Specifications (44) 1\ CAck\c"Q4
GREEN friOUNTnIN
RECEIVED
structural engineering
FEB 1 4 2019
CITY OF TIGARD
*
STRUCTURAL CALCULATIONS
for
1700 Plan
Willow Brook, Lot 25
Tigard, Oregon
Contractor:
Pacific Lifestyle Homes
(61,3.sx.„60) Sept 7R030"8:1
;iv 119
lYt , A 4
OR EGO
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41, AND .
Expires: December 31, 2019
Project Number: 18531
January 31, 2019
Index
Structural Information
Lateral Analysis L-1 thru L-1 1
Framing Analysis F-1 thru F-8
greerimountainse corn info@greenmountainse cam-4857 NW Lake Rd., Suite 260,Camas,WA 98607
GREEN MOUNThIIN
Ile structural engineering
STRUCTURAL DESIGN INFORMATION
GOVERNING CODE: 2015 International Residential Code(IRC)
2015 International Building Code(IBC)
This engineering pertains to the design of the Lateral Force Resisting System and a review of
the home designer's framing and foundation plans. The home designer is responsible for
making any necessary changes as required by these calculations to their framing and
foundation plans.
1. Dead Load:
A. Roof 15 psf
B. Floor 10 psf
C. Exterior walls 10 psf
D. Exterior walls with veneer 50 psf
E. Interior walls with gypboard each side 5 psf
2. Floor live load: 40 psf
3. Snow load:
A. Uniformly distributed snow load on roof 25 psf
4. Wind load—based on ASCE 7-10 CH 27 MWFRS Directional Procedure:
A. 3 Second Gust Wind Speed V=140 mph
B. Exposure B
C. Importance factor I= 1.0
D. Topographical Factor Kzt=1.0
E. Wind Directional Factor.. Kd=0.85
F. Structure classified as enclosed
5. Seismic load—based on ASCE 7-10 Section 12.14:
A. Mapped Spectral Acceleration for short periods Ss=1.0
B. Mapped Spectral Acceleration for 1 second period S1=0.34
C. Soil Site Class D
D. Ductility coefficient R=6.5
E. Seismic Design Category D
6. Foundation St#Properties:
A. Undisturbed sandy silt per IBC 2015 Table 1806.2 Soil Class#5
B. Maximum vertical bearing pressure 1500 psf
7. Retaining wall lateral loads:
A. Walls free to displace laterally at top 40 pcf
B. Walls restrained against lateral displacement at top 45 pcf
8. Concrete:
A. 28 day design strength F'c 3000 psi
B. Reinforcing bars ASTM A6I5,Grade 60
A
tio GREEN MOUNTIIIN PROJECT: PLH - 1700
DATE: 12/19/2018 BY AMA
structural engineering
JOB NO: 18531 SHEET: L-1
LATERAL
SEISMIC DESIGN BASED ON ASCE-7-10
16175 Simplified analysis procedure for seismic design of buildings
SEISMIC BASE SHEAR 1.2•SDS (EQ.12.14-11 with F=12)
V:=
R
SS mapped spectral acceleration for S5 := 1.00
short periods(Sec.11.4.1) from USGS web site
mapped spectral acceleration for S� := 0.34
1 second period(Sec.11.4.1)
Fa Site coefficient(Table 11.4-1) Fa'- 1'1 Based on Soil
F„ Site coefficient(Table 11.4-2)
F := 1.8 Site Class D
SMs:= Fa•Ss SM5 =1.1 (Eq.11.4-1)
SM1 := F„-Si SMI = 0.61 (Eq.11.4-2)
11.4.43 Design spectrum response acceleration parameters
2
SDS := 3'SMS SDs= 0.73 > 0.50g
SEISMIC
2 CATEGORY
SDI := 3•SMI 501 = 0.41 > 0.20g D per Table 11.6-1
12 SDs WOOD SHEAR PANELS
V:_ •W
R:= 6.5
R
1.2.0.73
V:= •W V:= 0.135•W
6.5
12.4 Seismic Load Combinations
E:= 1.3•V (Eq.12.4-3 with redundancy factor=1.3 per 12.3.4.2)
WSD:= 0.7•E 0.7.1.3-0.135 W 0.123•W WOOD SHEAR PANELS
. PLH - 1 00
PROJECT.
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BY:
structural engineering 12�19�201g
DATE:
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JOB NO: 18531 SHEET: L-2
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SIMPLIFIED WIND AND SEISMIC COMPARISON
WIND
Iikkh.11
psf
psf -=., > Wind E;,ase
Ht
Shear
/ __:_,k_ <
Length L:= 62-ft
Height Ht := 22-ft WIND := L•Ht•(11•psf + 7•psf) WIND = 245521b
SEISMIC
Fr Wroof
Wwall eisn-iiic
Ease Shear
Aroof 62•ft•40•ft
Wwalls 4.9.ft•40-ft
SEISMIC:= (Aroof•15•psf + Wwalls'10•psf)•0.123 SEISMIC= 6346.8 lb
WIND GOVERNS DESIGN
GREEN M O U N T n I N PROJECT: PLH - 1700
111110 Structural engineering DATE: 12/19/2018, . 2018 BYAMA
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JOB NO: 1$531, SHEET L-3- ,_..
LATERAL
WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE
VELOCITY PRESSURE q,:= .00256•KZ•Krt•Kd•V2•I
EXPOSURE B
WIND SPEED(3 second gust) Vas := 140 mph
IMPORTANCE FACTOR I := 1.0
TOPOGRAPHICAL FACTOR KZt := 1.0
WIND DIRECTIONAL FACTOR Kd:= 0.85
EXPOSURE COEFFICIENT 0'-15' K,:= 0.57 qz:= .00256•KZ•Kit•Kd•V352•I qZ= 24.31
(varies/height)
15'-20' K,:= 0.62 q2:= .00256•KZ•Krt•Kd•V3,2.1 qZ= 26.44
20'-25' K,:= 0.66 qz:= .00256•KZ•KZt•Kd•V352•I q2= 28.15
25'-30' KZ:= 0.70 qZ:= .00256•KZ_KZt-Kd•V3s2•I qZ= 29.85
WIND PRESSURE P:= g2•G•Cp G := 0.85 Gust factor CP pressure coefficient
For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1
AT WALLS 0'-15' WINDWARD P,,:= 0.6 24.31•psf•0.85.0.8 P,,= 9.92 psf
LEEWARD PL := 0.6.24.31•psf•0.85.0.5 PL = 6.2 psf
15'-20' WINDWARD P,:= 0.6.26.44•psf•0.85.0.8 P,,,,= 10.79 psf
LEEWARD Pi_:= 0.6.26.44•psf•0.85.0.5 Pi_ = 6.74 psf
AT ROOF 15'-20' WINDWARD P„,:= 0.6.26.44•psf•0.85.0.3 PH,=4.05 psf
LEEWARD PL:= 0.6-26.44•psf•0.85.0.6 PL = 8.09 psf
20'-25' WINDWARD PH,:= 0.6.28.15•psf•0.85•0.3 P,,=4.31 psf
LEEWARD PL := 0.6.28.15•psf•0.85.0.6 PL = 8.61 psf
GPROJECT:IOW PLH 100
AMA
structural engineering DATE: 12/19/2018
BY: ..
JOB NO: 18531 SHEET: L-4
LATERAL _..� ..._..
WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE
4.05
Cp-0. 8.09 Assume
psf psf
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fir'
9.92
6.2
psf psf
I
windward leeward
Mean Roof Height
9 + 24
= 16.5
2
Loads at Roof roof
Windward 4.05•psf•10-ft =40.5 plf
Leeward 8.09•psf•10•ft= 80.9 plf
Wall loads at main level
Windward 9.92'psf•4.5•ft=44.64 plf
Leeward 6.2•psf•4.5•ft= 27.9 plf
GREEN M O U I`I TSI I N PROJECT: PLH - 1 00
DATE: 12/19/2018 BY AMA
structural engineering __ .. .......
L-5
JOB NO: 18531
SHEET:
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structural engineering DATE: 12/19/2018
BY: AMA
JOB NO: 1$531 L-6
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structural engineering DATE: 12/19/2018 3 � BY AMA
JOB NO: 18531 SHEET: L-7
LATERAL ..Fl �m_.....�®
SHEAR WALL DESIGN
Pdl f dl
+dl
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r i 1 ( ) P:= wind
V:= seismic
h
R=Hol down
Force
Based on Basic Load Combinations
0.6D + 0.6W
0.6•D + 0.7•E
Overturning Moment: Mot := P•h
(
Resisting Moment: Mr := 0.6•(Wdi + Wwall)• 22 + 0.6•Pdi•L
Mot — Mr
Holdown Force R
L
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GPROJECT: PLH - 1700
111111,
DATE: 12/19/2018 BY: AMA
structural engineering Yr rvF
LATERAL JOB NO: 18531 SHEET .L $
Shear Walls at Right Elevation
Wind Force P:= 3600•Ib P= 36001b
Length of wall L:= 5ft + 6ft + 12ft+ 20ft L=43ft
P A
Shear v:= — v= 83.72plf
L
5
Overturning Mot := P•9•ft•— Mat = 3767.44 lb•ft
Moment 43
(5.ft)2
Resisting Mr:= 0.6•(15•psf•21•ft+ 10•psf•9•ft)• 2 + 0.6.400•Ib•5•ft
Moment
Mr =4237.5Ib•ft
Holdown Mat - Mr
Force - -94.01 lb
5•ft
Shear Walls at Left Elevation
Wind Force P:= 3600-lb P= 3600 lb
Length of wall L:= 16•ft+ 7ft+ 29ft L= 52ft
P
Shearv:_ — v= 69.23 plf A
L
7
Overturning Mat := P•9•ft•-52 Mat =4361.54 Ib•ft
_ _
Moment
(7.ft)2
Resisting Mr:= 0.6•(15•psf•21•ft+ 10•psf•9•ft)• 2 + 0.6.400•Ib•7ft
Moment
Mr= 7633.5lb•ft
Holdown Mat - Mr
--467.42l b
Force 7•ft
C R E E N M O U N T A I 7 PROJECT: PLH - 1700
AIWA
111110 structural engineering E 12/19/2018
DAT
JOB NO: 18531 SHEET: L-9
LATERAL
Shear Walls at Rear Elevation
Wind Force P:= 4046-lb P=40461b
Length of wall L:= 3.5ft•3 + 4•ft L= 14.5 ft
P
Shear v:= — v= 279.03 plf C
L
4
Overturning Mot := P•9•ft =10045.24 lb•ft
Moment 14.5
(4-ft)2
Resisting Mr:= 0.6•(15•psf•3•ft + 10 psf-9-ft)• 2 + 0.6.400•Ib•4•ft
Moment
Mr= 1608 lb-ft
Holdown Mot - Mr
- 2109.31 lb HTT4
Force 4-ft
Shear Walls at Front Elevation
Wind Force P:= 2134•lb P= 21341b
Length of wall L:= 1.5•ft•3 L=4.5ft
P
Shear v:= — v=474.22 plf D
1.5
Overturning Mot := P•9-ft•— Mot = 6402 lb-ft
Moment 4.5
(1.5-ft)2
Resisting Mr:= 0.6•(15-psf•3•ft+ 10.psf•9•ft.) 2 + 0.6.400•Ib•1.5•ft
Moment
Mr =451.12 lb•ft
Holdown Mot - Mr = 3967,25 lb STHD14
Force 1.5ft
GREEN M O U N T A I N PROJECT: PLH - 1700
DATE: 12/19/2018 BY: AMA
IOW structural engineeringrt �. _�� ..
JOB NO: 18531 SHEET: L-1O
LATERAL .,..�.ri. ,me .�,
Shear Walls at Rear Elevation of Garage
Wind Force P:= 6014-lb P= 6014 lb
Length of wall L:= 12ft+ 15ft L= 27ft
P
Shear v:= — v= 222.74 plf B
L
12
Overturning Mot := P•9•ft•— Mot = 24056lb•ft
Moment 27
(12 ft)2
Resisting Mr:= 0.6 (15•psf•6•ft + 10.psf-9-ft)• 2 + 0.6.600•Ib•12•ft
Moment
Mr= 12096lb•ft
Holdown Mot - Mr
Force = 996,67 lb
12•ft
C R E E N M O U N T h I N PROJECT PLH - 1']00
201H AMA
1111Y structural engineering DATE 12/19/ 18 20BY:
JOB NO: 18531 SHEET: L-11
LATERAL
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Determine Diaphragm Shear&Deflection 0 First Floor:
Seismic Force FPx <_ 0.4•Sds•I•Wp (ASCE 7-1012.10-3) SDS:= .73 I := 1.0
WSD FPx := 0.7.0.4-SEG FPx := 0.2 wax WDL:= 15•psf
IA/seismic W•w 0.2 w = 120 If W40•ft
•– DL' seismic plf
:= 40•ft
w-- seisrric force
7/8" PLY
a` .r` 10 D NAILS
6" 0 EDGES
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W
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tl
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ir ----__ " A f v
W
v= 60 plf
/ L /
SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM
vaiiowed 215•plf > v= 60plf QED : BLOCKING NOT REQUIRED
DEFLECTION: Per SDPWS: 42-1:
v= 60plf A:= (1.5•in)•(5.5•in) Area of chord cross section
L= 40 ft E:= 1400000•psi Modulus of elasticity of chords
lb
W=40 ft GA:= 85-- (Table 4.2C)
in
EAcx:= 2•[0.03125•(16•in + 32-in + 32•in + 16•in)] EAcx = 6in Breyer CH.a8
5•v•L3 \ (in� 0.25•v•L (EAcx)ft
A := • — + + A = 0.15 in
�8•E•A•W, ft) 1000•GA 2•W
GREEN MOUNTnIN PROJECT:IOW PLH - 1700
12/19/2018
BY
structural engineering DATE: AMA
JOB NO: X8531 SHEET: F-1
FRAMING
ROOF LOADS ALL ROOF OPTIONS ARE SIM
Wd = 15psf
WI = 25psf
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GREEN MOUNT�IIN PLH - 1,00
PROJECT:
12/19/2018 AMA
structural engineering DATE: BY.
JOB NO: 18531 SHEET: F-2
FRAMING
TRACK ROOF LOADS
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GREEN MOUNTAIN PROJECT: PLH - 1700
structural engineering 12/19/2o18 AMA
DATE: ____By:____,
JOB NO:
18531 SHEET: F-3
FRAMING
0 260p1f ROOF 4x8
X V V V V
A
6'
796 796
0 280 If ROOF 4x10
�,/ V V V VV p
/� 10'
1434 1434
11) 840 If ROOF 4x8
X �/V V V
p
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1268 1268
Project: T j StruCalc 9.0 page
Location: 1
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)] ;;r-
3.5INx7.25INx6.0FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 12/19/2018 9:40:53 AM
Section Adequate By: 171.9% F-4
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/2745
Dead Load 0.02 in
Total Load 0.04 IN L/1655
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A B
Live Load 480 lb 480 lb
Dead Load 316 lb 316 lb
Total Load 796 lb 796 lb
Bearing Length 0.36 in 0.36 in
w
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 0 ft 6 n
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 160 plf
#2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf
Base Values Adjusted Beam Self Weight 5 plf
Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Uniform Load 265 plf
Cd=1.15 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 207 psi
Cd=1.15
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.-I-to Grain: Fc-1= 625 psi Fc--- = 625 psi
Controlling Moment: 1194 ft-lb
3.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -796 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Redd Provided
Section Modulus: 11.28 in3 30.66 in3
Area(Shear): 5.77 in2 25.38 in2
Moment of Inertia(deflection): 12.09 in4 111.15 in4
Moment: 1194 ft-lb 3247 ft-lb
Shear: -796 lb 3502 lb
Project: y ,StruCalc 9.0 page
Location:2 - ,
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)] u"r 444
3.5 IN x 9.25 IN x 10.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 12/19/2018 9:41:33 AM
Section Adequate By: 36.1% F-5
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.11 IN L/1095
Dead Load 0.07 in
Total Load 0.17 IN L/687
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A B
Live Load 900 lb 900 lb
Dead Load 534 lb 534 lb
Total Load 1434 lb 1434 lb
Bearing Length 0.66 in 0.66 in
w
BEAM DATA Center
Span Length 10 ft
Unbraced Length-Top 0 ft loft
Unbraced Length-Bottom 10 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 180 plf
#2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 850 psi Fb'= 1173 psi Total Uniform Load 287 plf
Cd=1.15 CF=1.20
Shear Stress: Fv= 180 psi Fv'= 207 psi
Cd=1.15
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.-I-to Grain: Fc-1= 625 psi Fc- = 625 psi
Controlling Moment: 3586 ft-lb
5.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1434 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 36.69 in3 49.91 in3
Area(Shear): 10.39 in2 32.38 in2
Moment of Inertia(deflection): 60.5 in4 230.84 in4
Moment: 3586 ft-lb 4879 ft-lb
Shear: 1434 lb 4468 lb
Project: p; f 4StruCalc 9.0 Page
Location:3 v •
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)]
3.5 IN x 7.25 IN x 3.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 12/19/2018 9:42:08 AM
Section Adequate By: 176.1% F-6
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/5856
Dead Load 0.00 in
Total Load 0.01 IN L/4156
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A B
Live Load 900 lb 900 lb
Dead Load 368 lb 368 lb
Total Load 1268 lb 1268 lb
Bearing Length 0.58 in 0.58 in
w
BEAM DATA Center
Span Length 3 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 3 ft
Live Load Duration Factor 1.15
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 600 plf
#2-Douglas-Fir-Larch(North) Uniform Dead Load 240 plf
Base Values Adjusted Beam Self Weight 5 plf
Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Uniform Load 845 plf
Cd=1.15 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 207 psi
Cd=1.15
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 951 ft-lb
1.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1268 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 8.98 in3 30.66 in3
Area(Shear): 9.19 in2 25.38 in2
Moment of Inertia(deflection): 4.81 in4 111.15 in4
Moment: 951 ft-lb 3247 ft-lb
Shear: 1268 lb 3502 lb
GREEN MOUNTAIN PROJECT: PLH - 1 00
11111r structural engineering DATE: 12/19/2018 BY AMA
JOB NO:
18531 F-7
SHEET:
FRAMING
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GREEN PROJECT: PLH — 1700
4W structural engineering DATE 12/19/2018
_ BYAMA
JOB NO: 1$531 SHEET: F-8
FRAMING
Foundation Design Soil Bearing Pressure SBP:= 1500-psf (assummed)
continuous foundation footing 12 inches wide with a 6 inch stem that is 18 inches tall.
total engaged area
Allowed Load
A:= (18•in + 6•in + 18-in)-12•in
A= 3.5 ft2
I
Allowed Load SBP•A= 5250 lb MEE
in.
Size Area Capacity
18" diameter A:= 9•in•9•in•3.14 Pail := 1500•psf•A Pall = 2649.4 lb
24" diameter A:= 24•in-24-in-3.14 Pall := 1500•psf•A Pall = 18840 lb
24"x24" A:= 24•in•24•in Pall 1500•psf•A Pall = 6000 lb
28"x28" A:= 28-in•28-in Pall 1500•psf•A Pall = 8166.7 lb
30"x30" A:= 30•in•30•in Pall := 1500-psf-A Pall = 9375 lb
32"x32" A:= 32•in-32-in Pail := 1500•psf•A Pall = 10666.7 lb
36"x36" A:= 36•in•36•in Pail := 1500-psf-A Pall = 13500 lb
42"x42" A:= 42•in•42•in Pall := 1500•psf-A Pall = 18375 lb
48"x48" A:= 48•in•48•inPall := 1500•psf-A Pall = 24000 lb
Continuous Footings:
12 inch wide: Capacity 1500 psf X 12 inches= 1500 plf
,
GREEN MOUNTIAIN PROJECT: PLH - 1700
IOW • DATE: 12/19/2018 BY:structural engineering AMA
18531 F-8A
JOB NO: SHEET: . .. . ... ...
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