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 7/9/2010 D
FURNISH HP14x73 WALL PILING LF 11,037 0 $0 No. piles = 318 11268 -231
INSTALL HP14x73 WALL PILING LF 11,037 0 $0 Length = 34.71 ft 11268
PILE TEST, 45 ft EA 8 0 $0 ASSUME SPACING: 40 ft 1 test pile along each ftg face TOTAL 8
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 ftg 2284.481 -12
Pier CONCRETE CY 3,759 0 $0 8 78.29 53.61 33576.4 8 8 53.61 3431.0 37,007 pier 3283.497 475
DECK CONCRETE CY 128 BOT 150 15 2250.0 5 15 1 75.0 128.0471 0
OR SF 2730 0 $0 SIDE 364 1 364.0 2,689 deck 2730
STEEL REINFORCEMENT LB 467,450 0 $0 450640.6 16,810
Tainter Gates (Furnish) EA 3 0 $0 w (ft) h( ft) sf $ / sf $ 3 0
50 47 2209 400 883600
Gate Hoist EA 3 0 $0 50 42 1764 400 705600 7/9/2010 3 0
445
Install Gates EA 3 0 $0 3 0
BRIDE RAILING LF 364 0 $0 364 0
LENGTH
SHEET PILE CUT-OFF WALL SF 3,640 0 $0 (FRONT FACE ONLY) 10 FT 3640 0
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 ftREVISED PER 7/1/10 MEETING WITH CORPS
Actual Ht = 47.00 ft Gated Section Length = 182.0 ftTop 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 = 0.4534043 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
1 REVISED PER 2/1/11 MEETING WITH CORPS
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'
12
HTW = 33.771 k/ft 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 SM V = 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
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 SM V = 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 SM U = -1,854,412
Horizontal Loads L H Pressure ICE arm Mu Overturning
ft ft ksf K ft ft-k Ice Loading is for Ice Floe on single Pier Only Location of Resultant Xr = SM / P = #REF! ft Xr = 36.17 ft
ICE 8.0 ft 1.00 0.00 rec 0.0 52 0 REVISED PER 2/1/11 MEETING WITH CORPS e = B/2 - Xr = #REF! #REF! e= 5.97 ft B/6: sV (max) = 2*SV / ( 3Xr )
Resisting Moments SMR = MV = 2,525,422.1 kip-ft
U/S Base Pressure, s V (min) = #REF! ksf U/S Base Pressure, s V (min) = 0.48 ksf
Sum of Moments SMnet = MR + MOT = 464,521 kip-ft D/S Base Pressure, s V (max) = #REF! ksf D/S Base Pressure, s V (max) = 1.19 ksf
Sum of Vertical Forces P = Conc + Water + Uplift = 12,843 kips
Sum of Horizontal Forces H = Ice + water = -9,505 kips
Check Sliding f= 40.00 deg Note: IF e>B/6 then Base is Cracked
tan f = 0.8391
C= 0 ksf
A = Lc = #REF! ft A = Lc = 84.29 ft
Location of Resultant Xr = SM / P = 36.17 ft from Toe SFF =CA +( P * tan f ) / H = #REF! SFF =CA +( P * tan f ) / H = 1.13
e = B/2 - Xr = 5.97 ft
B/6 = 14.0481 where P = SV - U
H = SW
C = Cohesion Value of concrete or Rock
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)
1 2 3 4 5 6 7 8 9 10 11
Standard Hooks Dimensions Stirrup and Tie Hook Dimensions
BAR SIZE D 180 Bend 90 Bend 90 Hook 135 Hook
D
METRIC DIA AREA WT A or G J A or G A or G A or G
10 3 0.375 0.11 0.376 2.25 in 5.00 in 3.00 in 6.00 in 1.50 in 4.00 in 4.00 in
13 4 0.5 0.2 0.668 3.00 in 6.00 in 4.00 in 8.00 in 2.00 in 4.50 in 4.50 in
16 5 0.625 0.31 1.043 3.75 in 7.00 in 5.00 in 10.00 in 2.50 in 6.00 in 5.50 in
19 6 0.75 0.44 1.502 4.50 in 8.00 in 6.00 in 12.00 in 4.50 in 12.00 in 8.00 in
22 7 0.875 0.6 2.044 5.25 in 10.00 in 7.00 in 14.00 in 5.25 in 14.00 in 9.00 in
25 8 1 0.79 2.67 6.00 in 11.00 in 8.00 in 16.00 in 6.00 in 16.00 in 10.00 in
29 9 1.128 1 3.4 9.50 in 15.00 in 11.75 in 19.00 in
32 10 1.27 1.27 4.303 10.75 in 17.00 in 13.25 in 22.00 in
36 11 1.41 1.56 5.313 12.00 in 19.00 in 14.75 in 24.00 in
180 Bend 90 Bend
90 Hook 135 Hook
CONCRETE QUANTITIES
Ftg conc: 2,273 cy
Pier Conc: 3,759 cy
Bridge Conc: 128 cy 2730 sf
Monolith Conc: - cy
Total = 6,159
STEEL REINFORCEMENT: (assumed) Total
Bar # Spacing Length # of bars wt
a) Footing in LB /ft ft ea lb
Top mat Transverse: 9 9 3.40 83.79 243 69,226
Longitudinal: 9 12 3.40 181.5 84 51,836
Bot mat Transverse: 9 9 3.40 83.79 243 69,226
Longitudinal: 9 12 3.40 181.5 84 51,836
242,125
b) Pier Reinf.
Vert Face Vert: 8 12 2.67 53.36 32 4,559 32' face
8 12 2.67 25.06 26 1,740 L4
8 12 2.67 39.2 20 2,094 slope
8 12 2.67 7.8 78 1,631 90 deg hook Dowels
Longitudinal: 8 12 2.67 83.79 25 5,593 below trunnion 25.3
8 12 2.67 41.55 28 3,106 h1, ave length
18,723 LB EA Face
Total # Pier Faces = 8 Total Skin Reinf = 149,783
End Face Vert: 8 12 2.67 52.25 8 1,116 8' face, Hw
Long. 8 12 2.67 14.00 54 2,019 U-bars 783 #REF!
Vert: 8 12 2.67 25.06 8 535 8' face, Tw #NAME? #REF!
Long. 8 12 2.67 14.00 25 935 U-bars #NAME? #REF!
8 12 2.67 7.8 16 335 90 deg hook Dowels
Trunnion Anchors 11 6 5.31 55.5 16 4,717 Probably Dwi-dags
9,656
Total # Piers = 4 Total End Reinf = 38,623
BulkHeads 6 12 1.50 5.5 54 446 U-bars
Total # BH slots = 12 Total End Reinf = 5,353
S Pier Reinf= 193,759 lbs 51.5495313 lb/cy
c) Pier Reinf. On Piers Vol (cy)
assume 54.01 lb/cy 3,759 wt = 203,007 lbs same as B
d) Deck Reinf.
assume 200 lb/cy 128 wt = 25,609
Lap Splices (long. Bars) 9 3.40 8 219 5,957
S Bar Wt= 467,450 lb
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 =REVISED PER 7/1/10 MEETING WITH CORPS
150.0 ft
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 = 0.4534043 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'
12
HTW = 33.771 k/ft 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 SM V = 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
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 SM V = 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 SM U = -1,854,412
Horizontal Loads L H Pressure ICE arm Mu Overturning
ft ft ksf Ca K ft ft-k Ice Loading is for Ice Floe on single Pier Only Location of Resultant Xr = SM / P = #REF! ft Xr = 35.84 ft
ICE 8.0 ft 1.00 8.06 1.2748 rec -82.2 52 -4,276 REVISED PER 2/1/11 MEETING WITH CORPS e = B/2 - Xr = #REF! #REF! e= 6.31 ft B/6: sV (max) = 2*SV / ( 3Xr )
Resisting Moments SMR = MV = 2,525,422.1 kip-ft
U/S Base Pressure, s V (min) = #REF! ksf U/S Base Pressure, s V (min) = 0.46 ksf
Sum of Moments SMnet = MR + MOT = 460,245 kip-ft D/S Base Pressure, s V (max) = #REF! ksf D/S Base Pressure, s V (max) = 1.21 ksf
Sum of Vertical Forces P = Conc + Water + Uplift = 12,843 kips
Sum of Horizontal Forces H = Ice + water = -9,587 kips
Check Sliding f= 40.00 deg Note: IF e>B/6 then Base is Cracked
tan f = 0.8391
C= 0 ksf
A = Lc = #REF! ft A = Lc = 84.29 ft
Location of Resultant Xr = SM / P = 35.84 ft from Toe SFF =CA +( P * tan f ) / H = #REF! SFF =CA +( P * tan f ) / H = 1.12
e = B/2 - Xr = 6.31 ft
B/6 = 14.0481 where P = SV - U
H = SW
C = Cohesion Value of concrete or Rock
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)
1 2 3 4 5 6 7 8 9 10 11
Standard Hooks Dimensions Stirrup and Tie Hook Dimensions
BAR SIZE D 180 Bend 90 Bend 90 Hook 135 Hook
D
METRIC DIA AREA WT A or G J A or G A or G A or G
10 3 0.375 0.11 0.376 2.25 in 5.00 in 3.00 in 6.00 in 1.50 in 4.00 in 4.00 in
13 4 0.5 0.2 0.668 3.00 in 6.00 in 4.00 in 8.00 in 2.00 in 4.50 in 4.50 in
16 5 0.625 0.31 1.043 3.75 in 7.00 in 5.00 in 10.00 in 2.50 in 6.00 in 5.50 in
19 6 0.75 0.44 1.502 4.50 in 8.00 in 6.00 in 12.00 in 4.50 in 12.00 in 8.00 in
22 7 0.875 0.6 2.044 5.25 in 10.00 in 7.00 in 14.00 in 5.25 in 14.00 in 9.00 in
25 8 1 0.79 2.67 6.00 in 11.00 in 8.00 in 16.00 in 6.00 in 16.00 in 10.00 in
29 9 1.128 1 3.4 9.50 in 15.00 in 11.75 in 19.00 in
32 10 1.27 1.27 4.303 10.75 in 17.00 in 13.25 in 22.00 in
36 11 1.41 1.56 5.313 12.00 in 19.00 in 14.75 in 24.00 in
180 Bend 90 Bend
90 Hook 135 Hook
CONCRETE QUANTITIES
Ftg conc: 2,273 cy
Pier Conc: 3,759 cy
Bridge Conc: 128 cy 2730 sf
Monolith Conc: - cy
Total = 6,159
STEEL REINFORCEMENT: (assumed) Total
Bar # Spacing Length # of bars wt
a) Footing in LB /ft ft ea lb
Top mat Transverse: 9 9 3.40 83.79 243 69,226
Longitudinal: 9 12 3.40 181.5 84 51,836
Bot mat Transverse: 9 9 3.40 83.79 243 69,226
Longitudinal: 9 12 3.40 181.5 84 51,836
242,125
b) Pier Reinf.
Vert Face Vert: 8 12 2.67 53.36 32 4,559 32' face
8 12 2.67 25.06 26 1,740 L4
8 12 2.67 39.2 20 2,094 slope
8 12 2.67 7.8 78 1,631 90 deg hook Dowels
Longitudinal: 8 12 2.67 83.79 25 5,593 below trunnion 25.3
8 12 2.67 41.55 28 3,106 h1, ave length
18,723 LB EA Face
Total # Pier Faces = 8 Total Skin Reinf = 149,783
End Face Vert: 8 12 2.67 52.25 8 1,116 8' face, Hw
Long. 8 12 2.67 14.00 54 2,019 U-bars 783 #REF!
Vert: 8 12 2.67 25.06 8 535 8' face, Tw #NAME? #REF!
Long. 8 12 2.67 14.00 25 935 U-bars #NAME? #REF!
8 12 2.67 7.8 16 335 90 deg hook Dowels
Trunnion Anchors 11 6 5.31 55.5 16 4,717 Probably Dwi-dags
9,656
Total # Piers = 4 Total End Reinf = 38,623
BulkHeads 6 12 1.50 5.5 54 446 U-bars
Total # BH slots = 12 Total End Reinf = 5,353
S Pier Reinf= 193,759 lbs 51.5495313 lb/cy
c) Pier Reinf. On Piers Vol (cy)
assume 54.01 lb/cy 3,759 wt = 203,007 lbs same as B
d) Deck Reinf.
assume 200 lb/cy 128 wt = 25,609
Lap Splices (long. Bars) 9 3.40 8 219 5,957
S Bar Wt= 467,450 lb
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 = 0.4534043 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'
12
HTW = 62.900 k/ft 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 SM V = 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
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 SM V = 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 SM U = -2,018,740
Horizontal Loads L H Pressure ICE arm Mu Ice Loading is for Ice Floe on single Pier Only Overturning
ft ft ksf K ft ft-k REVISED PER 2/1/11 MEETING WITH CORPS Location of Resultant Xr = SM / P = #REF! ft Xr = 42.28 ft
ICE 8.0 ft 1.00 0.00 rec 0.0 52.11 0.0 e = B/2 - Xr = #REF! #REF! e= (0.14) ft B/6: sV (max) = 2*SV / ( 3Xr )
Resisting Moments SMR = MV = 2,739,646.6 kip-ft
U/S Base Pressure, s V (min) = #REF! ksf U/S Base Pressure, s V (min) = 0.96 ksf
Sum of Moments SMnet = MR + MOT = 616,621 kip-ft D/S Base Pressure, s V (max) = #REF! ksf D/S Base Pressure, s V (max) = 0.94 ksf
Sum of Vertical Forces P = Conc + Water + Uplift = 14,583 kips
Sum of Horizontal Forces H = Ice + water = -4,269 kips
Check Sliding f= 40.00 deg Note: IF e>B/6 then Base is Cracked
tan f = 0.8391
Location of Resultant Xr = SM / P = 42.28 ft from Toe C= 0 ksf
e = B/2 - Xr = (0.14) ft A = Lc = #REF! ft A = Lc = 84.29 ft
B/6 = 14.0481
SFF =CA +( P * tan f ) / H = #REF! SFF =CA +( P * tan f ) / H = 2.87
where P = SV - U
H = SW
C = Cohesion Value of concrete or Rock
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
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 = 0.4534043 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'
12
HTW = 62.900 k/ft 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 SM V = 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
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 SM V = 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 SM U = -2,153,215
Horizontal Loads L H Pressure ICE arm Mu Overturning
ft ft ksf Ca K ft ft-k Ice Loading is for Ice Floe on single Pier Only Location of Resultant Xr = SM / P = #REF! ft Xr = 36.03 ft
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 e = B/2 - Xr = #REF! #REF! e= 6.11 ft B/6: sV (max) = 2*SV / ( 3Xr )
Resisting Moments SMR = MV = 2,826,409.5 kip-ft
U/S Base Pressure, s V (min) = #REF! ksf U/S Base Pressure, s V (min) = 0.49 ksf
Sum of Moments SMnet = MR + MOT = 482,620 kip-ft D/S Base Pressure, s V (max) = #REF! ksf D/S Base Pressure, s V (max) = 1.25 ksf
Sum of Vertical Forces P = Conc + Water + Uplift = 13,395 kips
Sum of Horizontal Forces H = Ice + water = -7,398 kips
Check Sliding f= 40.00 deg Note: IF e>B/6 then Base is Cracked
tan f = 0.8391
Location of Resultant Xr = SM / P = 36.03 ft from Toe C= 0 ksf
e = B/2 - Xr = 6.11 ft A = Lc = #REF! ft A = Lc = 84.29 ft
B/6 = 14.0481
SFF =CA +( P * tan f ) / H = #REF! SFF =CA +( P * tan f ) / H = 1.52
where P = SV - U
H = SW
C = Cohesion Value of concrete or Rock
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
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 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 = 0.4534043 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 SM V = 1,206,516.0 CONSTANT FOR ALL LOAD CASES
Horizontal Loads L H Pressure arm Mu Overturning
ft ft ksf K ft ft-k Location of Resultant Xr = SM / P = #REF! ft Xr = 46.65 ft
Wind 182 57.61 -0.033 rec -346.0 28.805 -9,966.7 assume gates down e = B/2 - Xr = #REF! #REF! e= (4.51) ft B/6: sV (max) = 2*SV / ( 3Xr )
Resisting Moments SMR = MV = 1,206,516.0 kip-ft/ft
U/S Base Pressure, s V (min) = #REF! ksf U/S Base Pressure, s V (min) = 2.21 ksf
Sum of Moments SMnet = MR + MOT = 1,196,599 kip-ft/ft D/S Base Pressure, s V (max) = #REF! ksf D/S Base Pressure, s V (max) = 1.14 ksf
Sum of Vertical Forces P = Conc = 25,651 kips/ft
Sum of Horizontal Forces H = Wind = -336 kips/ft
Check Sliding f= 40.00 deg Note: IF e>B/6 then Base is Cracked
tan f = 0.8391
Location of Resultant Xr = SM / P = 46.65 ft from Toe C= 0 ksf
e = B/2 - Xr = (4.51) ft A = Lc = #REF! ft A = Lc = 84.29 ft
B/6 = 14.0481
SFF =CA +( P * tan f ) / H = #REF! SFF =CA +( P * tan f ) / H = 64.04
where P = SV - U
H = SW
C = Cohesion Value of concrete or Rock
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
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 ftGated 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 = 0.4534043 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'
12
HTW = 11.538 k/ft 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 SM V = 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
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 SM V = 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 SM U = -775,787
Horizontal Loads L H Pressure ICE arm Mu Overturning
ft ft ksf Ca K ft ft-k Ice Loading is for Ice Floe on single Pier Only Location of Resultant Xr = SM / P = #REF! ft Xr = 48.60 ft
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 e = B/2 - Xr = #REF! #REF! e= (6.45) ft B/6: sV (max) = 2*SV / ( 3Xr )
Resisting Moments SMR = MV = 1,720,593.3 kip-ft
U/S Base Pressure, s V (min) = #REF! ksf U/S Base Pressure, s V (min) = 1.85 ksf
Sum of Moments SMnet = MR + MOT = 944,806 kip-ft D/S Base Pressure, s V (max) = #REF! ksf D/S Base Pressure, s V (max) = 0.68 ksf
Sum of Vertical Forces P = Conc + Water + Uplift = 19,441 kips
Sum of Horizontal Forces H = Ice + water = 0 kips
Check Sliding f= 40.00 deg Note: IF e>B/6 then Base is Cracked
tan f = 0.8391
Location of Resultant Xr = SM / P = 48.60 ft from Toe C= 0 ksf
e = B/2 - Xr = (6.45) ft A = Lc = #REF! ft A = Lc = 84.29 ft
B/6 = 14.0481
SFF =CA +( P * tan f ) / H = #REF! SFF =CA +( P * tan f ) / H = #DIV/0!
where P = SV - U
H = SW
C = Cohesion Value of concrete or Rock
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
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 ) longitudinal pile spacing, then #NAME?
R
we get Overlapping Critical Perimeters y
D =dp + dv = #NAME? #NAME?
long. Spacing = 95.0 in #NAME? #NAME? deg
dv / 2= #NAME?
#NAME? #NAME?
#NAME? y #NAME?
#REF! dp #NAME?
a
36.00 in a=
#NAME?
R
#NAME? d
x x
Toe of Abutment
7.92 ft 46.56 in #NAME?
Footing
(TYP)
R #NAME?
Case 1: No overlap or edge constraints, Max bo
bo = #NAME? (complete circle)
Case 2: Corner Pile w/Front edge constraints
d= #NAME? deg
x= #NAME?
Arc Length =(90- d )* R = #NAME?
a) bo = #NAME? ( circle truncated at toe along x x)
b) bo = #NAME? (half circle at top + straight edge to toe)
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
Case 3: Corner Pile w/ front & side edge constraints
bo = #NAME? (row 1 + arc + tangent)
min bo = #NAME?
Other Case Controls: no (Enter yes or no)
Other min bo = 59.00 in (Enter other bo)
Use bo = #NAME?
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 = #NAME? a Determine Cracking Moment
a = T/C = #NAME? in fr = 0.24 *sqrt (Fc') = #NAME? ksi for normal Wt. Conc. Article 5.4.2.6
Mn= As*Fy(dS - a/2)/12 = #NAME? ft-k Ig = b * t3 /12 = 110,592 in4 The gross moment of inertia
Mr = f Mn = #NAME? ft-k f #NAME? yt = 24.0 in
Mcr = fr * Ig / yt = #NAME?
Lessor of 1.2*Mcr = #NAME? or 1.33 Mu = #NAME?
Mr = #NAME? #NAME? #NAME? #NAME?
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 = 3.00 ft Pile Loads (kips/pile)
Stem Modification, r = 0.00 ft heel Load Combinations
Total Length 3.00 ft Row 1 Row 2 Row 3 Row 4
#REF! #REF! #REF! #REF! #REF!
Toe Length, m = 100 175.1 158.0 #REF! #REF!
Stem Modification, r = Toe 500 #REF! #REF! #REF! #REF!
Total Length 0.00 ft 0 #REF! #REF! #REF! #REF!
max #REF! #REF! #REF! #REF!
Stem Width, c = Longitudinal Spacing
Stem Modification, r = 0.00 ft #REF! 7.92 ft
Total Length 0.00 ft #REF! 7.92 ft
#REF! 7.92 ft
#REF! 7.92 ft Pmod
For the Row 1 piles: N.A. Pev Toe
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 = 3.00 ft 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) 3.29 ft 9.00 ft 9.00 ft 9.00 ft 3.00 ft
ηi * f Mev = #DIV/0! per ft width
9.00 ft 9.00 ft
Note: Moment Arm calculated from pile loactions O.S. face of Front or Back of stem; 27.00 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! -0.288548056 #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 * #NAME? )
rearange to get quadratic equation AASHTO 5.7.3.3 Limits For Reinforcement
a b c
As2
#NAME? 671.625 As + #REF! 5.7.3.3.1 Maximum Reinforcement
solve for smaller root in quadratic equation: [-b - SQRT(b2-4ac)]/2a c / de lessor of 1.2 Mcr or 1.33 Mu
T= As*Fy = 36.07922813 k
C = 0.85*Fc' *b*a = #NAME? a Determine Cracking Moment
a = T/C = #NAME? in fr = 0.24 *sqrt (Fc') = #NAME? ksi for normal Wt. Conc. Article 5.4.2.6
Mn= As*Fy(dS - a/2)/12 = #NAME? ft-k Ig = b * t3 /12 = - in4 The gross moment of inertia
Mr = f Mn = #NAME? ft-k f #NAME? yt = 0.0 in
Mcr = fr * Ig / yt = #NAME?
Lessor of 1.2*Mcr = #NAME? or 1.33 Mu = #REF!
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
Mr = #NAME? #NAME? #NAME? #NAME?
2) Check Required Steel at Heel 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 * #NAME? )
rearange to get quadratic equation AASHTO 5.7.3.3 Limits For Reinforcement
a b c
As2
#NAME? 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 = #NAME? a Determine Cracking Moment
a = T/C = #NAME? in fr = 0.24 *sqrt (Fc') = #NAME? ksi for normal Wt. Conc. Article 5.4.2.6
Mn= As*Fy(dS - a/2)/12 = #NAME? ft-k Ig = b * t3 /12 = - in4 The gross moment of inertia
Mr = f Mn = #NAME? ft-k f #NAME? yt = 0.0 in
Mcr = fr * Ig / yt = #NAME?
(Note: selected steel must be same for both Toe and Heel larger Required As, Lessor of 1.2*Mcr = #NAME? or 1.33 Mu = #REF!
and reinforcement limits may vary due to different footing thickness at heel and toe)
Mr = #NAME? #NAME? #NAME? #NAME?
3. Longitudinal Reinforcement: Design for Strength Limit State
For longitudinal bars, design for uniform load due to all vertical loads spread equally over the length of the footing. Assume the footing acts as
a continuous beam over pile supports. Use the longest pile longitudinal spacing for design span.
Ftg. Length, L = 150.00 ft FORCE RESULTANT (see Stability Analysis)
Vertical Load P
wu = Pmax / L = #REF! (kips)
max long. Pile spacing, s = 7.92 ft #REF! #REF!
#REF! #REF!
2
Mu = wu s /10 = #REF! #REF! #REF!
#REF! #REF!
max #REF!
b= #NAME? over whole footing width #NAME?
t= 0.0 in (footing thickness at Heel, minimum)
Pile Embedment = 12.0 in
Transverse Steel, db = 0.875 in Lay Transverse Steel on top of Piles
Assume bar #= 8 (Note: Adjust Manually, once actual Bar is selected)
Trial dS = -13.375 in
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 (-13.375 - As * #NAME? )
rearange to get quadratic equation AASHTO 5.7.3.3 Limits For Reinforcement
a b c
As2
#NAME? 722.25 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 = 397.6078202 k
C = 0.85*Fc' *b*a = #NAME? a Determine Cracking Moment
a = T/C = #NAME? in fr = 0.24 *sqrt (Fc') = #NAME? ksi for normal Wt. Conc. Article 5.4.2.6
Mn= As*Fy(dS - a/2)/12 = #NAME? ft-k Ig = b * t3 /12 = #NAME? in4 The gross moment of inertia
Mr = f Mn = #NAME? ft-k f #NAME? yt = 0.0 in
Mcr = fr * Ig / yt = #NAME?
(Note: selected steel must be same for both Toe and Heel larger Required As, Lessor of 1.2*Mcr = #NAME? or 1.33 Mu = #REF!
and reinforcement limits may vary due to different footing thickness at heel and toe)
Mr = #NAME? #NAME? #NAME? #NAME?
Joint waterproofing (per Spec. 2481) shall be provided for construction joints, doweled cork joints, Detail B801 joints, and on wall joints below ground.
Waterproofing is not required at the top of parapet expansion block joint.
All reinforcement, except those completely in the footing, shall be epoxy coated.
The minimum size of longitudinal reinforcement in abutment and wingwall footings is No. 19 bars.
Provide shrinkage and temperature reinforcement per Section 5.2.6. For sections over 48 inches thick provide a minimum of No. 19 bars at 1’-0”.
TO PRINT STABILITY COMPUTATIONS USE MACRO "PILING"
TO PRINT SPREAD FOOTING COMPUTATIONS USE MACRO "SPREADPRINT" OR CTRL+ SHIFT + H
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
5B 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
Today's Date: 6/16/2010
Structure: Red River of the North
:
HEC-RAS ModelP:\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
**Tailwater Head Difference (ft)
Event in Red River (year) Q Total (cfs) *Headwater (ft) (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 0.03
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 17.91
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 Per MRM 1/20/2011
invert Phase 3 = Phase 4 invert Phase 4 = 875.51
ave flow Phase 3 = Phase 4 ; use 2 yr flood ave flow Phase 3 = Phase 4 ; use 2 yr flood
tailwater for all events Phase 3 = Phase 4 tailwater for all events Phase 3 = Phase 4
Page 24 of 24