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 J
Monolith Structure UNIT TOTAL
ITEM UNIT QUANITY COST Cost Structure Length = 30 ft
FURNISH HP14x73 WALL PILING LF 1,035 0 $0 No. piles = 14 Each
INSTALL HP14x73 WALL PILING LF 1,035 0 $0 Length = 73.95 ft
PILE TEST, 84.0 ft Long EA 0 0 $0
Note: HP14x73 pile used for design,
FOOTING CONCRETE CY 47 0 $0 use HP14x89 to allow for corrosion
Forming SF 298
DECK CONCRETE CY 29
OR SF 0 0 $0
Forming SF 589
STEM CONCRETE CY 110 0 $0
Forming SF 856
STEEL REINFORCEMENT LB 25,614 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 J
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. = 912.75 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 = 12.37'
3
0.00
Hw = 13.26' HHW = 5.486 k/ft
10
TW = 0.00
HTW = 0.000 k/ft
1 Top Of Soil 4.42'
1.33 El. 912.75
4.0'
gh = 0.000 ksf "B" El. 908.75 gh = 0.827 ksf
1.00' 8.0' 0.00' 1.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 10.00'
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 = 0.000 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 0.827 ksf
1.0' 8.00 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 10.00 4.00 0.15 rec 180.0 5.00 900.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 5.00 280.1
Bridge Slab 4 30 11.50 1.17 0.15 rec 60.5 5.00 302.7
Monolith 2 30 8.00 12.37 0.15 rec 445.3 5.00 2,226.6
Monolith 3 30 0.00 2.37 0.15 tri 0.0 9.00 0.0
D.L. Concrete SVc = 741.9 SM V = 3,709.5 CONSTANT FOR ALL LOAD CASES
T.W on ftg Monolith 10 30 1.00 0.00 0.0624 rec 0.0 0.50 0.0
H.W. on Monolith Slope 11 30 0.00 2.37 0.0624 tri 0.0 9.00 0.0
H.W. Above Slope 13 30 0.00 6.89 0.0624 rec 0.0 9.00 0.0
H.W. on Mono. ftg 12 30 1.00 9.26 0.0624 rec 17.3 9.50 164.7
D.L. Water SVw = 17.3 SM V = 164.7
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 30 10.00 0.000 rec 0.0 5.00 0
UA 30 10.00 0.827 tri -124.1 6.67 -827
SU = -124.1 SM U = -827
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 12.76 0.0 use 500 plf along Wing Walls
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 30 0.000 tri 0.00 1.33 0.00
HHW 30 -5.486 tri -164.57 4.42 -727.42
SW = -164.57 SM W = -727.4
Overturning Moments SMOT = MU +MW +MICE = -1555 kip-ft
Resisting Moments SMR = MV = 3874 kip-ft
Sum of Moments SMnet = MR + MOT = 2,319 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 635 kips
Sum of Horizontal Forces H = Ice + water = -165 kips
Location of Resultant Xr = SM / P = 3.65 ft from Toe
e = B/2 - Xr = 1.35 ft
B/6 = 1.667 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 J
CONCRETE QUANTITIES
forming
Ftg conc: 47 cy (includes stepped) 298 sf
Bridge Conc: 29 cy 589 sf
Monolith Conc: 110 cy 856 sf
Total = 186
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 9.5 64 2,067
Longitudinal: 9 6 3.40 31.5 20 2,142
Bot mat Transverse: 9 6 3.40 9.5 64 2,067 lb cy LB/cy
Longitudinal: 9 6 3.40 31.5 20 2,142 8,418 47 177.5756
b) Skin Reinf. On Monolith
Vert Face Vert: 9 6 3.40 11.87 60 2,421
Longitudinal: 9 12 3.40 29.5 12 1,204
Top Face Transverse: 9 12 3.40 7.5 30 765
Longitudinal: 9 12 3.40 29.5 8 802
Sloped Face Sloped: 9 6 3.40 13.9 60 2,829
Longitudinal: 9 12 3.40 29.5 14 1,404 9,426 110 85.727
S= 17,845
c) Pier Reinf. On Piers Vol (cy)
assume 200 lb/cy - wt = -
d) Deck Reinf.
assume 200 lb/cy 29 wt = 5,757
Lap Splices (long. Bars) 9 3.40 8 74 2,013
S Bar Wt= 25,614 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 J
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. = 912.75 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 = 12.37'
3
0.00
Hw = 13.26' HHW = 5.486 k/ft
10
TW = 0.00
HTW = 0.000 k/ft
1 Top Of Soil 4.42'
1.33 El. 912.8
4.0'
gh = 0.000 ksf "B" El. 908.75 gh = 0.827 ksf
1.00' 8.0' 0.00' 1.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 10.00'
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 = 0.000 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 0.827 ksf
1.0' 8.00 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 10.00 4.00 0.15 rec 180.0 5.00 900.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 5.00 280.1
Bridge Slab 4 30 11.50 1.17 0.15 rec 60.5 5.00 302.7
Monolith 2 30 8.00 12.37 0.15 rec 445.3 5.00 2,226.6
Monolith 3 30 0.00 2.37 0.15 tri 0.0 9.00 0.0
D.L. Concrete SVc = 741.9 SM V = 3,709.5 CONSTANT FOR ALL LOAD CASES
T.W on ftg Monolith 10 30 1.00 0.00 0.0624 rec 0.0 0.50 0.0
H.W. on Monolith Slope 11 30 0.00 2.37 0.0624 tri 0.0 9.00 0.0
H.W. Above Slope 13 30 0.00 6.89 0.0624 rec 0.0 9.00 0.0
H.W. on Mono. ftg 12 30 1.00 9.26 0.0624 rec 17.3 9.50 164.7
D.L. Water SVw = 17.3 SM V = 164.7
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 30 10.00 0.000 rec 0.0 5.00 0
UA 30 10.00 0.827 tri -124.1 6.67 -827
SU = -124.1 SM U = -827
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 12.76 -191.4 use 500 plf along Wing Walls
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 30 0.000 tri 0.00 1.33 0.00
HHW 30 -5.486 tri -164.57 4.42 -727.42
SW = -164.57 SM W = -727.4
Overturning Moments SMOT = MU +MW +MICE = -1746 kip-ft
Resisting Moments SMR = MV = 3874 kip-ft
Sum of Moments SMnet = MR + MOT = 2,128 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 635 kips
Sum of Horizontal Forces H = Ice + water = -180 kips
Location of Resultant Xr = SM / P = 3.35 ft from Toe
e = B/2 - Xr = 1.65 ft
B/6 = 1.667 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 J
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. = 912.75 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 = 12.37'
3
1.66
Hw = 13.37' HHW = 5.577 k/ft
10
TW = 5.66
HTW = 1.000 k/ft
1 Top Of Soil 4.46'
1.89 El. 912.8
4.0'
gh = 0.353 ksf "B" El. 908.75 gh = 0.834 ksf
1.00' 8.0' 0.00' 1.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 10.00'
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 = 0.353 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 0.834 ksf
1.0' 8.00 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 10.00 4.00 0.15 rec 180.0 5.00 900.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 5.00 280.1
Bridge Slab 4 30 11.50 1.17 0.15 rec 60.5 5.00 302.7
Monolith 2 30 8.00 12.37 0.15 rec 445.3 5.00 2,226.6
Monolith 3 30 0.00 2.37 0.15 tri 0.0 9.00 0.0
D.L. Concrete SVc = 741.9 SM V = 3,709.5 CONSTANT FOR ALL LOAD CASES
T.W on ftg Monolith 10 30 1.00 1.66 0.0624 rec 3.1 0.50 1.6
H.W. on Monolith Slope 11 30 0.00 2.37 0.0624 tri 0.0 9.00 0.0
H.W. Above Slope 13 30 0.00 7.00 0.0624 rec 0.0 9.00 0.0
H.W. on Mono. ftg 12 30 1.00 9.37 0.0624 rec 17.5 9.50 166.6
D.L. Water SVw = 20.6 SM V = 168.2
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 30 10.00 0.353 rec -106.0 5.00 -530
UA 30 10.00 0.481 tri -72.2 6.67 -481
SU = -178.1 SM U = -1,011
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 12.87 0.0 use 500 plf along Wing Walls
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 30 1.000 tri 29.99 1.89 56.57
HHW 30 -5.577 tri -167.32 4.46 -745.67
SW = -137.33 SM W = -689.1
Overturning Moments SMOT = MU +MW +MICE = -1700 kip-ft
Resisting Moments SMR = MV = 3878 kip-ft
Sum of Moments SMnet = MR + MOT = 2,178 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 584 kips
Sum of Horizontal Forces H = Ice + water = -137 kips
Location of Resultant Xr = SM / P = 3.73 ft from Toe
e = B/2 - Xr = 1.27 ft
B/6 = 1.667 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 J
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. = 912.75 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 = 12.37'
3
1.66
Hw = 18.37' HHW = 10.529 k/ft
10
TW = 5.66
HTW = 1.000 k/ft
1 Top Of Soil 6.12'
1.89 El. 912.8
4.0'
gh = 0.353 ksf "B" El. 908.75 gh = 1.146 ksf
1.00' 8.0' 0.00' 1.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 10.00'
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 = 0.353 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 1.146 ksf
1.0' 8.00 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 10.00 4.00 0.15 rec 180.0 5.00 900.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 5.00 280.1
Bridge Slab 4 30 11.50 1.17 0.15 rec 60.5 5.00 302.7
Monolith 2 30 8.00 12.37 0.15 rec 445.3 5.00 2,226.6
Monolith 3 30 0.00 2.37 0.15 tri 0.0 9.00 0.0
D.L. Concrete SVc = 741.9 SM V = 3,709.5 CONSTANT FOR ALL LOAD CASES
T.W on ftg Monolith 10 30 1.00 1.66 0.0624 rec 3.1 0.50 1.6
H.W. on Monolith Slope 11 30 0.00 2.37 0.0624 tri 0.0 9.00 0.0
H.W. Above Slope 13 30 0.00 12.00 0.0624 rec 0.0 9.00 0.0
H.W. on Mono. ftg 12 30 1.00 14.37 0.0624 rec 26.9 9.50 255.6
D.L. Water SVw = 30.0 SM V = 257.1
L W Pressure U arm Mu
Uplift Loads ft ft ksf K ft ft-k
UB 30 10.00 0.353 rec -106.0 5.00 -530
UA 30 10.00 0.793 tri -119.0 6.67 -793
SU = -224.9 SM U = -1,323
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 17.87 0.0 use 500 plf along Wing Walls
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 30 1.000 tri 29.99 1.89 56.57
HHW 30 -10.529 tri -315.86 6.12 -1934.11
SW = -285.87 SM W = -1877.5
Overturning Moments SMOT = MU +MW +MICE = -3200 kip-ft
Resisting Moments SMR = MV = 3967 kip-ft
Sum of Moments SMnet = MR + MOT = 766 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 547 kips
Sum of Horizontal Forces H = Ice + water = -286 kips
Location of Resultant Xr = SM / P = 1.40 ft from Toe
e = B/2 - Xr = 3.60 ft
B/6 = 1.667 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 J
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. = 912.75 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 = 12.37'
3
1 Top Of Soil
El. 912.8
4.0'
"B" El. 908.75
1.00' 8.0' 0.00' 1.0' 33.0 psf Wind
See Piling Plan for Vert Loads and Horiz Resistance B = 10.00'
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 10.00 4.00 0.15 rec 180.0 5.00 900.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 5.00 280.1
Bridge Slab 4 30 11.50 1.17 0.15 rec 60.5 5.00 302.7
Monolith 2 30 8.00 12.37 0.15 rec 445.3 5.00 2,226.6
Monolith 3 30 0.00 2.37 0.15 tri 0.0 9.00 0.0
D.L. Concrete SVc = 741.9 SM V = 3,709.5 CONSTANT FOR ALL LOAD CASES
Horizontal Loads L H Pressure H arm Mw
ft ft ksf K ft ft-k
Wind 30 18.37 -0.03 rec -18.2 9.185 -167.0
Overturning Moments SMOT = MW = -167 kip-ft
Resisting Moments SMR = MV = 3709 kip-ft
Sum of Moments SMnet = MR + MOT = 3,542 kip-ft
Sum of Vertical Forces P = Conc = 742 kips
Sum of Horizontal Forces H = Wind = -18 kips
Location of Resultant Xr = SM / P = 4.77 ft from Toe
e = B/2 - Xr = 0.23 ft
B/6 = 1.667 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 J
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. = 912.75 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 = 12.37'
3
0.00
Hw = 0.00'
10
TW = 0.00
HTW = 0.000 k/ft HHW = 0.000 k/ft
1 Top Of Soil
0.00'
1.33 El. 912.8
4.0'
gh = 0.000 ksf "B" El. 908.75 gh = 0.000 ksf
1.00' 8.0' 0.00' 1.0'
See Piling Plan for Vert Loads and Horiz Resistance B = 10.00'
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 = 0.000 ksf Case 2, Full HW in Front of Upstream sheets
Full TW on down stream of sheets
UA = 0.000 ksf
1.0' 8.00 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 10.00 4.00 0.15 rec 180.0 5.00 900.0
Bridge Slab 4 30 15.00 0.83 0.15 rec 56.0 5.00 280.1
Bridge Slab 4 30 11.50 1.17 0.15 rec 60.5 5.00 302.7
Monolith 2 30 8.00 12.37 0.15 rec 445.3 5.00 2,226.6
Monolith 3 30 0.00 2.37 0.15 tri 0.0 9.00 0.0
D.L. Concrete SVc = 741.9 SM V = 3,709.5 CONSTANT FOR ALL LOAD CASES
T.W on ftg Monolith 10 30 1.00 0.00 0.0624 rec 0.0 0.50 0.0
H.W. on Monolith Slope 11 30 0.00 -24.01 0.0624 tri 0.0 9.00 0.0
H.W. Above Slope 13 30 0.00 -26.38 0.0624 rec 0.0 9.00 0.0
H.W. on Mono. ftg 12 30 1.00 0.00 0.0624 rec 0.0 9.50 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 10.00 0.000 rec 0.0 5.00 0
UA 30 10.00 0.000 tri 0.0 6.67 0
SU = 0.0 SM U = 0
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 -1 0.0 use 500 plf along Wing Walls
L Force H arm Mw
Water Loads ft k/ft K ft ft-k
HTW 30 0.000 tri 0.00 1.33 0.00
HHW 30 0.000 tri 0.00 0.00 0.00
SW = 0.00 SM W = 0.0
Overturning Moments SMOT = MU +MW +MICE = 0 kip-ft
Resisting Moments SMR = MV = 3709 kip-ft
Sum of Moments SMnet = MR + MOT = 3,709 kip-ft
Sum of Vertical Forces P = Conc + Water + Uplift = 742 kips
Sum of Horizontal Forces H = Ice + water = 0 kips
Location of Resultant Xr = SM / P = 5.00 ft from Toe
e = B/2 - Xr = - ft
B/6 = 1.667 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= 0.0001 0.00316 0.00333 0.0001
EM 110-2-2104 2-8 c. (not less than Temp & Shrinkage, half in each face)
As (REQ'D)= 1.00 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 = 10.5 k NO STIRRUPS REQUIRED A minimum area of shear reinforcement, Av,min shall be
Vn = Vuh / f = 14.0 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 = 0.25 * s
4*sqrt(Fc')*bw*d= 350.4 k >Vs but not less than 50bw*s/ fy = 8.333333333 * 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 J
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 6.00 ft 0.00 ft 0.00 ft 6.00 ft parallel trailing Pile 5.37 0.5791 (s/B).3251
.2579
h Long 1.000 -0.025 -0.175 1.000 parallel Ratio s/B 5.143 0.000 0.000 5.143 leading Pile 3.37 0.7309 (s/B)
h Trans 0.796 0.613 -0.175 0.575 perp 4.25 ft 4.25 ft 0.00 ft 5.00 ft
h Total 1.000 1.000 1.000 1.000 Total Lateral reduction Ratio s/B 3.643 3.643 0.000 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