1 de 30
PROJECT SUBMITAL
CALCULATION AND
DESIGN
DONE BY :
RAMEZ
1 de 30
2 de 30
Joist self - weigth
b ≔ 2 in
d ≔ 12 in
length ≔ 20 ft
DENSITY ≔ 23 pcf
spacing ≔ 16 in
length
w ≔ b ⋅ d ⋅ DENSITY ⋅ ――――― = 2.875 psf
spacing ⋅ length
insulation ≔ 0.18 psf
R19
thickness: 1 1/8
plywood ≔ 2.64 psf
shingles
Total
dead
DEAD ≔ 2.64 + 2.875 + 0.18 + 1.21 = 6.905
B1. LOADING ANALYSIS
CEILING
DL1 ≔ 6.9 psf
LL1 ≔ 20 psf
ROOF
DL2 ≔ 13.75 psf
LL2 ≔ 10 psf
EXTERIOR
WALL
DL3 ≔ 18 psf
LL3 ≔ 0 psf
B1. ANALYSIS AND DESIGN B1 RR 1 AND G1
B1.1.- ANALYSIS AND DESIGN B1 ( TIMBER BEAM )
TRIBUTARY AREA :
A ≔ 245 ft 2
BEAM LENGTH:
L ≔ 24 ft
A
lbf
DL ≔ ⎛⎝DL1⎞⎠ ⋅ ―= 70.438 ――
L
ft
2 de 30
A
lbf
LL ≔ ⎛⎝LL1 + LL2⎞⎠ ⋅ ―= 306.25 ――
L
ft
3 de 30
B-1 ANALYSIS RESULTS ( TIMBER ASTM- A-16) SHEAR AND MOMENT
TIMBER STRUCTURE CALCULATIONS
----------------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AWC NDS-2012 ASD
ANALYSIS TYPE: Member Verification
----------------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 1
POINT: 3
COORDINATE: x = 1.00 L = 9.00 ft
----------------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 3 COMB1 (1+2)*1.00
----------------------------------------------------------------------------------------------------------------------------------------------MATERIAL: TIMBER
Structural Glued Laminated Softwood Timber - Tab.5A
Ft=1595.4151 psi Fc=2610.6793 psi
Fby=2610.6793 psi Fvy=290.0755 psi Fcpy=696.1811 psi Ey=1305339.6396 psi
Eminy=870226.4264 psi
Fbz=2610.6793 psi Fvz=290.0755 psi Fcpz=696.1811 psi Ez=1305339.6396 psi
Eminz=870226.4264 psi
----------------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: GSP 6.75x19.25
d=19.25 in
b=6.75 in Ay=86.60 in2
Az=86.60 in2
A=129.90 in2
Iy=4012.00 in4
Iz=493.40 in4
Ix=1537.00 in4
Sy=416.83 in3
Sz=146.19 in3
----------------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS:
BUCKLING Y
BUCKLING Z
LT BUCKLING
lu = 9.00 ft
let = 18.54 ft
RB = 9.70
CL = 0.99
FbE = 11109.6237 psi
----------------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND ACTUAL STRESSES:
My = 48643.0311 lb*ft
Vy = 3538.9125 lb
fby = 1400.3664 psi
fvy = 40.8650 psi
----------------------------------------------------------------------------------------------------------------------------------------------DESIGN WOOD STRENGHTS:
Fby' = Fby(2610.6793)*CD(1.00)*CM(1.00)*Ct(1.00)*CL(0.99) = 2571.9400 psi
3 de 30
----------------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND ACTUAL STRESSES:
My = 48643.0311 lb*ft
Vy = 3538.9125 lb
fby = 1400.3664 psi
fvy = 40.8650 psi
4 de 30
----------------------------------------------------------------------------------------------------------------------------------------------DESIGN WOOD STRENGHTS:
Fby' = Fby(2610.6793)*CD(1.00)*CM(1.00)*Ct(1.00)*CL(0.99) = 2571.9400 psi
Fvy' = Fvy(290.0755)*CD(1.00)*CM(1.00)*Ct(1.00)*Cvr(1.00) = 290.0755 psi
Eminy' = Eminy(870226.4264)*CM(1.00)*Ct(1.00) = 870226.4264 psi
Eminz' = Eminz(870226.4264)*CM(1.00)*Ct(1.00) = 870226.4264 psi
----------------------------------------------------------------------------------------------------------------------------------------------RESULTS:
fby/Fby' = 0.54 < 1.00 [3.3.1] OK!
fvy/Fvy' = 0.14 < 1.00 [3.4.1] OK!,
Rb = 9.70 < 50.00 STABLE
----------------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS:
Deflections (LOCAL SYSTEM):
uyt = 0.000 in < uyt max = L/240.00 = 0.450 in Verified
Governing Load Case: 1 DL1
uzt = 0.015 in < uzt max = L/240.00 = 0.450 in Verified
Governing Load Case: 1 DL1
Displacements (GLOBAL SYSTEM): Not analyzed
-----------------------------------------------------------------------------------------------------------------------------------------------
Section OK !!!
TIMBER STRUCTURE CALCULATIONS
----------------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AWC NDS-2012 ASD
ANALYSIS TYPE: Member Verification
----------------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 3
POINT: 1
COORDINATE: x = 0.00 L = 0.00 ft
----------------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 3 COMB1 (1+2)*1.00
----------------------------------------------------------------------------------------------------------------------------------------------MATERIAL: TIMBER
Structural Glued Laminated Softwood Timber - Tab.5A
Ft=1595.4151 psi Fc=2610.6793 psi
Fby=2610.6793 psi Fvy=290.0755 psi Fcpy=696.1811 psi Ey=1305339.6396 psi
Eminy=870226.4264 psi
Fbz=2610.6793 psi Fvz=290.0755 psi Fcpz=696.1811 psi Ez=1305339.6396 psi
Eminz=870226.4264 psi
----------------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: GSP 6.75x19.25
d=19.25 in
b=6.75 in Ay=86.60 in2
Az=86.60 in2
A=129.90 in2
Iy=4012.00 in4
Iz=493.40 in4
Ix=1537.00 in4
Sy=416.83 in3
Sz=146.19 in3
----------------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS:
BUCKLING Y
BUCKLING Z
LT BUCKLING
lu = 15.00 ft
let = 29.26 ft
RB = 12.18
CL = 0.97
FbE = 7038.7842 psi
----------------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND ACTUAL STRESSES:
My = 48643.0311 lb*ft
Vy = -133.0875 lb
fby = 1400.3664 psi
fvy = -1.5368 psi
----------------------------------------------------------------------------------------------------------------------------------------------DESIGN WOOD STRENGHTS:
Fby' = Fby(2610.6793)*CD(1.00)*CM(1.00)*Ct(1.00)*CV(0.96) = 2505.4191 psi
Fvy' = Fvy(290.0755)*CD(1.00)*CM(1.00)*Ct(1.00)*Cvr(1.00) = 290.0755 psi
Eminy' = Eminy(870226.4264)*CM(1.00)*Ct(1.00) = 870226.4264 psi
4 de 30
My = 48643.0311 lb*ft
Vy = -133.0875 lb
fby = 1400.3664 psi
fvy = -1.5368 psi
----------------------------------------------------------------------------------------------------------------------------------------------DESIGN WOOD STRENGHTS:
5 de 30
Fby' = Fby(2610.6793)*CD(1.00)*CM(1.00)*Ct(1.00)*CV(0.96) = 2505.4191 psi
Fvy' = Fvy(290.0755)*CD(1.00)*CM(1.00)*Ct(1.00)*Cvr(1.00) = 290.0755 psi
Eminy' = Eminy(870226.4264)*CM(1.00)*Ct(1.00) = 870226.4264 psi
Eminz' = Eminz(870226.4264)*CM(1.00)*Ct(1.00) = 870226.4264 psi
----------------------------------------------------------------------------------------------------------------------------------------------RESULTS:
fby/Fby' = 0.56 < 1.00 [3.3.1] OK!
fvy/Fvy' = 0.01 < 1.00 [3.4.1] OK!,
Rb = 12.18 < 50.00 STABLE
----------------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS:
Deflections (LOCAL SYSTEM):
uyt = 0.000 in < uyt max = L/240.00 = 0.750 in Verified
Governing Load Case: 1 DL1
uzt = 0.058 in < uzt max = L/240.00 = 0.750 in Verified
Governing Load Case: 1 DL1
Displacements (GLOBAL SYSTEM): Not analyzed
-----------------------------------------------------------------------------------------------------------------------------------------------
Section OK !!!
B1.2.- ANALYSIS AND DESIGN RR ( ROOF RAFTER DESIGN)
RAFTER SPACING:
S ≔ 16 in
RAFTER LENGTH:
L ≔ 10 ft
lbf
DL ≔ ⎛⎝DL1⎞⎠ ⋅ S = 9.2 ――
ft
lbf
LL ≔ ⎛⎝LL1⎞⎠ ⋅ S = 26.667 ――
ft
RR1
LUMBER RAFTER SPACED AT 16 MAX O.C. SHEAR AND MOMENT
5 de 30
6 de 30
RR1 RAFTER DESIGN
----------------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AWC NDS-2012 ASD
ANALYSIS TYPE: Member Verification
----------------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 2
POINT: 1
COORDINATE: x = 0.00 L = 0.00 ft
----------------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 3 COMB1 (1+2)*1.00
----------------------------------------------------------------------------------------------------------------------------------------------MATERIAL: TIMBER
Structural Glued Laminated Softwood Timber - Tab.5A
Ft=1595.4151 psi Fc=2610.6793 psi
Fby=2610.6793 psi Fvy=290.0755 psi Fcpy=696.1811 psi Ey=1305339.6396 psi
Eminy=870226.4264 psi
Fbz=2610.6793 psi Fvz=290.0755 psi Fcpz=696.1811 psi Ez=1305339.6396 psi
Eminz=870226.4264 psi
----------------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: LMBR 2x12
d=11.25 in
b=1.50 in Ay=11.25 in2
Az=11.25 in2
A=16.88 in2
Iy=178.00 in4
Iz=3.16 in4
Ix=12.00 in4
Sy=31.64 in3
Sz=4.22 in3
----------------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS:
BUCKLING Y
BUCKLING Z
LT BUCKLING
lu = 10.44 ft
leb = 19.83 ft
RB = 34.49
CL = 0.33
FbE = 877.6779 psi
----------------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND ACTUAL STRESSES:
N = -77.6414 lb
My = -610.2477 lb*ft
Vy = 317.2556 lb
ft = -4.5996 psi
fby = -231.4141 psi
fvy = 28.1921 psi
----------------------------------------------------------------------------------------------------------------------------------------------DESIGN WOOD STRENGHTS:
Ft' = Ft(1595.4151)*CD(1.00)*CM(1.00)*Ct(1.00) = 1595.4151 psi
Fby' = Fby(2610.6793)*CD(1.00)*CM(1.00)*Ct(1.00)*CL(0.33) = 856.7527 psi
Fvy' = Fvy(290.0755)*CD(1.00)*CM(1.00)*Ct(1.00)*Cvr(1.00) = 290.0755 psi
Fby* = Fby(2610.6793)*CD(1.00)*CM(1.00)*Ct(1.00)*CV(1.00) = 2610.6793 psi
Fby** = Fby(2610.6793)*CD(1.00)*CM(1.00)*Ct(1.00)*CL(0.33) = 856.7527 psi
----------------------------------------------------------------------------------------------------------------------------------------------RESULTS:
ft/Ft' + fby/Fby* = 0.09 < 1.00 [3.9-1] OK!
(fby-ft)/Fby** = 0.26 < 1.00 [3.9-2] OK!
fvy/Fvy' = 0.10 < 1.00 [3.4.1] OK!,
Rb = 34.49 < 50.00 STABLE
----------------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS:
Deflections (LOCAL SYSTEM):
uyt = 0.000 in < uyt max = L/240.00 = 0.522 in Verified
Governing Load Case: 1 DL1
uzt = 0.022 in < uzt max = L/240.00 = 0.522 in Verified
Governing Load Case: 1 DL1
Displacements (GLOBAL SYSTEM): Not analyzed
-----------------------------------------------------------------------------------------------------------------------------------------------
Section OK !!!
6 de 30
Displacements (GLOBAL SYSTEM): Not analyzed
-----------------------------------------------------------------------------------------------------------------------------------------------
Section OK !!!
7 de 30
B1.3.- ANALYSIS AND DESIGN G1 BEAM DESIGN
WALL ABOVE HEIGHT:
Hmax ≔ 5 ft
BEAM LENGTH:
L ≔ 18 ft
RACTION OF RIDGE BEAM:
P ≔ 3672 lbf
lbf
DL ≔ DL3 ⋅ Hmax = 90 ――
ft
G1
WE ARE PROPOSING A 3 PLY LVL BEAM OF 1.75 X16
TIMBER STRUCTURE CALCULATIONS
----------------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AWC NDS-2012 ASD
ANALYSIS TYPE: Member Verification
----------------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 1
POINT: 3
COORDINATE: x = 1.00 L = 9.00 ft
----------------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 3 COMB1 (1+2)*1.00
----------------------------------------------------------------------------------------------------------------------------------------------MATERIAL: Souther Yellow pine
Visually Graded Southern Pine Dimension Lumber - Tab.4B
Fb=2650.0000 psi Ft=3750.0000 psi Fv=285.0000 psi Fcp=750.0000 psi
Fc=2350.0000 psi E=210000.0000 psi Emin=470000.0000 psi
7 de 30
LOADS:
Governing Load Case: 3 COMB1 (1+2)*1.00
----------------------------------------------------------------------------------------------------------------------------------------------MATERIAL: Souther Yellow pine
8 de 30
Visually Graded Southern Pine Dimension Lumber - Tab.4B
Fb=2650.0000 psi Ft=3750.0000 psi Fv=285.0000 psi Fcp=750.0000 psi
Fc=2350.0000 psi E=210000.0000 psi Emin=470000.0000 psi
----------------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: (3) 1 3/4 X 16 2.10 E LVL
d=16.00 in
b=5.25 in Ay=56.00 in2
Az=56.00 in2
A=84.00 in2
Iy=1792.00 in4
Iz=192.94 in4
Ix=612.18 in4
Sy=224.00 in3
Sz=73.50 in3
----------------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS:
BUCKLING Y
BUCKLING Z
LT BUCKLING
lu = 9.00 ft
let = 18.54 ft
RB = 11.36
CL = 0.95
FbE = 4367.0358 psi
----------------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND ACTUAL STRESSES:
My = 21742.1830 lb*ft
Vy = -1836.0000 lb
fby = 1164.7598 psi
fvy = -32.7857 psi
----------------------------------------------------------------------------------------------------------------------------------------------DESIGN WOOD STRENGHTS:
Fb' = Fb(2650.0000)*CD(1.00)*CM(1.00)*Ct(1.00)*CL(0.95)*CF(0.90) = 2263.2585 psi
Fv' = Fv(285.0000)*CD(1.00)*CM(1.00)*Ct(1.00) = 285.0000 psi
Emin' = Emin(470000.0000)*CM(1.00)*Ct(1.00) = 470000.0000 psi
----------------------------------------------------------------------------------------------------------------------------------------------RESULTS:
fby/Fb' = 0.51 < 1.00 [3.3.1] OK!
fvy/Fv' = 0.12 < 1.00 [3.4.1] OK!,
Rb = 11.36 < 50.00 STABLE
----------------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS:
Deflections (LOCAL SYSTEM):
uyt = 0.000 in < uyt max = L/240.00 = 0.450 in Verified
Governing Load Case: 1 DL1
uzt = 0.161 in < uzt max = L/240.00 = 0.450 in Verified
Governing Load Case: 1 DL1
Displacements (GLOBAL SYSTEM): Not analyzed
-----------------------------------------------------------------------------------------------------------------------------------------------
Section OK !!!
TIMBER STRUCTURE CALCULATIONS
----------------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AWC NDS-2012 ASD
ANALYSIS TYPE: Member Verification
----------------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 3
POINT: 1
COORDINATE: x = 0.00 L = 0.00 ft
----------------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 3 COMB1 (1+2)*1.00
----------------------------------------------------------------------------------------------------------------------------------------------MATERIAL: Souther Yellow pine
Visually Graded Southern Pine Dimension Lumber - Tab.4B
Fb=2650.0000 psi Ft=3750.0000 psi Fv=285.0000 psi Fcp=750.0000 psi
Fc=2350.0000 psi E=210000.0000 psi Emin=470000.0000 psi
----------------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: (3) 1 3/4 X 16 2.10 E LVL
d=16.00 in
b=5.25 in Ay=56.00 in2
Az=56.00 in2
A=84.00 in2
Iy=1792.00 in4
Iz=192.94 in4
Ix=612.18 in4
8 de 30
Fb=2650.0000 psi Ft=3750.0000 psi Fv=285.0000 psi Fcp=750.0000 psi
Fc=2350.0000 psi E=210000.0000 psi Emin=470000.0000 psi
-----------------------------------------------------------------------------------------------------------------------------------------------
9 de 30
SECTION PARAMETERS: (3) 1 3/4 X 16 2.10 E LVL
d=16.00 in
b=5.25 in Ay=56.00 in2
Az=56.00 in2
A=84.00 in2
Iy=1792.00 in4
Iz=192.94 in4
Ix=612.18 in4
Sy=224.00 in3
Sz=73.50 in3
----------------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS:
BUCKLING Y
BUCKLING Z
LT BUCKLING
lu = 9.00 ft
let = 18.54 ft
RB = 11.36
CL = 0.95
FbE = 4367.0358 psi
----------------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND ACTUAL STRESSES:
My = 21742.1830 lb*ft
Vy = -1836.0000 lb
fby = 1164.7598 psi
fvy = -32.7857 psi
----------------------------------------------------------------------------------------------------------------------------------------------DESIGN WOOD STRENGHTS:
Fb' = Fb(2650.0000)*CD(1.00)*CM(1.00)*Ct(1.00)*CL(0.95)*CF(0.90) = 2263.2585 psi
Fv' = Fv(285.0000)*CD(1.00)*CM(1.00)*Ct(1.00) = 285.0000 psi
Emin' = Emin(470000.0000)*CM(1.00)*Ct(1.00) = 470000.0000 psi
----------------------------------------------------------------------------------------------------------------------------------------------RESULTS:
fby/Fb' = 0.51 < 1.00 [3.3.1] OK!
fvy/Fv' = 0.12 < 1.00 [3.4.1] OK!,
Rb = 11.36 < 50.00 STABLE
----------------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS:
Deflections (LOCAL SYSTEM):
uyt = 0.000 in < uyt max = L/240.00 = 0.450 in Verified
Governing Load Case: 1 DL1
uzt = 0.161 in < uzt max = L/240.00 = 0.450 in Verified
Governing Load Case: 1 DL1
Displacements (GLOBAL SYSTEM): Not analyzed
-----------------------------------------------------------------------------------------------------------------------------------------------
Section OK !!!
NOTE
MAXIMUM DISPLACEMENT IS : 0.161 so there won't be any obstruction to to the
glassdor where max. deflction required is 3/4 or 0.75 in
9 de 30
10 de 30
B1.4.- ANALYSIS AND DESIGN C1 COLUMN DESIGN
The 4x6 proposed post will received the reaction of the adjacent beam which
receives itself a 4x4 post.
TIMBER STRUCTURE CALCULATIONS
----------------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AWC NDS-2012 ASD
ANALYSIS TYPE: Member Verification
----------------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 6 Column_6 POINT: 1
COORDINATE: x = 0.00 L = 0.00 ft
----------------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 3 COMB1 (1+2)*1.00
----------------------------------------------------------------------------------------------------------------------------------------------MATERIAL: TIMBER
Structural Glued Laminated Softwood Timber - Tab.5A
Ft=1595.4151 psi Fc=2610.6793 psi
Fby=2610.6793 psi Fvy=290.0755 psi Fcpy=696.1811 psi Ey=1305339.6396 psi
Eminy=870226.4264 psi
Fbz=2610.6793 psi Fvz=290.0755 psi Fcpz=696.1811 psi Ez=1305339.6396 psi
Eminz=870226.4264 psi
----------------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: LMBR 4x6
d=5.50 in
b=3.50 in Ay=12.83 in2
Az=12.83 in2
A=19.25 in2
Iy=48.53 in4
Iz=19.65 in4
Ix=48.00 in4
Sy=17.65 in3
Sz=11.23 in3
----------------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS:
BUCKLING Y
Key = 1.00
Kez = 1.00
ley = 10.00 ft
lez = 10.00 ft
BUCKLING Z
LT BUCKLING
10 de 30
Sy=17.65 in3
Sz=11.23 in3
----------------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS:
11 de 30
BUCKLING Y
BUCKLING Z
LT BUCKLING
Key = 1.00
Kez = 1.00
ley = 10.00 ft
lez = 10.00 ft
ley/d = 21.82
lez/b = 34.29
CPy = 0.52
CPz = 0.23
FcEy = 1502.6816 psi
FcEz = 608.5240 psi
----------------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND ACTUAL STRESSES:
N = 6750.2875 lb
fc = 350.6643 psi
----------------------------------------------------------------------------------------------------------------------------------------------DESIGN WOOD STRENGHTS:
Fc' = Fc(2610.6793)*CD(1.00)*CM(1.00)*Ct(1.00)*CP(0.23) = 591.2156 psi
Eminy' = Eminy(870226.4264)*CM(1.00)*Ct(1.00) = 870226.4264 psi
Eminz' = Eminz(870226.4264)*CM(1.00)*Ct(1.00) = 870226.4264 psi
----------------------------------------------------------------------------------------------------------------------------------------------OK
RESULTS:
fc/Fc' = 0.59 < 1.00 [3.6.3] OK!
ley/d = 21.82 < 50.00 STABLE, lez/b = 34.29 < 50.00 STABLE,
----------------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS:
OK
Deflections (LOCAL SYSTEM): Not analyzed
Displacements (GLOBAL SYSTEM):
vxt = 0.000 in < vxt max = L/400.00 = 0.300 in Verified
Governing Load Case: 1 DL1
vyt = 0.000 in < vyt max = L/400.00 = 0.300 in Verified
Governing Load Case: 1 DL1
-----------------------------------------------------------------------------------------------------------------------------------------------
Section OK !!!
TIMBER POST FOUNDATION
1.1
Basic data
1.1.1
Assumptions
Ÿ Geotechnic calculations according to : ACI
Ÿ Concrete calculations according to : ACI 318-14
: without limits
Ÿ Shape selection
1.1.2
A
B
h1
h2
h4
Geometry:
= 1.33 (ft)
= 1.33 (ft)
= 0.83 (ft)
= 0.67 (ft)
= 0.17 (ft)
a
b
ex
ey
= 0.66 (ft)
= 0.66 (ft)
= 0.00 (ft)
= 0.00 (ft)
11 de 30
h1
h2
h4
= 0.83 (ft)
= 0.67 (ft)
= 0.17 (ft)
ex
ey
= 0.00 (ft)
= 0.00 (ft)
12 de 30
a'
b'
c1
c2
1.1.3
= 7.87 (in)
= 7.87 (in)
= 1.97 (in)
= 1.97 (in)
Materials
Ÿ Concrete
: Characteristic strength = 503999.9786 lb/ft2
Unit weight = 69.30 (kG/ft3)
: type
Grade 60
Characteristic strength =
Ÿ Longitudinal reinforcement
8639999.9960 lb/ft2
: type
Grade 60
Characteristic strength =
Ÿ Transversal reinforcement
8639999.9960 lb/ft2
: type
Grade 60
Characteristic strength =
Ÿ Additional reinforcement:
8639999.9960 lb/ft2
1.1.4
Loads:
Foundation loads:
Group
N
Fx
Fy
Mx
(lb) (lb) (lb) (lb*ft) (lb*ft)
design
---- 6750.2875 -0.0000
Case Nature
My
COMB1
-0.0000
-0.0000
-0.0000
COMB2
design
---- 6750.2875 -0.0000
-0.0000
-0.0000
-0.0000
1 D + 0.75 SN+ 0.75 SN
design
---- 6269.6875 -0.0000
-0.0000
-0.0000
-0.0000
1 D +0.75 LL +0.75 WINDY design
---- 6269.6875 -0.0000
-0.0000
-0.0000
-0.0000
Backfill loads:
Case Nature
Q1
(lb/ft2)
1.1.5
1/
2/
3/
4/
5/*
6/*
7/*
8/*
1.2
1.2.1
Combination list
ULS :
ULS :
ULS :
SLS :
ULS :
ULS :
ULS :
SLS :
COMB1 N=6750.2875
1 D + 0.75 SN+ 0.75 SN N=6269.6875
1 D +0.75 LL +0.75 WINDY N=6269.6875
COMB2 N=6750.2875
COMB1 N=6750.2875
1 D + 0.75 SN+ 0.75 SN N=6269.6875
1 D +0.75 LL +0.75 WINDY N=6269.6875
COMB2 N=6750.2875
Geotechnical design
Assumptions
Foundation design for:
• Capacity
• Rotation
• Uplift
12 de 30
1.2.1
Assumptions
Foundation design for:
• Capacity
• Rotation
• Uplift
• Average settlement
Ÿ Take account of plastic redistribution of allowable stresses
1.2.2
13 de 30
Soil:
Soil level:
N1
= 0.00 (ft)
Column pier level:
Na
= 0.00 (ft)
Minimum reference level:
Nf
= -1.64 (ft)
well graded gravels
• Soil level:
0.00 (ft)
• Unit weight: 63.53 (kG/ft3)
• Unit weight of solid: 76.52 (kG/ft3)
• Internal friction angle:
42.0 (Deg)
• Cohesion:
0.0000 (lb/ft2)
1.2.3
Limit states
Stress calculations
Take account of plastic redistribution of allowable stresses
Soil type under foundation: not layered
Design combination SLS : COMB2 N=6750.2875
Load factors: 1.00 * Foundation weight
1.00 * Soil weight
Calculation results: On the foundation level
Weight of foundation and soil over it: Gr = 395.9813 (lb)
Design load:
Nr = 7146.2688 (lb) Mx = -0.0000 (lb*ft) My = -0.0000 (lb*ft)
Stress in soil: 4019.7762 (lb/ft2)
Design soil pressure 6265.6303 (lb/ft2)
Safety factor: 1.559 > 1
Uplift
Uplift in SLS
Design combination: SLS : COMB2 N=6750.2875
Load factors: 1.00 * Foundation weight
1.00 * Soil weight
Contact area: s
= 2.03
slim
= 1.00
Average settlement
Soil type under foundation: not layered
Design combination SLS : COMB2 N=6750.2875
Load factors: 1.00 * Foundation weight
1.00 * Soil weight
Weight of foundation and soil over it: Gr = 395.9813 (lb)
Average stress caused by design load:
q = 4019.7762 (lb/ft2)
Thickness of the actively settling soil: z = 4.00 (ft)
Stress on the level z:
- Additional: szd = 217.0634 (lb/ft2)
13 de 30
1.00 * Soil weight
Weight of foundation and soil over it: Gr = 395.9813 (lb)
Average stress caused by design load:
q = 4019.7762 (lb/ft2)
Thickness of the actively settling soil: z = 4.00 (ft)
Stress on the level z:
- Additional: szd = 217.0634 (lb/ft2)
- Caused by soil weight:
szg = 770.2715 (lb/ft2)
Settlement:
- Original
s' = 0.01 (in)
- Secondary s'' = 0.00 (in)
- TOTAL
S = 0.01 (in) < Sadm = 2.00 (in)
Safety factor: 174.3 > 1
14 de 30
Settlement difference
Design combination SLS : COMB2 N=6750.2875
Load factors: 1.00 * Foundation weight
1.00 * Soil weight
Settlement difference:
S = 0.00 (in) < Sadm = 2.00 (in)
Safety factor: ¥
Rotation
About OX axis
Design combination SLS : COMB2 N=6750.2875
Load factors: 1.00 * Foundation weight
1.00 * Soil weight
Weight of foundation and soil over it: Gr = 395.9813 (lb)
Design load:
Nr = 7146.2688 (lb) Mx = -0.0000 (lb*ft) My = -0.0000 (lb*ft)
Stability moment:
Mstab = 4764.1792 (lb*ft)
Rotation moment:
Mrenv = 0.0000 (lb*ft)
Stability for rotation:
¥
About OY axis
Design combination: SLS : COMB2 N=6750.2875
Load factors: 1.00 * Foundation weight
1.00 * Soil weight
Weight of foundation and soil over it: Gr = 395.9813 (lb)
Design load:
Nr = 7146.2688 (lb) Mx = -0.0000 (lb*ft) My = -0.0000 (lb*ft)
Stability moment:
Mstab = 4764.1792 (lb*ft)
Rotation moment:
Mrenv = 0.0000 (lb*ft)
Stability for rotation:
4.971e+17 > 1
1.3
RC design
1.3.1
Assumptions
Ÿ Concrete exposed to earth and weather
1.3.2
: no
Analysis of one-way and two-way shear
No punching
1.3.3
Required reinforcement
Spread footing:
14 de 30
No punching
1.3.3
Required reinforcement
15 de 30
Spread footing:
bottom:
SLS : COMB2 N=6750.2875
My = 290.3475 (lb*ft) Asx
= 0.216 (in2/ft)
SLS : COMB2 N=6750.2875
Mx = 290.3475 (lb*ft) Asy
= 0.216 (in2/ft)
As min = 0.216 (in2/ft)
top:
A'sx
A'sy
= 0.000 (in2/ft)
= 0.000 (in2/ft)
As min = 0.000 (in2/ft)
Column pier:
Longitudinal reinforcement
A
Asx
1.3.4
A
= 0.620 (in2)
= 2 * (Asx + Asy)
= 0.155 (in2) Asy
A min. = 0.620 (in2)
= 0.155 (in2)
Provided reinforcement
2.3.1 Spread footing:
Bottom:
Along X axis:
2 Grade 60 #5
Along Y axis:
2 Grade 60 #5
Top:
l = 1.01 (ft)
e = 1*-0.31 + 1*0.67
l = 1.01 (ft)
e = 1*-0.68 + 1*1.42
l = 3.82 (ft)
e = 1*-0.16 + 1*0.33
2.3.2 Pier
Longitudinal reinforcement
Dowels
Longitudinal reinforcement
4 Grade 60 #3
15 de 30
16 de 30
SEISMIC ANALYSIS
Structure geometrical center coordinates:
X = 138.747 (ft)
Y = 20.644 (ft)
Z=
5.000 (ft)
Structure gravity center coordinates:
X = 30.366 (ft)
Y = 15.170 (ft)
Z=
5.025 (ft)
Central moments of inertia of a structure:
Ix = 2989401.668 (kg*ft2)
Iy = 25956903.865 (kg*ft2)
Iz = 28157609.329 (kg*ft2)
Mass = 46986.287 (kg)
Structure description
Number of nodes:
205
Number of members: 2
Member finite elements: 2
Planar finite elements: 163
Volumetric finite elements:
Rigid links:
0
Releases:
0
Unidirectional releases: 0
Non-linear releases:
0
Compatibilities: 0
Elastic compatibilities: 0
Non-linear compatibilities:
Supports:
36
Elastic supports:0
Unidirectional supports: 0
Non-linear supports:
0
Non-linear hinges:
0
Cases: 10
Combinations: 2
0
0
Calculation summary
Solution method - SPARSE M
No of static degr. of freedom:
Bandwidth
before/after optimization:
1110
0
Time info [sec]
Max time of aggreg. + decomp.:
Max time of subspace iterat.: 0
Max time of nonlinear iterat.: 0
Total time: 275
0
3
16 de 30
Time info [sec]
Max time of aggreg. + decomp.:
Max time of subspace iterat.: 0
Max time of nonlinear iterat.: 0
Total time: 275
3
17 de 30
Disk and core usage [B]
Total disk space:
310704
For solver TMP files: 0
For subspace iter. TMP files: 0
Memory:
257436
Stiffness matrix diagonal elements
Min/Max after decomposition: 5.820766e-11
Precision:
-5
1.756144e+10
Table of load cases / analysis types
Case 1 :
ASCE 7-16 Direction_X
Analysis type: Static - Seismic
Excitation direction:
X=
0.707
Y=
0.000
Z=
0.000
Data:
Soil
:
S1
:
SS
:
D
0.740
0.280
Spectrum parameters:
Fa =
1.576 Fv
=
1.700
SMS =
0.441 SM1
=
1.258
SDS =
0.294 SD1
=
0.839
To =
0.570 TS
=
2.851
TL =
8.000
I =
1.000 R
=
1.000
Fundamental period:
Approximated method T =
0.127 (s)
RC frames
Ct = 0.016 (0.0466)
x = 0.90
Structure range:
Top story
Story 1
Bottom story Story 1
Effective height Hn = 10.00(ft)
Base shear
k
=
1.000
Cs
=
0.294
Cs max =
6.601
Cs min =
0.013
Effective seismic weight W = 46986.29(kG)
Shear force
V = 21548.3179(lb)
Vertical distribution of seismic forces
Story
Height (ft)
Weight (kG)
17 de 30
F(lb)
M(lb*ft)
Cs max =
6.601
Cs min =
0.013
Effective seismic weight W = 46986.29(kG)
Shear force
V = 21548.3179(lb)
Vertical distribution of seismic forces
Story
Height (ft)
Weight (kG)
Story 1
10.00
46986.29
18 de 30
F(lb)
21548.3179
M(lb*ft)
0.0000
F(lb)
21548.3179
M(lb*ft)
0.0000
Case 2 :
ASCE 7-16 Direction_Y
Analysis type: Static - Seismic
Excitation direction:
X=
0.000
Y=
0.707
Z=
0.000
Data:
Soil
:
S1
:
SS
:
D
0.740
0.280
Spectrum parameters:
Fa =
1.576 Fv
=
1.700
SMS =
0.441 SM1
=
1.258
SDS =
0.294 SD1
=
0.839
To =
0.570 TS
=
2.851
TL =
8.000
I =
1.000 R
=
1.000
Fundamental period:
Approximated method T =
0.127 (s)
RC frames
Ct = 0.016 (0.0466)
x = 0.90
Structure range:
Top story
Story 1
Bottom story Story 1
Effective height Hn = 10.00(ft)
Base shear
k
=
1.000
Cs
=
0.294
Cs max =
6.601
Cs min =
0.013
Effective seismic weight W = 46986.29(kG)
Shear force
V = 21548.3179(lb)
Vertical distribution of seismic forces
Story
Height (ft)
Weight (kG)
Story 1
10.00
46986.29
Case 3 :
1.2 D +1. 6 LL+0.5 QX
Analysis type: Linear combination
Case 4 :
DL2
Analysis type: Static - Linear
Potential energy :
Precision :
5.78911e-05 (lb*ft)
1.31314e-06
18 de 30
Case 5 :
LL1
Potential energy :
Precision :
5.78911e-05 (lb*ft)
1.31314e-06
19 de 30
Case 5 :
LL1
Analysis type: Static - Linear
Potential energy :
Precision :
0.00000e+00 (lb*ft)
0.00000e+00
Case 6 :
LL2
Analysis type: Static - Linear
Potential energy :
Precision :
8.33632e-05 (lb*ft)
1.31314e-06
Case 7 :
ULS
Analysis type:
Case 8 :
ULS+
Analysis type:
Case 9 :
ULSAnalysis type:
Case 10:
1.2 D +1.6 LL+0.5 EY+0.15EX
Analysis type: Linear combination
19 de 30
20 de 30
SW1 WALL ANALYSIS AND DESIGN
1
Level:
Ÿ
Ÿ
Ÿ
Ÿ
Ÿ
2
Name : Story 1
Reference level : 0.00 (ft)
Fire rating
: 0 (h)
Environment class
: mild
Wall: Wall4
2.1
Material properties:
fc' = 522135.8558 (lb/ft2)
Density = 70.83 (kG/ft3)
Ÿ Concrete :
type
fe = 10442717.1166 (lb/ft2)
Ÿ Longitudinal reinforcement :
type
fe = 10442717.1166 (lb/ft2)
Ÿ Transversal reinforcement :
2.2
Geometry:
Height: 10.00 (ft)
Length: 21.72 (ft)
Thickness:
9.84 (in)
Boundary elements:
BL:
9.84 (in)
DL:
54.00 (in)
BR:
9.84 (in)
DR:
54.00 (in)
2.3
Calculation options:
Calculations according to:
Cover: 3.00 (in)
2.4
ACI 318-14
Loads:
2.4.3 Reduced:
Nature
N
M
H
(lb) (lb*ft) (lb)
Seismic (ASCE 7-16 Direction_X)
Seismic (ASCE 7-16 Direction_Y)
Dead (DL2) 9.0830
-19.3779
Live (LL2) 10.8996
-23.2534
2.5
Calculation results:
-17674.8390 -14681.1226 46.7516
148.9779
77593.8425 -8648.1978
-0.0131
-0.0158
20 de 30
Seismic (ASCE 7-16 Direction_Y)
Dead (DL2) 9.0830
-19.3779
Live (LL2) 10.8996
-23.2534
2.5
148.9779
-0.0131
-0.0158
77593.8425 -8648.1978
21 de 30
Calculation results:
2.5.1 Diagrams
2.5.2 Theoretical results - detailed results:
2.5.2.1 Combinations
2.5.2.1.1 Internal forces in ULS
ULS.1 - 1.4 DL2
ULS.2 - 1.2 DL2 +1.6 LL2
ULS.3 - 1.2 DL2
ULS.4 - 1.2 DL2 +1.6 LL2
ULS.5 - 0.9 DL2
2.5.2.2 Shear
Design combination: ULS.2
Vu = -0.0410 (lb)
Mu = -60.4589 (lb*ft)
Nu = 28.3389 (lb)
Acv = 17.82 (ft2)
Vc1 = 407828.0343 (lb) (11.5.4.6)(d)
Vc2 = 76439.2352 (lb)
Vc = min (Vc1;Vc2)
(11.5.4.6)(e)
Vc = 76439.2352 (lb)
f = 0.75
Vu < 0.5 f Vc
0.0410 (lb) < 28664.7132 (lb)
21 de 30
Vc = 76439.2352 (lb)
f = 0.75
Vu < 0.5 f Vc
0.0410 (lb) < 28664.7132 (lb)
=> Shear reinforcement is not needed (11.5.4.8)
r t = r t min = 0.002(11.6.1)
r l = r l min = 0.0012
(11.6.1)
22 de 30
2.5.2.3 Compression/bending
Left edge:
Design combination: ULS.1
Mu = -27.1290 (lb*ft)
Nu = 12.7162 (lb)
AsL = 0.016 (in2)
Right edge:
Design combination: ULS.1
Mu = -27.1290 (lb*ft)
Nu = 12.7162 (lb)
AsR = 0.016 (in2)
2.6
Reinforcement:
2.6.1 Distributed reinforcement
Type Number
Steel Diameter
(ft) (ft)
Vertical reinforcement
18
A
B
C
Spacing
(ft) (ft)
0.472 9.50 0.00 0.00 1.46
Horizontal reinforcement 20
0.394 16.78 0.00 0.00 1.00
2.6.2 Edge reinforcement
Left edge:
Type Number
Steel Diameter
(ft) (ft)
Straight bars 18
0.630 9.50
Pins 36
0.236 0.00 0.25
Horizontal reinforcement 12
Right edge:
Type Number
Steel Diameter
(ft) (ft)
Straight bars 18
0.630 9.50
Pins 36
0.236 0.00 0.25
Horizontal reinforcement 12
3
A
(ft)
0.00
0.00
0.236
B
C
Spacing
(ft)
0.00 0.82
0.00 0.25 3.93 0.82
A
(ft)
0.00
0.00
0.236
B
C
Spacing
(ft)
0.00 0.82
0.00 0.25 3.93 0.82
Material survey:
Ÿ Concrete volume
= 178.15 (ft3)
Ÿ Formwork
= 450.81 (ft2)
Ÿ Steel
Ÿ Total weight
22 de 30
= 292.70 (kG)
Ÿ Concrete volume
= 178.15 (ft3)
Ÿ Formwork
= 450.81 (ft2)
Ÿ Steel
Ÿ Total weight
= 292.70 (kG)
Ÿ Survey according to diameters:
Diameter
(ft)
A6
276.83
A10
335.65
A12
171.00
A16
342.00
23 de 30
Length Weight
(kG)
18.73
63.10
46.29
164.58
23 de 30
24 de 30
SW-1 WALL FOUNDATION DESIGN
1
Continuous footing: Foundation126...144 Number of identical
1.1
Basic data
1.1.1
Assumptions
: ACI
Ÿ Geotechnic calculations according to
Ÿ Concrete calculations according to : ACI 318-14
Ÿ Shape selection : without limits
1.1.2
Geometry:
A
L
h1
h2
h4
= 1.33 (ft)
= 21.72 (ft)
= 0.83 (ft)
= 0.67 (ft)
= 0.17 (ft)
a'
c1
c2
= 9.84 (in)
= 1.97 (in)
= 1.97 (in)
1.1.3
a
= 0.82 (ft)
ex
= 0.00 (ft)
Materials
Ÿ Concrete
: Characteristic strength = 503999.9786 lb/ft2
Unit weight = 69.30 (kG/ft3)
Ÿ Longitudinal reinforcement : type
Grade 60
Characteristic strength = 8639999.9960 lb/
ft2
Ÿ Transversal reinforcement : type
Grade 60
Characteristic strength = 8639999.9960 lb/
ft2
Ÿ Additional reinforcement: : type
Grade 60
Characteristic strength = 8639999.9960 lb/
ft2
1.1.4
Loads:
Foundation loads:
Case
Nature Group
SEI_X1
SEI_Y3
DL1
LL1
LL2
SEI_X1
SEI_Y3
DL1
LL1
LL2
SEI_X1
SEI_Y3
DL1
LL1
LL2
seismic 126
seismic 126
dead load
live load 126
live load 126
seismic 124
seismic 124
dead load
live load 124
live load 124
seismic 127
seismic 127
dead load
live load 127
live load 127
N
Fx
(lb)
(lb)
-921.4714
4541.2296
126
3.2134
0.0000 0.0000
3.8561 -0.0805
-1113.8013
2759.5587
124
3.1456
0.0000 0.0000
3.7747 0.0984
-2297.2753
1360.3747
127
1.2573
0.0000 0.0000
1.5088 0.2165
My
(lb*ft)
-1569.4019
188.3361
-0.0671 -0.0000
0.0000
-0.0000
177.3453
33.9273 0.0000
0.0820 -0.0000
0.0000
0.0000
399.1112
55.9078 -0.0000
0.1804 -0.0000
0.0000
0.0000
0.0000
-0.0000
0.0000
0.0000
24 de 30
SEI_Y3
DL1
LL1
LL2
SEI_X1
SEI_Y3
DL1
LL1
LL2
SEI_X1
SEI_Y3
DL1
LL1
LL2
SEI_X1
SEI_Y3
DL1
LL1
LL2
SEI_X1
SEI_Y3
DL1
LL1
LL2
SEI_X1
SEI_Y3
DL1
LL1
LL2
SEI_X1
SEI_Y3
DL1
LL1
LL2
SEI_X1
SEI_Y3
DL1
LL1
LL2
SEI_X1
SEI_Y3
DL1
LL1
LL2
seismic 124
dead load
live load 124
live load 124
seismic 127
seismic 127
dead load
live load 127
live load 127
seismic 130
seismic 130
dead load
live load 130
live load 130
seismic 35
seismic 35
dead load
live load 35
live load 35
seismic 139
seismic 139
dead load
live load 139
live load 139
seismic 140
seismic 140
dead load
live load 140
live load 140
seismic 141
seismic 141
dead load
live load 141
live load 141
seismic 143
seismic 143
dead load
live load 143
live load 143
seismic 144
seismic 144
dead load
live load 144
live load 144
Case
Nature Q1
(lb/ft2)
2759.5587
124
3.1456
0.0000 0.0000
3.7747 0.0984
-2297.2753
1360.3747
127
1.2573
0.0000 0.0000
1.5088 0.2165
-4682.7221
595.1410
130
-0.8966
0.0000 0.0000
-1.0759 0.9279
-5485.0273
77.2809 5.4419
35
1.8665
0.0000 0.0000
2.2399 2.7488
-4793.6906
-259.3777
139
-1.0440
0.0000 0.0000
-1.2528 0.9794
-2493.9719
-707.9308
140
0.8996
0.0000 0.0000
1.0795 0.2308
-1233.5598
-1431.3904
141
2.7153
0.0000 0.0000
3.2583 0.0900
-457.5076
-2794.7857
143
4.2124
0.0000 0.0000
5.0549 0.0479
-329.1182
-4573.0459
144
4.2625
0.0000 0.0000
5.1150 -0.0906
33.9273 0.0000
0.0820 -0.0000
0.0000
0.0000
399.1112
55.9078 -0.0000
0.1804 -0.0000
0.0000
0.0000
803.5329
62.8403 -0.0000
0.7732 -0.0000
0.0000
-0.0000
-990.7290
-0.0000
2.2907 -0.0000
0.0000
-0.0000
844.7021
-71.83070.0000
0.8161 -0.0000
0.0000
-0.0000
395.7024
-61.66150.0000
0.1923 0.0000
0.0000
0.0000
164.9540
-41.80150.0000
0.0750 0.0000
0.0000
0.0000
43.0617 -0.0000
-24.1653-0.0000
0.0399 -0.0000
0.0000
-0.0000
-2369.1616
-126.1297
-0.0755 -0.0000
0.0000
-0.0000
0.0000
25 de 30
-0.0000
-0.0023
-0.0000
0.0000
0.0000
-0.0000
-0.0000
Backfill loads:
1.1.5
1/
2/
3/
4/
5/
6/
7/
8/
9/
10/
11/
12/
13/
14/
15/
16/
17/
18/
19/
20/
21/
22/
23/
24/
25/
26/
27/
28/
29/
30/
31/
32/
33/
34/
35/
36/
37/
38/
39/
40/
Combination list
35_SLS : 1.00DL2+1.00LL1+1.00LL2
35_SLS : 1.00DL2
35_SLS : 1.00DL2+1.00LL1
35_SLS : 1.00DL2+1.00LL2
124_SLS : 1.00DL2+1.00LL1+1.00LL2
124_SLS : 1.00DL2
124_SLS : 1.00DL2+1.00LL1
124_SLS : 1.00DL2+1.00LL2
126_SLS : 1.00DL2+1.00LL1+1.00LL2
126_SLS : 1.00DL2
126_SLS : 1.00DL2+1.00LL1
126_SLS : 1.00DL2+1.00LL2
127_SLS : 1.00DL2+1.00LL1+1.00LL2
127_SLS : 1.00DL2
127_SLS : 1.00DL2+1.00LL1
127_SLS : 1.00DL2+1.00LL2
130_SLS : 1.00DL2+1.00LL1+1.00LL2
130_SLS : 1.00DL2
130_SLS : 1.00DL2+1.00LL1
130_SLS : 1.00DL2+1.00LL2
139_SLS : 1.00DL2+1.00LL1+1.00LL2
139_SLS : 1.00DL2
139_SLS : 1.00DL2+1.00LL1
139_SLS : 1.00DL2+1.00LL2
140_SLS : 1.00DL2+1.00LL1+1.00LL2
140_SLS : 1.00DL2
140_SLS : 1.00DL2+1.00LL1
140_SLS : 1.00DL2+1.00LL2
141_SLS : 1.00DL2+1.00LL1+1.00LL2
141_SLS : 1.00DL2
141_SLS : 1.00DL2+1.00LL1
141_SLS : 1.00DL2+1.00LL2
143_SLS : 1.00DL2+1.00LL1+1.00LL2
143_SLS : 1.00DL2
143_SLS : 1.00DL2+1.00LL1
143_SLS : 1.00DL2+1.00LL2
144_SLS : 1.00DL2+1.00LL1+1.00LL2
144_SLS : 1.00DL2
144_SLS : 1.00DL2+1.00LL1
144_SLS : 1.00DL2+1.00LL2
25 de 30
32/
33/
34/
35/
36/
37/
38/
39/
40/
41/*
42/*
43/*
44/*
45/*
46/*
47/*
48/*
49/*
50/*
51/*
52/*
53/*
54/*
55/*
56/*
57/*
58/*
59/*
60/*
61/*
62/*
63/*
64/*
65/*
66/*
67/*
68/*
69/*
70/*
71/*
72/*
73/*
74/*
75/*
76/*
77/*
78/*
79/*
80/*
81/*
82/*
83/*
84/*
85/*
86/*
87/*
88/*
89/*
90/*
91/*
92/*
93/*
94/*
95/*
96/*
97/*
98/*
99/*
100/*
101/*
102/*
103/*
104/*
105/*
106/*
107/*
108/*
109/*
110/*
111/*
112/*
113/*
114/*
115/*
116/*
117/*
118/*
119/*
120/*
121/*
122/*
141_SLS : 1.00DL2+1.00LL2
143_SLS : 1.00DL2+1.00LL1+1.00LL2
143_SLS : 1.00DL2
143_SLS : 1.00DL2+1.00LL1
143_SLS : 1.00DL2+1.00LL2
144_SLS : 1.00DL2+1.00LL1+1.00LL2
144_SLS : 1.00DL2
144_SLS : 1.00DL2+1.00LL1
144_SLS : 1.00DL2+1.00LL2
35_ULS : 1.40DL2
35_ULS : 1.20DL2+1.60LL1+1.60LL2
35_ULS : 1.20DL2+1.60LL1
35_ULS : 1.20DL2+1.60LL2
35_ULS : 0.90DL2
124_ULS : 1.40DL2
124_ULS : 1.20DL2+1.60LL1+1.60LL2
124_ULS : 1.20DL2+1.60LL1
124_ULS : 1.20DL2+1.60LL2
124_ULS : 0.90DL2
126_ULS : 1.40DL2
126_ULS : 1.20DL2+1.60LL1+1.60LL2
126_ULS : 1.20DL2+1.60LL1
126_ULS : 1.20DL2+1.60LL2
126_ULS : 0.90DL2
127_ULS : 1.40DL2
127_ULS : 1.20DL2+1.60LL1+1.60LL2
127_ULS : 1.20DL2+1.60LL1
127_ULS : 1.20DL2+1.60LL2
127_ULS : 0.90DL2
130_ULS : 1.40DL2
130_ULS : 1.20DL2+1.60LL1+1.60LL2
130_ULS : 1.20DL2+1.60LL1
130_ULS : 1.20DL2+1.60LL2
130_ULS : 0.90DL2
139_ULS : 1.40DL2
139_ULS : 1.20DL2+1.60LL1+1.60LL2
139_ULS : 1.20DL2+1.60LL1
139_ULS : 1.20DL2+1.60LL2
139_ULS : 0.90DL2
140_ULS : 1.40DL2
140_ULS : 1.20DL2+1.60LL1+1.60LL2
140_ULS : 1.20DL2+1.60LL1
140_ULS : 1.20DL2+1.60LL2
140_ULS : 0.90DL2
141_ULS : 1.40DL2
141_ULS : 1.20DL2+1.60LL1+1.60LL2
141_ULS : 1.20DL2+1.60LL1
141_ULS : 1.20DL2+1.60LL2
141_ULS : 0.90DL2
143_ULS : 1.40DL2
143_ULS : 1.20DL2+1.60LL1+1.60LL2
143_ULS : 1.20DL2+1.60LL1
143_ULS : 1.20DL2+1.60LL2
143_ULS : 0.90DL2
144_ULS : 1.40DL2
144_ULS : 1.20DL2+1.60LL1+1.60LL2
144_ULS : 1.20DL2+1.60LL1
144_ULS : 1.20DL2+1.60LL2
144_ULS : 0.90DL2
35_SLS : 1.00DL2+1.00LL1+1.00LL2
35_SLS : 1.00DL2
35_SLS : 1.00DL2+1.00LL1
35_SLS : 1.00DL2+1.00LL2
124_SLS : 1.00DL2+1.00LL1+1.00LL2
124_SLS : 1.00DL2
124_SLS : 1.00DL2+1.00LL1
124_SLS : 1.00DL2+1.00LL2
126_SLS : 1.00DL2+1.00LL1+1.00LL2
126_SLS : 1.00DL2
126_SLS : 1.00DL2+1.00LL1
126_SLS : 1.00DL2+1.00LL2
127_SLS : 1.00DL2+1.00LL1+1.00LL2
127_SLS : 1.00DL2
127_SLS : 1.00DL2+1.00LL1
127_SLS : 1.00DL2+1.00LL2
130_SLS : 1.00DL2+1.00LL1+1.00LL2
130_SLS : 1.00DL2
130_SLS : 1.00DL2+1.00LL1
130_SLS : 1.00DL2+1.00LL2
139_SLS : 1.00DL2+1.00LL1+1.00LL2
139_SLS : 1.00DL2
139_SLS : 1.00DL2+1.00LL1
139_SLS : 1.00DL2+1.00LL2
140_SLS : 1.00DL2+1.00LL1+1.00LL2
140_SLS : 1.00DL2
140_SLS : 1.00DL2+1.00LL1
140_SLS : 1.00DL2+1.00LL2
141_SLS : 1.00DL2+1.00LL1+1.00LL2
141_SLS : 1.00DL2
141_SLS : 1.00DL2+1.00LL1
141_SLS : 1.00DL2+1.00LL2
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26 de 30
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1.2
140_SLS : 1.00DL2+1.00LL1+1.00LL2
140_SLS : 1.00DL2
140_SLS : 1.00DL2+1.00LL1
140_SLS : 1.00DL2+1.00LL2
141_SLS : 1.00DL2+1.00LL1+1.00LL2
141_SLS : 1.00DL2
141_SLS : 1.00DL2+1.00LL1
141_SLS : 1.00DL2+1.00LL2
143_SLS : 1.00DL2+1.00LL1+1.00LL2
143_SLS : 1.00DL2
143_SLS : 1.00DL2+1.00LL1
143_SLS : 1.00DL2+1.00LL2
144_SLS : 1.00DL2+1.00LL1+1.00LL2
144_SLS : 1.00DL2
144_SLS : 1.00DL2+1.00LL1
144_SLS : 1.00DL2+1.00LL2
35_ALS : 1.20DL2+1.00LL1+1.00LL2
35_ALS : 1.20DL2
35_ALS : 1.20DL2+1.00LL1
35_ALS : 1.20DL2+1.00LL2
35_ALS : 0.90DL2
124_ALS : 1.20DL2+1.00LL1+1.00LL2
124_ALS : 1.20DL2
124_ALS : 1.20DL2+1.00LL1
124_ALS : 1.20DL2+1.00LL2
124_ALS : 0.90DL2
126_ALS : 1.20DL2+1.00LL1+1.00LL2
126_ALS : 1.20DL2
126_ALS : 1.20DL2+1.00LL1
126_ALS : 1.20DL2+1.00LL2
126_ALS : 0.90DL2
127_ALS : 1.20DL2+1.00LL1+1.00LL2
127_ALS : 1.20DL2
127_ALS : 1.20DL2+1.00LL1
127_ALS : 1.20DL2+1.00LL2
127_ALS : 0.90DL2
130_ALS : 1.20DL2+1.00LL1+1.00LL2
130_ALS : 1.20DL2
130_ALS : 1.20DL2+1.00LL1
130_ALS : 1.20DL2+1.00LL2
130_ALS : 0.90DL2
139_ALS : 1.20DL2+1.00LL1+1.00LL2
139_ALS : 1.20DL2
139_ALS : 1.20DL2+1.00LL1
139_ALS : 1.20DL2+1.00LL2
139_ALS : 0.90DL2
140_ALS : 1.20DL2+1.00LL1+1.00LL2
140_ALS : 1.20DL2
140_ALS : 1.20DL2+1.00LL1
140_ALS : 1.20DL2+1.00LL2
140_ALS : 0.90DL2
141_ALS : 1.20DL2+1.00LL1+1.00LL2
141_ALS : 1.20DL2
141_ALS : 1.20DL2+1.00LL1
141_ALS : 1.20DL2+1.00LL2
141_ALS : 0.90DL2
143_ALS : 1.20DL2+1.00LL1+1.00LL2
143_ALS : 1.20DL2
143_ALS : 1.20DL2+1.00LL1
143_ALS : 1.20DL2+1.00LL2
143_ALS : 0.90DL2
144_ALS : 1.20DL2+1.00LL1+1.00LL2
144_ALS : 1.20DL2
144_ALS : 1.20DL2+1.00LL1
144_ALS : 1.20DL2+1.00LL2
144_ALS : 0.90DL2
27 de 30
Geotechnical design
1.2.1
Assumptions
Foundation design for:
• Capacity
• Rotation
• Uplift
• Average settlement
Ÿ Take account of plastic redistribution of allowable stresses
1.2.2
Soil:
Soil level:
N1
= 0.00 (ft)
Column pier level:
Na
= 0.00 (ft)
Minimum reference level: Nf
= -1.64 (ft)
well graded gravels
27 de 30
1.2.2
Soil:
Soil level:
N1
= 0.00 (ft)
Column pier level:
Na
= 0.00 (ft)
Minimum reference level: Nf
= -1.64 (ft)
28 de 30
well graded gravels
• Soil level:
0.00 (ft)
• Unit weight:
63.53 (kG/ft3)
• Unit weight of solid:
76.52 (kG/ft3)
• Internal friction angle:
42.0 (Deg)
• Cohesion:
0.0000 (lb/ft2)
1.2.3
Limit states
Stress calculations
Take account of plastic redistribution of allowable stresses
Soil type under foundation: not layered
Design combination
35_SLS : 1.00DL2+1.00LL2
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Calculation results: On the foundation level
Weight of foundation and soil over it:
Gr = 988.2118 (lb)
Design load:
Nr = 992.3182 (lb)
Mx = -0.0000 (lb*ft)
My = 7.5592 (lb*ft)
Stress in soil:
229.4659 (lb/ft2)
Design soil pressure
6265.6303 (lb/ft2)
Safety factor:
27.31 > 1
Uplift
Uplift in SLS
Design combination:
35_SLS : 1.00DL2+1.00LL1+1.00LL2
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Contact area:
s
= 1.57
slim
= 1.00
Average settlement
Soil type under foundation: not layered
Design combination
144_SLS : 1.00DL2+1.00LL2
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Weight of foundation and soil over it:
Gr = 988.2118 (lb)
Average stress caused by design load:
q = 228.0489 (lb/ft2)
Thickness of the actively settling soil:
z = 0.33 (ft)
Stress on the level z:
- Additional:
szd = 16.0387 (lb/ft2)
- Caused by soil weight: szg = 256.7572 (lb/ft2)
Settlement:
- Original
s' = 0.00 (in)
- Secondary
s'' = 0.00 (in)
- TOTAL S = 0.00 (in) < Sadm = 2.00 (in)
Safety factor:
1.302e+05 > 1
Settlement difference
Design combination
35_SLS : 1.00DL2+1.00LL2
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Settlement difference:
S = 0.00 (in) < Sadm = 2.00 (in)
Safety factor:
1.505e+05 > 1
Rotation
About OY axis
Design combination:
35_SLS : 1.00DL2+1.00LL1+1.00LL2
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
28 de 30
Rotation
About OY axis
Design combination:
35_SLS : 1.00DL2+1.00LL1+1.00LL2
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Weight of foundation and soil over it:
Gr = 988.2118 (lb)
Design load:
Nr = 992.3182 (lb)
Mx = -0.0000 (lb*ft)
My = 7.5592 (lb*ft)
Stability moment:
Mstab = 661.5455 (lb*ft)
Rotation moment:
Mrenv = 7.5592 (lb*ft)
Stability for rotation:
87.52 > 1
1.3
29 de 30
RC design
1.3.1
Assumptions
Ÿ Concrete exposed to earth and weather
1.3.2
: Yes
Analysis of one-way and two-way shear
No punching
1.3.3
Required reinforcement
Spread footing:
bottom:
35_ULS : 1.20DL2+1.60LL1+1.60LL2
My = 4.1189 (lb*ft)
Asx
= 0.216 (in2/ft)
Mx = 0.0000 (lb*ft)
As min
Asy
= 0.000 (in2/ft)
= 0.216 (in2/ft)
top:
35_ULS : 1.20DL2+1.60LL1+1.60LL2
My = -0.9433 (lb*ft)
A'sx
= 0.216 (in2/ft)
A'sy
= 0.000 (in2/ft)
As min
= 0.216 (in2/ft)
Column pier:
Longitudinal reinforcement A
A
Asx
1.3.4
= 2 x 0.945 (in2/ft)
= 2 * (Asx + Asy)
= 2 x 0.945 (in2/ft)
A min.
= 2 x 0.472 (in2/ft)
Asy
= 2 x 0.000 (in2/ft)
Provided reinforcement
2.3.1
Continuous footing
Bottom:
Along X axis:
32 Grade 60 #5
l = 1.01 (ft) e = 1*-10.36 + 31*0.67
Along Y axis:
2 Grade 60 #5
l = 21.39 (ft)
e = 1*-0.72 + 1*1.50
Top:
Along X axis:
43 Grade 60 #3
l = 1.01 (ft) e = 1*-10.48 + 42*0.50
Along Y axis:
2 Grade 60 #3
l = 21.39 (ft)
e = 1*-0.73 + 1*1.50
29 de 30
Along Y axis:
2 Grade 60 #3
l = 21.39 (ft)
e = 1*-0.73 + 1*1.50
30 de 30
30 de 30