Clean Copy Metal Building Foundation Rev 2.1

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

AC38

This allows you to add edge beam and or slab loads.

F43

90% is used here to allow for MIN Dead load only! For Prelim Design best to say NO!

F60

for Prelim design best to say YES!

CLIENT


Tele No. 0Fax No.



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


Tele No. 0Fax No.



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


Tele No. 0Fax No.



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


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


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


Tele No. 0Fax No.



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


Tele No. 0Fax No.



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.


Pad Foundation Detail for the following Columns on Grids.

SHT. OF

z

z

CLIENT


Tele No. 0Fax No.



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

AC38

This allows you to add edge beam and or slab loads.

F43

90% is used here to allow for MIN Dead load only! For Prelim Design best to say NO!

F60

for Prelim design best to say YES!

CLIENT


Tele No. 0Fax No.



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


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.)


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


Tele No. 0Fax No.



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


Tele No. 0Fax No.



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


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


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


As

e'

(Down)

d'dH

b

e

P

As

A's


As

e'

(Down)

d'dH

b

e

P

As

A's


As

e'

(Down)

d'

CLIENT


Tele No. 0Fax No.



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


Tele No. 0Fax No.



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).


ft6

.00

ft#

##

Lean Mix

Concrete to

Allowable Safe

6.00 ft Square Bearing.


Pad Foundation Detail for the following Columns on Grids.

SHT. OF

z

z

Clean Copy Metal Building Foundation Rev 2.1

Documents

Transcript of Clean Copy Metal Building Foundation Rev 2.1