CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
Allowable Safe Bearing(this takes account of
foundation wt).
USE 3.42 ksfTypical Portal Frame Bay Loads
(as provided by the Metal Fabricator, Dated 9-3-08) re-draw frameFrame at 147/0/0 used here. to suit design
№loads in kips
indicates loads
16.9 horizontal 19.2 used
19.8 base shears 14.3Additional
uplift force uplift force User Inputted
21.8 18.7 Vertical load
DL 2438.3 37.7
LL 28reaction force reaction force
Qu:- Do you want the additional Vertical DL to act against the uplift? YES!
F.O.S on uplift and Overturning 1.50
Design assumes self wt of Pad found & user inputed load resists Uplift!
Min Base Area, based on Bearing 26.404 ft² Start with
ie a square base of length 5.2 ft 6 ft
Min Base Volume, Based on Uplift 2 ft³Min thickness of base on start value 0.056 ft ok!
Assumed max base thk'ness 2 ftMin Area, base on a 2ft base thk'ness 1 ft² TRYie a square base of length 1 ft 6 ftPressure below base based on Axial only 2.508 ksf
Qu:- Do you want the bases to resisit the column base shear moment? NO!!
Proposed Depth to underside of Pad 6.000 ft below frost line, ok!
Ht above grade for column base 0.667 ft
Horiz force at column base N/A kips founds tied @ slab RL
D/6 = 1 Stem/Peir moment induced by max ecc 7.525 kips-ft ecc = 1 inche = 0.08 concrete peir/stem wt 4.38 kips
Max Base Pressure 2.839 ksf OK!Min Base Pressure 2.421 ksf
F.O.S on over turning 37.74 OK!
ADOPT 6 ft by 6 ft by 2 ft thk SHT. OF
1 4
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
REINFORCEMENT DESIGN FOR METRIC UNITS
Plinth/Pedestal Design AreaAssume Sq
Base to be tied!
Col + Plinth Wt 4.3 m450 mm
max 300mm into base
Plan ViewFactor of Safety for design 1.5
Plinth wt kN 1.215Horiz Shear @ base kN 0Column Axial load kN 90.3Max Design Axial Force kN 137.3 (factored loads)
Max Design Bending Moment kNm 11.287 (factored loads)
Plinth/Pedestal Area 0.20 m² Volume 0.87075max V before
Design Loads Axial force = 137.3 kN Shear critical
moment = 11.3 kNm 134.1base shear = N/A kN Shear Not Critical
Concrete strength, fcu 35 N/mm² Re-bar strength, fy 420 N/mm²
Cover to main vert bar 50 mm Max/Limiting Plinth Ht 2045 mmMin % used for design 0.4 % Design Not valid!CALCULATIONS (only valid if design noted as OK! above)from M As = {M - 0.67fcu.b.dc(h/2 - dc/2)}/[(h/2-d').(fsc+fst).gm] gm steel 1.05from N As = (N - 0.67fcu.b.dc/gm) / (fsc - fst) gm conc 1.50
0.67fcu/gm 15.6 N/mm² d'= 68.0 mmfy/gm 400.0 N/mm² d= 382.0 mm
from iteration, n/a depth 43.3 mm dc= 38.9 mm0.67.fcu.b.dc/gm 274.0 kNsteel comp strain -0.002000
steel tensile strain 0.027400steel stress in comp.face, fsc -400.1 N/mm² Comp. Stress in re-bar
steel stress in tens face, fst 400.1 N/mm² Tensile stress in re-bar
from M, As = -41204501 from N, As = 171 ok but lightly loaded - see Cl 3.8.6 but use min. 0.4%,
As req'd = 405mm² T&B:- PROVIDE 4X20
(ie 2X20T&B - 628mm² T&B - 0.6% o/a - @ 314cc.)
where Vmax is greater than Critical Shear, more than min links are req'd, ELSE IGNORE!
cl 3.4.5.12 100As/bd from table 3.8, vc = N/mm² (this includes fcu increase factor)
formula 6b vc' = N/mm² v = N/mm²
(v-vc')bv/0.95fyv = As/S where S is the link Crs Vert.As Req'd mm²/bar As prov 8 @ 150 Crs, 2 legs 50.3 mm²/bar
Min Req'd!! Provide links of 8 mm Dia Bars @ 150 Crs Vert, ( 2 legs) SHT. OF
Plinth Design NOT VALID!! 2 4
m³
mm² mm²
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
Max StressREINFORCEMENT DESIGN FOR METRIC UNITS
2.839
Stress @ Col Base Area 36.00 m² Volume 722.614 Factor of Safety for design 1.6 Concrete Strength, fcu 35 N/mm²
lever arms Max Design Bending Moment 17.03 kNm Re-bar strength, fy 420 N/mm²L1 0.925
L2 1.850 User Inputted top steel Moment 0 kNm Re-bar cover 50 mmIs the edge beam adequatly tied for Uplift? effective depth 1930 mm
Design for a metre width of foundation (depth- cover- tens steel Bar size)for B/M 17.03 kNm
M/bd² = 0.00 for B/M 0 kNm0.00013 M/bd² = 0.00
z max = 0.95d, 1833.50 K=M/bd²fcu, K= 0.00000K'= 0.156 z max = 0.95d 1833.5
No Comp steel req'd if K<=K', z = 1930if K<=K', z = 1929.70 z for design = 1834
if K>K', z = 1499.40 if Tens Steel onlyz for design = 1833.50 As= 0
if Tens Steel only Min Areas of steelAs= 23.30 As in the comp zone 0if Comp steel req'd % of Concrete area 0.000%As= 6613.6 Min % req'd 0.13% ThusAs'= -27381.5 Area of Steel 0Min Areas of steel
ten steel area to use 23% of Concrete area 0.001%
Area of Ten Steel 2509 Bottom Steel Req'd 2509.00Area of Comp Steel 0 Top Steel Req'd 0.00 mm²/m
Shear Check :- 6240 mm, length lies outwith the critical shear perimeter, no check req'dThus, No shear check req'd the Min of 0.8√fcu, or 5 = N/mm²
100As/bd from table 3.8, vc = N/mm² (this includes fcu increase factor)
uniform soil pressure (SL) kNvmax = V/ud N/mm² @ plinth/Pedestal edge, Perimeter, u = mm
assumed the crit per mm Area within C.P m² ½ the base area m²Average shear on C.P kN (= the diff in area * soil pressure * f.o.s)
value THUS v = shear on C.P/( crit perimeter * d) N/mm²Since < which is <
Top Steel As p= 1260 mm²/m Bottom Steel
20 @ 250
### @ 250
As' p= 1260 mm²/m
provide side binders 7 №, 12 Dia @ 270 crs
SHT. OF
Base Design NOT VALID!! 3 4
m³
K=M/bd²fcu, K=
mm²/m
kN/m² max load on ½ side 'only'
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
REINFORCEMENT DESIGN FOR ENGLISH UNITS
Plinth/Pedestal Design Area
Assume SqBase to be tied! allow as a min
the min base dim
and add 4".
Col + Plinth Wt 5 ft2.5 ft
max 12" into base
Plan ViewFactor of Safety for design 1.6
Plinth/Pedestal Wt kips 4.69Horiz Shear @ base kips 0Column Axial load kips 90.3Max Design Axial Force kips 151.99 (factored loads)
Max Design Bending Moment kip-ft 12.04 (factored loads)
max V before Plinth/Pedestal Area 6.25 ft² Volume 1.16Shear Critical
ØVc = 83 Design loads Axial force = 152 kips 5.00 = As provmoment = 13 kips-ft 5.00 = A's prov
Shear Not Critical base shear = N/A kips 0.7 = øConcrete strength 4000 psi Re-bar strength 60000 psi
Cover to main vert bar 2.5 in Max/Limiting Plinth Ht 8 ftmin % used for Design 1 % d = 30.00 in d' = 3.06 in Design OK!
CALCULATIONS (only valid if design noted as OK! above) Note!e = 12M/P = 1.03 in e' = e+d-H/2 = 12.97 in k taken as 1.0
k1 = 0.85 > 1.05-0.05f'c > 0.65 = 0.85 r = 0.3 x widthxb = 87d / (87 +fy) = 15.94 in 13.55 in
kips in in-kips1365.35 8.22 11228.3 283.00 11.94 3379.0
T = 300.00 11.94 3582.0 1348.35 13.49 18189.4 3626.00 (Hognestad Method, More Conservative than CRSI tables)
Comp Controls
ØPu = 2249.15 kips Compression Steel Yields
Reduction = 0.00 kips No Reduction Required
ØPu = 2249.15 kips Result Accurate Capacity OK!
0.00207 in/in a= 31.26 in 0.00271 in/in
# 9 bars @ 6 " Crs i.e 5 № E.F
where Vmax is greater than Critical Shear, more than min links are req'd, ELSE IGNORE!
ACI 318-158 s = in kipscl 11.2.1.2 for member subject to Axial Compression (simplified version) No Shear steel
Vc=2(1+Nu/2000Ag)λ√fc'bx.d 110.86 kips Vc/2 kipscl 11.4.6.3
R11.4.7 Thus Use
Min Req'd!! Provide links of # 3 Dia Bars @ 12 Crs Vert, ( 2 legs) SHT. OF
Pedestal Design VALID! 2 4
yrds³
ab =k1.xb = Lu = 2.1 x L
Cc = Xc = Mc = Cc = 0.85f'c(k1.xb.b-As)Cs = Xs = Ms = Cs = A's(fy-0.85f'c)
Xt = Mt = T = AsfyPb = eb = Mb =Po =
Comp Controls when (e < eb) & Tens Controls when (e > eb)
εy = ε's =
Vn/Ø = base shear / 0.75
Av Min = 0.75√fc'(bw.s/fyt) BUT ≥ (50bw.s)/fytBUT ≥ in²
Av = (Vu-ØVc).s / Øfyt.d in² in²
dH
b
e
P
As
A's
considered in compression only
As
e'
(Down)
d'
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
Max StressREINFORCEMENT DESIGN FOR ENGLISH UNITS
2.839
Stress @ Col Base Area 36.00 ft² Volume 2.672.543 Factor of Safety for design 1.6 Concrete Strength, 4000 psi
lever arms Max Design Bending Moment 6.71 kip-ft Re-bar strength, 60000 psiL1 0.583
L2 1.167 User Inputted top steel Moment 0 kip-ft Re-bar cover 2.5 inIs the edge beam adequatly tied for Uplift? effective depth 20.75 in
Design for a ft width of foundation (depth- cover- tens steel Bar size)
for BM 6.71 kip-ft for BM 0.00 kip-fty = 0.503 y = 0.503 a = 0.106 a = 0.000
0.779 0.000 10.439 10.439 12.281 12.281 0.85 0.85
φ = 0.90 φ = 0.90 φM Conc Cap = 496 kip-ft φM Conc Cap = 496 kip-ft
As req'd = 0.45 in² As req'd = 0.00 in²As' req'd = 0 in² φ Mn = Mu = N/A kip-ft
0.779 53.95 kip-ft Bottom Steel Req'd 0.45 in²/ft
φ Mn = Mu = 48.56 kip-ft Top Steel Req'd 0.00 in²/ft
Base width One-Way Shear Check Two-Way Shear check6 ft Critical Section = 0.25 in Critical Section = 50.75 in
Critical Perimeter, b,o = 203 inCol width Shear check as below! Shear check as below!
30 in
Critical Area = 0.125 in² Tributary Area = 5184d/2 = 10.375 bw = 72 in Critical Area = 2576 in²
Vu = Max Stress * Critical Area Vu = Max Stress * (Trib Area - Critical Area)
φ = 0.75 Vu = 0.54 kips Vu = 77.99 kipsRefer to Cl 11.11.2.1 for the min value
for 2-way 141.73 kips φVc = 799.22 kipsαs = 40 SHEAR CAPACITY OK!Bc = 1 Base Design VALID!
Top Steel Bottom SteelAs p= 0.53
# 6 @ 10 "
# @ "
As' p= in²/ft
provide side binders 2 # 4 bars 10 " crs
SHT. OF
3 4
yrds³
ar = ar = ab = ab =cb = cb =β1 = β1 =
Mod ar (As') =Mn =
in²
φVc = (φ.2.√f'c.bw.d)/1000
φVc =
in²/ft
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
Links as below but at 2in Crs for 3№.
2.5 ft Square
#9 bars, 5 № Each Face.
2 inSlab RL
Ground RL
0.7 ft
#3 bars @ 12 Crs Vert (2 legs).
#0 bars @ 12 Crs Each Way.
ft6
.00
ft#
##
Lean Mix
Concrete to
Allowable Safe
6.00 ft Square Bearing.
#6 bars @ 10 Crs Each Way.
Pad Foundation Detail for the following Columns on Grids.
SHT. OF
z
z
4 4
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
Allowable Safe Bearing
(this takes account of
foundation wt).
USE 3.42 ksfTypical Portal Frame Braced Bay Loads
(as provided by the Metal Fabricator, Dated 9-3-08) re-draw frameFrame at 119/0/0 used here. to suit design
№load in kips
indicates loads
16.2 horizontal 18.5 used
19.1 base shears 13.7Additional
uplift force uplift force User Inputted
0 20.9 11.7 22.8 Vertical load
DL 2337.1 out of plane base shear 36.5
LL 27reaction force reaction force
out of plane Qu:- Do you want the additional Vertical DL to act against the uplift? YES!
base shear F.O.S on uplift and Overturning 1.50
Design assumes self wt of Pad found & user inputed load resists Uplift!
Min Base Area, based on Bearing 25.468 ft² Start with
ie a square base of length 5.1 ft 6 ft
Min Base Volume, Based on Uplift 21 ft³Min thickness of base on start value 0.584 ft ok!
Assumed max base thk'ness 2 ftMin Area, base on a 2ft base thk'ness 10.5 ft² TRYie a square base of length 3.25 ft 6 ftPressure below base based on Axial only 2.419 ksf
Qu:- Do you want the bases to resisit the column base shear moment? NO!!
Proposed Depth to underside of Pad 6.000 ft below frost line, ok!
Ht above grade for column base 0.670 ft
Horiz force at column base N/A kips founds tied @ slab RL
D/6 = 1 Stem/Peir moment induced by max ecc 7.258 kips-ft & 0.975 kips-fte = 0.09 concrete peir/stem wt 1.95 kips ecc = 1 inch
Max Base Pressure 2.680 ksf OK!Min Base Pressure 2.267 ksf
F.O.S on over turning 32.44 OK!
ADOPT 6 ft by 6 ft by 2 ft thk SHT. OF
1 4
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
REINFORCEMENT DESIGN FOR METRIC UNITS
Plinth/Pedestal Design AreaAssume Sq
Base to be tied!
Col + Plinth Wt 4.3 m450 mm
max 300mm into base
Plan ViewFactor of Safety for design 1.5
Plinth wt kN 1.215Horiz Shear @ base kN 0Column Axial load kN 87.1Max Design Axial Force kN 132.5 (factored loads)
Max Design Bending Moment kNm 10.887 (factored loads)
Plinth/Pedestal Area 0.20 m² Volume 0.87075max V before
Design Loads Axial force = 132.5 kN Shear critical
moment = 10.9 kNm 132.7base shear = N/A kN Shear Not Critical
Concrete strength, fcu 35 N/mm² Re-bar strength, fy 420 N/mm²
Cover to main vert bar 50 mm Max/Limiting Plinth Ht 2045 mmMin % used for design 0.4 % Design Not valid!CALCULATIONS (only valid if design noted as OK! above)from M As = {M - 0.67fcu.b.dc(h/2 - dc/2)}/[(h/2-d').(fsc+fst).gm] gm steel 1.05from N As = (N - 0.67fcu.b.dc/gm) / (fsc - fst) gm conc 1.50
0.67fcu/gm 15.6 N/mm² d'= 68.0 mmfy/gm 400.0 N/mm² d= 382.0 mm
from iteration, n/a depth 43.3 mm dc= 38.9 mm0.67.fcu.b.dc/gm 274.0 kNsteel comp strain -0.002000
steel tensile strain 0.027400steel stress in comp.face, fsc -400.1 N/mm² Comp. Stress in re-bar
steel stress in tens face, fst 400.1 N/mm² Tensile stress in re-bar
from M, As = -41570712 from N, As = 177 ok but lightly loaded - see Cl 3.8.6 but use min. 0.4%,
As req'd = 405mm² T&B:- PROVIDE 4X20
(ie 2X20T&B - 628mm² T&B - 0.6% o/a - @ 314cc.)
where Vmax is greater than Critical Shear, more than min links are req'd, ELSE IGNORE!
cl 3.4.5.12 100As/bd from table 3.8, vc = N/mm² (this includes fcu increase factor)
formula 6b vc' = N/mm² v = N/mm²
(v-vc')bv/0.95fyv = As/S where S is the link Crs Vert.As Req'd mm²/bar As prov 8 @ 150 Crs, 2 legs 50.3 mm²/bar
Min Req'd!! Provide links of 8 mm Dia Bars @ 150 Crs Vert, ( 2 legs) SHT. OF
Plinth Design NOT VALID!! 2 4
m³
mm² mm²
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
Max StressREINFORCEMENT DESIGN FOR METRIC UNITS
2.680
Stress @ Col Base Area 36.00 m² Volume 722.458 Factor of Safety for design 1.6 Concrete Strength, fcu 35 N/mm²
lever arms Max Design Bending Moment 16.05 kNm Re-bar strength, fy 420 N/mm²L1 0.925
L2 1.850 User Inputted top steel Moment 0 kNm Re-bar cover 50 mmIs the edge beam adequatly tied for Uplift? effective depth 1930 mm
Design for a metre width of foundation (depth- cover- tens steel Bar size)for B/M 16.05 kNm
M/bd² = 0.00 for B/M 0 kNm0.00012 M/bd² = 0.00
z max = 0.95d, 1833.50 K=M/bd²fcu, K= 0.00000K'= 0.156 z max = 0.95d 1833.5
No Comp steel req'd if K<=K', z = 1930if K<=K', z = 1929.70 z for design = 1834
if K>K', z = 1499.40 if Tens Steel onlyz for design = 1833.50 As= 0
if Tens Steel only Min Areas of steelAs= 21.90 As in the comp zone 0if Comp steel req'd % of Concrete area 0.000%As= 6612.3 Min % req'd 0.13% ThusAs'= -27382.8 Area of Steel 0Min Areas of steel
ten steel area to use 22% of Concrete area 0.001%
Area of Ten Steel 2509 Bottom Steel Req'd 2509.00Area of Comp Steel 0 Top Steel Req'd 0.00 mm²/m
Shear Check :- 6240 mm, length lies outwith the critical shear perimeter, no check req'dThus, No shear check req'd the Min of 0.8√fcu, or 5 = N/mm²
100As/bd from table 3.8, vc = N/mm² (this includes fcu increase factor)
uniform soil pressure (SL) kNvmax = V/ud N/mm² @ plinth/Pedestal edge, Perimeter, u = mm
assumed the crit per mm Area within C.P m² ½ the base area m²Average shear on C.P kN (= the diff in area * soil pressure * f.o.s)
value THUS v = shear on C.P/( crit perimeter * d) N/mm²Since < which is <
Top Steel As p= 1260 mm²/m Bottom Steel
20 @ 250
### @ 250
As' p= 1260 mm²/m
provide side binders 7 №, 12 Dia @ 270 crs
SHT. OF
Base Design NOT VALID!! 3 4
m³
K=M/bd²fcu, K=
mm²/m
kN/m² max load on ½ side 'only'
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
REINFORCEMENT DESIGN FOR ENGLISH UNITS
Plinth/Pedestal Design Area
Assume SqBase to be tied! allow as a min
the min base dim
and add 4".
Col + Plinth Wt 5 ft1.67 ft
max 12" into base
Plan ViewFactor of Safety for design 1.6
Plinth/Pedestal Wt kips 2.1Horiz Shear @ base kips 0Column Axial load kips 87.1Max Design Axial Force kips 142.72 (factored loads)
Max Design Bending Moment kip-ft 11.613 (factored loads)
max V before Plinth/Pedestal Area 2.79 ft² Volume 0.52Shear Critical
ØVc = 38 Design loads Axial force = 143 kips 1.20 = As provmoment = 12 kips-ft 1.20 = A's prov
Shear Not Critical base shear = N/A kips 0.7 = øConcrete strength 4000 psi Re-bar strength 60000 psi
Cover to main vert bar 2.5 in Max/Limiting Plinth Ht 5 ftmin % used for Design 0.5 % d = 20.04 in d' = 2.94 in Design OK!
CALCULATIONS (only valid if design noted as OK! above) Note!e = 12M/P = 1.01 in e' = e+d-H/2 = 8.09 in k taken as 1.0
k1 = 0.85 > 1.05-0.05f'c > 0.65 = 0.85 r = 0.3 x widthxb = 87d / (87 +fy) = 10.12 in 8.60 in
kips in in-kips582.05 5.72 3328.6 67.92 7.08 480.9
T = 72.00 7.08 509.8 577.97 7.47 4319.3 1501.29 (Hognestad Method, More Conservative than CRSI tables)
Comp Controls
ØPu = 864.75 kips Compression Steel Yields
Reduction = 0.00 kips No Reduction Required
ØPu = 864.75 kips Result Accurate Capacity OK!
0.00207 in/in a= 17.89 in 0.00251 in/in
# 7 bars @ ###" Crs i.e 2 № E.F
where Vmax is greater than Critical Shear, more than min links are req'd, ELSE IGNORE!
ACI 318-158 s = in kipscl 11.2.1.2 for member subject to Axial Compression (simplified version) No Shear steel
Vc=2(1+Nu/2000Ag)λ√fc'bx.d 51.05 kips Vc/2 kipscl 11.4.6.3
R11.4.7 Thus Use
Min Req'd!! Provide links of # 3 Dia Bars @ 12 Crs Vert, ( 2 legs) SHT. OF
Pedestal Design VALID! 2 4
yrds³
ab =k1.xb = Lu = 2.1 x L
Cc = Xc = Mc = Cc = 0.85f'c(k1.xb.b-As)Cs = Xs = Ms = Cs = A's(fy-0.85f'c)
Xt = Mt = T = AsfyPb = eb = Mb =Po =
Comp Controls when (e < eb) & Tens Controls when (e > eb)
εy = ε's =
Vn/Ø = base shear / 0.75
Av Min = 0.75√fc'(bw.s/fyt) BUT ≥ (50bw.s)/fytBUT ≥ in²
Av = (Vu-ØVc).s / Øfyt.d in² in²
dH
b
e
P
As
A's
considered in compression only
As
e'
(Down)
d'dH
b
e
P
As
A's
considered in compression only
As
e'
(Down)
d'dH
b
e
P
As
A's
considered in compression only
As
e'
(Down)
d'
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
Max StressREINFORCEMENT DESIGN FOR ENGLISH UNITS
2.680
Stress @ Col Base Area 36.00 ft² Volume 2.672.416 Factor of Safety for design 1.6 Concrete Strength, 4000 psi
lever arms Max Design Bending Moment 9.72 kip-ft Re-bar strength, 60000 psiL1 0.722
L2 1.443 User Inputted top steel Moment 0 kip-ft Re-bar cover 2.5 inIs the edge beam adequatly tied for Uplift? effective depth 20.625 in
Design for a ft width of foundation (depth- cover- tens steel Bar size)
for BM 9.72 kip-ft for BM 0.00 kip-fty = 0.503 y = 0.503 a = 0.155 a = 0.000
0.882 0.000 10.376 10.376 12.207 12.207 0.85 0.85
φ = 0.90 φ = 0.90 φM Conc Cap = 490 kip-ft φM Conc Cap = 490 kip-ft
As req'd = 0.45 in² As req'd = 0.00 in²As' req'd = 0 in² φ Mn = Mu = N/A kip-ft
0.882 60.55 kip-ft Bottom Steel Req'd 0.45 in²/ft
φ Mn = Mu = 54.50 kip-ft Top Steel Req'd 0.00 in²/ft
Base width One-Way Shear Check Two-Way Shear check6 ft Critical Section = 5.355 in Critical Section = 40.665 in
Critical Perimeter, b,o = 162.66 inCol width Shear check as below! Shear check as below!
20.04 in
Critical Area = 2.678 in² Tributary Area = 5184d/2 = 10.313 bw = 72 in Critical Area = 1654 in²
Vu = Max Stress * Critical Area Vu = Max Stress * (Trib Area - Critical Area)
φ = 0.75 Vu = 10.92 kips Vu = 99.95 kipsRefer to Cl 11.11.2.1 for the min value
for 2-way 140.88 kips φVc = 636.54 kipsαs = 40 SHEAR CAPACITY OK!Bc = 1 Base Design VALID!
Top Steel Bottom SteelAs p= 0.6
# 7 @ 12 "
# @ "
As' p= in²/ft
provide side binders 2 # 4 bars 10 " crs
SHT. OF
3 4
yrds³
ar = ar = ab = ab =cb = cb =β1 = β1 =
Mod ar (As') =Mn =
in²
φVc = (φ.2.√f'c.bw.d)/1000
φVc =
in²/ft
CLIENT
Company Name here 0Company Address here0 PROJECT
Tele No. 0Fax No.
JOB NO. SUBJECT DATE BY CHECKED
0 Metal Building foundation design 23/09/08 PR
Links as below but at 2in Crs for 3№.
1.67 ft Square
#7 bars, 2 № Each Face.
2 inSlab RL
Ground RL
0.7 ft
#3 bars @ 12 Crs Vert (2 legs).
#0 bars @ 10 Crs Each Way.
ft6
.00
ft#
##
Lean Mix
Concrete to
Allowable Safe
6.00 ft Square Bearing.
#7 bars @ 12 Crs Each Way.
Pad Foundation Detail for the following Columns on Grids.
SHT. OF
z
z
4 4
Top Related