.EXTERIOR 5.17 15.00 150 0.00 0 677 5412 9670 -200 0 -200 SW#2 UPPER L.EXTERIOR 4.42 15.00 150 0.00 0 578 4627 8153 -183 0 -183 SW#3 UPPER L.EXTERIOR 7.67 15.00 150 0.00 0 1004 8029 15662 -314 0 -314 2259 SW#4 UPPER RT.EXTERIOR 4.58 15.00 150 0.00 0 762 6094 8466 98 0 98 SW#5 UPPER RT.EXTERIOR 6.00 15.00 150 0.00 0 998 7983 11500 53 0 53 SW#6 UPPER RT.EXTERIOR 3.00 15.00 150 0.00 0 499 3991 5635 78 0 78 2259 SW#7 MAIN (E)L.EXTERIOR 27.75 4.00 40 0.00 0 2874 22995 60484 -624 0 -624 2874 SW#8 MAIN L.OF ENTRY 7.08 0.00 0 0.00 0 1078 8626 4911 756 0 756 SW#9 MAIN L.OF ENTRY 7.75 0.00 0 0.00 0 1180 9442 5523 743 0 743 2259 SW#10 MAIN L.OF GARAGE 19.75 0.00 0 10.00 100 2586 20686 50766 -666 0 -666 2586 SW#11 MAIN RT.EXTERIOR 18.00 0.00 0 10.00 100 2685 21481 43560 -420 0 -420 SW#12 MAIN RI.EXTERIOR 14.67 4.00 40 0.00 0 2188 17507 20914 243 0 243 4874 10/16/2015 HARRIS RESIDENCE PARTIAL LATERAL(10-16-15) PAGE LI • SHEARWALL DESIGN: CEIUNG HEIGHTS DESIGN LOADS USED FOR UPUFT UPPER: 8.00 FT ROOF: 10 PSF MAIN: 8.00 FT FLOOR: 10 PSF WALL: 10 PSF DIRECTION: SIDE-TO-SIDE UNIFORM FLOOR(S) UNIFORM TOTAL SHEARWALL RESISTING NET UPUFT= UPLIFT LABEL SHEARWALL LOCATION OF SHEARWAU. ROOF TRIB ROOF LOAD TRIB WIDTH FLOOR WALL MAX OVERTURNING MOMENT (OTM-2/3(RM))/ FROM HOLDOWN LEVEL SHEARWALL LENGTH(FT) WIDTH(Fr) ABOVE REQURED (PLT) (FT) LOAD(PLF) SHEAR(LB) (FT-LBS) (FT-LBS) L(FT-LBS) (LBS) SW#1 UPPER F.EXTERIOR 5.00 4.00 40 0.00 0 1172 9373 4860 1227 0 1227 SW#2 UPPER F.EXTERIOR 3.17 4.00 40 0.00 0 743 5942 3085 1226 0 1226 1914 SW#3 UPPER R.EXTERIOR 16.92 4.00 40 0.00 0 1456 11646 26259 -346 0 -346 SW#4 UPPER R.EXTERIOR 5.33 4.00 40 0.00 0 459 3669 5223 35 0 35 1914 SW#5A MAIN F.OF GARAGE 2.00 0.00 0 4.00 40 1397 11174 2160 4867 0 4867 SW#58 MAIN F.OF GARAGE 2.00 0.00 0 4.00 40 1397 11174 2160 4867 0 4867 SW#6 MAIN F.Of GARAGE 2.92 4.00 40 0.00 0 2039 16314 2873 4931 0 4931 .. .. ...... 4833 -... „- . _ ir SW#7 MAIN' (F)F.EXTERIOR /33 14.00 140 0.00 0 2252 18013 14121 873 0 873 ,.// SW#9 MAIN (E)F.EXTERIOR 6.50 14.00 140 0.00 0 1997 15974 12128 914 0 914 4248 ! .... - SW#10 MAIN (E)R.EXTERIOR 7.67 15.00 150 0.00 0 342 2734 5116 -554 0 -554 SW#11 MAIN (E)R.EXTERIOR 4.42 15.00 150 0.00 0 566 4526 8153 -506 0 -506 SW#12 MAIN (E)R.EXTERIOR 7.83 15.00 150 0.00 0 1002 8017 16094 -646 0 -646 SW#13 MAIN (E)R.EXTERIOR 6.25 15.00 150 0.00 0 800 6400 12082 -565 0 -565 SW#14 MAIN (E)R.EXTERIOR 3.42 15.00 150 0.00 0 438 3502 6331 -510 0 -510 3147 10/16/2015 HARRIS RESIDENCE PARTIAL LATERAL(10-16-15) PAGE I. • SHEARWALL AND HOLDOWN DESIGN: DIRECTION: FRONT-TO - BACK MAX SHEAR SHEARWALL MAX UPLIFT HOEDOWN SHEARWALL SHEARWALL HOLDOWN HOLDOWN LABEL LENGTH(Fr) IN WALL CAPACITY AT ENDS CAPACITY ( ) TYPE (PLF) CHECK (LB) TYPE (LB) CHECK SW#1 5.17 131 TYP 200 OKAY -200 -- NO HOLDOWN REQUIRED SW#2 4.42 131 TYP 200 OKAY -183 -- NO HOLDOWN REQUIRED SW#3 7.67 131 TYP 200 OKAY -314 -- NO HOLDOWN REQUIRED SW#4 4.58 166 TYP 200 OKAY 98 -- NO HOLDOWN REQUIRED SW#5 6.00 166 TYP 200 OKAY 53 -- NO HOLDOWN REQUIRED SW#6 3.00 166 TYP 200 OKAY 78 -- NO HOLDOWN REQUIRED SW#7 27.75 104 TYP 200 OKAY -624 -- NO HOLDOWN REQUIRED SW#8 7.08 152 TYP 200 OKAY 756 -- NO HOLDOWN REQUIRED SW#9 7.75 152 TYP 200 OKAY 743 -- NO HOLDOWN REQUIRED SW#10' 19.75 131 D 260 OKAY -666 -- NO HOLDOWN REQUIRED SW#11 18.00 149 TYP 200 OKAY -420 -- NO HOLDOWN REQUIRED SW#12 14.67 149 TYP 200 OKAY 243 -- NO HOLDOWN REQUIRED DIRECTION: SIDE-TO -SIDE MAX SHEAR SHEARWALL MAX UPLIFT HOEDOWN SHEARWALL SHEARWALL HOLDOWN HOLDOWN LABEL LENGTH (FT) IN WALL CAPACITY AT ENDS CAPACITY (PLF) TYPE (PLF) CHECK (LB) TYPE (LB) CHECK SW#1 5.00 234 D 260 OKAY 1227 2 1400 OKAY SW#2 3.17 234 D 260 OKAY 1226 2 1400 OKAY SW#3 16.92 86 TYP 200 OKAY -346 -- NO HOLDOWN REQUIRED SW#4 5.33 86 TYP 200 OKAY 35 -- NO HOLDOWN REQUIRED SW#5A 2.00 698 H 870 OKAY 4867 9 5645 OKAY SW#5B 2.00 698 H 870 OKAY 4867 9 5645 OKAY W# _x.2.92 `_ 698 H 870 OKAY 4931 9 5645_ 0 SW#7 7.33 307 _-- E '-- 350 'OKAY' 873 -- NO ROLDOWN REQUIRED SW#8 NOT USED SW#9 6.50 307 E 350 OKAY 914 -- NO HOLDOWN RE UIRED SW#10 2.67 128 TYP 200 OKAY _ " ''-554 =-NO HO[DOWNTEQUIRED SW#11 4.42 128 TYP 200 OKAY -506 -- NO HOLDOWN REQUIRED SW#12 7.83 128 TYP 200 OKAY -646 -- NO HOLDOWN REQUIRED SW#13 6.25 128 TYP 200 OKAY -565 -- NO HOLDOWN REQUIRED SW#14 3.42 128 TYP 200 OKAY -510 -- NO HOLDOWN REQUIRED SEE PAGE FOR SHEARWALL TYPE INFORMATION SEE PAGE FOR SHEARWALL HOLDOWN INFORMATION SEE PAGE FOR SHEARWALL LOAD PATH INFORMATION 10/16/2015 HARRIS RESIDENCE PARTIAL LATERAL (10-16-15) PAGE LV 03811110311 9374V112 ON ONI1IVN ONV 9NI14193119 al019131x7 9dL8IX _\ II II 1. 7:4 n n II ii I /j 11 II x t g i>0 ii ) ...--1."'"C i 'ul.11'JVO ?O.*iv 9aI49 t --J 4804.D3?l Lll 0.415 +XI•C M11T A811N3 \ �N011JW111 N1111 120 NO 1111TH 1v IIVT A810111 f 190W►xr ld 1.1e'32 139 34N81a NO011r2 110011iiia71911vN 311v 1r dAller fx.�� O+n1v3N11 O3WroaAI a371Wn7 oN 81018131x3 �. 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