BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11
Gravity Dam Structure UNIT TOTAL
ITEM UNIT QUANITY COST Cost Structure Length = 182
FURNISH HP14x73 WALL PILING LF 11,037 0 $0 No. piles = 318
INSTALL HP14x73 WALL PILING LF 11,037 0 $0 Length = 34.71 ft
PILE TEST, 45 ft EA 8 0 $0 ASSUME SPACING: 40 ft 1 test pile along each ftg face TOTAL
Forming L h Area bulkheads W h Area sf
FOOTING CONCRETE CY 2,273 0 $0 364 4 1456.0 2 84.29 4 337.2 1,793
Pier CONCRETE CY 3,759 0 $0 8 78.29 53.61 33576.4 8 8 53.61 3431.0 37,007
DECK CONCRETE CY 128 BOT 150 15 2250.0 5 15 1 75.0
OR SF 2730 0 $0 SIDE 364 1 364.0 2,689
STEEL REINFORCEMENT LB 467,450 0 $0
Tainter Gates (Furnish) EA 3 0 $0 w (ft) h( ft) sf $ / sf $
50 47 2209 400 883600
Gate Hoist EA 3 0 $0 50 42 1764 400 705600 7/9/2010
445
Install Gates EA 3 0 $0
BRIDE RAILING LF 364 0 $0
LENGTH
SHEET PILE CUT-OFF WALL SF 3,640 0 $0 (FRONT FACE ONLY) 10 FT
Native Soil has low permeability assume cut-off
minimal to prevent scour
$0
Unload PZ27 Sheet Piles
Total Wt = 98,280 lbs
Truck Capacity = 40,000 lbs No. of Trucks = 3
Unload HP 14 x73 Piles
Total Wt = 805,701 lbs Drive Pairs of PZ27 Sheet Piles w = 1.5 ft (single)
No. of Trucks = 21 Wall Length = 364 ft
No. Pairs = 121 EA
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 1 (usual)
Case 1
Event 100 years Provide Round Pier Nose w/Armor R= 4.0 ft
H.W. EL = 922.01 ft No. Gates 3 Number of Piers: 4 Piers between gates & Each Side
T.W. EL. = 902.41 ft Gate Width = 50 ft Pier Width = 8.0 ft EA. / assume
Gate Inv. El. 875.51 ft Total Pier Width = 32.0 ft
500 yr H.W. EL = 922.12 ft Min Gate Ht= 46.61 ft Total Gate Width = 150.0 ft REVISED PER 7/1/10 MEETING WITH CORPS
Actual Ht = 47.00 ft Gated Section Length = 182.0 ft Top of Conc =2 ft beyond Free Board at levee (3 ft) = 5 ft
The skin Plate radius will normally be set
equal to or greater than the height of the gate. For Dam Profiles see EM 1110-2-2200 Gravity Dam Design, 4-3
Rmin = 47.00 ft 39.99' 3.296' 15.0' 8.0'
Actual radius, R = 47.00 ft 500 yr Event H.W. + 5 ft freeboard Bulkhead approx. 3.0' deep (also need BH slot on DS side of trunion)
Trunion Location: 15.67 ft, 1/3 Gate ht El. 927.12
Trial Trunion El = 891.18 7
2 yr T.W. EL = 896.82 Top of Gate El.922.5 1.0'
2 yr Gate ht Ratio = 0.45340426 Slope usually between 0.71 1 H.W. EL. 922.01
0.7H to 0.8 H to 1V 1 or 1.408 ICE = 0 ksf
T.W. El. 902.41 h1 = 28.3'
L4 = 26.20 8
EL. 898.82 11 Ice Loading is for Ice Floe on single Pier Only
REVISED PER 2/1/11 MEETING WITH CORPS
1
h = 53.61'
5 3
2
22.31' 28.90' 10
4 Hw = 52.50'
El. 875.5
12.00' 41.37' HHW = 85.995 k/ft
TW = 32.90'
HTW = 33.771 k/ft 12 2.0' 17.50'
6 El. 873.5
10.97
4.0'
gh = 2.053 ksf 8.23' 38.06' El. 869.5 gh = 3.276 ksf
"B"
34.29' 24.0'
3.0' 46.29' 32.00' 3.00'
See Piling Plan for Vert Loads and Horiz Resistance B = 84.29'
Case 1 or 2: 1
Normal Water Level, El.888.74 ft REVISED PER 7/1/10 MEETING WITH CORPS
Dh normal = 19.2 ft UPLIFT Case 1, Full Hydrostatic Head (Dashed Line)
See Geotechnical seepage Model UB = 2.053 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 3.276 ksf
1.0' 82.29 1.0' enter "0" if no cut-off
Non-Overflow Dam
L W H g shape V arm Mv
Vertical Loads Section ft ft ft kcf K ft ft-k Gate Information wt = 100 psf
Pier Concrete 1 32 8.00 53.61 0.15 rec 2058.6 77.29 159,108 w h Gate Wt
Pier Concrete 2 32 24.00 53.61 0.15 rec 6175.9 61.29 378,510 mono Gate ft ft lbs # of Gates
Back of Pier 3 32 38.06 53.61 0.15 tri 4897.4 36.60 179,247 mono 1 50 2.0 3 Low Flow
Back of Pier 4 32 17.97 25.31 0.15 tri 1091.6 17.22 18,792 2 50 47.0 235000 3
Pier Concrete 5 32 8.23 25.31 0.15 rec 999.3 7.11 7,108
Ftg concrete 6 182 84.29 4.00 0.15 rec 9204.3 42.14 387,909
Bridge Slab 7 182 15.00 0.83 0.15 rec 341.1 65.79 22,441
Bridge Beams 7 364 2.17 1.50 0.15 rec 177.5 65.79 11,676 Bms 2@ 18" x 26"
Tainter Gates 8 3.00 50.00 47.00 0.100 rec 705.0 59.18 41,725 approx arm, 3 gates @ 100 psf
D.L. Concrete SVc = 25650.6 SMV = 1,206,516.0 CONSTANT FOR ALL LOAD CASES
Water I.S. Low Flow 12 150 78.29 2.00 0.0624 rec 1465.6 42.14 61,765
Page 2 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 1 (usual)
T.W on ftg 10 182 3.00 28.90 0.0624 rec 984.6 1.50 1,477
TW behind Tainter Gates 1, 2, 3 150 56.18 26.90 0.0624 rec 14146.2 31.09 439,830 above low flow, behind gate…assume rectangular
T.W above Pier 5 32 26.20 3.59 0.0624 rec 187.8 16.10 3,023 above L4
T.W. on Pier Slope 4 32 2.55 3.59 0.0624 tri 9.1 30.05 274 on back slope of pier
H.W. in front of Gates 11 150 22.10 46.50 0.0624 rec 9620.9 70.24 675,735 above low flow
H.W. on Proj. ftg 11 182 3.00 48.50 0.0624 rec 1652.4 82.79 136,801
D.L. Water SVw = 28066.6 SMV = 1,318,906
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 182 84.29 2.053 rec -31493.5 42.14 -1,327,269
UA 182 84.29 1.223 tri -9381.0 56.19 -527,142
SU = -40874.5 SMU = -1,854,412
Horizontal Loads L H Pressure ICE arm Mu
ft ft ksf K ft ft-k Ice Loading is for Ice Floe on single Pier Only
ICE 8.0 ft 1.00 0.00 rec 0.0 52 0 REVISED PER 2/1/11 MEETING WITH CORPS
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 182 33.771 tri 6146.36 10.97 67405.05
HHW 182 85.995 tri -15651.09 17.50 -273894.08
SW = -9504.73 SMW = -206489.0
Overturning Moments SMOT = MU +MW +MICE = -2060900.64 kip-ft
Resisting Moments SMR = MV = 2,525,422.1 kip-ft
Sum of Moments SMnet = MR + MOT = 464,521 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 12,843 kips
Sum of Horizontal Forces H = Ice + water = -9,505 kips
Location of Resultant Xr = SM / P = 36.17 ft from Toe
e = B/2 - Xr = 5.97 ft
B/6 = 14.04809
Page 3 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 1.1 (unsual)
Case 1.1
Event 100 years Provide Round Pier Nose w/Armor R= 4.0 ft
H.W. EL = 922.01 ft No. Gates 3 Number of Piers: 4 Piers between gates & Each Side
T.W. EL. = 902.41 ft Gate Width = 50 ft Pier Width = 8.0 ft EA. / assume
Gate Inv. El. 875.51 ft Total Pier Width = 32.0 ft
500 yr H.W. EL = 922.12 ft Min Gate Ht= 46.61 ft Total Gate Width = 150.0 ft REVISED PER 7/1/10 MEETING WITH CORPS
Actual Ht = 47 ft Gated Section Length = 182.0 ft Top of Conc =2 ft beyond Free Board at levee (3 ft) = 5 ft
The skin Plate radius will normally be set
equal to or greater than the height of the gate. For Dam Profiles see EM 1110-2-2200 Gravity Dam Design, 4-3
Rmin = 47.00 ft 39.99' 3.296' 15.0' 8.0'
Actual radius, R = 47.00 ft 500 yr Event H.W. + 5 ft freeboard Bulkhead approx. 3.0' deep (also need BH slot on DS side of trunion)
Trunion Location: 15.67 ft, 1/3 Gate ht El. 927.12
Trial Trunion El = 891.18 7
2 yr T.W. EL = 896.82 Top of Gate El.922.5 1.0'
2 yr Gate ht Ratio = 0.45340426 Slope usually between 0.71 1 H.W. EL. 922.01
0.7H to 0.8 H to 1V 1 or 1.408 ICE = 8.064 ksf
T.W. El. 902.41 h1 = 28.3'
L4 = 26.20 8
EL. 898.82 11
1
h = 53.61'
5 3
2
22.31' 28.90' 10
4 Hw = 52.50'
El. 875.5
12.00' 41.37' HHW = 85.995 k/ft
TW = 32.90'
HTW = 33.771 k/ft 12 2.0' 17.50'
6 El. 873.5
10.97
4.0'
gh = 2.053 ksf 8.23' 38.06' El. 869.5 gh = 3.276 ksf
"B"
34.29' 24.0'
3.0' 46.29' 32.00' 3.00'
See Piling Plan for Vert Loads and Horiz Resistance B = 84.29'
Case 1 or 2: 1
Normal Water Level, El.888.74 ft REVISED PER 7/1/10 MEETING WITH CORPS
Dh normal = 19.2 ft UPLIFT Case 1, Full Hydrostatic Head (Dashed Line)
See Geotechnical seepage Model UB = 2.053 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 3.276 ksf
1.0' 82.29 1.0' enter "0" if no cut-off
Non-Overflow Dam
L W H g shape V arm Mv
Vertical Loads Section ft ft ft kcf K ft ft-k Gate Information wt = 100 psf
Pier Concrete 1 32 8.00 53.61 0.15 rec 2058.6 77.29 159,108 w h Gate Wt
Pier Concrete 2 32 24.00 53.61 0.15 rec 6175.9 61.29 378,510 mono Gate ft ft lbs # of Gates
Back of Pier 3 32 38.06 53.61 0.15 tri 4897.4 36.60 179,247 mono 1 50 2.0 3 Low Flow
Back of Pier 4 32 17.97 25.31 0.15 tri 1091.6 17.22 18,792 2 50 47.0 235000 3
Pier Concrete 5 32 8.23 25.31 0.15 rec 999.3 7.11 7,108
Ftg concrete 6 182 84.29 4.00 0.15 rec 9204.3 42.14 387,909
Bridge Slab 7 182 15.00 0.83 0.15 rec 341.1 65.79 22,441
Bridge Beams 7 364 2.17 1.50 0.15 rec 177.5 65.79 11,676 Bms 2@ 18" x 26"
Tainter Gates 8 3.00 50.00 47.00 0.100 rec 705.0 59.18 41,725 approx arm, 3 gates @ 100 psf
D.L. Concrete SVc = 25650.6 SMV = 1,206,516.0 CONSTANT FOR ALL LOAD CASES
Water I.S. Low Flow 12 150 78.29 2.00 0.0624 rec 1465.6 42.14 61,765
Page 4 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 1.1 (unsual)
T.W on ftg 10 182 3.00 28.90 0.0624 rec 984.6 1.50 1,477
TW behind Tainter Gates 1, 2, 3 150 56.18 26.90 0.0624 rec 14146.2 31.09 439,830 above low flow, behind gate…assume rectangular
T.W above Pier 5 32 26.20 3.59 0.0624 rec 187.8 16.10 3,023 above L4
T.W. on Pier Slope 4 32 2.55 3.59 0.0624 tri 9.1 30.05 274 on back slope of pier
H.W. in front of Gates 11 150 22.10 46.50 0.0624 rec 9620.9 70.24 675,735 above low flow
H.W. on Proj. ftg 11 182 3.00 48.50 0.0624 rec 1652.4 82.79 136,801
D.L. Water SVw = 28066.6 SMV = 1,318,906
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 182 84.29 2.053 rec -31493.5 42.14 -1,327,269
UA 182 84.29 1.223 tri -9381.0 56.19 -527,142
SU = -40874.5 SMU = -1,854,412
Horizontal Loads L H Pressure ICE arm Mu
ft ft ksf Ca K ft ft-k Ice Loading is for Ice Floe on single Pier Only
ICE 8.0 ft 1.00 8.06 1.2748 rec -82.2 52 -4,276 REVISED PER 2/1/11 MEETING WITH CORPS
Ca = (5 t/w +1)0.5
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 182 33.771 tri 6146.36 10.97 67405.05
HHW 182 85.995 tri -15651.09 17.50 -273894.08
SW = -9504.73 SMW = -206489.0
Overturning Moments SMOT = MU +MW +MICE = -2065176.97 kip-ft
Resisting Moments SMR = MV = 2,525,422.1 kip-ft
Sum of Moments SMnet = MR + MOT = 460,245 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 12,843 kips
Sum of Horizontal Forces H = Ice + water = -9,587 kips
Location of Resultant Xr = SM / P = 35.84 ft from Toe
e = B/2 - Xr = 6.31 ft
B/6 = 14.04809
Page 5 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 2 Water at 500 Yr HW
Case 2 Per MW1: Use 500 only 1/21/11
Event 500 years + 0.00 ft (ht of Levees) Provide Round Pier Nose w/Armor R= 4.0 ft
H.W. EL = 922.12 ft No. Gates 3 Number of Piers: 4 Piers between gates & Each Side
T.W. EL. = 914.41 ft Gate Width = 50 ft Pier Width = 8.0 ft EA. / assume
Gate Inv. El. 875.51 ft Total Pier Width = 32.0 ft
500 yr H.W. EL = 922.12 ft Min Gate Ht= 46.61 ft Total Gate Width = 150.0 ft
Actual Ht = 47.00 ft Gated Section Bulkhead approx.
Length = 182.0 ft 3.0' deep (also need BH slot on DS side of trunion)
The skin Plate radius will normally be set
equal to or greater than the height of the gate. For Dam Profiles see EM 1110-2-2200 Gravity Dam Design, 4-3
Rmin = 47.00 ft 39.99' 3.296' 15.0' 8.0'
Actual radius, R = 47.00 ft 500 yr Event H.W. + 5 ft freeboard
Trunion Location: 15.67 ft, 1/3 Gate ht El. 927.12 1.0'
Trial Trunion El = 891.18 7 H.W. EL. 922.12
2 yr T.W. EL = 896.82 Top of Gate El.922.5 ICE = 0 ksf
2 yr Gate ht Ratio = 0.45340426 Slope usually between 0.71 1
0.7H to 0.8 H to 1V 1 or 1.408
T.W. El. 914.41 h1 = 28.3'
L4 = 26.20 8
EL. 898.82 11
1
h = 53.61'
5 3
2
22.31' 40.90' 10
4 Hw = 52.61'
El. 875.5
12.00' 41.37' HHW = 86.356 k/ft
TW = 44.90'
HTW = 62.900 k/ft 12 2.0' 17.54'
6 El. 873.5
14.97
4.0'
gh = 2.802 ksf 8.23' 38.06' El. 869.5 gh = 3.283 ksf
"B"
34.29' 24.0'
3.0' 46.29' 32.00' 3.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 84.29'
Case 1 or 2: 1
Normal Water Level, El.888.74 ft REVISED PER 7/1/10 MEETING WITH CORPS
Dh normal = 19.2 ft UPLIFT Case 1, Full Hydrostatic Head (Dashed Line)
See Geotechnical seepage Model UB = 2.802 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 3.283 ksf
1.0' 82.29 1.0' enter "0" if no cut-off
Non-Overflow Dam
L W H g shape V arm Mv
Vertical Loads Section ft ft ft kcf K ft ft-k Gate Information wt = 100 psf
Pier Concrete 1 32 8.00 53.61 0.15 rec 2058.6 77.29 159,108.1 w h Gate Wt
Pier Concrete 2 32 24.00 53.61 0.15 rec 6175.9 61.29 378,510.2 mono Gate ft ft lbs # of Gates
Back of Pier 3 32 38.06 53.61 0.15 tri 4897.4 36.60 179,247.2 mono 1 50 2.0 3 Low Flow
Back of Pier 4 32 17.97 25.31 0.15 tri 1091.6 17.22 18,792.0 2 50 47.0 235000 3
Pier Concrete 5 32 8.23 25.31 0.15 rec 999.3 7.11 7,107.7
Ftg concrete 6 182 84.29 4.00 0.15 rec 9204.3 42.14 387,908.9
Bridge Slab 7 182 15.00 0.83 0.15 rec 341.1 65.79 22,441.4
Bridge Beams 7 364 2.17 1.50 0.15 rec 177.5 65.79 11,676.0 Bms 2@ 18" x 26"
Tainter Gates 8 3.00 50.00 47.00 0.100 rec 705.0 59.18 41,724.5 approx arm, 3 gates @ 100 psf
D.L. Concrete SVc = 25650.6 SMV = 1,206,516.0 CONSTANT FOR ALL LOAD CASES
Water I.S. Low Flow 12 150 78.29 2.00 0.0624 rec 1465.6 42.14 61,765.0
Page 6 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 2 Water at 500 Yr HW
T.W on ftg 10 182 3.00 40.90 0.0624 rec 1393.5 1.50 2,090.2
TW behind Tainter Gates 1, 2, 3 150 56.18 38.90 0.0624 rec 20456.7 31.09 636,037.2 above low flow, behind gate…assume rectangular
T.W above Pier 5 32 26.20 15.59 0.0624 rec 815.5 16.10 13,127.3 above L4
T.W. on Pier Slope 4 32 11.07 15.59 0.0624 tri 172.3 32.89 5,665.7 on back slope of pier
H.W. in front of Gates 11 150 22.10 46.61 0.0624 rec 9643.7 70.24 677,333.9 above low flow
H.W. on Proj. ftg 11 182 3.00 48.61 0.0624 rec 1656.2 82.79 137,111.3
D.L. Water SVw = 35603.3 SMV = 1,533,130.6
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 182 84.29 2.802 rec -42980.4 42.14 -1,811,380
UA 182 84.29 0.481 tri -3690.2 56.19 -207,361
SU = -46670.6 SMU = -2,018,740
Horizontal Loads L H Pressure ICE arm Mu Ice Loading is for Ice Floe on single Pier Only
ft ft ksf K ft ft-k REVISED PER 2/1/11 MEETING WITH CORPS
ICE 8.0 ft 1.00 0.00 rec 0.0 52.11 0.0
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 182 62.900 tri 11447.71 14.97 171334.08
HHW 182 86.356 tri -15716.74 17.54 -275619.30
SW = -4269.03 SMW = -104285.2
Overturning Moments SMOT = MU +MW +MICE = -2123025.41 kip-ft
Resisting Moments SMR = MV = 2,739,646.6 kip-ft
Sum of Moments SMnet = MR + MOT = 616,621 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 14,583 kips
Sum of Horizontal Forces H = Ice + water = -4,269 kips
Location of Resultant Xr = SM / P = 42.28 ft from Toe
e = B/2 - Xr = (0.14) ft
B/6 = 14.04809
Page 7 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 2.1 Water at 500 Yr HW
Case 2.1 Per COE: HW = 500yr + 5' w/ No ice
Event 500 years + 5.00 ft (ht of Levees) Provide Round Pier Nose w/Armor R= 4.0 ft
H.W. EL = 927.12 ft No. Gates 3 Number of Piers: 4 Piers between gates & Each Side
T.W. EL. = 914.41 ft Gate Width = 50 ft Pier Width = 8.0 ft EA. / assume
Gate Inv. El. 875.51 ft Total Pier Width = 32.0 ft
500 yr H.W. EL = 922.12 ft Min Gate Ht= 46.61 ft Total Gate Width = 150.0 ft
Actual Ht = 47.00 ft Gated Section Bulkhead approx.
Length = 182.0 ft 3.0' deep (also need BH slot on DS side of trunion)
The skin Plate radius will normally be set
equal to or greater than the height of the gate. For Dam Profiles see EM 1110-2-2200 Gravity Dam Design, 4-3
Rmin = 47.00 ft 39.99' 3.296' 15.0' 8.0'
Actual radius, R = 47.00 ft 500 yr Event H.W. + 5 ft freeboard
Trunion Location: 15.67 ft, 1/3 Gate ht El. 927.12 1.0'
Trial Trunion El = 891.18 7 H.W. EL. 927.12
2 yr T.W. EL = 896.82 Top of Gate El.922.5 ICE = 0 ksf
2 yr Gate ht Ratio = 0.45340426 Slope usually between 0.71 1
0.7H to 0.8 H to 1V 1 or 1.408
T.W. El. 914.41 h1 = 28.3'
L4 = 26.20 8
EL. 898.82 11
1
h = 53.61'
5 3
2
22.31' 40.90' 10
4 Hw = 57.61'
El. 875.5
12.00' 41.37' HHW = 103.550 k/ft
TW = 44.90'
HTW = 62.900 k/ft 12 2.0' 19.20'
6 El. 873.5
14.97
4.0'
gh = 2.802 ksf 8.23' 38.06' El. 869.5 gh = 3.595 ksf
"B"
34.29' 24.0'
3.0' 46.29' 32.00' 3.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 84.29'
Case 1 or 2: 1
Normal Water Level, El.888.74 ft REVISED PER 7/1/10 MEETING WITH CORPS
Dh normal = 19.2 ft UPLIFT Case 1, Full Hydrostatic Head (Dashed Line)
See Geotechnical seepage Model UB = 2.802 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 3.595 ksf
1.0' 82.29 1.0' enter "0" if no cut-off
Non-Overflow Dam
L W H g shape V arm Mv
Vertical Loads Section ft ft ft kcf K ft ft-k Gate Information wt = 100 psf
Pier Concrete 1 32 8.00 53.61 0.15 rec 2058.6 77.29 159,108.1 w h Gate Wt
Pier Concrete 2 32 24.00 53.61 0.15 rec 6175.9 61.29 378,510.2 mono Gate ft ft lbs # of Gates
Back of Pier 3 32 38.06 53.61 0.15 tri 4897.4 36.60 179,247.2 mono 1 50 2.0 3 Low Flow
Back of Pier 4 32 17.97 25.31 0.15 tri 1091.6 17.22 18,792.0 2 50 47.0 235000 3
Pier Concrete 5 32 8.23 25.31 0.15 rec 999.3 7.11 7,107.7
Ftg concrete 6 182 84.29 4.00 0.15 rec 9204.3 42.14 387,908.9
Bridge Slab 7 182 15.00 0.83 0.15 rec 341.1 65.79 22,441.4
Bridge Beams 7 364 2.17 1.50 0.15 rec 177.5 65.79 11,676.0 Bms 2@ 18" x 26"
Tainter Gates 8 3.00 50.00 47.00 0.100 rec 705.0 59.18 41,724.5 approx arm, 3 gates @ 100 psf
D.L. Concrete SVc = 25650.6 SMV = 1,206,516.0 CONSTANT FOR ALL LOAD CASES
Water I.S. Low Flow 12 150 78.29 2.00 0.0624 rec 1465.6 42.14 61,765.0
Page 8 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 2.1 Water at 500 Yr HW
T.W on ftg 10 182 3.00 40.90 0.0624 rec 1393.5 1.50 2,090.2
TW behind Tainter Gates 1, 2, 3 150 56.18 38.90 0.0624 rec 20456.7 31.09 636,037.2 above low flow, behind gate…assume rectangular
T.W above Pier 5 32 26.20 15.59 0.0624 rec 815.5 16.10 13,127.3 above L4
T.W. on Pier Slope 4 32 11.07 15.59 0.0624 tri 172.3 32.89 5,665.7 on back slope of pier
H.W. in front of Gates 11 150 22.10 51.61 0.0624 rec 10678.2 70.24 749,993.6 above low flow
H.W. on Proj. ftg 11 182 3.00 53.61 0.0624 rec 1826.5 82.79 151,214.5
D.L. Water SVw = 36808.2 SMV = 1,619,893.5
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 182 84.29 2.802 rec -42980.4 42.14 -1,811,380
UA 182 84.29 0.793 tri -6083.3 56.19 -341,836
SU = -49063.8 SMU = -2,153,215
Horizontal Loads L H Pressure ICE arm Mu
ft ft ksf Ca K ft ft-k Ice Loading is for Ice Floe on single Pier Only
ICE 8.0 ft 1.00 0.00 1.0000 rec 0.0 57.11 0.0 REVISED PER 2/1/11 MEETING WITH CORPS
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 182 62.900 tri 11447.71 14.97 171334.08
HHW 182 103.550 tri -18846.11 19.20 -361908.14
SW = -7398.40 SMW = -190574.1
Overturning Moments SMOT = MU +MW +MICE = -2343789.35 kip-ft
Resisting Moments SMR = MV = 2,826,409.5 kip-ft
Sum of Moments SMnet = MR + MOT = 482,620 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 13,395 kips
Sum of Horizontal Forces H = Ice + water = -7,398 kips
Location of Resultant Xr = SM / P = 36.03 ft from Toe
e = B/2 - Xr = 6.11 ft
B/6 = 14.04809
Page 9 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 3 Construction, No Water
Case 3
Event 0 years Provide Round Pier Nose w/Armor R= 4.0 ft
H.W. EL = 0.00 ft No. Gates 3 Number of Piers: 4 Piers between gates & Each Side
T.W. EL. = 0.00 ft Gate Width = 50 ft Pier Width = 8.0 ft EA. / assume
Gate Inv. El. 875.51 ft Total Pier Width = 32.0 ft
500 yr H.W. EL = 922.12 ft Min Gate Ht= 46.61 ft Total Gate Width = 150.0 ft
Actual Ht = 47.00 ft Gated Section Length = Bulkhead approx.
182.0 ft 3.0' deep (also need BH slot on DS side of trunion)
The skin Plate radius will normally be set
equal to or greater than the height of the gate. For Dam Profiles see EM 1110-2-2200 Gravity Dam Design, 4-3
Rmin = 47.00 ft 39.99' 3.296' 15.0' 8.0'
Actual radius, R = 47.00 ft 500 yr Event H.W. + 5 ft freeboard
Trunion Location: 15.67 ft, 1/3 Gate ht El. 927.12
Trial Trunion El = 891.18 7
2 yr T.W. EL = 896.82 Top of Gate El.922.5
2 yr Gate ht Ratio = 0.45340426 Slope usually between 0.71 1
0.7H to 0.8 H to 1V 1 or 1.408
h1 = 28.3'
L4 = 26.20 8
EL. 898.82 11
1
h = 53.61'
5 3
2
22.31' 10
4
El. 875.5
12.00' 41.37'
12 2.0'
6 El. 873.5
4.0'
8.23' 38.06' El. 869.5
"B"
34.29' 24.0' 33.0 psf Wind
3.0' 46.29' 32.00' 3.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 84.29'
Non-Overflow Dam
L W H g shape V arm Mv
Vertical Loads Section ft ft ft kcf K ft ft-k Gate Information wt = 100 psf
Pier Concrete 1 32 8.00 53.61 0.15 rec 2058.6 77.29 159,108.1 w h Gate Wt
Pier Concrete 2 32 24.00 53.61 0.15 rec 6175.9 61.29 378,510.2 mono Gate ft ft lbs # of Gates
Back of Pier 3 32 38.06 53.61 0.15 tri 4897.4 36.60 179,247.2 mono 1 50 2.0 3 Low Flow
Back of Pier 4 32 17.97 25.31 0.15 tri 1091.6 17.22 18,792.0 2 50 47.0 235000 3
Pier Concrete 5 32 8.23 25.31 0.15 rec 999.3 7.11 7,107.7
Ftg concrete 6 182 84.29 4.00 0.15 rec 9204.3 42.14 387,908.9
Bridge Slab 7 182 15.00 0.83 0.15 rec 341.1 65.79 22,441.4
Bridge Beams 7 364 2.17 1.50 0.15 rec 177.5 65.79 11,676.0 Bms 2@ 18" x 26"
Tainter Gates 8 3.00 50.00 47.00 0.100 rec 705.0 59.18 41,724.5 approx arm, 3 gates @ 100 psf
D.L. Concrete SVc = 25650.6 SMV = 1,206,516.0 CONSTANT FOR ALL LOAD CASES
Horizontal Loads L H Pressure arm Mu
ft ft ksf K ft ft-k
Wind 182 57.61 -0.033 rec -346.0 28.805 -9,966.7 assume gates down
150 2.0' 0.033 rec 9.9 5.0 49.5 deduct low flow
Page 10 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 3 Construction, No Water
SW = -336.11 SMWind = -9917.2
Overturning Moments SMOT = MWind = -9917.19 kip-ft/ft
Resisting Moments SMR = MV = 1,206,516.0 kip-ft/ft
Sum of Moments SMnet = MR + MOT = 1,196,599 kip-ft/ft
Sum of Vertical Forces P = Conc = 25,651 kips/ft
Sum of Horizontal Forces H = Wind = -336 kips/ft
Location of Resultant Xr = SM / P = 46.65 ft from Toe
e = B/2 - Xr = (4.51) ft
B/6 = 14.04809
Page 11 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 4 Normal Water Levels
Case 4
Event years Provide Round Pier Nose w/Armor R= 4.0 ft
H.W. EL = 888.74 ft No. Gates 3 Number of Piers: 4 Piers between gates & Each Side
T.W. EL. = 888.74 ft Gate Width = 50 ft Pier Width = 8.0 ft EA. / assume
Gate Inv. El. 875.51 ft Total Pier Width = 32.0 ft
500 yr H.W. EL = 922.12 ft Min Gate Ht= 46.61 ft Total Gate Width = 150.0 ft
Actual Ht = 47.00 ft Gated Section Bulkhead approx.
Length = 182.0 ft 3.0' deep (also need BH slot on DS side of trunion)
The skin Plate radius will normally be set
equal to or greater than the height of the gate. For Dam Profiles see EM 1110-2-2200 Gravity Dam Design, 4-3
Rmin = 47.00 ft 39.99' 3.296' 15.0' 8.0'
Actual radius, R = 47.00 ft 500 yr Event H.W. + 5 ft freeboard
Trunion Location: 15.67 ft, 1/3 Gate ht El. 927.12
Trial Trunion El = 891.18 7
2 yr T.W. EL = 896.82 Top of Gate El.922.5
2 yr Gate ht Ratio = 0.45340426 Slope usually between 0.71 1
0.7H to 0.8 H to 1V 1 or 1.408
h1 = 28.3'
L4 = 26.20 8
EL. 898.82 11
1
h = 53.61'
5 3 1.0'
T.W. El. 2
888.74 22.31' 15.23' 10 H.W. EL. 888.74
4 ICE = 0 ksf
El. 875.5
12.00' 41.37'
TW = 19.23' Hw = 19.23'
HTW = 11.538 k/ft 12 2.0' HHW = 11.538 k/ft
6 El. 873.5
6.41 6.41'
4.0'
gh = 1.200 ksf 8.23' 38.06' El. 869.5 gh = 1.200 ksf
"B"
34.29' 24.0'
3.0' 46.29' 32.00' 3.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 84.29'
Use Min. Uplift? yes assumed "steady state"
Normal Water Level, El. 888.74 ft
Dh normal = 19.2 ft UPLIFT
See Geotechnical seepage Model
UB = 1.200 ksf Normal Uplift, UN = 1.200 ksf UA = 1.200 ksf
1.0' 82.29 1.0' enter "0" if no cut-off
Non-Overflow Dam
L W H g shape V arm Mv
Vertical Loads Section ft ft ft kcf K ft ft-k Gate Information wt = 100 psf
Pier Concrete 1 32 8.00 53.61 0.15 rec 2058.6 77.29 159,108.1 w h Gate Wt
Pier Concrete 2 32 24.00 53.61 0.15 rec 6175.9 61.29 378,510.2 mono Gate ft ft lbs # of Gates
Back of Pier 3 32 38.06 53.61 0.15 tri 4897.4 36.60 179,247.2 mono 1 50 2.0 3 Low Flow
Back of Pier 4 32 17.97 25.31 0.15 tri 1091.6 17.22 18,792.0 2 50 47.0 235000 3
Pier Concrete 5 32 8.23 25.31 0.15 rec 999.3 7.11 7,107.7
Ftg concrete 6 182 84.29 4.00 0.15 rec 9204.3 42.14 387,908.9
Bridge Slab 7 182 15.00 0.83 0.15 rec 341.1 65.79 22,441.4
Bridge Beams 7 364 2.17 1.50 0.15 rec 177.5 65.79 11,676.0 Bms 2@ 18" x 26"
Tainter Gates 8 3.00 50.00 47.00 0.100 rec 705.0 59.18 41,724.5 approx arm, 3 gates @ 100 psf
D.L. Concrete SVc = 25650.6 SMV = 1,206,516.0 CONSTANT FOR ALL LOAD CASES
Water I.S. Low Flow 12 150 78.29 2.00 0.0624 rec 1465.6 42.14 61,765.0
Page 12 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTEDPROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND East 35k s35k
2/4/11 Load Cases: 4 Normal Water Levels
T.W on ftg 10 182 3.00 15.23 0.0624 rec 518.9 1.50 778.3
TW behind Tainter Gates 1, 2, 3 150 56.18 13.23 0.0624 rec 6957.4 31.09 216,318.1 above low flow, behind gate…assume rectangular
T.W above Pier 5 32 26.20 0.00 0.0624 rec 0.0 16.10 0.0 above L4
T.W. on Pier Slope 4 32 0.00 0.00 0.0624 tri 0.0 29.20 0.0 on back slope of pier
H.W. in front of Gates 11 150 22.10 13.23 0.0624 rec 2737.3 70.24 192,257.6 above low flow
H.W. on Proj. ftg 11 182 3.00 15.23 0.0624 rec 518.9 82.79 42,958.3
D.L. Water SVw = 12198.0 SMV = 514,077.4
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 182 1.00 1.200 rec -218.4 0.50 -109.2
UN 182 82.29 1.200 rec -17971.1 42.14 -757,379.0
UA 182 1.0' 1.200 rec -218.4 83.79 -18,298.7
SU = -18407.9 SMU = -775,787
Horizontal Loads L H Pressure ICE arm Mu
ft ft ksf Ca K ft ft-k Ice Loading is for Ice Floe on single Pier Only
ICE 8.0 ft 1.00 0.00 1.0000 rec 0.0 18.73 0.0 REVISED PER 2/1/11 MEETING WITH CORPS
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 182 11.538 tri 2099.83 6.41 13459.92
HHW 182 11.538 tri -2099.83 6.41 -13459.92
SW = 0.00 SMW = 0.0
Overturning Moments SMOT = MU +MW +MICE = -775786.85 kip-ft
Resisting Moments SMR = MV = 1,720,593.3 kip-ft
Sum of Moments SMnet = MR + MOT = 944,806 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 19,441 kips
Sum of Horizontal Forces H = Ice + water = 0 kips
Location of Resultant Xr = SM / P = 48.60 ft from Toe
e = B/2 - Xr = (6.45) ft
B/6 = 14.04809
Page 13 of 24
BARR ENGINEERING DATE 6/24/2008
PROJECT NAME Flood Control ND Diversion Inlet - Corps Of En
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Stability
6/24/08
MATERIAL AND DESIGN PARAMETERS
SOIL:
1) FILL:
g= 0.120 kcf Unit Wt. of fill
E.F.P., K * g = 0.033 kcf
2) Foundation:
Foundation Soil Type: sand (Enter: Sand, Clay, Rock) control: 1
g= Unit Wt. of foundation soils
0.120 kcf
ff = 35.00 deg Internal friction angle of foundation soil
qn = 17.70 ksf Ultimate Soil Capacity, The qn values are provided to designers in the foundation
recommendation report. The report is based on standard penetration test (SPT) data.
Su = 0.00 ksf For Clay ONLY: undrained shear strength (ksf)
fb= 0.45 Soil Resistance Factor for Bearing, Table 10.5.5.2.2-1
qr = fb qn = #NAME?
Allowable Bearing = 5.90 ksf From Geotech FOR SERVICE LOAD DESIGN
CONCRETE:
Fc'= 4.0 ksi Strength at 28 Days (3Y43) ag = 1.5 in
Fc'= 4.0 ksi Strength at 28 Days (1A43) ag = 1.5 in
Unit Wt. = 0.150 kcf
REINFORCEMENT:
Fy = 60 ksi Yield Strength
Es = 29000 ksi Modulus of Elasticity
Design/Analysis (See "Load Combos" TAB)
For design of piling or footing bearing pressures, as a minimum consider the following load cases:
Load Cases (LRFD) (Load Modifer is for superstructure only, ALWAYS USE 1.0)
S ni gi Qi 0.95
For loads for which a minimum value of Yi is appropriate: ηi = 1 / ( ηD ηR ηI ) < 1.00
Strength Ia ηi*(0.90DC+1.00EV+1.50EH+1.75LS)
Used to check sliding and overturning, Use minimum load factors for vertical loads and
maximum load factors for horizontal loads.
Strength Ib ηi*(1.25DC+1.35EV+1.50EH+1.75LS)
Used to check bearing. Use maximum load factors for both vertical and horizontal loads.
( Includes LS acting both vertically and horizontally)
Extreme IIa ηi*(0.90DC+1.00EV+1.00CT)
Used to check sliding and overturning, Use minimum load factors for vertical loads and
maximum load factors for horizontal loads.
Extreme IIb ηi*(1.25DC+1.35EV+1.00CT)
Used to check bearing. Use maximum load factors for both vertical and horizontal loads.
SERVICE LOAD CASES (same loading ), as LRFD, only LF = 1.0)
Service Ia ηi*(1.00DC+1.00EV+1.00EH+1.00LS)
Service Ib ηi*(1.00DC+1.00EV+1.00EH+1.00LS)
( Includes LS acting both vertically and horizontally)
l ND Diversion Inlet - Corps Of Engineers
esigners in the foundation
rd penetration test (SPT) data.
maximum aggregate size
maximum aggregate size (in)
Service
Fatigue
Extreme
Final Construction
1 1
1 1
1 1
1 1
1 1
(Mn/DOT LRFD Bridge Design Manual Jan 2004)
Design abutments for active pressure using an equivalent fluid
weight of 0.033 kcf. A higher pressure may be required based
on soil conditions.
Neglect passive earth pressure in front of Walls
Use LRFD Table 3.11.6.4-1 for determination of live load surcharge
equivalent soil heights.
For resistance to lateral loads, assume piles can resist 18 kips
per pile (factored horizontal load) in addition to load taken by
battering, unless shown otherwise by analysis.
Design footing thickness such that no shear reinforcement is
required. Performance of the Service I crack control check per
LRFD 5.7.3.4 is not required for abutment footings.
Design Wall for horizontal earth pressure
and live load surcharge loads. For stem and backwall crack
control check, use z =170 kips/in.
MnDOT needs to change criteria
for AASHTO 2006 Criteria
SHEET NO.
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Pile Capacity
2/4/11 ND East 35k
PILE FOUNDATION DESIGN
FLOW
L = 182.00 ft
Ftg. Length = 182.00 ft PILE PATTERN GEOMETRY
Distance to Longitudinal Edge Dist Trial
spacing Heel Transverse Spacing Toe, dtoe Spacing Batter Piles per Row (N) (ft) N
Row 1 to Toe 3.00 ft 3.0 ft 7.92 ft 0 "/12" 23 3.88 1 23
3.29 Row "n" Row 1 to Row 2 9.00 ft 12.0 ft 7.92 ft 0 "/12" 23 3.88 2 23
Row 2 to Row 3 9.00 ft 21.0 ft 7.92 ft 0 "/12" 23 3.88 3 23
Row 3 to Row 4 9.00 ft 30.0 ft 7.92 ft 0 "/12" 23 3.88 4 23
Row 5 Row 4 to Row 5 9.00 ft 39.0 ft 7.92 ft 0 "/12" 23 3.88 5 23
9 Row 5 to Row 6 6.00 ft 45.0 ft 7.92 ft 0 "/12" 23 3.88 6 23
Row 4 Row 6 to Row 7 6.00 ft 51.0 ft 5.88 ft 0 "/12" 30 5.8125 7 31
Row 7 to Row 8 6.00 ft 57.0 ft 5.88 ft 0 "/12" 30 5.8125 8 31
9 Row 8 to Row 9 6.00 ft 63.0 ft 5.88 ft 0 "/12" 30 5.8125 9 31
b = 84.289 Row 3 Row 9 to Row 10 6.00 ft 69.0 ft 5.88 ft 0 "/12" 30 5.8125 10 31
Row 10 to Row 11 6.00 ft 75.0 ft 5.88 ft 0 "/12" 30 5.8125 11 31
9 Row 11 to Row 12 6.00 ft 81.0 ft 5.88 ft 0 "/12" 30 5.8125 12 31
Row 2 Row 12 to Row 13 0.00 ft 0.0 ft 0.00 ft 0 "/12" 0 91 0 0
Row 13 to Row 14 0.00 ft 0.0 ft 0.00 ft 0 "/12" 0 91 0 0
9 Row 14 to Row 15 0.00 ft 0.0 ft 0.00 ft 0 "/12" 0 91 0 0
Row 1 Last Row to Heel 3.29 ft
84.29 ft Note: Enter 0 for Longitudinal Spacing SN = 318 324
3 for Rows Not Used)
Toe
`
Ftg EL. 869.51
Row 1 Longitudinal Spacing Pile Properties: Pile Type: HP (C.I.P or HP) Pile Length = 34.7 ft Pile Tip El. 835.8
HP Nominal Depth, h = 14.0 in Pile Cap Embed = 1.00 ft
Wt. per ft, plf 73 Total pile Length = 11,038 LF
Pile Group Properties
N.A. of Pile Group to Toe
XNA = (SN * dtoe) / SN = 48.21 ft Test Pile = 45.0 ft (add 10 ft)
ALLOWABLE LOADS (from Geotechnical)
2
Dist. From N.A. to Pile Row d N I=N*d Service Allowable Pile Loads
1 Dist. To Row 1 45.21 ft 23 47005.6 Case 1 1.1 2 2.1 3 4
2 Dist. To Row 2 36.21 ft 23 30152.7 Usual Unusual Unusual Exteme Unusual Usual
3 Dist. Row 3 27.21 ft 23 17025.8 Axial Comp. 59.8 tons 79.7 tons 79.7 tons 104.0 tons 79.7 tons 31.8 tons
4 Dist. Row 4 18.21 ft 23 7624.8 Tension 37.0 tons 49.3 tons 49.3 tons 64.3 tons 49.3 tons 4.6 tons
5 Dist. Row 5 9.21 ft 23 1949.9 Lateral 30.0 kips/pile 35.0 kips/pile 35.0 kips/pile 35.0 kips/pile 30.0 kips/pile 22.0 kips/pile w/o Group effects
6 Dist. Row 6 3.21 ft 23 236.6
7 Dist. Row 7 -2.79 ft 30 233.9
8 Dist. Row 8 -8.79 ft 30 2319.2
9 Dist. Row 9 -14.79 ft 30 6564.5
10 Dist. Row 10 -20.79 ft 30 12969.8
11 Dist. Row 11 -26.79 ft 30 21535.1
12 Dist. Row 12 -32.79 ft 30 32260.3
0 Row 13 (not used) 0.00 ft 0 0.0
0 Row 14 (not used) 0.00 ft 0 0.0
0 Row 15 (not used) 0.00 ft 0 0.0
318 S I = 179878.3
Summary Pile Reactions
Pile Loads (tons/pile) Max. Horiz Pile
Load Combinations Vertical Group
Load Capacity
Allowable Pile Loads 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 (Tons) (k)
1 59.8 tons 39.6 35.8 31.9 28.0 24.1 21.6 19.0 16.4 13.8 11.3 8.7 6.1 0.0 0.0 0.0 39.6 9,540 OK
1.1 79.7 tons 40.2 36.2 32.2 28.2 24.3 21.6 19.0 16.3 13.7 11.0 8.4 5.7 0.0 0.0 0.0 40.2 11,130 OK
2 79.7 tons 33.8 31.6 29.5 27.3 25.1 23.7 22.3 20.8 19.4 17.9 16.5 15.1 0.0 0.0 0.0 33.8 11,130 OK
2.1 104.0 tons 41.6 37.5 33.4 29.3 25.2 22.5 19.8 17.1 14.4 11.6 8.9 6.2 0.0 0.0 0.0 41.6 11,130 OK
3 79.7 tons 45.4 44.4 43.4 42.4 41.4 40.7 40.0 39.4 38.7 38.0 37.4 36.7 0.0 0.0 0.0 45.4 9,540 OK
4 31.8 tons 29.6 29.8 30.0 30.2 30.4 30.5 30.6 30.8 30.9 31.0 31.1 31.3 0.0 0.0 0.0 31.3 6,996 OK
Max Service : P = 45.4
Using solid mechanics equations adapted for discrete elements, the forces in the pile rows for different load combinations are determined.
The force in each pile row is found using:
Pile Load = P / N + MNA / I
First, the moment about the toe must be translated to get the moment about the neutral axis of the pile group.
e toe = M toe / P Pvert
Then the eccentricity about the neutral axis of the pile group is
e NA= XNA - e toe
Page 19 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Pile Capacity
2/4/11 ND East 35k
The moment about the neutral axis of the pile group becomes 0.0 in
MNA = P * e NA 12 12
For battered pile, the Vertical pile load needs to be transformed to the axial load along the pile axis
Paxial = 1.000 Pvert Paxial
FORCE RESULTANT (see Stability Analysis) XNA = 48.21 ft to Toe
Vertical Horizontal
SM toe e toe = M toe / P e NA= XNA - e toe MNA = P * e NA
Load P Load H
(kip-ft) (ft) (ft) (kip-ft)
CASE Flood Event (kips) (kips)
1 100 12,843 9,505 464,521 36.17 12.04 154594 Usual
1.1 100 12,843 9,587 460,245 35.84 12.37 158871 Unusual
2 500 14,583 4,269 616,621 42.28 5.92 86405 Unusual
2.1 500 13,395 7,398 482,620 36.03 12.18 163123 Extreme
3 0 25,651 336 1,196,599 46.65 1.56 39955 Unusual
4 Normal 19,441 0 944,806 48.60 -0.39 -7615 Usual
SERVICE
Case 1 Allowable Axial 59.8 tons
100
Usual
Vertical Load, P = 12843 kips
Horizontal Load, H = 9505 kips
MNA = 154594 kip-ft 318
Vertical Pile Loading P/N + MNA* d / S I = Pile Loads Axial Pile Load
1 Row 1 40.4 38.9 79.2 kips/pile 39.6 tons/pile 39.6 tons/pile Row 1
2 Row 2 40.4 31.1 71.5 kips/pile 35.8 tons/pile 35.8 tons/pile Row 2
3 Row 3 40.4 23.4 63.8 kips/pile 31.9 tons/pile 31.9 tons/pile Row 3
4 Row 4 40.4 15.6 56.0 kips/pile 28.0 tons/pile 28.0 tons/pile Row 4
5 Row 5 40.4 7.9 48.3 kips/pile 24.1 tons/pile 24.1 tons/pile Row 5
6 Row 6 40.4 2.8 43.1 kips/pile 21.6 tons/pile 21.6 tons/pile Row 6
7 Row 7 40.4 -2.4 38.0 kips/pile 19.0 tons/pile 19.0 tons/pile Row 7
8 Row 8 40.4 -7.6 32.8 kips/pile 16.4 tons/pile 16.4 tons/pile Row 8
9 Row 9 40.4 -12.7 27.7 kips/pile 13.8 tons/pile 13.8 tons/pile Row 9
10 Row 10 40.4 -17.9 22.5 kips/pile 11.3 tons/pile 11.3 tons/pile Row 10
11 Row 11 40.4 -23.0 17.4 kips/pile 8.7 tons/pile 8.7 tons/pile Row 11
12 Row 12 40.4 -28.2 12.2 kips/pile 6.1 tons/pile 6.1 tons/pile Row 12
13 Row 13 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile Row 13
14 Row 14 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile Row 14
15 Row 15 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile Row 15
max: 39.6 tons/pile max: 39.6 tons/pile
Assumed lateral Capacity: 30.0 kips/pile
Resistance due Resitance due Group
Horizontal Pile Capacity Batter "/ft N to Batter, kips to Bending, kips Efficiency Lateral Resitance
1 Row 1 0 23 0.0 690 1.000 690 kips
2 Row 2 0 23 0.0 690 1.000 690 kips
3 Row 3 0 23 0.0 690 1.000 690 kips
4 Row 4 0 23 0.0 690 1.000 690 kips
5 Row 5 0 23 0.0 690 1.000 690 kips
6 Row 6 0 23 0.0 690 1.000 690 kips
7 Row 7 0 30 0.0 900 1.000 900 kips
8 Row 8 0 30 0.0 900 1.000 900 kips
9 Row 9 0 30 0.0 900 1.000 900 kips
10 Row 10 0 30 0.0 900 1.000 900 kips
11 Row 11 0 30 0.0 900 1.000 900 kips
12 Row 12 0 30 0.0 900 1.000 900 kips
13 Row 13 0 0 0.0 0 1.000 0 kips
14 Row 14 0 0 0.0 0 1.000 0 kips
15 Row 15 0 0 0.0 0 1.000 0 kips
318 9540 9540 kips OK
Case 1.1 Allowable Axial 79.7 tons Allow. Tension 104.0 tons
100
Unusual
Vertical Load, P = 12843 kips
Horizontal Load, H = 9587 kips
MNA = 158871 kip-ft
Vertical Pile Loading P/N + MNA* d / S I = Pile Loads Axial Pile Load
1 Row 1 40.4 39.9 80.3 kips/pile 40.2 tons/pile 40.2 tons/pile Row 1
Page 20 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Pile Capacity
2/4/11 ND East 35k
2 Row 2 40.4 32.0 72.4 kips/pile 36.2 tons/pile 36.2 tons/pile Row 2
3 Row 3 40.4 24.0 64.4 kips/pile 32.2 tons/pile 32.2 tons/pile Row 3
4 Row 4 40.4 16.1 56.5 kips/pile 28.2 tons/pile 28.2 tons/pile Row 4
5 Row 5 40.4 8.1 48.5 kips/pile 24.3 tons/pile 24.3 tons/pile Row 5
6 Row 6 40.4 2.8 43.2 kips/pile 21.6 tons/pile 21.6 tons/pile Row 6
7 Row 7 40.4 -2.5 37.9 kips/pile 19.0 tons/pile 19.0 tons/pile Row 7
8 Row 8 40.4 -7.8 32.6 kips/pile 16.3 tons/pile 16.3 tons/pile Row 8
9 Row 9 40.4 -13.1 27.3 kips/pile 13.7 tons/pile 13.7 tons/pile Row 9
10 Row 10 40.4 -18.4 22.0 kips/pile 11.0 tons/pile 11.0 tons/pile Row 10
11 Row 11 40.4 -23.7 16.7 kips/pile 8.4 tons/pile 8.4 tons/pile Row 11
12 Row 12 40.4 -29.0 11.4 kips/pile 5.7 tons/pile 5.7 tons/pile Row 12
13 Row 13 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile Row 13
14 Row 14 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile Row 14
15 Row 15 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile Row 15
max: 40.2 tons/pile max: 40.2 tons/pile
Assumed lateral Capacity: 35.0 kips/pile
Resistance due Resitance due Group
Horizontal Pile Capacity Batter "/ft N to Batter, kips to Bending, kips Efficiency Lateral Resitance
1 Row 1 0 23 0.0 805 1.000 805 kips
2 Row 2 0 23 0.0 805 1.000 805 kips
3 Row 3 0 23 0.0 805 1.000 805 kips
4 Row 4 0 23 0.0 805 1.000 805 kips
5 Row 5 0 23 0.0 805 1.000 805 kips
6 Row 6 0 23 0.0 805 1.000 805 kips
7 Row 7 0 30 0.0 1050 1.000 1050 kips
8 Row 8 0 30 0.0 1050 1.000 1050 kips
9 Row 9 0 30 0.0 1050 1.000 1050 kips
10 Row 10 0 30 0.0 1050 1.000 1050 kips
11 Row 11 0 30 0.0 1050 1.000 1050 kips
12 Row 12 0 30 0.0 1050 1.000 1050 kips
13 Row 13 0 0 0.0 0 1.000 0 kips
14 Row 14 0 0 0.0 0 1.000 0 kips
15 Row 15 0 0 0.0 0 1.000 0 kips
318 11130 11130 kips OK
Case 2
500
Unusual
Vertical Load, P = 14583 kips
Horizontal Load, H = 4269 kips
MNA = 86405 kip-ft
Vertical Pile Loading P/N + MNA* d / S I = Pile Loads Axial Pile Load
1 Row 1 45.9 21.7 67.6 kips/pile 33.8 tons/pile 33.8 tons/pile
2 Row 2 45.9 17.4 63.3 kips/pile 31.6 tons/pile 31.6 tons/pile
3 Row 3 45.9 13.1 58.9 kips/pile 29.5 tons/pile 29.5 tons/pile
4 Row 4 45.9 8.7 54.6 kips/pile 27.3 tons/pile 27.3 tons/pile
5 Row 5 45.9 4.4 50.3 kips/pile 25.1 tons/pile 25.1 tons/pile
6 Row 6 45.9 1.5 47.4 kips/pile 23.7 tons/pile 23.7 tons/pile
7 Row 7 45.9 -1.3 44.5 kips/pile 22.3 tons/pile 22.3 tons/pile
8 Row 8 45.9 -4.2 41.6 kips/pile 20.8 tons/pile 20.8 tons/pile
9 Row 9 45.9 -7.1 38.8 kips/pile 19.4 tons/pile 19.4 tons/pile
10 Row 10 45.9 -10.0 35.9 kips/pile 17.9 tons/pile 17.9 tons/pile
11 Row 11 45.9 -12.9 33.0 kips/pile 16.5 tons/pile 16.5 tons/pile
12 Row 12 45.9 -15.8 30.1 kips/pile 15.1 tons/pile 15.1 tons/pile
13 Row 13 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
14 Row 14 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
15 Row 15 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
max: 33.8 tons/pile max: 33.8 tons/pile
Assumed lateral Capacity: 35.0 kips/pile
Resistance due Resitance due Group
Horizontal Pile Capacity Batter "/ft N to Batter, kips to Bending, kips Efficiency Lateral Resitance
1 Row 1 0 23 0.0 805 1.000 805 kips
2 Row 2 0 23 0.0 805 1.000 805 kips
3 Row 3 0 23 0.0 805 1.000 805 kips
4 Row 4 0 23 0.0 805 1.000 805 kips
5 Row 5 0 23 0.0 805 1.000 805 kips
6 Row 6 0 23 0.0 805 1.000 805 kips
7 Row 7 0 30 0.0 1050 1.000 1050 kips
8 Row 8 0 30 0.0 1050 1.000 1050 kips
9 Row 9 0 30 0.0 1050 1.000 1050 kips
10 Row 10 0 30 0.0 1050 1.000 1050 kips
11 Row 11 0 30 0.0 1050 1.000 1050 kips
Page 21 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Pile Capacity
2/4/11 ND East 35k
12 Row 12 0 30 0.0 1050 1.000 1050 kips
13 Row 13 0 0 0.0 0 1.000 0 kips
14 Row 14 0 0 0.0 0 1.000 0 kips
15 Row 15 0 0 0.0 0 1.000 0 kips
318 11130 11130 kips OK
Case 2.1
500
Extreme
Vertical Load, P = 13395 kips
Horizontal Load, H = 7398 kips
MNA = 163123 kip-ft
Vertical Pile Loading P/N + MNA* d / S I = Pile Loads Axial Pile Load
1 Row 1 42.1 41.0 83.1 kips/pile 41.6 tons/pile 41.6 tons/pile
2 Row 2 42.1 32.8 75.0 kips/pile 37.5 tons/pile 37.5 tons/pile
3 Row 3 42.1 24.7 66.8 kips/pile 33.4 tons/pile 33.4 tons/pile
4 Row 4 42.1 16.5 58.6 kips/pile 29.3 tons/pile 29.3 tons/pile
5 Row 5 42.1 8.3 50.5 kips/pile 25.2 tons/pile 25.2 tons/pile
6 Row 6 42.1 2.9 45.0 kips/pile 22.5 tons/pile 22.5 tons/pile
7 Row 7 42.1 -2.5 39.6 kips/pile 19.8 tons/pile 19.8 tons/pile
8 Row 8 42.1 -8.0 34.1 kips/pile 17.1 tons/pile 17.1 tons/pile
9 Row 9 42.1 -13.4 28.7 kips/pile 14.4 tons/pile 14.4 tons/pile
10 Row 10 42.1 -18.9 23.3 kips/pile 11.6 tons/pile 11.6 tons/pile
11 Row 11 42.1 -24.3 17.8 kips/pile 8.9 tons/pile 8.9 tons/pile
12 Row 12 42.1 -29.7 12.4 kips/pile 6.2 tons/pile 6.2 tons/pile
13 Row 13 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
14 Row 14 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
15 Row 15 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
max: 41.6 tons/pile max: 41.6 tons/pile
Assumed lateral Capacity: 35.0 kips/pile
Resistance due Resitance due Group
Horizontal Pile Capacity Batter "/ft N to Batter, kips to Bending, kips Efficiency Lateral Resitance
1 Row 1 0 23 0.0 805 1.000 805 kips
2 Row 2 0 23 0.0 805 1.000 805 kips
3 Row 3 0 23 0.0 805 1.000 805 kips
4 Row 4 0 23 0.0 805 1.000 805 kips
5 Row 5 0 23 0.0 805 1.000 805 kips
6 Row 6 0 23 0.0 805 1.000 805 kips
7 Row 7 0 30 0.0 1050 1.000 1050 kips
8 Row 8 0 30 0.0 1050 1.000 1050 kips
9 Row 9 0 30 0.0 1050 1.000 1050 kips
10 Row 10 0 30 0.0 1050 1.000 1050 kips
11 Row 11 0 30 0.0 1050 1.000 1050 kips
12 Row 12 0 30 0.0 1050 1.000 1050 kips
13 Row 13 0 0 0.0 0 1.000 0 kips
14 Row 14 0 0 0.0 0 1.000 0 kips
15 Row 15 0 0 0.0 0 1.000 0 kips
318 11130 11130 kips OK
Case 3
0
Unusual
Vertical Load, P = 25651 kips
Horizontal Load, H = 336 kips
MNA = 39955 kip-ft
Vertical Pile Loading P/N + MNA* d / S I = Pile Loads Axial Pile Load
1 Row 1 80.7 10.0 90.7 kips/pile 45.4 tons/pile 45.4 tons/pile
2 Row 2 80.7 8.0 88.7 kips/pile 44.4 tons/pile 44.4 tons/pile
3 Row 3 80.7 6.0 86.7 kips/pile 43.4 tons/pile 43.4 tons/pile
4 Row 4 80.7 4.0 84.7 kips/pile 42.4 tons/pile 42.4 tons/pile
5 Row 5 80.7 2.0 82.7 kips/pile 41.4 tons/pile 41.4 tons/pile
6 Row 6 80.7 0.7 81.4 kips/pile 40.7 tons/pile 40.7 tons/pile
7 Row 7 80.7 -0.6 80.0 kips/pile 40.0 tons/pile 40.0 tons/pile
8 Row 8 80.7 -2.0 78.7 kips/pile 39.4 tons/pile 39.4 tons/pile
9 Row 9 80.7 -3.3 77.4 kips/pile 38.7 tons/pile 38.7 tons/pile
10 Row 10 80.7 -4.6 76.0 kips/pile 38.0 tons/pile 38.0 tons/pile
11 Row 11 80.7 -6.0 74.7 kips/pile 37.4 tons/pile 37.4 tons/pile
12 Row 12 80.7 -7.3 73.4 kips/pile 36.7 tons/pile 36.7 tons/pile
13 Row 13 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
14 Row 14 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
Page 22 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND East (Red River) - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Pile Capacity
2/4/11 ND East 35k
15 Row 15 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
max: 45.4 tons/pile max: 45.4 tons/pile
Assumed lateral Capacity: 30.0 kips/pile
Resistance due Resitance due Group
Horizontal Pile Capacity Batter "/ft N to Batter, kips to Bending, kips Efficiency Lateral Resitance
1 Row 1 0 23 0.0 690 1.000 690 kips
2 Row 2 0 23 0.0 690 1.000 690 kips
3 Row 3 0 23 0.0 690 1.000 690 kips
4 Row 4 0 23 0.0 690 1.000 690 kips
5 Row 5 0 23 0.0 690 1.000 690 kips
6 Row 6 0 23 0.0 690 1.000 690 kips
7 Row 7 0 30 0.0 900 1.000 900 kips
8 Row 8 0 30 0.0 900 1.000 900 kips
9 Row 9 0 30 0.0 900 1.000 900 kips
10 Row 10 0 30 0.0 900 1.000 900 kips
11 Row 11 0 30 0.0 900 1.000 900 kips
12 Row 12 0 30 0.0 900 1.000 900 kips
13 Row 13 0 0 0.0 0 1.000 0 kips
14 Row 14 0 0 0.0 0 1.000 0 kips
15 Row 15 0 0 0.0 0 1.000 0 kips
318 9540 9540 kips OK
Case 4
Normal
Usual
Vertical Load, P = 19441 kips
Horizontal Load, H = 0 kips
MNA = -7615 kip-ft
Vertical Pile Loading P/N + MNA* d / S I = Pile Loads Axial Pile Load
1 Row 1 61.1 -1.9 59.2 kips/pile 29.6 tons/pile 29.6 tons/pile
2 Row 2 61.1 -1.5 59.6 kips/pile 29.8 tons/pile 29.8 tons/pile
3 Row 3 61.1 -1.2 60.0 kips/pile 30.0 tons/pile 30.0 tons/pile
4 Row 4 61.1 -0.8 60.4 kips/pile 30.2 tons/pile 30.2 tons/pile
5 Row 5 61.1 -0.4 60.7 kips/pile 30.4 tons/pile 30.4 tons/pile
6 Row 6 61.1 -0.1 61.0 kips/pile 30.5 tons/pile 30.5 tons/pile
7 Row 7 61.1 0.1 61.3 kips/pile 30.6 tons/pile 30.6 tons/pile
8 Row 8 61.1 0.4 61.5 kips/pile 30.8 tons/pile 30.8 tons/pile
9 Row 9 61.1 0.6 61.8 kips/pile 30.9 tons/pile 30.9 tons/pile
10 Row 10 61.1 0.9 62.0 kips/pile 31.0 tons/pile 31.0 tons/pile
11 Row 11 61.1 1.1 62.3 kips/pile 31.1 tons/pile 31.1 tons/pile
12 Row 12 61.1 1.4 62.5 kips/pile 31.3 tons/pile 31.3 tons/pile
13 Row 13 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
14 Row 14 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
15 Row 15 0.0 0.0 0.0 kips/pile 0.0 tons/pile 0.0 tons/pile
max: 31.3 tons/pile max: 31.3 tons/pile
Assumed lateral Capacity: 22.0 kips/pile
Resistance due Resitance due Group
Horizontal Pile Capacity Batter "/ft N to Batter, kips to Bending, kips Efficiency Lateral Resitance
1 Row 1 0 23 0.0 506 1.000 506 kips
2 Row 2 0 23 0.0 506 1.000 506 kips
3 Row 3 0 23 0.0 506 1.000 506 kips
4 Row 4 0 23 0.0 506 1.000 506 kips
5 Row 5 0 23 0.0 506 1.000 506 kips
6 Row 6 0 23 0.0 506 1.000 506 kips
7 Row 7 0 30 0.0 660 1.000 660 kips
8 Row 8 0 30 0.0 660 1.000 660 kips
9 Row 9 0 30 0.0 660 1.000 660 kips
10 Row 10 0 30 0.0 660 1.000 660 kips
11 Row 11 0 30 0.0 660 1.000 660 kips
12 Row 12 0 30 0.0 660 1.000 660 kips
13 Row 13 0 0 0.0 0 1.000 0 kips
14 Row 14 0 0 0.0 0 1.000 0 kips
15 Row 15 0 0 0.0 0 1.000 0 kips
318 6996 6996 kips OK
Page 23 of 24
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME RRN Control Structure
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT ACOE Stability Requirements
2/4/11
EM 1110-2-2100 Stability Analysis of Concrete Structures 12/1/2005 * Pile-founded structures are not included
EM 1110-2-2200 Gravity Dam Design 6/30/1995
EM 1110-2-2104 Strength Design for Reinforced-Concrete Hydraulic Structures 6/30/1992 8/20/2003
EM 1110-2-2906 Design of Pile Foundations 1/15/1991
Load Condition Pobabilities See 6/21/10, response from COE to critical path check list item:
Case: 1 2 3 Follow-up on structural design criteria
Usual Unusual Unusual
Return Period, yrs: 100 500 + free Bd
allowable stress increase: 1 33% 33%
Lateral pile deflection, in.: 0.67 0.875 0.67
Ice thickness, ft: 2 2 0 Ice
Piles Minimum Factor of Saftey, Ultimate axial capacity EM 1110-2-2906 Ratios
Usual Unusual Extreme Usual/ Unusual Usual/ Extreme
compression 2.00 1.50 1.15 verified by load tests 1.333 1.739
tension 2.00 1.50 1.15 1.333 1.739
compression 2.50 1.90 1.40 verified by pile driver analyzer 1.316 1.786
tension 3.00 2.25 1.70 1.333 1.765
compression 3.00 2.25 1.70 not verified by load test 1.333 1.765
tension 3.00 2.25 1.70 1.333 1.765
Usual Unusual Extreme
EM 1110-2-2906, P. 4-9 1.33 1.75 Increase per allowable stress increase
Vertical displacemet 0.25 in 0.33 in 0.44 in
Horizonatl Displacement 0.50 in 0.67 in 0.875 in
Pile Capacity: HP14x73
Usual Unusual Unusual Extreme Unusual Usual
Case 1 1.1 2 2.1 3 4 Note
Pile Tip El. 835.8 835.8 835.8 835.8 835.8 835.8 Case 1, 2, 3: Flood & Construction loading using Undrained Analysis
Ultimate Axial capacity: 239.1 k 239.1 k 239.1 k 239.1 k 239.1 k 127.2 k Case 4: Long-term loading using Drained Analysis
Ultimate Uplift capacity: 148.0 k 148.0 k 148.0 k 148.0 k 148.0 k 18.3 k Cases 1.1 & 2.1 include ice, use next higher load classification
Horizonatl Displacement: 0.67 in 0.875 in 0.875 in 1.000 in 0.67 in 0.50 in Per Corp meeting 2/1/11
Allow. Lateral Capacity: 30 k 35 k 35 k 35 k 30 k 22 k FOR PHASE 4 : Use GROUP FOR Lateral capacity
FS: 2.00 1.50 1.50 1.15 1.50 2.00 Per Corp meeting 2/1/11
Allow. Axial Compression: 119.6 k 159.4 k 159.4 k 207.9 k 159.4 k 63.6 k
Allow. Axial Tension: 74.0 k 98.7 k 98.7 k 128.7 k 98.7 k 9.2 k
Pile P-Multipliers, Pm for multiple Row Shading (ave from Hannigan….2005) See Table 10.7.2.4-1 AASHTO P. 10-88
1 2 3 4
Pile Spacing Row 1 Row 2 Row 3 Row n B= 1.1667 Load
3 B 0.7 0.5 0.35 0.35 Row 1 Row 2 Row 3 Row n
5 B 1 0.85 0.7 0.7 Pile Spacing 9.00 ft 9.00 ft 9.00 ft 6.00 ft parallel to Load
h Long 1.000 1.000 1.000 1.000 parallel Ratio s/B 7.714 7.714 7.714 5.143
h Trans 1.000 1.000 1.000 1.000 perp 7.92 ft 7.92 ft 7.92 ft 8.88 ft perp to Load
h Total 1.000 1.000 1.000 1.000 Total Lateral reduction Ratio L/B 6.789 6.789 6.789 7.607
FOR PHASE 4 : NO Pm applied for Lateral capacity
Hydraulic Data - RRN Mainstream - Optimized w/Control Structures
6/9/2010
Structure: ND East Red River 35k
Event HeadwaterTailwater
Year ft ft Case
1/24/2011 2 896.85 896.82
5 906.37 902.2
1/18/2011 10 914.77 903.05
20 910.87 903.23
50 920.02 902.11
1/18/2011 100 922.01 902.41 1
200 916.79 908.37
** 300 918.567 910.383
1/18/2011 500 922.12 914.41 2
** **
**300 yr event is linearly interploated between 200 & 500 yr event
Page 24 of 24