BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND Diversion Inlet - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND RRN 35k
2/4/11 SECTION E
Monolith Structure UNIT TOTAL
ITEM UNIT QUANITY COST Cost Structure Length = 30 ft
FURNISH HP14x73 WALL PILING LF 1,786 0 $0 No. piles = 34 Each
INSTALL HP14x73 WALL PILING LF 1,786 0 $0 Length = 52.55 ft
PILE TEST, 62.6 ft Long EA 0 0 $0
Note: HP14x73 pile used for design,
FOOTING CONCRETE CY 123 0 $0 use HP14x89 to allow for corrosion
Forming SF 366
DECK CONCRETE CY 30
OR SF 0 0 $0
Forming SF 469
STEM CONCRETE CY 375 0 $0
Forming SF 2,379
STEEL REINFORCEMENT LB 56,233 0 $0
BRIDE RAILING LF 60 0 $0
LENGTH
SHEET PILE CUT-OFF WALL SF 300 0 $0 (FRONT Side Only) 10 FT
Native Soil has low permeability assume cut-off
minimal to prevent scour
$0
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND Diversion Inlet - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND RRN 35k s35k
2/4/11 Load Cases: 1 SECTION E
Case 1 File:
Event 100 years
State Building Codes
H.W. EL = 922.01 ft Frost Depth = 5.0 ft provide min frost ftg protection during Dec, Jan, Feb, March
T.W. EL. = 902.41 ft Water El. = 881.2 ft DEC, JAN, FEB Mean Water Elevation
500 yr H.W. EL = 922.12 ft
Non-Overflow Section Length = 30.0 ft
Top of Ftg EL. = 891.35 ft Stepped Ftg Ls = 2.0 ft overlap distance at stepped ftg
500 yr Event H.W. + 5 ft freeboard 4 15.0'
El. 927.12
0.83'
2.0'
1.0'
13 H.W. EL.
10.0' 922.01
EL. 915.12 ICE = 0 ksf
0.000
1'
T.W. 902.41
11
12
2 h = 33.77'
3
11.06
Hw = 34.66' HHW = 37.481 k/ft
10
TW = 15.06
HTW = 7.076 k/ft
1 Top Of Soil 11.55'
5.02 El. 891.35
4.0'
gh = 0.940 ksf "B" El. 887.35 gh = 2.163 ksf
8.00' 10.0' 0.00' 8.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 26.00'
Case 1 or 2: 1
Normal Water Level, El.888.74 ft REVISED PER 7/1/10 MEETING WITH CORPS
Dh normal = 888.7 ft UPLIFT Case 1, Full Hydrostatic Head (Dashed Line)
See Geotechnical seepage Model UB = 0.940 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 2.163 ksf
1.0' 24.00 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
Ftg concrete 1 30 26.00 4.00 0.15 rec 468.0 13.00 6,084.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 13.00 728.3
Bridge Slab 4 30 12.50 1.17 0.15 rec 65.8 13.00 855.6
Monolith 2 30 10.00 33.77 0.15 rec 1519.7 13.00 19,755.5
Monolith 3 30 0.00 23.77 0.15 tri 0.0 18.00 0.0
D.L. Concrete SVc = 2109.5 SM V = 27,423.3 CONSTANT FOR ALL LOAD CASES
T.W on ftg Monolith 10 30 8.00 11.06 0.0624 rec 165.6 4.00 662.5
H.W. on Monolith Slope 11 30 0.00 23.77 0.0624 tri 0.0 18.00 0.0
H.W. Above Slope 13 30 0.00 6.89 0.0624 rec 0.0 18.00 0.0
H.W. on Mono. ftg 12 30 8.00 30.66 0.0624 rec 459.2 22.00 10,101.6
D.L. Water SVw = 624.8 SM V = 10,764.1
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 30 26.00 0.940 rec -733.0 13.00 -9,529
UA 30 26.00 1.223 tri -477.0 17.33 -8,268
SU = -1210.0 SM U = -17,797
Horizontal Loads L H Pressure ICE arm Mu REVISED PER 2/1/11 MEETING WITH CORPS
ft ft ksf K ft ft-k Ice Loading is for Ice Floe on single Pier Only on Gated Structure
ICE 30 1.00 0.00 rec 0.0 34.16 0.0 use 500 plf along Wing Walls
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 30 7.076 tri 212.29 5.02 1065.69
HHW 30 -37.481 tri -1124.43 11.55 -12990.93
SW = -912.14 SM W = -11925.2
Overturning Moments SMOT = MU +MW +MICE = -29722 kip-ft
Resisting Moments SMR = MV = 38187 kip-ft
Sum of Moments SMnet = MR + MOT = 8,465 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 1,524 kips
Sum of Horizontal Forces H = Ice + water = -912 kips
Location of Resultant Xr = SM / P = 5.55 ft from Toe
e = B/2 - Xr = 7.45 ft
B/6 = 4.333 ft
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND Diversion Inlet - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND RRN 35k s35k
2/4/11 Load Cases: 1 SECTION E
CONCRETE QUANTITIES
forming
Ftg conc: 123 cy (includes stepped) 366 sf
Bridge Conc: 30 cy 469 sf
Monolith Conc: 375 cy 2379 sf
Total = 529
STEEL REINFORCEMENT: (assumed) Total
Bar # Spacing Length # of bars wt
a) Footing in LB /ft ft ea lb
Top mat Transverse: 9 6 3.40 25.5 64 5,549
Longitudinal: 9 6 3.40 31.5 52 5,569
Bot mat Transverse: 9 6 3.40 25.5 64 5,549 lb cy LB/cy
Longitudinal: 9 6 3.40 31.5 52 5,569 22,236 123 180.4002
b) Skin Reinf. On Monolith
Vert Face Vert: 9 6 3.40 33.27 60 6,787
Longitudinal: 9 12 3.40 29.5 34 3,410
Top Face Transverse: 9 12 3.40 9.5 30 969
Longitudinal: 9 12 3.40 29.5 10 1,003
Sloped Face Sloped: 9 6 3.40 35.3 60 7,195
Longitudinal: 9 12 3.40 29.5 36 3,611 22,975 375 61.23081
S= 45,211
c) Pier Reinf. On Piers Vol (cy)
assume 200 lb/cy - wt = -
d) Deck Reinf.
assume 200 lb/cy 30 wt = 6,017
Lap Splices (long. Bars) 9 3.40 8 184 5,005
S Bar Wt= 56,233 lb
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND Diversion Inlet - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND RRN 35k s35k
2/4/11 Load Cases: 1.1 SECTION E
Case 1.1 File:
Event 100 years
State Building Codes
H.W. EL = 922.01 ft Frost Depth = 5.0 ft provide min frost ftg protection during Dec, Jan, Feb, March
T.W. EL. = 902.41 ft Water El. = 881.2 ft DEC, JAN, FEB Mean Water Elevation
500 yr H.W. EL = 922.12 ft
Non-Overflow Section Length = 30.0 ft
Top of Ftg EL. = 891.35 ft Stepped Ftg Ls = 2.0 ft overlap distance at stepped ftg
500 yr Event H.W. + 5 ft freeboard 4 15.0'
El. 927.12
0.83'
2.0'
1.0'
13 H.W. EL.
10.0' 922.01
EL. 915.12 ICE = 0.50 ksf
0.000
1'
T.W. 902.41
11
12
2 h = 33.77'
3
11.06
Hw = 34.66' HHW = 37.481 k/ft
10
TW = 15.06
HTW = 7.076 k/ft
1 Top Of Soil 11.55'
5.02 El. 891.4
4.0'
gh = 0.940 ksf "B" El. 887.35 gh = 2.163 ksf
8.00' 10.0' 0.00' 8.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 26.00'
Case 1 or 2: 1
888.74 ft
Normal Water Level, El. REVISED PER 7/1/10 MEETING WITH CORPS
Dh normal = 888.7 ft UPLIFT Case 1, Full Hydrostatic Head (Dashed Line)
See Geotechnical seepage Model UB = 0.940 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 2.163 ksf
1.0' 24.00 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
Ftg concrete 1 30 26.00 4.00 0.15 rec 468.0 13.00 6,084.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 13.00 728.3
Bridge Slab 4 30 12.50 1.17 0.15 rec 65.8 13.00 855.6
Monolith 2 30 10.00 33.77 0.15 rec 1519.7 13.00 19,755.5
Monolith 3 30 0.00 23.77 0.15 tri 0.0 18.00 0.0
D.L. Concrete SVc = 2109.5 SM V = 27,423.3 CONSTANT FOR ALL LOAD CASES
T.W on ftg Monolith 10 30 8.00 11.06 0.0624 rec 165.6 4.00 662.5
H.W. on Monolith Slope 11 30 0.00 23.77 0.0624 tri 0.0 18.00 0.0
H.W. Above Slope 13 30 0.00 6.89 0.0624 rec 0.0 18.00 0.0
H.W. on Mono. ftg 12 30 8.00 30.66 0.0624 rec 459.2 22.00 10,101.6
D.L. Water SVw = 624.8 SM V = 10,764.1
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 30 26.00 0.940 rec -733.0 13.00 -9,529
UA 30 26.00 1.223 tri -477.0 17.33 -8,268
SU = -1210.0 SM U = -17,797
Horizontal Loads L H Pressure ICE arm Mu REVISED PER 2/1/11 MEETING WITH CORPS
ft ft ksf K ft ft-k Ice Loading is for Ice Floe on single Pier Only on Gated Structure
ICE 30 1.00 -0.50 rec -15.0 34.16 -512.4 use 500 plf along Wing Walls
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 30 7.076 tri 212.29 5.02 1065.69
HHW 30 -37.481 tri -1124.43 11.55 -12990.93
SW = -912.14 SM W = -11925.2
Overturning Moments SMOT = MU +MW +MICE = -30234 kip-ft
Resisting Moments SMR = MV = 38187 kip-ft
Sum of Moments SMnet = MR + MOT = 7,953 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 1,524 kips
Sum of Horizontal Forces H = Ice + water = -927 kips
Location of Resultant Xr = SM / P = 5.22 ft from Toe
e = B/2 - Xr = 7.78 ft
B/6 = 4.333 ft
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND Diversion Inlet - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND RRN 35k s35k
2/4/11 Load Cases: 2 SECTION E
Case 2 File:
Event 500 years
State Building Codes
H.W. EL = 922.12 ft Frost Depth = 5.0 ft provide min frost ftg protection during Dec, Jan, Feb, March
T.W. EL. = 914.41 ft Water El. = 881.2 ft DEC, JAN, FEB Mean Water Elevation
500 yr H.W. EL = 922.12 ft
Non-Overflow Section Length = 30.0 ft
Top of Ftg EL. = 891.35 ft Stepped Ftg Ls = 2.0 ft overlap distance at stepped ftg
500 yr Event H.W. + 5 ft freeboard 4 15.0'
El. 927.12
0.83' 500 yr Event H.W. 1.0'
2.0' H.W. EL. 922.12
ICE = 0 ksf
T.W. 13
914.41 10.0'
EL. 915.12
0.000
1'
11
12
2 h = 33.77'
3
23.06
Hw = 34.77' HHW = 37.719 k/ft
10
TW = 27.06
HTW = 22.846 k/ft
1 Top Of Soil 11.59'
9.02 El. 891.4
4.0'
gh = 1.689 ksf "B" El. 887.35 gh = 2.170 ksf
8.00' 10.0' 0.00' 8.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 26.00'
Case 1 or 2: 1
888.74 ft
Normal Water Level, El. REVISED PER 7/1/10 MEETING WITH CORPS
Dh normal = 888.7 ft UPLIFT Case 1, Full Hydrostatic Head (Dashed Line)
See Geotechnical seepage Model UB = 1.689 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 2.170 ksf
1.0' 24.00 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
Ftg concrete 1 30 26.00 4.00 0.15 rec 468.0 13.00 6,084.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 13.00 728.3
Bridge Slab 4 30 12.50 1.17 0.15 rec 65.8 13.00 855.6
Monolith 2 30 10.00 33.77 0.15 rec 1519.7 13.00 19,755.5
Monolith 3 30 0.00 23.77 0.15 tri 0.0 18.00 0.0
D.L. Concrete SVc = 2109.5 SM V = 27,423.3 CONSTANT FOR ALL LOAD CASES
T.W on ftg Monolith 10 30 8.00 23.06 0.0624 rec 345.3 4.00 1,381.4
H.W. on Monolith Slope 11 30 0.00 23.77 0.0624 tri 0.0 18.00 0.0
H.W. Above Slope 13 30 0.00 7.00 0.0624 rec 0.0 18.00 0.0
H.W. on Mono. ftg 12 30 8.00 30.77 0.0624 rec 460.8 22.00 10,137.9
D.L. Water SVw = 806.2 SM V = 11,519.2
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 30 26.00 1.689 rec -1317.1 13.00 -17,122
UA 30 26.00 0.481 tri -187.6 17.33 -3,252
SU = -1504.7 SM U = -20,374
Horizontal Loads L H Pressure ICE arm Mu REVISED PER 2/1/11 MEETING WITH CORPS
ft ft ksf K ft ft-k Ice Loading is for Ice Floe on single Pier Only on Gated Structure
ICE 30 1.00 0.00 rec 0.0 34.27 0.0 use 500 plf along Wing Walls
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 30 22.846 tri 685.38 9.02 6182.13
HHW 30 -37.719 tri -1131.58 11.59 -13115.01
SW = -446.20 SM W = -6932.9
Overturning Moments SMOT = MU +MW +MICE = -27307 kip-ft
Resisting Moments SMR = MV = 38943 kip-ft
Sum of Moments SMnet = MR + MOT = 11,636 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 1,411 kips
Sum of Horizontal Forces H = Ice + water = -446 kips
Location of Resultant Xr = SM / P = 8.25 ft from Toe
e = B/2 - Xr = 4.75 ft
B/6 = 4.333 ft
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND Diversion Inlet - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND RRN 35k s35k
2/4/11 Load Cases: 2.1 SECTION E
Case 2.1 Per COE 2/1/11: HW = 500yr + 5' w/ No ice File:
Event 500 years
State Building Codes
H.W. EL = 927.12 ft Frost Depth = 5.0 ft provide min frost ftg protection during Dec, Jan, Feb, March
T.W. EL. = 914.41 ft Water El. = 881.2 ft DEC, JAN, FEB Mean Water Elevation
500 yr H.W. EL = 922.12 ft
Non-Overflow Section Length = 30.0 ft
Top of Ftg EL. = 891.35 ft Stepped Ftg Ls = 2.0 ft overlap distance at stepped ftg
500 yr Event H.W. + 5 ft freeboard 4 15.0' 1.0'
El. 927.12 H.W. EL. 927.12
0.83' ICE = 0.0 ksf
2.0'
T.W. 13
914.41 10.0'
EL. 915.12
0.000
1'
11
12
2 h = 33.77'
3
23.06
Hw = 39.77' HHW = 49.348 k/ft
10
TW = 27.06
HTW = 22.846 k/ft
1 Top Of Soil 13.26'
9.02 El. 891.4
4.0'
gh = 1.689 ksf "B" El. 887.35 gh = 2.482 ksf
8.00' 10.0' 0.00' 8.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 26.00'
Case 1 or 2: 1
888.74 ft
Normal Water Level, El. REVISED PER 7/1/10 MEETING WITH CORPS
Dh normal = 888.7 ft UPLIFT Case 1, Full Hydrostatic Head (Dashed Line)
See Geotechnical seepage Model UB = 1.689 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 2.482 ksf
1.0' 24.00 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
Ftg concrete 1 30 26.00 4.00 0.15 rec 468.0 13.00 6,084.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 13.00 728.3
Bridge Slab 4 30 12.50 1.17 0.15 rec 65.8 13.00 855.6
Monolith 2 30 10.00 33.77 0.15 rec 1519.7 13.00 19,755.5
Monolith 3 30 0.00 23.77 0.15 tri 0.0 18.00 0.0
D.L. Concrete SVc = 2109.5 SM V = 27,423.3 CONSTANT FOR ALL LOAD CASES
T.W on ftg Monolith 10 30 8.00 23.06 0.0624 rec 345.3 4.00 1,381.4
H.W. on Monolith Slope 11 30 0.00 23.77 0.0624 tri 0.0 18.00 0.0
H.W. Above Slope 13 30 0.00 12.00 0.0624 rec 0.0 18.00 0.0
H.W. on Mono. ftg 12 30 8.00 35.77 0.0624 rec 535.7 22.00 11,785.2
D.L. Water SVw = 881.0 SM V = 13,166.6
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 30 26.00 1.689 rec -1317.1 13.00 -17,122
UA 30 26.00 0.793 tri -309.3 17.33 -5,361
SU = -1626.4 SM U = -22,483
Horizontal Loads L H Pressure ICE arm Mu REVISED PER 2/1/11 MEETING WITH CORPS
ft ft ksf K ft ft-k Ice Loading is for Ice Floe on single Pier Only on Gated Structure
ICE 30 1.00 0.00 rec 0.0 39.27 0.0 use 500 plf along Wing Walls
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 30 22.846 tri 685.38 9.02 6182.13
HHW 30 -49.348 tri -1480.43 13.26 -19625.53
SW = -795.05 SM W = -13443.4
Overturning Moments SMOT = MU +MW +MICE = -35927 kip-ft
Resisting Moments SMR = MV = 40590 kip-ft
Sum of Moments SMnet = MR + MOT = 4,663 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 1,364 kips
Sum of Horizontal Forces H = Ice + water = -795 kips
Location of Resultant Xr = SM / P = 3.42 ft from Toe
e = B/2 - Xr = 9.58 ft
B/6 = 4.333 ft
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND Diversion Inlet - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND RRN 35k s35k
2/4/11 Load Cases: 3 SECTION E
Case 3 File:
Event 2 years
State Building Codes
H.W. EL = ft Frost Depth = 5.0 ft provide min frost ftg protection during Dec, Jan, Feb, March
T.W. EL. = ft Water El. = 881.2 ft DEC, JAN, FEB Mean Water Elevation
500 yr H.W. EL = 922.12 ft
Non-Overflow Section Length = 30.0 ft
Top of Ftg EL. = 891.35 ft Stepped Ftg Ls = 2.0 ft overlap distance at stepped ftg
500 yr Event H.W. + 5 ft freeboard 4 15.0'
El. 927.12
0.83'
2.0'
10.0'
EL. 915.12
0.000
1'
2 h = 33.77'
3
1 Top Of Soil
El. 891.4
4.0'
"B" El. 887.35
8.00' 10.0' 0.00' 8.0' 33.0 psf Wind
See Piling Plan for Vert Loads and Horiz Resistance B = 26.00'
Non-Overflow Dam
L W H g shape V arm Mv
Vertical Loads Section ft ft ft kcf K ft ft-k
Ftg concrete 1 30 26.00 4.00 0.15 rec 468.0 13.00 6,084.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 13.00 728.3
Bridge Slab 4 30 12.50 1.17 0.15 rec 65.8 13.00 855.6
Monolith 2 30 10.00 33.77 0.15 rec 1519.7 13.00 19,755.5
Monolith 3 30 0.00 23.77 0.15 tri 0.0 18.00 0.0
D.L. Concrete SVc = 2109.5 SM V = 27,423.3 CONSTANT FOR ALL LOAD CASES
Horizontal Loads L H Pressure H arm Mw
ft ft ksf K ft ft-k
Wind 30 39.77 -0.03 rec -39.4 19.885 -782.9
Overturning Moments SMOT = MW = -783 kip-ft
Resisting Moments SMR = MV = 27423 kip-ft
Sum of Moments SMnet = MR + MOT = 26,640 kip-ft
Sum of Vertical Forces P = Conc = 2,109 kips
Sum of Horizontal Forces H = Wind = -39 kips
Location of Resultant Xr = SM / P = 12.63 ft from Toe
e = B/2 - Xr = 0.37 ft
B/6 = 4.333 ft
BARR ENGINEERING DATE 2/4/2011 SHEET NO.
PROJECT NAME Flood Control ND Diversion Inlet - Corps Of Engineers
COMPUTED CHECKED SUBMITTED PROJECT NUMBER
PKN PKN SUBJECT Control Structure: ND RRN 35k s35k
2/4/11 Load Cases: 4 SECTION E
Case 4 File:
Event years
State Building Codes
H.W. EL = 888.74 ft Normal Water Level Frost Depth = 5.0 ft provide min frost ftg protection during Dec, Jan, Feb, March
T.W. EL. = 888.74 ft Water El. = 881.2 ft DEC, JAN, FEB Mean Water Elevation
500 yr H.W. EL = 922.12 ft
Non-Overflow Section Length = 30.0 ft
Top of Ftg EL. = 891.35 ft Stepped Ftg Ls = 2.0 ft overlap distance at stepped ftg
500 yr Event H.W. + 5 ft freeboard 4 15.0'
El. 927.12
0.83'
2.0'
13
10.0'
EL. 915.12
0.000
1' 2.0'
T.W. 888.74 H.W. EL. 888.74
11 ICE = 0 ksf
12
2 h = 33.77'
3
0.00
Hw = 1.39'
10
TW = 1.39
HTW = 0.060 k/ft HHW = 0.060 k/ft
1 Top Of Soil
0.46'
1.33 El. 891.4
4.0'
gh = 0.087 ksf "B" El. 887.35 gh = 0.087 ksf
8.00' 10.0' 0.00' 8.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 26.00'
Case 1 or 2: 1
888.74 ft
Normal Water Level, El. REVISED PER 7/1/10 MEETING WITH CORPS
Dh normal = 888.7 ft UPLIFT Case 1, Full Hydrostatic Head (Dashed Line)
See Geotechnical seepage Model UB = 0.087 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 0.087 ksf
1.0' 24.00 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
Ftg concrete 1 30 26.00 4.00 0.15 rec 468.0 13.00 6,084.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 13.00 728.3
Bridge Slab 4 30 12.50 1.17 0.15 rec 65.8 13.00 855.6
Monolith 2 30 10.00 33.77 0.15 rec 1519.7 13.00 19,755.5
Monolith 3 30 0.00 23.77 0.15 tri 0.0 18.00 0.0
D.L. Concrete SVc = 2109.5 SM V = 27,423.3 CONSTANT FOR ALL LOAD CASES
T.W on ftg Monolith 10 30 8.00 0.00 0.0624 rec 0.0 4.00 0.0
H.W. on Monolith Slope 11 30 0.00 -2.61 0.0624 tri 0.0 18.00 0.0
H.W. Above Slope 13 30 0.00 -26.38 0.0624 rec 0.0 18.00 0.0
H.W. on Mono. ftg 12 30 8.00 0.00 0.0624 rec 0.0 22.00 0.0
D.L. Water SVw = 0.0 SM V = 0.0
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 30 26.00 0.087 rec -67.7 13.00 -880
UA 30 26.00 0.000 tri 0.0 17.33 0
SU = -67.7 SM U = -880
Horizontal Loads L H Pressure ICE arm Mu REVISED PER 2/1/11 MEETING WITH CORPS
ft ft ksf K ft ft-k Ice Loading is for Ice Floe on single Pier Only on Gated Structure
ICE 30 2.00 0.00 rec 0.0 0.39 0.0 use 500 plf along Wing Walls
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 30 0.060 tri 1.81 1.33 2.41
HHW 30 -0.060 tri -1.81 0.46 -0.84
SW = 0.00 SM W = 1.6
Overturning Moments SMOT = MU +MW +MICE = -878 kip-ft
Resisting Moments SMR = MV = 27423 kip-ft
Sum of Moments SMnet = MR + MOT = 26,545 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 2,042 kips
Sum of Horizontal Forces H = Ice + water = 0 kips
Location of Resultant Xr = SM / P = 13.00 ft from Toe
e = B/2 - Xr = (0.00) ft
B/6 = 4.333 ft
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 ) 200* / fy 4/3*p
p= 0.0012 0.00316 0.00333 0.0012
EM 110-2-2104 2-8 c. (not less than Temp & Shrinkage, half in each face)
As (REQ'D)= 1.63 in2 p(min)= 0.0028 /2 As =0.5*pT&Sbh = 2.016 in
2
2
As = #9 @ 12 = 1.00 in
SELECT STEEL
bar #= 9
spacing, s= 12 in
# OF BAR= 1 (ENTER 1 IF PER FT, b=12") a
As= 0.999 in2
d= 115.4375 in
p = As/bd = 0.0007 O.K. 0.5 pb but Mu O.K.
CHECK SHEAR REINFORCEMENT (ACI 11.3 & EM 110-2-2104 3-3a) 11.5.6 - MINIMUM SHEAR REINFORCEMENT
Vuh = 56.4 k NO STIRRUPS REQUIRED A minimum area of shear reinforcement, Av,min shall be
Vn = Vuh / f = 75.2 k provided in all reinforced concrete flexural members
Vc = 2*sqrt(Fc') bw * d = 175.2 k 11.3.1.1 where Vu exceeds 0.5 f Vc
Vs =Vuh / f - 1.3Vc = 0.0 k OK Vs(max) vn O.K.
# of stirrup legs = 2 (single stirrup = 2, Dbl stirrup = 4………) b) CONCRETE JOIST ACI 8.11
Stirrup bar size = 4 c) BEAMS W/ h vn O.K.
11.5.5 - Spacing limits for shear reinforcement
s = d/2 = 57.719 in OR 24 in 11.5.6.3
s(max)= 24.000 in Av,min = 0.75 sqrt(fc') bw*s/fy = 0.65 * s
4*sqrt(Fc')*bw*d= 350.4 k >Vs but not less than 50bw*s/ fy = 21.66666667 * s
s max = Av fy / 0.75 sqrt(fc') bw = 0.00 in
USE s= 24.00 in s max = Av fy /50 bw = 0.00 in
11.5.5.3
Vs = (Av * Fy * d) / s = 0.0 k Where Vs exceeds 4*sqrt(Fc')*bw*d maximum spacings
shall be reduced by one-half
Page 21 of 22
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 SECTION E
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 0.88 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: 162.4 k 162.4 k 162.4 k 162.4 k 162.4 k 30.2 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: 31 k 35 k 35 k 35 k 31 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: 81.2 k 108.3 k 108.3 k 141.2 k 108.3 k 15.1 k
Pile P-Multipliers, Pm for multiple Row Shading (ave from Hannigan….2005) See AASHTO P. 10-88
1 2 3 4
Pile Spacing Row 1 Row 2 Row 3 Row n B= 1.1666667 Ensoft
3 B 0.7 0.5 0.35 0.35 Row 1 Row 2 Row 3 Row n s/B Formula
5 B 1 0.85 0.7 0.7 Pile Spacing 5.25 ft 5.25 ft 5.25 ft 6.00 ft parallel trailing Pile 5.37 0.5791 (s/B).3251
.2579
h Long 0.925 0.763 0.613 1.000 parallel Ratio s/B 4.500 4.500 4.500 5.143 leading Pile 3.37 0.7309 (s/B)
h Trans 0.796 0.613 0.575 0.575 perp 4.25 ft 4.25 ft 5.00 ft 5.00 ft
h Total 1.000 1.000 1.000 1.000 Total Lateral reduction Ratio s/B 3.643 3.643 4.286 4.286 perp side side 3.28 0.5292 (s/B)0.5659
FOR PHASE 4 : NO Pm applied for Lateral capacity
Hydraulic Data - RRN Mainstream - Optimized w/Control Structures
1/20/2011
Structure: ND East Red River 35k
Event Headwater Tailwater
Year ft ft Case
1/20/2011 2 896.85 896.82
5 906.37 902.2
1/20/2011 10 914.77 903.05
20 910.87 903.23
1/20/2011 50 920.02 902.11
1/20/2011 100 922.01 902.41 1
200 916.79 908.37
** 300 918.567 910.383
1/20/2011 500 922.12 914.41 2
** **
**300 yr event is linearly interploated between 200 & 500 yr event
Page 22 of 22