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
783 0
#NAME? 0
#NAME? 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: 1.1 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 = HHW =
34.66' 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
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 -0.50 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
783 0
#NAME? 0
#NAME? 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: 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 = HHW =
34.77' 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
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 = 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
783 0
#NAME? 0
#NAME? 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: 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 = HHW =
39.77' 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
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 = 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
783 0
#NAME? 0
#NAME? 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: 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
783 0
#NAME? 0
#NAME? 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: 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. H.W. EL.
888.74 888.74
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
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 = 0.087 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
783 0
#NAME? 0
#NAME? 0
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 ) longitudinal pile spacing, then #NAME?
we get Overlapping Critical Perimeters R
y
D =dp + dv = #REF! #NAME?
long. Spacing = 51.0 in #REF! #NAME? deg
dv / 2= #NAME?
#REF! #NAME?
#NAME? y #NAME?
#REF! dp #NAME?
a
30.00 in a=
#NAME?
R
#REF! d
x x
Toe of Abutment
4.25 ft 27.00 in #NAME?
Footing
(TYP)
R #NAME?
Case 1: No overlap or edge constraints, Max bo
bo = #REF! (complete circle)
Case 2: Corner Pile w/Front edge constraints
d= #REF! deg
x= #REF!
Arc Length =(90- d )* R = #REF!
a) bo = #REF! ( circle truncated at toe along x x)
b) bo = #REF! (half circle at top + straight edge to toe)
Case 3: Corner Pile w/ front & side edge constraints
bo = #NAME? (row 1 + arc + tangent)
min bo = #REF!
Other Case Controls: no (Enter yes or no)
Other min bo = 59.00 in (Enter other bo)
Use bo = #REF!
Vn = (0.063 + 0.126/ Bc) sqrt(fc')*bo*dv lessor of 1.2 Mcr or 1.33 Mu
T= As*Fy = 36.07922813 k
C = 0.85*Fc' *b*a = 40.8 a Determine Cracking Moment
a = T/C = 0.884 in fr = 0.24 *sqrt (Fc') = 0.48 ksi for normal Wt. Conc. Article 5.4.2.6
3
Mn= As*Fy(dS - a/2)/12 = #REF! ft-k Ig = b * t /12 = #REF! in4 The gross moment of inertia
Mr = fMn = #REF! ft-k f #REF! yt = #REF!
Mcr = fr * Ig / yt = #REF!
Lessor of 1.2*Mcr = #REF! or 1.33 Mu = #NAME?
Mr = #REF! #REF! #REF! #REF!
2. Bottom Transverse Reinforcement: Design for Strength Limit State
The toe has a greater thickness than the heel. Then the design moment for the bottom mat is the largest of the moments due to the maximum pile
reactions the Rows of Piles. For pile rows located in heel, deduct moment due to EV on top of footing.
Summary Pile Reactions (calculated elsewhere)
Heel Length, i = #REF! Pile Loads (kips/pile)
Stem Modification, r = 0.00 ft heel Load Combinations
Total Length #REF! Row 1 Row 2 Row 3 Row 4
#REF! #REF! #REF! #REF! #REF!
Toe Length, m = 100 235.6 167.3 #REF! #REF!
Stem Modification, r = Toe 500 #REF! #REF! #REF! #REF!
Total Length 0.00 ft Dry #REF! #REF! #REF! #REF!
max #REF! #REF! #REF! #REF!
Stem Width, c = Longitudinal Spacing
Stem Modification, r = 0.00 ft #REF! 4.25 ft
Total Length 0.00 ft #REF! 4.25 ft
#REF! 5.00 ft
#REF! 4.25 ft Pmod
For the Row 1 piles: N.A. Toe
Pev
Mu = (Pile Reaction / Pile Spacing) (Moment Arm) Heel
Mot
For the Row 2 piles: N.A. Stem
Mu = (Pile Reaction / Pile Spacing) (Moment Arm)
i = #REF! 0.00 ft 0.00 ft
For the Row 3 piles: N.A.
Mu = (Pile Reaction / Pile Spacing) (Moment Arm)
For the Row 4 piles: O.S. Back Stem Face
Mu = (Pile Reaction / Pile Spacing) (Moment Arm)
Bottom
Steel
(note: Use LF = 1.0 on Mev from heel design) 2.50 ft 5.25 ft 5.25 ft 5.25 ft 2.50 ft
ηi * f Mev = #REF! per ft width
5.25 ft 5.25 ft
Note: Moment Arm calculated from pile loactions O.S. face of Front or Back of stem; 15.75 ft
Piles w/in stem width have no moment arm
Row 4 Row 3 Row 2 #REF!
Reaction Moment Arm Moment Heel Modifier Mu
Pile Location Spacing (ft) k-ft/ft f Mev kip-ft/ft width
#REF! #REF! 0 #REF! 0 #REF!
#REF! Stem #REF! 0 #REF! 0 #REF!
#REF! Toe #REF! 0 #REF! 0 #REF!
#REF! Stem #REF! #REF! #REF! 0 #REF!
1) Check Required Steel at Toe Design
Mu = #REF! per ft width
b= 12.0 in (per foot)
t= 0.0 in (footing thickness at Toe)
Pile Embedment = 12.0 in Metric
Assume bar #= 7 22 (Note: Adjust Manually, once actual Bar is selected)
Trial dS = -12.44 in Lay Bottom Steel on top of Piles
AASHTO 5.7.3.2 Flexural Rsistance
Mr = f Mn (5.7.3.2.1-1)
f= 0.9 (resistance factor as specified in Article 5.5.4.2)
Mn = As*fy(dS - a/2) (5.7.3.2.2-1) (rectangular section w/o prestresssing steel, compression steel)
set-up equation for required steel area
Mu = f Mn = f As*fy(dS - a/2)
find a: C =T
T= As*Fy
C= .85*Fc' *b*a
a = As*Fy / .85*Fc' *b a = B1 * x; where x = distence from neutral axis to the extreme compression fibers
therefore: Mu = f As*fy(dS - As*Fy / 2 *.85*Fc' *b)
Mu = 54 * As (
-12.4375 - As * 0.7353 )
rearange to get quadratic equation AASHTO 5.7.3.3 Limits For Reinforcement
a b c
As2
39.70588235 671.625 As + #REF! 5.7.3.3.1 Maximum Reinforcement
2
solve for smaller root in quadratic equation: [-b - SQRT(b -4ac)]/2a c / de lessor of 1.2 Mcr or 1.33 Mu
T= As*Fy = 36.07922813 k
C = 0.85*Fc' *b*a = 40.8 a Determine Cracking Moment
a = T/C = 0.884 in fr = 0.24 *sqrt (Fc') = 0.48 ksi for normal Wt. Conc. Article 5.4.2.6
Mn= As*Fy(dS - a/2)/12 = -38.72 ft-k Ig = b * t3 /12 = - in4 The gross moment of inertia
Mr = fMn = -34.85 ft-k f lessor of 1.2 Mcr or 1.33 Mu
T= As*Fy = 36.07922813 k
C = 0.85*Fc' *b*a = 40.8 a Determine Cracking Moment
a = T/C = 0.884 in fr = 0.24 *sqrt (Fc') = 0.48 ksi for normal Wt. Conc. Article 5.4.2.6
3
Mn= As*Fy(dS - a/2)/12 = -38.72 ft-k Ig = b * t /12 = - in
4
The gross moment of inertia
Mr = fMn = -34.85 ft-k f lessor of 1.2 Mcr or 1.33 Mu
T= As*Fy = 397.6078202 k
C = 0.85*Fc' *b*a = 4896 a Determine Cracking Moment
a = T/C = 0.081 in fr = 0.24 *sqrt (Fc') = 0.48 ksi for normal Wt. Conc. Article 5.4.2.6
3
Mn= As*Fy(dS - a/2)/12 = -440.37 ft-k Ig = b * t /12 = - in
4
The gross moment of inertia
Mr = fMn = -396.33 ft-k f 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 BAR SIZE
d= 115.4375 in 3
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
TO PRINT STEM DESIGN COMPUTATIONS USE MACRO "STEMPRINT" OR CRTL+ SHIFT + W
#REF!
#REF!
#REF! #REF! #REF!
#REF! #REF! #REF!
SELECT LOAD CASE
#REF! #REF!
#REF! #REF! Load Factor
#REF! #REF! #REF! #REF! #REF! #REF! 1.5 Assume bar #= ft-k SELECTED FROM ABOVE
#REF! #REF! #REF! #REF! #REF! #REF! 1.75 Trial Db/2 = #N/A d = (thickness - cover - db/2)
Note: h = 33.77 ft Quadratic Equation SELECT STEEL FLEXU
y LS EH Total Vu Mu(LS) Mu(EH) Total Mu Wall thick. ADD'L Trial "d" Required spacing, s As
ft k k k k-ft k-ft k-ft In. COVER in. a b c As bar # in. in^2
0.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
1.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
2.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
3.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
4.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
5.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
6.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
7.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
8.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
9.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
10.00 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
10.94 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 18.00 0.401
11.94 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 12.00 0.601
12.75 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 12.00 0.601
13.75 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 12.00 0.601
14.50 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 12.00 0.601
15.52 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 6.00 1.203
16.52 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 6.00 1.203
17.52 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 6.00 1.203
18.52 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 6.00 1.203
33.77 #REF! #REF! #REF! #REF! #REF! #REF! 0.00 #VALUE! #VALUE! #REF! #VALUE! 7 6.00 1.203
Page 23 of 28
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: SECTION E
EL.
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
Find -Mu bar Cut-off:
Exposed face
Fill Side
Mu f Mn
k-ft Wall thick in k-ft
Depth "d" in Bar Spacing
0.00 #REF! 0.00 #VALUE! 2"
0.17 #REF! 0.00 #VALUE! ld = 0.00 7 18.00 #VALUE!
# 7 @ 18.00
BAR H LAP WITH BAR E
#VALUE! #VALUE! #VALUE! #VALUE! Bar Cut-Off (2) #VALUE! #VALUE! #VALUE!
Y3 =
#VALUE!
10.94 #REF! 0.00 #VALUE! ld = 0.00 ft 7 18.00 #VALUE!
#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
BAR J LAP WITH BAR F
# 7 @ 12.00 in
fMn
Mu
#N/A #N/A #N/A #N/A Bar Cut-Off (1) #N/A #N/A #N/A
Y2 = #N/A
14.50 #REF! 0.00 #VALUE! ld 0.00 ft 7 12.00 #VALUE!
Bar E #N/A
33.770 0.00 in. #REF! Y3 #N/A 7 6.00 #VALUE!
BAR F -Mu = 80.61 k-ft/ft
Quadratic Equation SELECT STEEL FLEXURAL CAPACITY Check Min. Stee
y -Mu Wall Stem ADD'L Trial "d" Required spacing, s As a fMn 1.2*Mcr
ft k-ft/ft thick. in. COVER in. a b c As bar # in. in^2 d in. in. k-ft k-ft
0.00 #REF! 0.00 0.00
0.17 0.45 18.60 0.00 #VALUE! #VALUE! 5.45 #VALUE! 7 18 0.401 #VALUE! #VALUE! #VALUE! 0.00
#VALUE! 12.01 20.35 #VALUE! #VALUE! #VALUE! 144.09 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 0.00
10.94 17.72 20.74 0.00 #VALUE! #VALUE! 212.61 #VALUE! 7 18 0.401 #VALUE! #VALUE! #VALUE! 0.00
#VALUE! 20.96 20.92 #VALUE! #VALUE! #VALUE! 251.50 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 0.00
#N/A 27.33 21.23 #N/A #VALUE! #VALUE! 327.98 #VALUE! #N/A #N/A #N/A #VALUE! #N/A #N/A 0.00
14.50 37.30 21.63 0.00 #VALUE! #VALUE! 447.60 #VALUE! 7 12 0.601 #VALUE! #VALUE! #VALUE! 0.00
33.77 80.61 22.82 0.00 #VALUE! #VALUE! 967.29 #VALUE! 7 6 1.203 #VALUE! #VALUE! #VALUE! 0.00
Find -Mu bar Cut-off: AASHTO 5.11.1.2.1 5.10.8 Shrinkage and Temperature Steel - Longitudinal Steel
1) bar # = ft-k Dowel For solid structural concrete walls and footings, bar spacing shall not exceed 12.0 in.
s= ft-k in in each direction on all faces greater than 18.0 in. thick:
ld = in Verify development length of bar As > 1.30bh / [2(b+h)Fy] (5.10.8-1)
0.11 1.30bh / [2(b+h)Fy] = #VALUE! in / ft
As (min) = 0.11 in2 / ft
Thorectical + "Y2" = #N/A #N/A Cut-Off Length = #N/A ft above Base As (max) = 0.60 in2 / ft
Depth from Top = #N/A ft s max = 12.00 in
bar # = 7 bar spliced w/ Dowel SELECT LONGITUDINAL STEEL EACH FACE
s= 12.00 in in Metric
2) ld = in bar #= 5 16
1.7 * ld = 0.00 in BAR H OR BAR J spacing, s= 12.0 in OK
# OF BAR= 1 (ENTER 1 IF per ft, b=12")
15 * db = 13.13 in in As= 0.31 in2 #VALUE!
or d = #VALUE! in, at y = 10.94 Cut-Off Length = ###### ft above Base
or 12.00 in in Depth from Top = #VALUE! ft
Y3 = #VALUE! in max(15*db, d, 12")
Thorectical + "Y3" = #VALUE! above base
3)
bar # = 7 bar spliced w/ Dowel
s= 18.00 in in
ld = in Verify development length of bar `
1.7 * ld = 0.00 in
TO PRINT STEM DESIGN COMPUTATIONS USE MACRO "WALLPRINT" OR CRTL+ SHIFT + M
Page 24 of 28
Page 25 of 28
AVERAGE AREA PER FOOT OF WIDTH
SPACING
BAR DIA. 2 2.5 3 3.5 4 4.5 5 5.5 6 7 8 9 10 12
0.375 0.11
0.5 0.20
0.625 0.31
0.75 0.44
0.875 0.60
1 0.79
1.128 1.00
1.27 1.27
1.41 1.56
Service Loading
ηi Load Factor
EH 1.00 max 1.00
LS 1.00 max 1.00
FLEXURAL CAPACITY Check Min. Steel CRACK CONTROL
d a fMn 1.2*Mcr Check Min Total Ms a b c - Neutral Axis j * d = (d Actual fs = M s(max)
ge dc in bs actual s
in. in. k-ft k-ft 4/3 *Mu As k-ft 1/2*b*x2 n*As*x n*As*d x - x/3) / (As*j*d) ksi in
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 0.00 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! 18.00
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 0.82 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 4.08 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 11.01 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 22.83 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 40.77 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 66.04 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 99.88 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 143.50 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 198.13 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 264.99 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 340.08 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 18.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 434.16 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 12.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 521.90 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 12.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 645.52 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 12.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 750.00 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 12.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 909.31 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 6.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 1085.90 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 6.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 1283.91 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 6.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 1504.57 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 6.00 #REF!
#VALUE! #VALUE! #VALUE! 0.00 #REF! #VALUE! 8547.62 0.00 #REF! #REF! #REF! #VALUE! #VALUE! #REF! #VALUE! #VALUE! #REF! 6.00 #REF!
Page 26 of 28
18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Check Min. Steel
Check Min
4/3 *Mu As
0.61 #VALUE!
16.01 #VALUE!
23.62 #VALUE!
27.94 #VALUE!
36.44 #N/A
49.73 #VALUE!
107.48 #VALUE!
s, bar spacing shall not exceed 12.0 in.
least thickness of component section
least width of component section
Page 27 of 28
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= 1.166667 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
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).2579
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
Today's Date: 6/16/2010
Structure: Red River of the North
HEC-RAS Model : P:\Mpls\34 ND\09\34091004 Fargo Moorhead Metropolitan Feas. Study\WorkFiles\Project Data\Phase3\HEC_RAS\6-10 Working\20100609RAS4BARR\RRNandNDDivEast35000Year0 Geotech P3.1P3.1\YR0ND35KP3.prj
Model Date: 6/9/2010
Notes: ND 35K Phase 3 & 3.1 Hydrology
Inline structure located at RS 478.7 (RRN - Downstream_Div) in RAS model
Gate width (ft): 50
Number of gates: 3
(ft) (ft)
Event in Red River (year) Q Total (cfs) *Headwater**Tailwater Head Difference (ft)
0.9999 49 879.1 879.1 0
0.99 249 881.16 881.15 0.01
0.95 547 883.47 883.46 0.01 Median flow is approx. 507 cfs
0.9 809 885.06 885.05 0.01
0.8 1250 887.33 887.32 0.01
2 4000 896.85 896.82 0.02
5 5117 906.37 902.2 4.17
10 7018.79 914.77 903.05 11.72
20 8815 910.87 903.23 7.64
50 10758 920.02 902.11 9.62
100 12065 922.01 902.41 19.6
200 10981.92 916.79 908.37 8.42 pending review by MW1
500 13131.37 922.12 914.41 7.71
**Xsect 478.69
*Xsect 478.71
Per Miguel Wong 1/18/2011
invert Phase 3 = Phase 4
ave flow Phase 3 = Phase 4 ; use 2 yr flood
tailwater for all events Phase 3 = Phase 4
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