Specifications 0 0
R 1E
NOV 19 2015
cilly OF11GARD
ouirul-i%DIVISION
LATERAL CALCULATIONS FOR
TRO EL #122813 (GARAGE RIGHT)
OREGON CITY, OREGON
by
MCHARD J. TURNER, P.E.
DATE: 02124/15
JOB NUMBER: 812179
—GIN,
8 5J 49P
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`6REGON
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INDEX OFCALCULATIONS: PAGES
DATE: 07/2712012
SHEAR WALL PLANS: 1TO3
SEISMIC LOADS: 4TO5
VVUNDLOAOS: 6TO7
WALL DISTRIBUTION: 8T00
FOOTING DESIGN: 10
BEAM ANALYSIS
AND DESIGN: 11TO13
DETAILS: 14TO21
-
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MIN.6'-6"
D4 j---------- -
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F1 F2 F3
UPPER FLOOR SHEARWALL PLAN
NOTE:
1. 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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PLAN
MAIN FLOOR SHEARWALL PN
NOTE:
I. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING
AND NAILING (TSN), ROOF SHE_A,rH]N(.. NAILING AND FLOOR SHEATHING AND
NAILING RFQUIRRIMENTS.
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R12179 TROXEL 1228B LAD.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: 23.167 FT 0.0920 0.691
Ss: 1.010 MAPS Sa=SDs T0: 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
Sd1: 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: 0.211 EQ.12.8-7
0.800
SEISMIC DESIGN 0.700 S
CATEGORY(.1 SEC): D TABLE 11.6-1
SEISMIC DESIGN 0.600 S
CATEGORY(1 SEC): D TABLE 11.6-2 0.500 e
R: 6.5 TABLE 12.2-1 0.400 O O
Q: 2.5 TABLE 12.2-1
SIMPLIFIED 0.300 ®♦A��
FORCE (V):F-01-3-SR W 0.200
Cs: 0.113 W(EQ.12.8-2) 0.100
Cs(MAX): 0.195 W(EQ.12.8-3/4) 0.000
CS(MIN): 0.010 W(EQ.12.8-5) 0 0.5 1 1.5 2
CS(MIN,E F): 0.025 W(EQ. 12.8-6)
Cs(ACTUAL): 0.113 W ♦Seriesl
EQ. LATERAL
FORCE (V):r 3 W
PAGE 1
R12179 TROXEL 1228B LAD.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 584 292 1627 0 0.406 1.00 1
MAIN 1241 621 1836 0 0.406 1.00 1
BASE SHEAR
HT W WiHiAk TOTAL W V V`.7 SUM'V
UPPER 20.0 27408 548160 27408 4303 3012 3012 12.8-11,12.8-12
MAIN 10.0 35114 351135 62522 2756 1929 4942 12.8-11,12.8-12
62521.5 899295 7059 4942
V(LBF): 7059 EQ. 12.8-1
E(SEISMIC BASE SHEAR) V'.7(LBF): 4942 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 584 292 1627 0 0.417 1.00 1
MAIN 1241 621 1836 0 0.366 1.00 1
BASE SHEAR
HT W WiHiA2 TOTAL W V V'.7 SUM'V'
UPPER 20.0 27408 548160 27408 4303 3012 3012 12.8-11,12.8-12
MAIN 10.0 35114 351135 62522 2756 1929 4942 12.8-11,12.8-12
62521.5 899295 7059 4942-
6(LBF): 7059 EQ.12.8-1
E(SEISMIC BASE SHEAR) V'.7(LBF): 4942 2.4.1 ASD(L.C.5,8)
PAGE `�
R12179 TROXEL 1228B LAD.xisx
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): 40.0 I: 1 15-20
WIDTH(TRANSVERSE, FT): 39.5 Kh: 0.7 0.7
ROOF MEAN HEIGHT(FT): 20.833 Kzt: 1
TOTAL ROOF HEIGHT (FT): 23.167 Kd: 0.85
GABLE(YIN): V: 94.5
ROOF PITCH: 8 qh:r 13.60
THETA: 33.69 0.555 0.832
2a(FT): 8
POSITIVE NEGATIVE
OPEN/
PARTIAL/
ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5)
P
PSF
(GCpq DESIGN PRESSURES(EQUATION 6-18)
(FIGURE 6-10) +Gc i -Gc i TOTAL TOTAL
1 0.56 5.17 10.07
2 0.21 0.41 5.30
3 -0.43 -8.30 -3.40 4.83 4.83 8.71
4 -0.37 -7.48 -2.58 12.65 12.65
5 -0.45 -8.57 -3.67
6 -0.45 -8.57 -3.67
1E 0.69 6.94 11.83
2E 0.27 1.22 6.12
3E -0.53 -9.66 -4.76 6.04 6.04 10.88
4E -0.48 -8.98 4.08 15.91 15.91
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 12.65 0.00 15.91 0
UPPER 25-30 0.00 0.00 12.65 0.00 15.91 0
UPPER 20-25 3.17 111.66 12.65 25.34 15.91 1816
UPPER 15-20 5.00 165.00 12.65 40.00 15.91 2724 4540
MAIN 0-15 10.00 351.00 12.65 80.00 15.91 5713 5713
773.00 TOTAL BASE SHEAR R:j 10253
PAGE
R12179 TROXEL 12288 LAD.xisx
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): 40.0 1: 1 15-20
1F,flDTH(TRANSVERSE, FT): 39.5 Kh- 0.7 0.7
ROOF MEAN HEIGHT: 20.8 Kzt, 1
TOTAL ROOF HEIGHT (FT): 23.2 Kdl: 0.85
GABLE(YIN): V: 94.5
ROOF PITCH: 8 ah: 13.60
THETA: 33.69 0.555 0.832
2a: 8
POSITIVE NEGATIVE
OPEN/
PARTIALl
ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5)
P
(PSF)
f G C Pf) DESIGN PRESSURES(E?DUATIO,J
tFiGURE 6-10) (+Gcp0 G cp i) TOTAL TOTAL
1 0.56 5.17
2 i 0.21 0,41 5.30
-
30.43 -8.30 -3.40 1 4.83 4.83 8.71
4 M -0.37 -7.48 -2.58 12.65 12.65
5 -0.45 -8.57 -3.67
6 -0.45 -8.57 -167
1 E 0.69 6.94 11.83
2E 0.27 122 6,12
3E -0.53 -9.66 -4.76 6,04 6.04 10.88
4E -0.48 -8.98 -4.08 15.91 15.91
BASE SHEAR
DIRECTION: SIDE TO SIDE
DIAPHRAGM BUILDING TRIBUTARY PROD PROD STORY
LEVEL HEIGHT AREA qh: APEA q I,.: V(LBS) SHEAR
INTERIOR INTERIOR END END
UPPER 30-40 0.00 0.00 12.65 0,100 15.91 0
UPPER 25-30 0.00 0.00 i2.65 0.00 15.91 0
UPPER 20-25 3.17 249,66 2,6E., 25.34 15,91, 3562
UPPER 15-20 5.00 164.00 i2.65 40.00 15.91 2711 6273
MAIN 0-15 10.00 422.00 12.65 80.00 15-91 6612 6612
981.00 TOTAL BASE SHEAR Rj 12884J
PAGE
R12179 TROXEL 12288 LAD.xlsx
WALL DISTRIBUTION SHEET
DIRECTION:FRONT-TO-REAR WALL HEIGHT: 8
STORY: UPPER
WALL WALL SEISMIC(S) S/L qi) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN
LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE
(FT) (LB.) (LBJFT) 0.4 (LB.) (LB./FT) (LBJFT) (LB.) (LB.) (LB.)
0.25 F1 44.50 753 17 0.1 1135 26 26 TSN 204 2522 -2318 NO
0.5 F2 12.33 1506 122 0.4 2270 184 184 TSN 1473 699 774 MSTC28
0.25 F3 28.83 753 26 0.1 1135 39 39 TSN 315 1634 -1319 NO
1.00 3012 4540
DIRECTION:FRONT-TO-REAR WALL HEIGHT: 9
STORY: MAIN
WALL WALL SEISMIC(S) S/L qi) 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.)
0.25 F1 44.50 1235 28 0.1 2563 58 58 TSN 518 2670 -4469 NO
0.5 F2 20.50 2471 121 0.2 5127 250 250 D6 2251 1230 1795 HDU2(2)2X
0.25 F3 36.50 1235 34 0.1 2563 70 70 TSN 632 2190 -2877 NO
1.00 4942 10253
PAGE U
R12179 T ROXEL 12235 LAD.xlsx
WALL DISTRIBUTION SHEET CONTINUED
DIRECTION: SIDE TO SIDE WALL HEIGHT: 8
STORY: UPPER
WALL WALL SEISMIC(S) SIL r(F) WIND(W) VVjFT MIAX. WALL UPLIFT DEAD(D) T-D HOLDOWN
LINE LENGTH(L) LOAD LOAD 'AiALL LOAD TYPE LOAD TYPE
(FT) (LB.) (LB./FT) 0.4 (LB.) (LB.1FT) 11-63FT) (LB.) (LB.) (LB.)
0.5 S1 12,00 1506 126 0.4 3136261 i O 2091 340 1751 MSTC40
0 S2 0.00 0 0 0 0 0 0 0 0 NO
0.35 S3 1k.50 040 72 0.;' 2166 14 1;8 -SPI 3195 411 784 MSTC28
0.15 S4 6.50 486 72 0.2 571 1.119 149 TS7N 0 O 0 NO
1,00 3012 6273
NOTE:WALL LINE S1,PART OF ROOF LOAD DISTRIBUTES(rRANSFERS TO LOWER WALL.
NOTE: LOAD AT WALL LINE S4 TRANSFERS TO MAIN FLOOR WITH ROOF DIAPHRAGM.
DIRECTION: SIDE TO SIDE VV.ALL HEIGHT. 8
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) 0A (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.)
0.25 S1 11.00 1988 i81 0.4 4789 435 ?SS D3 3919 375 5254 HDU5(2)2X
0.5 S2 8.50 965 i02 0.2 3306 348 3=8 D4 2784 353 2431 HDU2(2)2X
0.15 S3 8.00 1320 147 0.3 3 125 3,17 347 D4 2778 345 3217 HDU4(2)2X
0.1 S4 6.50 668 103 0.1 !6664 256 D6 2048 308 1740 HDU2(2)2X
1.00 1942 12884
PAGE
R12179 TROXEL 1228E LAD,x:sy,
FOOTING DESIGN
:ONCRETESTPENGTK 3 KSI WALL VVIDTH 8 IN
STREEL STRENGTH 60 KSI SOIL BEARING PRES,&,;F',E 1500 PSF
DIRECTION: FRONT-TO-REAR
FTG FTG, VVALL VV.4LL DEAD STEEL REINF.
',AJALL LINE UPLIFT ID E PTH ` it REQUIRED T&B
WIDTH DEPTH LENGTH NIOMEjl' LOAD FTG
;PG. (PG IN.') (IN,, il`.) {K-LB} PLF (IN Q)
-44,69 7 15 18 44
0 259 0 000 0,0013 none
F2 1795 7 15 18 20.5 5 259 0.143 0.065 none
F3 -2877 7 15 18 36.5 0 259 0.000 0,000 none
:ONCRETESTRENGTH: 3 KSI WALL WIDTH: 8 IN
STREELSTRENGTH: 60 KSI SOIL BEADING PRESSURE: 1500 PSF
DIRECTION;FRONT-TO-REAR
FTG, FTG. WALL WALL DEAD STEEL REINF,
WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B
(PG, (PG, l (!N,'j (IN.) (IN,) (FT.) (FT-L B PLF (IN12)
si 5294 7 15 18 2 13 259 D 3139 0.176 144-4 BAR
S2 2431 7 15 18 9-5 4 257 9 0.123 0.056 1-4,14 BAR
S3 3217 7 *15 18 9 259 0.350 0.159 1-1'��4 BAR
S4 1740 7 15 18 3_25 4 259 19 0,054 none
S1 5294 16 18 0 2 1 i 300 0.542 0.246 1-5 BAR
PAGE
BEAM LOAD SHEET, CONT...
t'-7114 1-0 C 1 f. ;'14
BEAM# ANALYSIS SKETCH AND DESIGN
RL
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BEAM CALC SHEET.As PAGE
Tide Block Line i fate. Job:
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Title Block Line 6 _ _ =,��.c 27,JUL 2012.100iv1
He.Ciusers
^ TuhGc12012 JOBSIR12179 Troxe!12289.812065 Troxel 122fteams.ec5 '
Wood Beam w ENERCALC,INC.1983.2011,9uiid:6.11.7.11,Ver:6.0.25.0
Dcscriation: 61
Material Properties CaICUIatiOnS per NOS 2005;IBC 2006,CBC 2007,ASCE 7-05
Analysis tvieihod: Allowable Stress Design Fb-7ensinc 2. y,
.00.0 ps! E Modulus o;Elasticity
Load Combination,2006 IBC&ASCE 7-05 Fb-Cor:nr 1,850-0 os; =bend-xx 1.800,0ksi
Fc-Prll 1,650.0 psi Erninbend xx 930.0131
Wood Species : DFlDF rc-Peri 650.0 psi "=bend-yy 1,600.0 ksi
iNaod Grade 24F-V4 Fv 26:1.0 psi =minberid-yy 830.0ksi
Fl 1,100.0psi Density 32.210pci
Beam Bracing Beam is Fully Braced against lateral-torsion buckiing
W(2.091)E(4,312)
D(0225) L(0.4) S(0.125)
v v v v v
5.125x18 -
Span=20.0 ft
Applied Loads Scrvsrc loads cratered.Load Factors will be applied for calculations.
Uniform Load: D=0.22511, L=0.40, S=0.1250, Tributary fholh 1.0 ft
PointLoad: W=2.081, E=4.3i2kCd),EOf1
DESIGN SUMMARY
'Maximum Bending Stress Ratio - 0.585` 1 Mlaxinnum Shear Stress natio = 0.330 : 1
Section used for this span 5.125x18 Section used fo: lvlis spa; 5.125x18
fb:Actual = 1,355.0 1 psi f d:tactual = 87.40 psi
F8:Aliov.•able = 2,315.91 psi Fv:F�l'mvable = 265.00 psi
Load Combination, -D-LSF Load Combinafion -D-+jL TN
Location Oi maximum on Span = 10.000ii Of 7 X3rnum On Saar - 18.600 ft
Span r where maximum occurs = Span;:1 Spari v"here riaximum occurs = Span i
Maximum Deflection
fv1ax Downward L+Lr7 S Deflection 0.425 in Ratio= 561
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<4E0
Max Downward Total Deflection 0.728 in Ratio= 329
Max Upward Total Deflection 0.000 in Ratio= 0<240
..................... .- - ----
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Sur;nary of Mloment Values Summary of Shear Values
Segment Length Span# PA - V C d C FN C r C rn C: ftac7L:al ib-design Fb-alloy Vacival N-design Fv allaw
D-L*H
Length=20.0 ft 1 0 585 0.33!0 1.000 0.965 1.000 1,000 i.000 31.25 1,355.01 2,315.91 5.37 87.40 265.00
-D+S+H 0%5 i.GGO 1000 1 000
Lengin=20.0 fl 1 0.285 v:6 1 1150 50 0 965 .OCC 1.0:111 i{)C-G 17 5?1 .56.81 2,6,33.25 10 i 4894 304-75
+i3*0.750Lr-0.75OL4i 0.9+5 000
Lenath=20,01' 4 0 4 91 5.277 OCC 0 c5; 0J 1.09+ 1.00", Z.,'2`: i. 33 2' 2.315 91 4.51 73.41 26500
��.750L�0.750S-H 0965 1.000 1 000 1.050
Length=20.0 ft 1 C 50: 0 234 1.150 O 505 1 000 i 005 2.663.29 532 86.52 304.75
_D0 WN H 0.965 1.000 1.000 1.000
Length=K0 it 1 0.215 0.129 1.500 0.965 1.000 i.000 11.100 i8.4O 797.72 3,705.45 3.338 54.90 424.00
-0.0.70E-H 0 965 i 000 1 000 1.000
Length=20.0 ft 1 0259 0154 1.600 0.955 1.000 1.cOc' '",CIO 2Z 13 959.45 3,705.45 4.03 65.45 424.00
+04750Lr-0.7501-+0.750V4-H 0.965 1.000
Length=20.0 ft 1 0.365 0.213 1.600 0965 i O00 t000 1.1X10 3i ;7 1,351.35 3.705.45 5.56 90.41 424.00
-0+0.7501-O.750S-0.750-H 0 955 `1.000 1.000 i 000
Title Block Line 1 Title: Job#
You can changes this area Dsgnr:
using the'Settings'menu item Project Desc.:
and then using the"Printing&
Title Block'selection. Project Notes
Title Block Line 6 PWzd.27 JUL 2012.10.01QA
Wood beam FlIe:C:lUser5lPurA!c12012JOBM12179Troxe1122881R12060Troxe11226%beams.ec6
ENERCALC,INC.19a2011,Su@d:6.11.
7.i1,Ver.6.0.25.0
-�
Description: B1
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V C d C F(V C r C m C I Mactual fb-design Fb-allow Vactual tv-design Fvallow
Length=20.0 ft 1 0.419 0.244 1.600 0.965 1.000 1.000 1.000 35.82 1,553.20 3,705.45 6.36 103.37 424.00
+D+0.75OLr+0.750L+0.5250E+H 0.965 1.000 1.000 1.000
Length=20.0 ft 1 0.392 0.232 1.600 0.965 1.000 1.000 1.000 33.48 1,451.74 3,705.45 6.05 98.33 424.00
+0+0.750L+0.75OS+0.5250E+H 0.955 1.000 1.000 1.000
Length=20.0 ft 1 0.446 0.262 1.600 0.965 1.000 1.000 1.000 38.10 1,652.10 3,705.45 6.84 111.29 424.00
+0.60D+W+H 0.965 1.000 1.000 1.000
Length=20.0 ft 1 0.169 0.100 1.600 0.965 1.000 1.000 1.000 14.45 626.65 3,705.45 2.61 42.46 424.00
+9.60D+0.70E+H 0.965 1.000 1.000 1.000
Length=20.0 ft 1 0.215 0.125 1.600 0.965 1.000 1.000 1.000 18.35 795.55 3,705.45 3.26 53.01 424.00
+0.60D-1.OW 0.965 1.000 1.000 1.000
Length=20.0 ft 1 0.047 0.045 1.600 0.965 1.000 1.000 1.000 •3.11 134.95 2,856.28 1.17 18.98, 424.00
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.''Dell Location in Span Load Combination Max.'*'Dell Location in Span
D+L+E 1 0.7281 9.700 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 9.268 7.544
D Only 2.250 2.250
L Only 4.000 4.000
S Only 1.250 1.250
L+S 5.250 5.250
W Only 1.464 0.627
E Only 3.018 1.294
D+L 6.250 6.250
D+S 3.500 3.500
D+W 3.714 2.877
D+L+S 7.500 7.500
D+L+W 7.714 6.877
D+E 5.268 3.544
D+L+E 9.268 7.544
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rr
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a I I d SCHEDULE
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(2)-#4 CONTINUOUS BAR AT
TOP AND BOTTOM OF
U FOOTING (EXTEND REBAR
V-6" AROUND CORNERS MIN. 5'-0")
NOTE:
1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL.
2. DRIVEWAY SURFACE NOT SHOWN.
rl FQQTINQ aECTIQN
S2 SCALE: 1" = 1'-0"
2X STUD WALL
EXTERIOR SHEAR WALL
PA', SILL PLATE WITH
SHEATHING ANDNAILING I J-TYPE BOLT, EMBED T'
PER SHEAR WALL. PLAN
NIIN. INTO STEM WALL
(1) 'r-4 VERTICAL BAIR(ti) il-L2L
24" O.C. WITH (Y' I iOOX A
EACFI END
J;
(2)-t-'4 CONTINUOUS BAIR AT
BOTTOM OF FOOTING AND
AT TOP OF STEM WALL
(EXTEND RE
-BAR AROUND
NOTE: CORNERS MIN. 5'-0")
I. FOOTING TO BE PLACED ONUNTDISTUR'BED Nkl'IVE SOIL.
2. REFER TO SHEAR WALL SCI-IEDULE SILL BOLT SPACING AT
SHEAR WALL LOCATIONS.
FOOTING SECTION
SCALE: NONE
2X STUD WALL
EXTERIOR SHEAR WALL P.T. SILL PLATE WITH %2"
SHEATHING AND NAILING J-TYPE BOLT, EMBED 7"
PER SHEAR WALL PLAN MIN. INTO STEM WALL
(1) - #4 VERTICAL BAR @ E
24" O.C. WITH 6" HOOK AT
EACH END i a w OL U
> 0 Q
0 o y 8„ z
O
4" SLAB PER
ARCH. PLANS iO
a
(2)-#4 CONTINUOUS BAR AT
BOTTOM OF FOOTING AND
O (1)-#4 AT TOP OF STEM WALL
(EXTEND REBAR AROUND
NOTE: CORNERS MIN. 5-0")
1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL.
2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT
SHEAR WALL LOCATIONS.
3 FQQTING SECTI N
SZ SCALE: NONE
�LD
S2 SCALE: NONE
2X STUD WALL
EXTERIOR SHEAR WALL P.T. SILL PLATE WITH
SHEATHING AND NAILING J-TYPE BOLT, EMBED 7"
PER SHEAR WALL PLAN MIN. INTO STEM WALL
(1) - #4 VERTICAL BAR @ F:
24" O.C. WITH 6" HOOK AT
EACH END I a W U U
_a w> 00O0
z
a
_ v
'
d G
a
(2)-#4 CONTINUOUS BAR AT BOTTOM
i� OF FOOTING AND (1)-#4 AT TOP OF
U STEM WALL(EXTEND REBAR AROUND
1'-3" CORNERS MIN. 5'-0")
NOTE:
1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL.
2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT
SHEAR WALL LOCATIONS.
4 FQOTINQ SECTION
S2 SCALE: NONE
(2) 16d NAILS @ EACH
VERTICAL BLOCK
2X8 DFL-#2 NAILER
SIMPSON 'U'-TYPE
16d NAILS 6" O/C, HANGER PER PLAN
TYP. ENTIRE
LENGTH OF WALL
FLOOR SHEATHING AND
NAILING PER FRAMING
REQUIREMENTS (SHEET S1)
EXTENDED EAVES PER
PLAN
SIMPSON CLIP OR TOE
NAIL PER 'RW/S1 DETAIL
FLOOR JOIST
PER PLAN SHEAR WALL SHEATHING
AND NAILING PER SHEAR
WALL PLAN
DOUBLE TOP PLATE
5 WALL SECTION
S2 SCALE: 1" = 1'-0"
.... I-i,C)!.R,TOIST t .N D
SflRIIPSON CUP PER SHEAR Sf-IFiiTlil-NG PI:;'=.R PLAN'
WALL SCI IEDUL,E ,,, ----,
I
F
,
,
_
t
y
E !
AND '\AILING PER' PLAN
)�-..-+ryM y}-{ 'y'�`� `+_f ''yy -t ._- X %V'LI. STUDS PER PLA
1. E1 PE1Y iCUl.,Al
P%,NEL EDGE NAILING
SIMPSON CLU AND SILL
PLATE 'NTAILIiNG PER SHEAR
WALL SCHEDULE --- - /� FLOOR JOIST AND
SIIEA`$`HING PER PLAN
ji '--
E
DBL. TCP PL,.IIL.
PARALLEL ---._. . 2X WALL STUDS PER.PLAN
SCALE: NONE
P.
l� ENTIRE LENGTH OF %X BLOCKING EACH SIDE
SHEAR WALL _•
OF TRUSS
, NIANUPACTURED ROOF
f TRUSSES RY OTHERS
— i 6d NAILS Cq' 3" O,C.. TYP,
ROOF SI'IEA`I`HING % ,' AT VERTICIL BLOCKING
PER PLAN----,-.-.__._. I j ' TO TRUSS
�-„ice%.,. •:y `��1 ,.,,,. :' ,u�' /.Fi •,f, l• ,�'1E-; �` / �r:•�// �
Al
LL
EAR«fLL SHEATHING , � ' PA ;F
D NAILING ABOVE BE V
P PLATE �< i 1 i ;„l�- �'u:> i TRUS
N;1ILS a 3' O.C., T'YP. ”>' ty I`°,, .i ,:' v.%v `: r X'
`VERTICAL BLOCKING (��
TRUSS X,' Fin,
UBLE TOP PLATE
EARWALL SHEATHING
D NAILING
WALL STUDS '� 2X ST
r7' SHEAR WALL TO ROOF TRANSFER
G SCALE; I” - I '-T EXTEI
�u
rs, O
0 TYPICAL EXTERIOR
z
SHEATHING AND
0 NAILING
O
SIMPSON 'MSTC40'
STRAP, FILL ALL
END OFHOLES
SHEAR o 'o
WALL
PANEL BEAM PER
ARCHITECTURAL
PLAN, CONTINUE
BEAM TO END OF
SHEAR WALL PANEL
% 4X6 DFL-#2 NAILER
SIMPSON LTP5 (2) ON FRONT SIDE
(2) ON THE OTHER ((4) TOTAL)
o'• / 'o' SHEAR WALL SHEATHING
X AND NAILING PER PLAN
DOUBLE 2X STUD AT EACH END
o / OF PANEL, FACE NAIL STUDS
00 TOGETHER WITH 16d NAILS @ 6'
O.C. (STAGGER NAILS), U.N.O.
SILL PLATE PER SHEAR
WALL SCHEDULE
z I i
o II II II �I it 2
►ICS - IL�- 7LD - S2
ul u
i
r8"*-N SHEAR WALL ELEVATION VIEW
SZ SCALE: NONE
ZA