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NOV 19 2015
CITY°ITIGARD
BUILDING DIVISION
LATERAL CALCULATIONS FOR
TROXEL #12288 (GARAGE LEFT)
OREGON CITY, OREGON
by
RICHARD J. TURNER, P.E.
DATE: 02i24Nti
JOB NUMBER: R1217?
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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 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
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
CATEGORY(.1 SEC): D TABLE 11.6-1
SEISMIC DESIGN 0.600 0
CATEGORY(1 SEC): D TABLE 11.6-2 0.500 •
R: 6.5 TABLE 12.2-1 •
0.400
Q: 2.5 TABLE 12.2-1
• SIMPLIFIED 0.300 ® ®®•+♦
FORCE (V): 0.1355 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): 0.113 W
PAGE 1
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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 WiHi"k TOTAL W V V`.7 SUM VV'
• 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 WiHi"2 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)
PAGE `>
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•
R12179 TROXEL 12286 LAD.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): 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(Y/N): V: 94.5
ROOF PITCH: 8 qh: 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)
(GCpf) DESIGN PRESSURES(EQUATION 6-18)
(FIGURE 6-10) (+Gcpi) (-Gcpi) 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:1 10253
PAGE
R12179 TROXEL 1228B 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 I: 1 15-20
WIDTH(TRANSVERSE. FT): 39.5 Kh: 0.7 07
ROOF MEAN HEIGHT: 20.8 Kzt: 1
TOTAL ROOF HEIGHT (FT): 23.2 Kcl: 0.85 •
GABLE(Y/N): V: 94.5
ROOF PITCH: 8 qh: 13.60
THETA: 33.69 0.555 (1.932
2a: 8
POSITIVE NEGATIVE
OPEN/ 1
PARTIAL!
ENCLOSED ENCLOSED (GCpI) 0.18 -0.18 (FIGURE 6-5)
P
(PSF)
(GCpI) DESIGN PRESSURES(EQUATION 6-18)
(FIGURE 6-10) (+Gcpi) (-Gcpi) _ TOTAL TOTAL
1 _ 0.56 5.17 10.07 (
2 0.21 0.41 5.30 f
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 I� -3.67
•
6 -0.45 -8.57 j -3.67 I I
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 i 15.91
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 12.65 0.00 15.91 0
UPPER 25-30 0.00 0.00 12.65 0.00 15.91 0
UPPER 20-25 3.17 249.66 12.65 25.34 15.91 3562
UPPER 15-20 5.00 164.00 12.65 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 R:j 12884
PAGE
R12179 TROXEL 1228B LAD.xlsx
WALL DISTRIBUTION SHEET
DIRECTION:FRONT-TO-REAR WALL HEIGHT: 8
STORY: UPPER
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) 0.4 (LB.) (LB./FT) (LB./FT) (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) 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) 0.2 (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
•
Q
PAGE U
R12179 TROXEL 12286 LAD xisx
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-D HOLDOWN
LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE
(FT) (LB.) (LB./FT) 0.4 (LB.) (LB.?FT) (LB./FT) (LB.) (LB.) (LB.)
0.5 S1 12.00 1506 126 0,4 3136 261 261 D4 2091 340 1751 MSTC40
0 S2 0.00 0 0 0 0 0 0 -- 0 0 0 NO
0.35 S3 14.50 1040 72 0.2 2166 149 149 TSN 1195 411 784 MSTC28
0.15 S4 6.50 465 72 0.2 971 149 149 TSN 0 0 0 NO
1.00 3012 6273
NOTE:WALL LINE S1,PART OF ROOF LOAD DISTRIBUTES/TRANSFERS TO LOWER WALL.
NOTE: LOAD AT WALL LINE S4 TRANSFERS TO MAIN FLOOR WITH ROOF DIAPHRAGM.
DIRECTION: SIDE TO SIDE WALL HEIGHT. 9
STORY: MAIN
WALL WALL SEISMIC(5) SJL 1(i) WIND(W) WiFT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN
LINE LENGTH(L) LOAD LOAD WALL.LOAD TYPE LOAD TYPE
(FT) (LB.) (LB./FT) 0.4 (LB.) (LB.iFT) (LB./FT) (LB.) (LB.) (LB.)
0.25 S1 11.00 1988 181 0.4 4789 435 435 D3 3919 375 5294 HDU5(2)2X
0.5 S2 9.50 965 102 0.2 3306 348 318 04 2784 353 2431 HDU2(2)2X
0.15 S3 9.00 1320 147 0.3 3125 347 347 D4 2778 345 3217 HDU4(2)2X
0.1 54 6.50 668 103 0.1 1664 256 256 D6 2046 308 1740 HDU2(2)2X
1.00 4942 12884
U;
PAGE '
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R1 1 7 9 TROXEL 1228B LAD.xlsx
FOOTING DESIGN
:ONCRETE STRENGTH: 3 KSI WALL WIDTH. 8 IN
STREEL STRENGTH. 60 KSI SOIL BEARING PRESSURE: 1500 PSF
DIRECTION:FRONT-TO-REAR
FIG 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.) (K-LB) PLF (IN'2)
Fl -4469 7 15 18 44.5 0 259 0 000 0.000 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
:ONCRETE STRENGTH' 3 KSI \GALL 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 FTG. a REQUIRED T&B
(PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (INA2)
S1 5294 7 15 18 2 13 259 0.389 0.176 1-44 BAR �. 5 a_
S2 2431 7 15 18 9.5 4 259 0.123 0.056 1-414 BAR - ( 5 2___
S3 3217 7 15 18 9 12 259 0.350 0.159 1-44 BAR ,L{
S4 1740 7 15 18 3.25 4 259 0119 0.054 none
S1 5294 16 18 0 2 11 300 0.542 0.246 1-45 BAR \ Z.
.
PAGE t
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BEAM LOAD SHEET, CONT...
BEAM# ANALYSIS SKETCH AND DESIGN
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9N,C9!,5e,..\PO9(312012 J0892R12179 Troxel 1228FPR12069 Troxel 1229‘beOrl;eCi '
Wood Beam ENERCALC,INC 1983.2011,Mid:611.7.11,ver:6.0.25 0
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Description: Si
Material Properties Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05
_._
Analysis Method: Allowable Stress Design Fo-Tension 2,400.0 ps! E:Modulus of Elasticity
Load Combination 2006 IBC&ASCE 7-05 )-Corer 63rc
. r, 1,850.0 osi Ebend-xx 1,800.0 ksi
Pc-Pill 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Pc-Perp 650.0 osi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fr 265,0 psi Eminbend-yy 830.0ksi
Ft 1,100.0 psi Density 32.210pof
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
_......_ .. ...„„ . ..
W(2.091)E(4.312)
I
1 D(0.225)L(0.4) S(0.125)
r v 1
v V V
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5.125x18
Span=20.0 0
- Applied Loads Sarvtce loads entered.Load Factors will be applied for calculations.
„ ... ... .. _..
Uniform Load: D=0.2250, L=0.40 S=0.1250, Tributary Width=1.5 ft
Point Load. W=2091, B=4.312 k p 6.0 ft
- - DESIGN SUMMARY MiliCj-1:0014if 01(f3Ein:
Maximum Bending Stress Ratio = 0.585 1 Maximum Shear Stress Ratio - 0.330 : 1
Section used for this span 5.1 25x18 Section used for this. span 5.125x18
lb:Actual = 1,355.01 psi fy:Actual 87.40 psi
=
FB:Allowable = 2,315.91 psi Fv:Allowable = 265.00 psi
Load Combination ,i-n-1-L-,-t Load Combination
Location of maximum on span = 10 00011 Location of maximum on span . 18.6000
Span 0 where maximum occurs = Span 01 Soan#where maximum occurs = Span 0 1
Maximum Deflection
, Max Downward L+Lr+S Deflection 0.425 in Ratio= 564
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480
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 Retios Stir'lla;y of Moment Values Summary of Shear Values
. , „.„ . .„... ..,„„ .
Segment Length Span 9 M V C CFN Cr C m C, Iliac:le& tb-design Shallow /factual fv-design Fv-allow
Length=20.0 ft 1 0 585 0 330 1.000 0.965 1.000 1.000 1.000 31.25 1,355.01 2,315.91 5 37 87.40 265.00
D-S4l 0.965 1 000 1 030 1 000
Length=20 0 ft 1 0.2E15 0 I81 1.150 0.965 1.000 1 003 1 000 17 50 75081 2083.29 3.01 48.94 304.75
40,-.0.750LN-0.750041 0.965 1 000 1,:'''Z' 1 000
Length.-20 0 ft 1 C 491 Q777 1.000 3.965 1330 1.000 1.000 26.25 L .021 X1501 4 51 73,41 285.00
-D-0.750L-'6750S-'H 0.965 1.000 1.003 1.000
Length=20 0 ft 1 0.604 0.234 1.150 0 965 1 000 1.000 1,000 30.94 1,3•-ti45 2,663.29 5 32 86.52 304.75
-0,.4d-H 0.965 1.000 1.000 1.000
Length=20.0 ft 1 0.215 0 129 1.600 0.965 1000 1 000 1,00(1 10.40 76772 3735.45 3.38 54.90 424.00
,0,0.70E-4-1 0 965 1 000 1.000 1.000
Length=20.0 ft 1 0.259 0.154 1.600 0.965 1.000 1.000 1 000 22.13 95345 3.70545 4.03 65.45 424,00
40.0.750Lr40.750L+0.750W,ht 0.965 1.030 1,365 1 030
- • Length=20 0 ft 1 0.365 0 213 1.600 0 965 1 000 1 000 1 003 31 17 1.351.35 3.705.40 5.56 90.41 424,00
+0+0.750L-0,750S+0.750W-1-1 0.965 1.000 1..000 1 000
. . t.,
•
•
Title Block Line 1 Title: Job#'
You can changes this area Dsgnr:
using the"Settings'menu item Project Desc.:
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Title Block Line 6 Pnrad.27 JUL 2012.10.02x,1
Wood Beam File:C:lUserstpublict2012 JOBSIR12179 Troxe112289\R12066 Troxel 12281beams.ec6
ENERCALC,t X.1983.2011,Build:6.11.7.11,Ver.6.0.25.0
Lic.#:KW-06005610 ' • r.',' '� t'ti" S'T':k?, - Licensee:.RICHARD TURNER
Description: B1
Load Combination Max Stress Ratios Summary of Moment.Values• Summary of Shear Values
Segment Length Span# M V C d C FN Cr Cm C t Mactual fb-design Fb-allow Vactual tv-design Fv-allow
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
+0+0.750Lr+0.750L+0.5250E4 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
+D+0.750L+0.750S+0.5250E+1-1 0.965 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-4-1 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
+0.60D+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-1.0W 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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A
z
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W I I W SLAB (THICKNESS PER
W 00 ARCHITECTURAL
DRAWINGS) WITH 6X6
—�
-W1.4 X W1.4 WIRE MESH,
�8" MIN. 6" LAP SPLICE
II Y //
n jrt 4
IT
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IIS
v 11
1 F.,n a l b
Ow .4 II
U p a II HOLD-DOWN PER SHEAR WALL
CO a II 4 SCHEDULE
I I
w o V ®
a 41 4
(2)-#4 CONTINUOUS BAR AT
in a TOP AND BOT •
TOM OF
O FOOTING (EXTEND REBAR
l'-6" AROUND CORNERS MIN. 5'-0")
NOTE:
• 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL.
2. DRIVEWAY SURFACE NOT SHOWN.
FOOTING SECTION
SCALE: 1" = 1'-0"
•
2X STUD
EXTERIOR SHEAR WALL N
; P.T. SILL PLATE WITH 1/2"
SHEATHING AND NAILING NI / J-TYPE BOLT, EIVIBED 7"
PER SHEAR WALL PLAN 11
MIN. INTO STEM WALL
I
;
(I) - VERTICAL I3AR -
24" O.C. WITH 6" 1100K AT
EACH END -----
0 c•L)
z
,
`N. 1_ id
7
-
(2)-04 CONTINUOUS BAR AT
BOTTOM OF FOOTING AND
(111)- 1 AT TOP OF STEM WALL
L1' 3'
(EXTEND REBAR AROUND
NOTE: - CORNERS MIN. 5';-0")
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
2X STUD WALL
EXTERIOR SHEAR WALL 111 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 @ 1!�►:n� F
24" O.C. WITH 6" HOOK AT ��` n ¢ F'
EACH END ztil 0 00 U
n> 0 0 00
Mil 8'' z W
4" SLAB PER
ARCH. PLANS 'D
Y
n a
I. ° e
t-- a 'L
(2)-#4 CONTINUOUS BAR AT
BOTTOM OF FOOTING AND
M U (1)-#4 AT TOP OF STEM WALL
1'-3" (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.
0 FOOTING SECTION
SCALE: NONE
. .
\Lo
•
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 A ¢
EACH END z 0 )
I (.110000
> Oc0
811 „ z m G
d d
l� a
(2)-#4 CONTINUOUS BAR AT BOTTOM
c' OF FOOTING AND (1)-#4 AT TOP OF
O STEM WALL(EXTEND REBAR AROUND
l'-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 FOOTING SECTION
S2 SCALE: NONE
1--)(
ti
ri.
(2) 16d NAILS @ EACH
VERTICAL BLOCK
- 2X8 DFL-#2 NAILER
SIMPSON 'U'-TYPE
16d NAILS 6" 0/C, HANGER PER PLAN
TYP. ENTIRE
LENGTH OF WALL
FLOOR SHEATHING AND .
•'''•••.
NAILING PER FRAMING 1...........
REQUIREMENTS (SHEETS1) �
khi
kw!" .
C 1 Il EXTENDED EAVES PER
S PLAN
r� SIMPSON CLIP OR TOE
P%DP IL G NAIL PER 'RW/S1 DETAIL
low OP-
FLOOR JOIST .../.
PER PLAN SHEAR WALL SHEATHING
AND NAILING PER SHEAR
WALL PLAN
DOUBLE TOP PLATE
WALL SECTION
SCALE: 1" = 1'-0"
. .
. .
•
,----- FLOOR JOIST AND
SIMPSON CLIP PER SHEAR I SHEATHING PER PLAN
WALL SCHEDULE------
/
,
,
\
1 ii
1 \
I
\ 41/
\
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,
,
\ 1 \
\ L.7•1!!!"'
SHEAR WALL SHEATHING
1, 7 AND NAILING PER PLAN
„Ir
-- 2X WALL STUDS PER PLAN
PERPENDICULAR
_ - / PANEL EDGE NAILING
SIMPSON CLIP AND SILL i
PLATE NAILING PER SHEAR /
/ r— FLOOR JOIST AND
WALL SCHEDULE
\ . ,
/ SHEATHING PER PLAN
/..,
\ ,
/
\ /r
/ i
\-7—...z...--- - • . -'t----__ ' .----• ----77, - _ -.... ,
,
s
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\ ,4 A \
•,
\ I\I1 i.
\I I
1 1 1 \
‘ \
I r ,
h --- - - DEL. TOP PLATE
---Li_.
PARALLEL 2X WALL STUDS PER PLAN
6 WALL SECTION _______
S2 SCALE: NONE
I
. .
61\
. -
•
— Sd NAILS(u 3" O.C., TYP.
/ ENTIRE LENGTH OF 2X BLOCKING EACH SIDE
SHEAR WALL 4 OF TRUSS
/ MANUFACTURED ROOF ;t
{ TRUSSES BY ()THEIRS
't
j l i r— 16cI NAILS @ 3" O.C., TYP. •
�/
ROOF SI-IEATI HNC
I �' AT VERTICAL BLOCKING
PER PLAN------.v i ;; TO TRUSS
7 Y
vil ,
>',.,>c'. �,:� L I .\ _ - / �,�, 6�'"� N•%`/-.� .\/-,\'• 't;"\!' , ��, ,
�'� �/ \.._L,/' �'S/./..,, / /\;''y j, , 1�"�:,vTv '\<",.//x/;-' ..� SIIE.)
EARWALL SHEATHING ;''.%\ ,;\ 4 y `• .I' //} .q‘..;;/. } •/\ ./ ,;N . PANE
D NAILING ABOVE y,` 's./ II'l„'"•,-;',/;'vi- / Ii:i I• j`' / \ ,'" v/y-, 1,/�./
- P PLATE •` �,% `� � ' ti;' �� �� .,� � T'!: ` %', '"` ; �A � TRUS
I'''"•,,,I..c\/V VI I .\)-/ ,<,--./I',.\.,•) • \•.\-/Ix',/j,-,:i k`II./\("AI:•(>:,,,•‘-•<,X;‹, ,,-• .,,K I,/ ,./\„1
NAILS @ 3" O.C. TYP. \/\/'/ , i/.: /./ �/ \ i 1 1 .(\/
VERTICAL BLOCKING I'/\<,.<-4,1-,„
v/ .< , � � v ,. ., ,,'/II; f/� /,‘`,y,'� s�Jr, j v
>TRUSS /,//" -./" � 4� • v- , , ,, ,,, /
I /,, 'INJ\ ;� Y Y
�V% / '
��
\ I\I - 71\a ; i
UBLE TOP PLATE Nv i" '..1.•''''
a,v A I ( �` I'\
\ /"'N/ V / I , / \NI/.„i
EARWALL SHEATHING .% j r: =
D NAILING SHEATHING7
,}:' ; : , t/.'
2', / { ( � // \/_2:,–,--
y
� -v.
\,
�' I v / .._/
WALL STUDS
2X ST
(7-.. , SHEAR WALL TO ROOF TRANSFER
.21 SCALE: 1" = 1.-0"
EXTEI
ST—TRA'
1
Aw
>
c=. O
Op
O
TYPICAL EXTERIOR
-z SHEATHING AND
O g NAILING
O
�' SIMPSON 'MSTC40'
A Ate- / / „./...... .).....••••--
i� . STRAP, FILL ALL
END OF X• SHEAR •°• A •°• / HOLES
WALL _� • •p
'4 PANEL BEAM PER
�}• •o• •
••o• ARCHITECTURAL
PLAN, CONTINUE
V •• •, / �,,•• •• / / BEAM TO END OF
A A -
1y, / SHEAR WALL PANEL
•• :r / / 4X6 DFL-#2 NAILER
SIMPSON LTPS (2) ON FRONT SIDE
• • • • (2) ON THE OTHER ((4) TOTAL)
•o' 'o' SHEAR WALL SHEATHING
/�� AND NAILING PER PLAN
- / -
DOUBLE 2X STUD AT EACH END
o !� OF PANEL, FACE NAIL STUDS
Co t:''' TOGETHER WITH 16d NAILS @ 6"
O.C. (STAGGER NAILS), U.N.O.
BE .■rr SILL PLATE PER SHEAR
AO ISO .: / ,� WALL SCHEDULE
I / I /,
2 Ay I I II i1
o !III II HI41.)
v v II C*-=, — I-L;
U 1 U
1
earl
8 SHEAR WALL ELEVATION VIEW
S2 SCALE: NONE