RIV ACI 2-Pile Cap

CLIENT PROJECT Location Sub-Loc'n

CONSTRUCTION LIMITED APARTMENTS 3-BEDROOM APARTMENT MODEL, Location 3C and 3D

Reference

30-Jun-15 Date By Proj Projec ect: t: 135135-00 006 6

Calculation

Output

2-PILE CAP DESIGN TO ACI 318-05M References: -

-

,

,

2 - ASCE 7-10, Minimum Design loads for Buildings & Other Structures, 2010 3 - Final Geotechnical report, *** 4 - STAAD output 5 - ASTM A615-04, Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement 6 - Foundation Analysis & Design - J E Bowles, 5th edition Summary of calculation checks Pile spacing Allowable pile pile capacity Compression strut Pile Pile bear bearin in ca acit acit Pedestal bearing Single pile punching shear Pile overlap punching shear Two-way pedestal (punching) shear x-axis: Flexure Minimum tensile steel One way shear

Utilisation ratio (actual vs capacity)

0.80 0.30 0.11 0.11 0.15 0.20 0.33

Okay in pile spacing OK in pile capacity OK in compression strut OK in ile be bear arin in ca ac acit it OK in pedestal bearing OK in single pile punching shear OK in pile overlap punching shear OK in two-way (punching) shear

0.13 OK in flexure (x-axis) 0.90 OK in required tensile steel area 0.99 OK in one-way shear (x-axis)

**this condition governs**

z-axis: Flexure Minimum tensile steel One way shear

0.20 OK in flexure (z-axis) 0.95 OK in required tensile steel area 0.93 OK in one-way shear (z-axis)

Starter bar reinforcement

OK starter bar min. rfct

Starter bar embedment Starter bar development length

OK embed. depth OK dev't length

0.99 Note for user and reader: Bordered cells denote user-input, all other cells are calculated via this spreadsheet using the relevant base data, material and guidance from the noted References SUGGESTED PILECAP GEOMETRY & MATERIAL PROPERTIES

Page 1 of 12



Reference

30-Jun-15 Date By Project: 135-006

Calculation

Output

2-PILE CAP DESIGN TO ACI 318-05M

Ref 6, 18-2

Ref 1: 15.7

pile diameter, dpile = Pile spacing, s = Overhang = pedestal width (in X-direction), px = pedestal breadth (in Z-direction), pz = pedestal height (in Y-direction), H Pilecap thickness, h = Founding depth below GL Pile embedment = Length of pilecap (x-axis) = W idth o f ileca z-axis = w1 =

400 900 350 500 500 200 750 1000 75 2000 1100 1100

mm mm mm mm mm mm mm mm mm mm mm mm

Calculation of pilecap & soil surcharge weight Concrete density (kN/m3) Pilecap area in plan = Pilecap volume = Pilecap weight = Pedestal weight = Soil weight above pilecap (assumes =20kN/m3) = Total pilecap & soil weight Ff =

23.1 2.20 1.65 38.1 1.2 9.8 49.0

kN/m3 m2 m3 kN kN kN kN

∴

∴

Ref 4: Tbl C3-2

∴

Ref 1: 7.7.1 Ref 5

Ref 1: 10.2.7.3 Ref 1: B8.4.3

dia.=400mm Max s(mm)=

3200

Min s(mm) =

900

Okay in pile spacing

500 500 200 750 75

Material properties 28-day concrete comp. strength, f' c 35 N/mm2 Cover to reinforcement 75 mm Main reinforcement to be used A615 Gr 60 Reinforcement yield strength, f y = 420 N/mm2 ' Modular ratio, m = f y/(0.85f c) = 14.12 [unitless] 1 ratio (stress block:neutral axis depth) = 0.80 Assuming balanced strain conditions, b = ('0.851f 'c/f y)(600/(600+f y) b = 0.0333 [unitless] max = 0.75b = 0.0250 [unitless]

f'c=35MPa

∴

Ref 1: R10.3.5

Ref 3

Effective depth, d (for x-axis checks) Effective depth, d z (for z-axis checks) Allowable individual pile capacity, pa

655 mm 635 mm 246 kN

Assuming 20mm bars on the bottom mat (lower layer)

328

Assuming 20mm bars on the bottom mat (upper layer)

Page 2 of 12



Reference


Calculation

Output


Note: Use Serviceability Limit state values when checking pile capacity calculation.

Ref 4

Serviceability Limit State results From STAAD output, using Serviceability Limit state analysis: Fx (kN) Fy (kN) Maximum FY occurrence (SLS) 4.3 541.8 Total service load on piles = F f +FY SLS = S erv ic e l oa d p er pi le = Ratio of actual pile capacity to allowable = ∴

Ref 4

Fz (kN) 67.7

∴

Node 4005

5 90 .8 k N 1 96 .9 k N 0.80 [unitless]

Ultimate Limit State results From STAAD output, using Ultimate Limit state analysis: Fx (kN) Fy (kN) Maximum FY occurrence (ULS) 7.6 907.0 Total ultimate load on footing, PF = 1.4Ff +FY ULS = Ultimate load per pile, PU_pile =

Mx (kNm) My (kNm) Mz (kNm) 13.6 0.5 1.7

Fz (kN) 309.1

9 75 .5 k N 4 87 .8 k N

OK in pile capacity

Mx (kNm) My (kNm) Mz (kNm) 89.4 2.6 2.7

Node 4005

(equally distributed between the two piles)

Using the Strut & Tie Model

a= b = 0.5s = c = (a +b ) = d = effective dep th = e = √(a2+b2) =  = ATan (a/0.5b) = SIN   COS   Compression within pilecap Cmax = PF/SIN  = Tension within pilecap T = Cmax*COS  =

675.0 450.0 8 11 .2 655.0 8 11 .2 71.6 0.95 0.32 1028.3 3 25 .2

mm mm mm mm mm 

kN kN

Compression strut check Ref 1: 22.5.2 Ref 1: Eqn 22-4 Ref 1: C3.5

Pn ≥ Pu [note: take P u = Cmax] Nominal axial strength of strut, Pn = 0.60f'c[1-(lc/32h) ]Astrut  = 0.65 length of compression strut, l c = e = 811.2 mm2 thickness of member, h = 7 50 .0 m m Equivalent core strut area, A strut = 2*πdpile2/4 = 251,327 mm2 Pn = 3426.7 kN Ratio of actual compression to allowable = 0.30 [unitless] ∴

OK in compression strut

Page 3 of 12



Reference


Calculation

Output


Check bearing capacity of pilecap over piles e

:

. .

Ref 1: C3.5

n

u

Nominal bearing strength, Bn = 0.85f c Astrut (Apilecap/Astrut)  = 0.65 Apile = 125,664 mm2 Apilecap = 2.20E+06 mm2 √(Apilecap/Astrut) = 4.18 [unitless] use √(Apilecap/Astrut) = 2.00 [unitless] Bn = 14953.98 kN Bn = 9720.1 kN Factored bearing load, Bu = Cmax = 1028.3 kN Ratio of factored pile bearing cap. to allowable = 0.11 [unitless]

(subject to √(Apilecap/Astrut) ≤ 2

∴

∴

Ref 1: 10.17.1 Ref 1: C3.5

Check bearing capacity of pilecap under pedestal Bn ≥ Bu Nominal bearing strength, Bn = 0.85f c Apedestal (Apilecap/Apedestal)  = 0.65 Apedestal = 250,000 mm2 Apilecap = 2.20E+06 mm2 √(Apilecap/Apedestal) = 2.97 [unitless] use √(Apilecap/Apedestal) = 2.00 [unitless] Bn = 14875.0 kN Bn = 9668.8 kN Factored bearing load, Bu = Cmax = 1028.3 kN Ratio of factored pile bearing cap. to allowable = 0.11 [unitless]

OK in pile bearing capacity

(subject to √(Apilecap/Apedestal) ≤ 2

∴

∴

OK in pedestal bearing

FLEXURE IN PILECAP

Area of tension steel required for tied-arch behaviour T(f y) As arch =  = Ref 1: Cl. 9.3.2.6 0.75 As arch = 102.4 mm2 ∴

Page 4 of 12



Reference


Calculation

Output


Moment at the face of the pedestal perpendicular to the x-axis , f = 0.5 s - x 200 mm ∴ xf = Length of the critical section 1-1 L1-1= 1100 mm Take moments about pedestal face Mux = PU_pile * xf Mux = 9 7.6 k Nm R=  = b=L - = d= ∴ R =  =  = min= min= As req = As req =

Ref 1: Cl. 9.3.2.6

Ref 1: 10.5.1

∴

MUX/(bd ) 0.90 1100.0 mm 6 55 .0 m m 0.230 mm2 0.85(f c/f y)[1- (1-(2R/0.85f c)] 0.001 max[(0.25 f c)/f y, 1.4/f y] 0.0035 MAX( ,min)*b*d 2537 mm2

Reinforcement selection Select bar diameter (mm) Select number of bars Provide bar spacing (to nearest 25mm) As [x]

Comp. 10 9 125 mm 707 mm2

OK in required tensile steel area Okay in minimum bar spacing

Ref 1: 7.6.1

Ref 1: 7.12.2.1

Tension 20 9 125 2,827

OK in required tensile steel ar

Check for minimum reinforcement required for shrinkage As, min (shrinkage) = 0.0018 (times gross sectional area) 0.0018L1-1h = 1,485 mm2 Reinforcement required (parallel to x-axis)

∴

As req'd = As prov =

As arch = As min (flexure) = As min (shrinkage) = 2,537 mm2 2,827 mm2

Actual reinforcement ratio,  =As prov/(L1-1d) = 0.0039 [unitless] Kn = (1-(f y/1.7f c))f y Kn = 1.603 2 Nominal f lexural s tren th i n x -axis, M x = L - d Kn MNx = 756.3 kNm Ratio of Mux to MNx = 0.13 [unitless]

102 mm2 2,537 mm2 1,485 mm2

∴

n

∴

OK in flexure (x-axis)

Page 5 of 12



Reference

Calculation


Output


Moment at the face of the pedestal parallel to the z-axis

Lever arm distance, Z f = 0.5*pedestal length Zf = 250 mm Calculate the length of the critical section 2-2 L2-2= 2000 mm ∴

Take moments about pedestal face X Muz = 2 PU_pile * Zf Muz = 243.9 kNm R = MUZ/(bdz )  = 0.90 b=L2-2= 2000.0 mm dz = 6 35 .0 m m 0.336 mm2 ∴ R = 0.85(f c/f y)[1- (1-(2R/0.85f c)]  =  = 0.001 . c y, . y min= min= 0.0035 As req = MAX( ,min)*b*dz As req = 4472 mm2

Ref 1: Cl. 9.3.2.6

Ref 1: 10.5.1

∴

Reinforcement selection Tension Select bar diameter (mm) 20 Select number of bars 15 Provide bar spacing (to nearest 25mm) 150 As[z] 4,712

Comp. 10 15 150 mm 1,178 mm2 OK in required tensile steel ar

Ref 1: 7.6.1

Okay in minimum bar spacing

Page 6 of 12



Reference


Calculation

Output


As, min (shrinkage) = 0.0018 [L2-2]h =

Ref 1: 7.12.2.1

0.0018 (times gross sectional area) 2,286 mm2

Reinforcement required (parallel to z-axis) As req'd is the max of ∴

As req'd = As prov =

As min (flexure) = As min (shrinkage) = 4,472 mm2 4,712 mm2

4,472 mm2 2,286 mm2

Actual reinforcement ratio,  =As prov/(L2-2d) = 0.0037 unitless Kn = (1-(f y/1.7f c))f y Kn = 1.518 Nominal flexural strength in x-axis, MNz = L2-2d Kn [aka bd2Kn] MNz = 1223.9 kNm Ratio of Muz to MNz = 0.20 [unitless] ∴

∴

OK in flexure (z-axis)

REINFORCEMENT SUMMARY

Along x-axis, bottom mat Along z-axis, bottom mat Along x-axis, top mat Along z-axis, top mat

9-T20-BM01-125 B 15-T20-BM02-150 B 9-T10-BM03-125 T 15-T10-BM04-150 T

SHEAR CHECKS

Check for punching shear of a single pile Ref 1: 11.1.1 Ref 1: 9.3.2.3 Ref 1: 11.12.1.2

Vn  Vc Assuming that no shear reinforcement is used in the footing 0.75 Where   Shear perimeter for a single pile is located at a distance of 0.5d outside of the pile face Shear perimeter length, b o is given by bo = π (dpile+d) dpile = 400 mm d= 655 mm bo = 3314 mm

328

∴

Calculate the nominal shear strength, V C of the pilecap Vc (kN) = min of

Ref 1: 11.12.2.1

Ref 1: 15.3

(a) (b) (c)

0.17(1+2/) f'cbod 0.083([sd/bo]+2) f'cbod 0 .3 3 f 'cbod

Condition (a) For  calculation of a circular shape, convert the area of the pile to an equivalent square area Equivalent square dimension = 354 mm each side Ratio of long side to short side of col,  = 1.00 [unitless] f'c = 35.0 N/mm2 bo = d= Vc-condition (a) =

655 mm 6,550.1 kN

Condition (b) Ref 1: 11.12.2.1

Pile location for determining s = s = Vc-condition (b) =

Edge 30 8,452.0 kN

Vc-condition (c) =

4,238.3 kN

Condition (c)

Vc = min of

Use V c = Vc = VUpile = PUpile = Ratio of V Upile/Vc = ∴

(a) b (c) 4,238.3 kN 3,178.7 kN 487.8 kN 0.15

6,550.1 kN 8 452 0 kN 4,238.3 kN

OK in single pile punching sh

Page 7 of 12



Reference


Calculation

Output


Ref 1: 11.12.1.2

Ref 1: R15.5.3

Critical perimeter for overlapping piles is shown as bo overlap 0.5d = 0.5*dpile = 200 mm bo overlap = π(dpile+d)+(2s) bo overlap = 5114 mm

1657

Calculate the nominal shear strength, V C of the pilecap Ref 1: 11.12.2.1

Ref 1: 15.3

Ref 1: 11.12.2.1

Vc (kN) = min of

(a) (b) (c)

0.17(1+2/) f'cbo overlapd 0.083([sd/bo overlap]+2) f'cbo overlapd 0 .3 3 f 'cbo overlapd

Condition (a) For  calculation of a circular shape, convert the area of the pile to an equivalent square area Equivalent square dimension = 354 mm each side Ratio of long side to short side of col,  = 1.00 [unitless] f'c = 35.0 N/mm2 bo overlap = 5,114 mm d= 655 mm Vc-condition (a) = 10,107.4 kN Condition (b) Pile location for determining s = Edge s = 30 Vc-condition (b) = 9,609.8 kN Condition (c) Vc-condition (c) = 6,540.1 kN

Vc = min of

Use V c = Vc = VUpile = 2 PUpile = Ratio of V Upile/Vc = ∴

(a) (b) (c)

10,107.4 kN 9,609.8 kN 6,540.1 kN

, . 4,905.1 kN 975.5 kN 0.20

[since both piles contribute to overlapping shear] OK in pile overlap punching s

Page 8 of 12



Reference


Calculation

Output


Ref 1: 11.12.1.1

Ref 1: 11.3.1.1

Ref 1: 9.3.2.3

The critical section for one-way (wide beam) shear occurs at either the pedestal face or the pile face One-way shear parallel to x-axis at either the pile face or pedestal face (Section 2-2) Vc = 0.17 f'c(L2-2d) L2-2= 2000 mm Vc = 1,317.5 kN  = 0.75 Vc = 988.1 kN VUpile = 2*PUpile = 975.5 kN Ratio of V Upile/Vc = 0.99

OK in one-way shear (x-axis)

One-way shear parallel to z-axis at either the pile face or pedestal face (Section 1-1) Vc = 0.17 f'c(L1-1dz) L1-1= 1100 mm Vc = 702.5 kN  = 0.75 Vc = 526.9 kN VUpile = PUpile = 487.8 kN Ratio of V Upile/Vc = 0.93

OK in one-way shear (z-axis)

∴

Ref 1: 11.3.1.1

Ref 1: 9.3.2.3

∴

TWO WAY (PUNCHING) SHEAR Ref 1: 11.12.1.1 Ref 1: 11.12.1.2

The critical section for two-way (punching) shear occurs at a distance of 0.5d from the pedestal face Critical perimeter for two-way (punching shear) is b o punching bo punching = 4620 mm Calculate the nominal shear strength, V C of the pilecap Vc (kN) = min of

Ref 1: 11.12.2.1

Condition (a) Ratio of long side to short side of col,  = 'c = bo punching = d= Vc-condition (a) =

(a) (b) (c)

1.00 . 4,620 655 9,130.4

0.17(1+2/) f'cbo punchingd 0.083([sd/bo punching]+2) f'cbo punchingd 0 .3 3 f 'cbo punchingd

[unitless] N/mm mm mm kN

Condition (b) Ref 1: 11.12.2.1

Pile location for determining s = s = Vc-condition (b) =

Edge 30 9,291.8 kN

Vc-condition (c) =

5,907.9 kN

Condition (c)

Vc = min of

Use V c = Vc = VUpile = 3 x P Upile = Ratio of V Upile/Vc = ∴

(b) (c) 5,907.9 kN 4,430.9 kN 1,463.3 kN 0.33

, . 9,291.8 kN 5,907.9 kN

OK in two-way (punching) she

Page 9 of 12



Reference


Calculation

Output


Check on minimum % reinforcement to starter bars diameter of starter bar, d b = Number of starter bars = Cross sectional area of bars = Minimum As-starter = 0.005Ag column cross-section area A g=(px*pz) = As-starter / Ag =

Ref 1: 15.8.2.1

20 mm 4 Nr 1,257 mm2

(note: minimum 4)

250,000 mm2 0.005

OK starter bar min. rfct

Check on starter bar embedment into footing R ef 1 : 1 2.3 .2

length of embedment ldc =

Min of 200 mm (0.24f y/ f'c)db larger of 0.043f d y b

f y = 420 db = 20 f'c = 35 (0.24f y/ f'c)db = 341 0.043f ydb = 361 Use ldc as = 361 Check on ldc versus depth of footing, h, and effective depth, d ∴

d= h=

N/mm2 mm N/mm2 mm mm mm

Say

365 mm (rounded up)

655 mm 750 mm

OK embed. depth

Check on development length of starter bars Critical sections for the development length (ld) of the starter bars occur at the column/footing interface

f y t  e 

ld =

Ref 1: 12.2.2

2 .1

For Ψt Ref 1: 12.2.4 (a) Ref 1: 12.2.4 (b)

depth of freshly cast concrete below l d Ψt = Ψe = Ψt Ψe = ∴

λ = f y = f c = ld =

Ref 1: 12.2.4 (d)

∴

f c '

d b

<300mm 1.00 1.00 1.00 1.00 420 35 680

(assuming uncoated reinforcement) (not to exceed 1.7) N/mm2 N/mm2 mm

(rounded up)

Dimensional check on ld ld must be less than Use ld as ∴

1,175 mm 680 mm 4-T20-BM05

OK dev't length

Page 10 of 12



Reference


Calculation

Output


PLAN ON PILECAP f'c=35MPa

dia.=400mm

SECTION THROUGH PILECAP

REINFORCEMENT PLAN

REINFORCEMENT SECTION

Reinforcement schedule Bar Mark (BM) 01 02 03 04 05

Type T T T T T

Dia. (mm) 20 20 10 10 20

Shape code to BS866

21 21 21 21 11

Nr. 15 15 9 15 4

Length (mm) 2225 1325 2050 1150 1650

A 240 240 120 120 515

B 1850 950 1850 950 1175

C 240 240 120 120

Wt (kg) 82.3 49.0 11.4 10.6 16.3 169.6

SUMMARY OF MAIN QUANTITIES

Excavation Disposal 50mm blinding 10MPa Backfill around pedestal 35MPa concrete Pedestal Pilecap Total concrete

3

2.20 m 3 2.20 m 3

0.11 m 3 0.49 m

0.05 m3 1.65 m3 3

1.70 m

Reinforcement to ASTM A615 Gr 60 Tot al r ei nf orcemen t

Formwork Pedestal (x-axis) Pedestal (z-axis) Length Breadth Total formwork

169.6 kg

0.20 0.20 3.00 1.65

m2 m2 m2 m2 2

5.05 m

Page 11 of 12



Reference


Calculation

Output


STAAD ANALYSIS OUTPUT Ref 4

The user is to carry out the analysis in STAAD and use the post-processing results to obtain the values shown in these tables. Note that two limit state Envelopes are used, Serviceability Limit State and Ultimate Limit State. SERVICEABILITY LIMIT STATE (1.0DL+1.0LL)

Max Fx Min Fx Max Fy Min F Max Fz Min Fz Max Mx Min Mx Max My Min My Max Mz Min Mz Maximum values Corresponding values at Fy max

Node 4000 4010 4005 1000 1002 4002 1002 4008 1010 1000 4010 4000

L/C 1 1.0DL+1.0 1 1.0DL+1.0 1 1.0DL+1.0 1 1.0DL+1.0 1 1.0DL+1.0 1 1.0DL+1.0 1 1.0DL+1.0 1 1.0DL+1.0 1 1.0DL+1.0 1 1.0DL+1.0 1 1.0DL+1.0 1 1.0DL+1.0

4005

Ho ri zo nt al Fx kN 72.80 -73.53 4.33 65.95 -54.01 -54.48 -54.01 53.86 -66.54 65.95 -73.53 72.80 72.80 4.33

V er ti ca l Fy kN 346.88 348.00 541.82 326.01 355.60 374.74 355.60 373.98 326.84 326.01 348.00 346.88 541.82 541.82

H or izo nt al Fz kN -63.03 -63.12 -67.67 56.18 74.69 -68.47 74.69 -68.45 56.29 56.18 -63.12 -63.03 74.69 67.67

Mo me nt Mx kNm -11.83 -11.84 -13.58 9.55 10.06 -15.54 10.06 -15.56 9.57 9.55 -11.84 -11.83 10.06 13.58

My kNm 1.16 -1.16 0.54 -1.20 0.69 -0.38 0.69 0.38 1.21 -1.20 -1.16 1.16 1.21 0.54

Mz kNm -11.49 11.69 1.66 -10.56 5.37 5.52 5.37 -5.34 10.74 -10.56 11.69 -11.49 11.69 1.66

Mo me nt Mx kNm -69.10 -69.04 -89.44 -61.44 85.68 -89.44 85.68 -89.44 -89.44 85.68 65.00 65.07 85.68 89.44

My kNm 0.89 -0.89 2.61 -0.88 -2.53 2.61 -2.53 2.61 2.61 -2.53 0.98 -0.98 2.61 2.61

Mz kNm -22.88 23.16 2.69 -2.22 2.49 2.69 2.49 2.69 2.69 2.49 23.37 -23.21 23.37 2.69

ULTIMATE LIMIT STATE (All Load Combs)

Ho ri zo nt al V er ti ca l H or izo nt al Fx kN Fy kN Fz kN Max Fx 142.09 710.62 -245.18 Min Fx -143.06 712.02 -245.08 Max Fy 7.63 906.97 -309.08 Min Fy 16.44 -26.42 -161.28 Max Fz 7.63 878.27 297.82 Min Fz 7.63 906.97 -309.08 Max Mx 7.63 878.27 297.82 Min Mx 7.63 906.97 -309.08 Max My 7.63 906.97 -309.08 Min My 7.63 878.27 297.82 Max Mz -139.04 689.20 232.82 Min Mz 138.54 688.95 232.99 Maximum values 142.09 906.97 297.82 Corresponding values at Fy max 4005 7.63 906.97 309.08 This is achieved with Load Combination: 106 1.2DL+1.0WL(+Z)+1.0LL+0.5LR Node 4000 4010 4005 1003 1005 4005 1005 4005 4005 1005 1010 1000

Ref 2

L/C .0WL(+Z)+ .0WL(+Z)+ .0WL(+Z)+ .9DL+1.0W .0WL(-Z)+1 .0WL(+Z)+ .0WL(-Z)+1 .0WL(+Z)+ .0WL(+Z)+ .0WL(-Z)+1 .0WL(-Z)+1 .0WL(-Z)+1

Listing of Load combinations used: 100: 1.0DL 101: 1. 0DL+1.0LL . 103: 1.2DL+1. 6LL+0.5LR 104: 1.2DL+1. 6LR+1.0LL 105: 1.2DL+1.0WL(+X )+1.0LL+0.5LR 106: 1.2DL+1.0WL(+Z )+1.0LL+0.5LR 107: 1.2DL+1.0WL(-X )+1.0LL+0.5LR 108: 1.2DL+1.0WL(- Z)+1.0LL+0.5LR 109: 1.2DL+1.0EQ( +X)+1.0LL 110: 1.2DL+1.0E Q(+Z)+1.0LL 111: 1.2DL+1.0EQ( -X)+1.0LL 112: 1.2DL+1.0E Q(-Z)+1.0LL 113: 0.9DL+1. 0WL(+X) 114: 0.9DL+1. 0WL(+Z) 115: 0.9DL+1. 0WL(-X) 116: 0.9DL+1. 0WL(-Z) 117: 0.9DL+1.0E Q(+X) 118: 0.9DL+1. 0EQ(+Z) 119: 0.9DL+1.0E Q(-X) 120: 0.9DL+1.0E Q(-Z)

Page 12 of 12

RIV ACI 2-Pile Cap

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