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Specifications INDEX OF CALCULATIONS: PAGES DATE: 08/21/14 SHEAR WALL PLANS: 1 TO 3 SEISMIC LOADS: 4 TO 5 WIIND LOADS: 6 TO 7 WALL DISTRIBUTION: 8 TO 9 FOOTING DESIGN: 10 DETAILS: 11 TO 19 I /D4\ !I \ 2/-1 (i_.._ 1 _ /D4\ f bill!. 3 4 ,x ( i 6X1 yX10 -.-272:,-----=-777-7:=---.;. . Cf1 1 1 DEL-R2 iDFI, 2 b o 0 2 i ) WALL C 8-2) wALL - •Z ✓SECTION 1 -SECTION �t 2 r . D4 1 k 4 I. r-.1 i3 • r .MIN. i\ 1 '--. Cv WALL, --____ i 14SECTION . ___ _. _ z �IPS* —if s . e. ' --11' D4 v IMF , i ! _ 0 VfiL(. ELEV,,ION, CIF :71 (11 SL WALL ��-- _' 6 i . _.-B253?;"KJ.8' SECTION '\..S4,/ ; \ /E' --:-Crtii:�ir -f---1__--- --T--7 " ; ! : MIN. MIN. 2'-41/3'7\1-1;\ ?--IY,' /E2�j 27 \ /E2`� C, WALL ELEVATION, I �, - TYP. EACH END OF GARAGE DOOR, OPP, lF3) (F.I (F1 MAIN FLOOR SHEARWALL PLAN NOTE: I. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING (TSN), ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. 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F3 _ ESIGN ' '< AND PARTIAL FOUNDATION PLAN R14041 TROXEL 1405A LAD 02 04 14.xlsx SEISMIC LOADS (2010 OSSC, ASCE 7-07 - EQUIVALENT LATERAL FORCE) - DIRECTION: FRONT-TO-REAR T Sa OCCUPANCY: II TABLE 1-1 EQ 9.4.1.2.6-1 0 0.294 SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 hn: 27.000 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 S1: 0.319 MAPS 0.2 0.734 I: 1.000 TABLE 11.5-1 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 EQ 9.4.1.2.6-2 0.6100 0.614 Fv: 1.760 TABLE 11.4-2 0.7100 0.527 Sms: 1.101 EQ. 11.4-1 0.8100 0.462 Sm1: 0.561 EQ. 11.4-2 0.9100 0.411 Sds: 0.734 EQ. 11.4-3 1.0100, 0.371 Sdl: 0.374 EQ. 11.4-4 1.1100 0.337 To: 0.102 1.2100 0.309 Ts: 0.510 1.3100 0.286 Ct: 0.020 TABLE 12.8-2 1.4100 0.265 x: 0.750 TABLE 12.8-2 1.5100 0.248 Ta: 0.237 EQ. 12.8-7 0.800 SEISMIC DESIGN 0.700 1• CATEGORY(.1 SEC): D TABLE 11.6-1 SEISMIC DESIGN 0.600 CATEGORY(1 SEC): D TABLE 11.6-2 0.500 R: 6.5 TABLE 12.2-1 e 0.400 0: 3.0 TABLE 12.2-1 SIMPLIFIED 0.300 p ®� _ FORCE (V): 0.1355 W •0.200 � Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.174 W(EQ. 12.8-3/4) 0.000 CS(MIN): 0.010 W(EQ. 12.8-5) i 0 0.5 1 1.5 2 CS(MIN,E F): 0.025 W(EQ. 12.8-6) Cs(ACTUAL): 0.113 W ®Se ries 1 EQ. LATERAL l - FORCE (V): 0.113 W PAGE R14041 TROXEL 1405A LAD 02 04 14.xlsx SEISMIC LOADS (2010 OSSC, ASCE 7-07 - EQUIVALENT LATERAL FORCE) BASE SHEAR AND FLOOR DISTRIBUTION SEISMIC LOAD: FRONT TO REAR DIRECTION BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 702 702 1424 0 0.204 1,00 1 MAIN 1404 1404 1394 0 0.204 1.00 1 BASE SHEAR HT W WiHiAl< TOTAL W V V".7 SUM'V' UPPER 19.0 29022 551418 29022 4477 3134 3134 12.8-11, 12.8-12 MAIN 10,0 37808 378080 66830 3069 2149 5282 12,8-11.12.8-12 66830 929498 7546 5282 V(LBF): 7546 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V`.7(LBF): 5282 2.4.1 ASD(L.C.5,8) SEISMIC LOAD: SIDE TO SIDE BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH, MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 702 702 1424 0 0.333 1,00 1 MAIN 1404 1404 1394 0 0.266 1.00 1 BASE SHEAR HT W WiHr^2. TO TAL W V V',7 SUM'V' UPPER 19.0 29022 551418 29022 4477 3134 3134 12.8-11, 12.8-12 MAIN 10.0 37808 378080 66830 3069 2149 5282 12.8-11,12.8-12 66830 929498 7546 5282 V(LBF): 7546 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 5282 2.4.1 ASD(L.C.5,8) PAGE • R14041 TROXEL 1405A LAD 02 04 14.xlsx WIND LOADS MWFRS (2010 OSSC, ASCE 7-07) LOW-RISE BUILDING METHOD 2 FIGURE 6-10 DIRECTION:FRONT-TO-REAR WIND SPEED(MPH): 94.5 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH(HORIZONTAL,FT): 34.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 41.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT(FT): 22.750 Kzt: 1 TOTAL ROOF HEIGHT (FT): 27.000 Kd: 0.85 GABLE(YIN): V: 94.5 ROOF PITCH: 6 qh: 13.60 THETA: 26.57 0.447 0.894 • 2a(FT): 8 POSITIVE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.54969515 5.03 9.93_ 2 -0.0991454 -3.80 1.10 3 -0.4471747 -8.53 -3.63 2.12 2.12 4.73 4 -0.3906097 -7.76 -2.86 12.79 12.79 5 -0.45 I -8.57 -3.67 6 -0.45 -8.57 -3.67 1E 0.72778444 7.45 12.35 2E -0.1902831 -5.04 -0.14 f 3E -0.5849592 -10.41 -5.51 2.40 2.40 5.37 4E -0.5349592 -9.73 -4.83 17.18 17.18 BASE SHEAR DIRECTION: FRONT-TO-REAR DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 0.00 0.00 12.79 0.00 17.18 0 UPPER 25-30 2.00 6.00 12.79 2.00 17.18 111 UPPER 20-25 5.00 48.00 12.79 40.00 17.18 1301 UPPER 15-20 5.00 124.00 12.79 40.00 17.18 2273 3685 MAIN 0-15 10.00 277.00 12.79 80.00 17.18 4917 4917 617.00 TOTAL BASE SHEAR R: 8602 PAGE R14041 TROXEL 1405A LAD 02 04 14.xlsx WIND LOADS MWFRS (2010 OSSC. ASCE 7-07) - LOW-RISE BUILDING METHOD 2 FIGURE 6-10 CONT.. DIRECTION:SIDE-TO•SIDE • WIND SPEED: 94.5 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH(HORIZONTAL, FT): 34.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 41.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT: 22.8 Kzt: 1 TOTAL ROOF HEIGHT (FT): 27.0 Kd: 0.85 GABLE(Y/N): V: 94.5 ROOF PITCH: 6 qh: 13.60 THETA: 26.57 0.447 0.894 2a: 8 POSITIVE NEGATIVE OPEN/ PARTIAU ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpi) DESIGN PRESSURES(EQUATION 6-18) • (FIGURE 5.1W (+Gcpi) (-Gcpi) TOTAL TOTAL - 1 0.54969515 5.03 9.93 2 -0.0991454 -3.80 1.10 3 -0.4471747 -8.53 -3.63 2.12 2.12 4.73 • 4 -0.3906097 -7.76 -2,86 12.79 12.79 5 -0.45 -8.57 -3.67 6 -0.45 -8.57 -3.67 1E 0.72778444 7.45 12.35 2E -0.1902831 -5.04 -0.14 3E -0.5849592 -10.41 -5.51 2.40 2.40 5.37 4E -0.5349592 -9.73 ( -4.83 17.18 17.18 BASE SHEAR DIRECTION:SIDE TO SIDE DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 0.00 0.00 12.79 0.00 17.18 0 UPPER 25-30 2.00 29.00 12.79 16.00 17.18 646 UPPER 20-25 5.00 176.00 12.79 40.00 17.18 2938 UPPER 15-20 5.00 176.00 12.79 40.00 17.18 2938 6522 MAIN 0-15 10.00 369.00 12.79 80.00 17.18 6094 6094 926.00 TOTAL BASE SHEAR R: 12616 • PAGE T R14041 TROXEL 1405A LAD 02 04 14.xlsx WALL DISTRIBUTION SHEET DIRECTION: FRONT-TO-REAR WALL HEIGHT: 8 STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 F1 42.00 1567 37 0.1 1843 44 44 TSN 351 4900 -4549 NO 0 F2 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.5 F3 24.50 1567 64 0.2 1843 75 75 TSN 602 2858 -2257 NO 1.00 3134 3685 DIRECTION:FRONT-TO-REAR WALL HEIGHT: STORY: MAIN WALL WALL SEISMIC(S) SIL r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.5 F1 25.66 2641 103 0.2 4301 168 168 TSN 1509 2309 -5350 NO 0 F2 0.00 0 0 0 0 0 0 — 0 0 0 NO 0.5 F3 15.33 2641 172 0.3 4301 281 281 D4 2525 690 -421 NO 1.00 5282 8602 PAGE __ _ R14041 TROXEL 1405A LAD 02 04 14.xlsx WALL DISTRIBUTION SHEET CONTINUED DIRECTION:SIDE TO SIDE WALL HEIGHT: 8 STORY: UPPER WALL WALL SEISMIC(S) SIL r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-O HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0 S1 0.00 0 0 0 0 0 0 — 0 0 0 NO 0.5 S2 15.00 1567 104 0.3 3261 217 217 TSN 1739 650 1089 MSTC28 0 53 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0 S4 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.5 S5 19.99 1567 78 0.3 3261 163 143 TSN 1305 866 439 MSTC28 3134 6522 DIRECTION:SIDE TO SIDE WALL HEIGHT: 9 STORY: MAIN WALL WALL SEISMIC(S) S/L r(i) WIND(W) W!FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.3 (LB.) (LBJFT) (LB./FT) (LB.) (LB.) (LB.) 0.16 S1 4.75 1378 290 0.3 3135 660 660 E2 5939 491 5448 HDU5(2)2X 0.09 S2 2.50 725 290 0.1 1650 660 660 E2 5279 915 5454 HDU5(2)2X 0 S3 0.00 0 0 0 0 0 0 -- 0 0 0 NO 0.5 S4 16.83 1074 64 0.1 3047 181 181 TSN 1448 1485 -37 NO 0.25 S5 15.00 2104 140 0.3 4785 319 319 04 2552 645 2345 HDU2(2)2X 5282 12616 AT PONY WALL: - 0.25 S5 35.00 2104 60 0.1 4785 137 137 TSN 1094 945 149 HDU2(2)2X PAGE "( R14041 TROXEL 1405A LAD 02 04 14,xlsx. FOOTING DESIGN :ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION:FRONT-TO-REAR ,.• FTG. FTG, WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTC, a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (K-LB) PLF (INA2) Fl -5350 7 15 18 25.66 0 259 0.000 0.000 NONE F2 0 7 15 18 0 0 259 0.000 0.000 NONE F3 -421 7 15 18 15.33 0 259 0.000 0.000 NONE :ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION:FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FIG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (INA2) Si 5448 14 20 0 2.375 13 292 1.356 0.614 2-#5 BARS S2 5454 • 7 15 18 2.5 14 259 0.416 0.189 144 BAR S3 0 7 15 18 0 0 259 0.000 0.000 NONE S4 -37 7 15 18 16.83 0 259 0.000 0.000 NONE S5 2345 7 15 18 15 3 259 0.099 0.045 144 BAR .10 PAGE..._: ... i . A 0 z 0_, 2___n___ ,,---1,-- ._.) E-A I I / ,-s, I --, rv_ w [-:.] --... ,-- SLAB {THICKNESS PER fal. t- w r4 i ARCHITECTURAL DRAWINGS) WITH 6X6 • II A / -W1.4 X W1.4 WIRE MESH, H 8" / , MIN. 6" LAP SPLICE , 7 I I rt -: = i oo ' II / / I I . II I ' I I -------------------,7‘ ___. 0 C I , ., ____ HOLD-DOWN PER SHEAR WALL I I „' -'' SCHEDULE --...,,_ (2)45 CONTINUOUS BAR AT 1 CENTER OF FOOTING . L.- (EXTEND REBAR AROUND U CORNERS MIN. 5.-0") 1'-8" . NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. DRIVEWAY SURFACE NOT SHOWN. Ark FOOTING SECTION MIEF SCALE: 1" = 1'-0" . . . . TY't 2X STUD WALL AN EXTERIOR SHEAR WALL \ v— MC P.T. SILL PLATE WITH SHEATHING AND NAILING PE r sf–TYPE BOLT, EMBED 7" PER SHEAR WALL PLAN • MIN. INTO STEM WALL (1) – #4 VERTICAL BAR(2i.t , ''' 24" O.C. WITH 6" HOOK AT 2) 4 EACH END z ta-1• :a4 i I fa-at > 0 0 • – —a 0 (2)–#4 CONTINUOUS BAR AT BOTTOM OF FOOTING AND (1)–#4 BAR AT TOP OF STEM WALL U (EXTEND REBAR AROUND CORNERS MIN. 5'-0") NOTE: • •!• I. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. FOOTING SECTION SCALE: NONE IRV 8d( : 3" 0.0., TYP. ENTIRE 11 • LENGTH OF WALL \ ;1 \ 2X BLOCKING / (2) 16d NAILS, P. AT TYP. ROOF SHEATHING \\ \ / EACH STUD AND NAILING 'i-'0 NN \ lig\rt // MONO TRUSSESN .----'' 2X WALL STUDS .. PER PLAN --., -- ____---- 11 \ • [ SHEAR WALL -,----1--- _ SHEATHING AND \ NAILING PER PLAN----, 1 ' 1 ,— TYP. ENTIRE LENGTH 16d NAILS a 6" 0.C., \- STRAP PER SHEAR / WALL PLAN OF BEAM TRUSS HANGER '''''''--,,,,, N ''' (BY OTHERS) —., ' ,1 /1 iNE #4 \ 2X BLOCKING NN ' ' - ,, e1 (2) 16d NAILS N I @ 8" 0/C. N., [ --.„,,, ..no III I AI, - c , Vila T NOTE: THIS DETAIL IS FOR LATERAL TRANSFER ONLY, VERTICAL CONNECTIONS BY OTHERS. S2CWALL SECTION SCALE: 1" = r-o.' O• < TYPICAL EXTERIOR 0 ------- z SHEATHING AND -- O 2 NAILING q §_ EZ, i.. ------------ ----,--- SIMPSON 'MSTC40* STRAP, FILL ALL I END OF HOLES SHEAR 2< WALL 7--/--/--- , -•, / / A PANEL ; // , // ,/// io .0'. „/// //7 '0' / / / // 3c,,,-- BEAM PER :--, ARCHITECTURAL PLAN, CONTINUE k BEAM TO END OF • • Ihrtql 'Li'/ //' ..-- _„)"r<f---. , ---------------- 4X6 DFL-#2 , --•....2___. SHEAR WALL PANEL ---1//'. '.',' /:' /i /II • • NAILER SIMPSON LTPS (2) ON FRONT SIDE (2) ON THE OTHER ((4) TOTAL) j •0 ,,:°: ,: ,, / 4// //// , - 0 SHEAR WALL SHEATHING ><' / /2. •'////,,,////j\/.------- AND NAILING PER PLAN - 2 • Z? ' / /"1' /'" / 2777 -___ ----- DOUBLE 2X STUD AT EACH END OF PANEL, FACE NAIL STUDS i ii ././ /// /,' // / TOGETHER WITH 16d NAILS @ 6" //'/ / s',:att O.C. (STAGGER NAILS), U.N.O. /.:/'t />. -. ./ /1 / „ .' // inta',..) SILL PLATE PER SHEAR //iiii'' //I ---- WALL SCHEDULE _.---- 2 .- / ;• . ./ ry I 4 7-1----\, . '<t? , 11 11 II II 11 §,_.?) V ;" I I I EL-) — I I UI U I . I i ,L I I I i 1 SEEEI 4 SHEAR WALL ELEVATION VIFW S2 SCALE: NONE k 1/ . . 050 < / / f SHEAR WALL SHEATHING AND NAILING / 5 / �f'` / (2) 2X VERTICAL ; /,-"//// MEMBERS • /';::,/ / , 1 / / / �/v � BEAM PER /i'� / i j / / J ; ARCHITECTURAL / f ; *., =tea - i , PLAN / , 2X6 BLOCKING • / / . _ SIMPSON 'MSTC28' / E STRAP SHEAR WALL ELEVATION SCALE: 1" = 1'-0" ,— FLOOR JOIST AND SIMPSON CLIP PER SHEAR I SHEATHING PER PLAN • WALL SCHEDULE- / \ / \ 1 1 1 \ \ \ i01-11 I ,,, SHEAR WALL SHEATHING 1AND NAILING PER PLAN "---' j '-- -'----'1--- ) 2X WALL STUDS PER PLAN PERPENDICULAR PANEL EDGE NAILING SIMPSON CLIP AND SILL PLATE NAILING PER SHEAR - WALL SCHEDULE . f--/ la—FLOOR JOIST AND s \ / / SHEATHING PER PLAN k / // \ ' \‘k 1 \, // I <4 \ \ \ / "\ \ \ \I , \ r NN, 4, ''------- DBL. TOP PLATE ----.,_ , PARALLEL \. 2X WALL STUDS PER PLAN 1-.67\ WALL SECTION IMM•••••VMMOMMW±WOR•Wift.em•MV**SOM•WMOViaVa‘* .\.§..?..1/ SCALE: NONE \Le ----,7 r -------- [, 2X STUD , STRAP HOLDOWN d , /' PER PLAN \ II1 / / /---- FLOOR JOIST AND / SHEATHING PER PLAN , \ il / SHEAR WALL SHEATHING- \, \ AND NAILING PER PLAN \ 0 \ / •,-.. • ‘Ni \ \ \--SILL PLATE AND CLIP \ , , INFORMATION PER SHEAR /' \/ WALL SCHEDULE , i \ / \ ( \ / ,- \I SIMPSON '11/1STC28STRAP AT/ EACH END OF BEAM / ! I I, \ \ \ ----4 --- '- HEADER OVER WINDOW/DOOR (7) WALL SECTION S2 SCALE: I" = PANEL EDGE NAILING \ SIMPSON 'A35' \/ L PER SHEAR �� WALL SCHEDULE 2X BLOCK 7 \ ,,,,- - , ,- ...----------- I // / 1 __i/ 1 .. SHEAR WALL . >-C- - SHEATHING, BREAK v� ON DBL. TOP PLATE /1 L PANEL EDGE / I NAILING �� TRUSS (BY OTHERS) ./----1-- DBL. TOP PLATE 8 WALL SECTION WIF SCALE: I" = l,_0„ EXTERIOR SHEATHING AND NAILING PER PLAN // 2X STUD --, --/ -----__ DECK JOIST AND HANGER --„,,,, 111111111 / PER PLAN Illftli \ ----------WALL STUD PER PLAN, 2X DECKING , \ -- L , INSTALL SIMPSON 'LS50' AT \ \ 1--- -----' TOP OF STUD TO DBL. TOP \ \ PLATE AND BOTTOM OF STUD \\ k \ '4., \ 1, TO SILL PLATE, AT HOLDOWN '---<- '5------.... 111 \ ANCHOR LOCATION ONLY<\ 1 ‘I .'. \ , __-_-77- h \ ,--- SIMPSON 'DTT2Z' _,...-t____ N SIMPSON *VGT', FILL \ \ / ALL HOLES (2) V.:."0 X 4" LONG / „. \ , „ LEDGERLOK OR SIMPSON \ 2X10 P.T. LEDGER 'SDWS22400DB'A EACH / / STUD FDN. PER PLAN ;Tr -----„, L---,z7 NOTE: I. THIS DETAIL DESIGNED FOR LATERAL FORCES ONLY, REFER TO ARCHITECTURAL PLANS FOR VERTICAL CONNECTION. 2. FLASHING BY OTHERS. 9 WALL SECTION S2 SCALE: 1" = 1'-0" CI\ TROXEL'S HOME DESIGN y NOV 3 0 2015 J p BeamChek v2009 licensed to:DENNIS TROXEL/TROXEL'S HOME DESIGN Reg#8101-14031 o u. V PLAN#1405 GOFFMOORE MAIN GARAGE • BEAM#1 Prepared by:D.T. Date:2/11/14 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 11.4 int R2=11.4 in2 (1.5).DL Defl= 0.31 in Recom Camber=0.46 in Data Beam Span 20.5 ft Reaction 1 LL 5023# Reaction 2 LL 5023# Beam Wt per ft 22.42# Reaction 1 TL 7405# Reaction 2 TL 7405# Bm Wt Included 460# Maximum V 7405# Max Moment 37949'# Max V(Reduced) 6321 # TL Max Defl L/240 TL Actual Defl L/331 LL Max Defl L/360 LL Actual Defl L/567 Attributes Section(in') Shear(ink TL Defl(in) LL Defl Actual 276.75 92.25 0.74 0.43 Critical 171.41 34.35 1.03 0.68 Status OK OK OK OK Ratio 62% 37% 72% 63% Fb(psi) Fr/(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2657 276 1.8 650 Adjustments Cv Volume 0.963 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:490 Uniform IL: 700 =A Uniform Load A R1 =7405 R2=7405 SPAN=20.5 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEL/TROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1405 GOFFMOORE HALL BEAM#2 Prepared by:D.T. Date:2/11/14 Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.3 in2 R2=3.3 in2 (1.5)DL Defl= <0.01 in. Data Beam Span 4.83 ft Reaction 1 LL 1618# Reaction 2 LL 1618# Beam Wt per ft 9.57# Reaction 1 TL 2047# Reaction 2 TL 2047# Bm Wt Included 46# Maximum V 2047# Max Moment 2472'# Max V(Reduced) 1252# TL Mex Defl L/240 IL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(ire) TL Defl(in) LL Dell Actual 73.83 39.38 0.02 0.01 Critical 29.96 10.44 0.24 0.16 Status OK OK OK OK Ratio 41% 27% 7% 8% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loa s Uniform LL:670 Uniform TL: 838 =A Uniform Load A R1 =2047 R2=2047 SPAN=4.83 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEUTROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1405 GOFFMOORE FOYER BEAM#3 Prepared by:D.T. Date:2/11/14 Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.0 int R2=2.0 in' (1.5) DL Defl= 0.01 in Data Beam Span 6.0 ft Reaction 1 LL 762# Reaction 2 LL 782# Beam Wt per ft 9.57# Reaction 1 TL 1220# Reaction 2 TL 1220# Bm Wt Included 57# Maximum V 1220# Max Moment 1830`# Max V(Reduced) 839# TL Max Defl L/240 TL Actual Dell L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear(in') TL Defl(in) LL Defl Actual 73.83 39.38 0.02 0.01 Critical 22.18 6.99 0.30 0.20 Status OK OK OK OK Ratio 30% 18% 7% 6% Fb(psi) Fv(psi) E(psi x mil) Fc_t_(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:254 Uniform TL: 397 =A Uniform Load A R1 =1220 R2= 1220 SPAN=6.0 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEL/TROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1405 GOFFMOORE GARAGE DR.HDR. BEAM#4 Prepared by: D.T. Date:2/11/14 Selection 6x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=1.5 int R2=1.5 in' (1.5)DL Defl= 0.11 in Data Beam Span 16.5 ft Reaction 1 LL 619# Reaction 2 LL 619# Beam Wt per ft 15.37# Reaction 1 TL 952# Reaction 2 TL 952# Bm Wt Included 254# Maximum V 952# Max Moment 3926'# Max V(Reduced) 841 # TL Max Defl L/180 TL Actual Defl L/795 LL Max Defl L/240 LL Actual Defl L/>1000 Attributes Section(in') Shear(int) TL Defl(in) LL Defl Actual 121.23 63.25 0.25 0.14 Critical 46.82 6.45 1.10 0.83 Status OK OK OK OK Ratio 39% 10% 23% 17% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 875 170 1.3 625 Adjusted Values 1006 196 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:75 Uniform IL: 100 =A Uniform Load A • R1 =952 R2=952 SPAN=16.5 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to..DENNIS TROXEL/TROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1405 GOFFMOORE FRONT PORCH BEAM#5 Prepared by: D.T. Date:2/11/14 Selection 6x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2005,Wet Use Min Bearing Area R1=1.8 int R2=1.8 in2 (2.0)DL Defl= 0.07 in - Data Beam Span 9.5 ft Reaction 1 LL 537# Reaction 2 LL 537# Beam Wt per ft 10.02# Reaction 1 TL 760# Reaction 2 TL 780# Bm Wt Included 95# Maximum V 760# Max Moment 1805'# Max V(Reduced) 660# TL Max Defl L/180 TL Actual Defl L/756 LL Max Defl L/240 LL Actual Dell L/>1000 Attributes Section(in') Shear(in2) TL Dell(in) LL Defl Actual 51.56 41,25 0.15 0.08 Critical 25.12 5.06 0.63 0.48 Status OK OK OK OK Ratio 49% 12% 24% 17% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 750 170 1.3 625 Adjusted Values 863 196 1.3 419 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 0.67 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 113 Uniform TL: 150 =A Uniform Load A R1 =760 R2=760 SPAN=9.5 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEL/TROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1405 GOFFMOORE FRONT PORCH BEAM#6 Prepared by:D.T. Date:2/11/14 Selection 6x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2005,Wet Use Min Bearing Area R1=0.6 in2 R2=0.6 in' (2.0)DL Defl= <0.01 in. Data Beam Span 4.5 ft Reaction 1 LL 178# Reaction 2 LL 178# Beam Wt per ft 10.02# Reaction 1 TL 259# Reaction 2 TL 259# Bm Wt Included 45# Maximum V 259# Max Moment 291 '# Max V(Reduced) 187# TL Max Defl L/180 TL Actual Defl L/>1000 LL Max Defl L/240 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 51.56 41.25 0.01 <0.01 Critical 4.05 1.43 0.30 0.23 Status OK OK OK OK Ratio 8% 3% 2% 1% Fb(psi) Fv(psi) E(psi x mJ) Fc!(psi) Values Reference Values 750 170 1.3 625 Adjusted Values 863 196 1.3 419 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 0.67 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:79 Uniform TL: 105 =A Uniform Load A /\ R1 =259 R2=259 SPAN=4.5 FT Uniform and partial uniform loads are lbs per lineal ft. TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXEL/TROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1405 GOFFMOORE FRONT PORCH BEAM#7 Prepared by:O.T. Date:2/11/14 Selection 6x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2005,Wet Use Min Bearing Area R1=1.8 in2 R2=1.8 in2 (2.0)DL Defl= 0.09 in Data Beam Span 10.5 ft Reaction 1 LL 515# Reaction 2 LL 515# Beam Wt per ft 10.02# Reaction 1 TL 735# Reaction 2 TL 735# Bm Wt Included 105# Maximum V 735# Max Moment 1930'# Max V(Reduced) 648# TL Max Def) L 1180 TL Actual Defl L 1637 LL Max Defl L/240 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(In) LL Defl Actual 51.56 41.25 0.20 0.11 Critical 26.85 4.97 0.70 0.53 Status OK OK OK OK Ratio 52% 12% 28% 20% Fb(psi) Fv(psi) E(psi x mil) Fc_t.(psi) Values Reference Values 750 170 1.3 625 Adjusted Values 863 196 1.3 419 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 0.67 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:98 Uniform TL: 130 =A Uniform Load A R1 =735 R2=735 • SPAN=10.5 FT Uniform and partial uniform loads are lbs per lineal ft. • TROXEL'S HOME DESIGN BeamChek v2009 licensed to:DENNIS TROXELT ROXEL'S HOME DESIGN Reg#8101-1403 PLAN#1405 GOFFMOORE DECK SUPPORT BEAM#8 Prepared by:D.T. Date: 1/24/14 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2005,Wet Use Min Bearing Area R1=3.1 in2 R2=3.1 in2 (2.0)DL Defl 0.08 in Data Beam Span 10.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000# Beam Wt per ft 7.87# Reaction 1 TL 1289# Reaction 2 TL 1289# Bm Wt Included 79# Maximum V 1289# Max Moment 3223'# Max V(Reduced) 1091 # TL Max Defl L/240 TL Actual Defl L/562 LL Max Defl L/360 LL Actual Defl L/888 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl • Actual 49.91 32.38 0.21 0.14 Critical 35.81 9.37 0.50 0.33 Status OK OK OK OK Ratio 72% 29% 43% 41% Fb(psi) Fv(psi) E(psi x mil) FcJ (psi) Values Reference Values 900 160 1.6 625 Adjusted Values 1080 175 1.4 419 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 0.97 0.90 0.67 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft • Loads Uniform LL:200 Uniform TL: 250 =A Uniform Load A R1 =1289 R2 289 SPAN= 10.0 FT Uniform and partial uniform loads are lbs per lineal ft.