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Check Box 1 or 2
1.
Checker's Signature: Date:
OR
2. x Checker's comments have been provided on: x Calculations x Other Plans and Specs
Attached
If box 2 is checked above, the section below to be completed after backcheck of any comments.
Check Box 3, OR go on to Box 4 AND Box 5
3. x
OR
4.
AND5.
Checker's Signature: Date:
QA Signature: Date:
7-Apr-16
Comments have been resolved by Section Chief or designee. The checker has backchecked comments and reviewed all revised calculations to assure that resolved comments have been incorporated into final document.
MVP - Design Branch
Calculation Cover Sheet and Design Check DocumentationSection: (Structural/MECS/Civil)
Number of pages Including Cover Sheet
Cecily Nolan
Tainter Gate design calculations and SAP model (excluding trunnion assembly)
Assigned Checker:
Additional Information: I reviewed the Plans, Specifications, and DDR as well.Chris Abela
Project Name:
Designer/Originator(of calculations):
Fargo Inlet Diversion Structure Date:
File Location:
District/Customer: Fargo, SDProject Location:Project Manager:
Desi
gner
/Che
cker
Info
rmat
ion
Title of Calculations to be checked:
Section Chief or Designee
QA Sign-Off
The Design/Calculation Check is complete and all comments have been resolved and closed out.
Checker's comments have been adequately addressed by Designer/Originator and all issues have been resolved between Checker and Designer. The checker has backchecked all comments and reviewed all revised calculations to assure incorporation into final document.
All items have been checked in accordance with District QMP and found to be correct. Checker has no comments.
There are unresolved comments, and these have been submitted to the Section Chief or designee for resolution.
Desi
gn C
heck
Doc
umen
tatio
n
Check Box 1 or 2
1.
Checker's Signature: Date:
OR
2. x Checker's comments have been provided on: x Calculations
x Other DDR, plans, and Specs
Attached
If box 2 is checked above, the section below to be completed after backcheck of any comments.
Check Box 3, OR go on to Box 4 AND Box 5
3.
OR
4. x
AND
5. x
Checker's Signature: Date:
QA Signature: Date:
Designer/Checker Inform
ation
Title of Calculations to be checked:
Section Chief or Designee
QA Sign‐Off
The Design/Calculation Check is complete and all comments have been resolved and closed out.
Checker's comments have been adequately addressed by Designer/Originator and all issues have been resolved
between Checker and Designer. The checker has backchecked all comments and reviewed all revised calculations to
assure incorporation into final document.
All items have been checked in accordance with District QMP and found to be correct. Checker has no comments.
There are unresolved comments, and these have been submitted to the Section Chief or designee for resolution.
Design
Check Documentation
4/7/2016
File Location:
District/Customer: Fargo, SDProject Location:
Project Manager:
7‐Apr‐16
Comments have been resolved by Section Chief or designee. The checker has backchecked comments and reviewed
all revised calculations to assure that resolved comments have been incorporated into final document.
MVP ‐ Design Branch
Calculation Cover Sheet and Design Check DocumentationSection: (Structural/MECS/Civil)
Number of pages Including Cover
Sheet
Cheuk Wan
Tainter gate trunnion assembly design calculations and SAP model
Assigned Checker:
Additional Information: I reviewed the Plans, Specifications, and DDR as well.
Chris Abela
Project Name:
Designer/Originator(of calculations):
Fargo Inlet Diversion Structure Date:
Check Box 1 or 2
1.
Checker's Signature: Date:
OR
2. X Checker's comments have been provided on: Calculations
Other
Attached
If box 2 is checked above, the section below to be completed after backcheck of any comments.
Check Box 3, OR go on to Box 4 AND Box 5
3. X
OR
4.
AND
5.
Checker's Signature: Date: 4/12/2016
QA Signature: Date:
4/8/2016
Comments have been resolved by Section Chief or designee. The checker has backchecked comments and reviewed
all revised calculations to assure that resolved comments have been incorporated into final document.
MVP ‐ Design Branch
Calculation Cover Sheet and Design Check DocumentationSection: (Structural/MECS/Civil)
Number of pages Including Cover
Sheet
Michele Louie
Tainter gate trunnion transition hub design calculations and SAP Model
Assigned Checker:
Additional Information: I reviewed Plans, Specifictions, and DDR as well.
Chris Abela
Project Name:
Designer/Originator(of calculations):
FMM Inlet Diversion Structure Date:
File Location:
District/Customer: Fargo, North Dakota
Bonnie Greenleaf
Project Location:
Project Manager:
Designer/Checker Inform
ation
Title of Calculations to be checked:
Section Chief or Designee
QA Sign‐Off
The Design/Calculation Check is complete and all comments have been resolved and closed out.
Checker's comments have been adequately addressed by Designer/Originator and all issues have been resolved
between Checker and Designer. The checker has backchecked all comments and reviewed all revised calculations to
assure incorporation into final document.
All items have been checked in accordance with District QMP and found to be correct. Checker has no comments.
There are unresolved comments, and these have been submitted to the Section Chief or designee for resolution.
Design
Check Documentation
CALCULATION COVER SHEET
Element: Friction Calculation for SAP2000 Model Iterations
Labor Code: 2686C1
Calculation Title: Friction and Misc. Calcs for SAP2000 Models & Load Cases
Total Number of Pages (including cover sheet): 120
Prepared by: Chris Abela PE Date: 2-22-2016
Checked by: Cecily Nolan PE Date: 2-22-2016
Design Basis/References/Assumptions: - ACI 318-14 -EM 1110-2-584 Design of Hydraulic Steel Structures -EM 1110-2-2702 Design of Spillway Tainter Gates - AISC 14th Ed.
Rev. No.
Description of Revision:
Prepared by:
Date:
Checked by:
Date:
Sheet Index:
1-2
3-13
14-26
26
27
28-29
Side Seal Calculation for SAP Models
Wire Rope Pressure for SAP2000 Models
Trunnion Friction Calculation for SAP2000 Models
Ice and Wave Impact Load Inputs
Trunnion Assembly Moment Couples for SAP2000 Model
Side Bumper Loads and Bumper Friction Force
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Side Seal Friction See ETL 1110-2-584
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
24'-9.0708"
Seal calculationsbased on 4313 or4314
1 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Variables
E 900psi (Modulus of elasticity, per Seals Unlimited Catalog)
bs 12in (Unit length of seal, 12")
hs 1in (Thickness of seal between plates, see figure)
Ibs hs
3
121 in
4 (Moment of inertia of seal along axis of bending)
δps 0.25in (Preset of seal, assumed preset)
dex 2.25in (Width of seal exposed to upper pool hydrostatic pressure)
Ss
3 δps E I
dex3
1 ft
59.259lbf
ft (Force per unit length induced by presetting the seal ,ETL 1110-2-584, Eq. D-1, based on 3EI/h^3)
μs 0.75 (Coefficient of side seal friction, see EM 1110-2-2702, recommendation is 0.5,manufacturer recommendation is 1.0, value selected is based on the average of thetwo.)l0 342.31in (Total length of the side seal,)
l124.76ft
24.76ft
(See figure above, length of the side seal from the headwater to the bottom ofthe seal for H.1 & H.2)
hw22.3ft
22.3ft
γw 62.5pcf (Unit weight ofwater)
Fs μs Ss l0 μs γwdex
2
l1
hw
2
2.481
2.481
kip (ETL 1110-2-584, Eq. D-1, total side seal friction forceper side of gate)
SAPshl.width 6in (Shell Width in SAP)
Fs.sap
Fs
l0 SAPshl.width
173.95
173.95
psf (Input into SAP 2000 model to account for side sealfriction)
2 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC2b Rib and Skin Plate Wire Rope Pressure (Ice Impact), FactoredLoading Layout for LC2b Ice
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qrp_pr 33kip Rope tension force from SAP2000, Equal Loading
Rgate 26ft Radius of gate
Wwire
Qrp_pr
Rgate 1.0 ft1.269 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
3 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC2b Rib and Skin Plate Wire Rope Pressure (Ice Impact), UnfactoredLoading Layout for LC2b Ice
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qrp_pr 30kip Rope tension force from SAP2000, Equal Loading
Rgate 26ft Radius of gate
Wwire
Qrp_pr
Rgate 1.0 ft1.154 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
4 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC2b Rib and Skin Plate Wire Rope Pressure (Wave), FactoredLoading Layout for LC2b, Wave
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qrp_pr 55kip Rope tension force from SAP2000, Equal Loading
Rgate 26ft Radius of gate
Wwire
Qrp_pr
Rgate 1.0 ft2.115 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
5 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC2b Rib and Skin Plate Wire Rope Pressure (Wave), UnfactoredLoading Layout for LC2b, Wave
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qrp_pr 45kip Rope tension force from SAP2000, Equal Loading
Rgate 26ft Radius of gate
Wwire
Qrp_pr
Rgate 1.0 ft1.731 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
6 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC2c Rib and Skin Plate Wire Rope Pressure Factored
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qrp_pr.lc2cF 54.04kip Rope tension force from SAP2000, Equal Loading
Rgate 26ft Radius of gate
Wwire
Qrp_pr.lc2cF
Rgate 1.0 ft2.078 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
7 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC2c Rib and Skin Plate Wire Rope Pressure Unfactored
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qrp_pr.lc2cU 44.1kip Rope tension force from SAP2000, Equal Loading
Rgate 26ft Radius of gate
Wwire
Qrp_pr.lc2cU
Rgate 1.0 ft1.696 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
8 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC2d Rib and Skin Plate Wire Rope Pressure FactoredLoading Layout for LC2d, trial run
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qrp_pr.lc2cF 45kip Rope tension force from SAP2000, Equal Loading
Rgate 26ft Radius of gate
Wwire
Qrp_pr.lc2cF
Rgate 1.0 ft1.731 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
9 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC2d Rib and Skin Plate Wire Rope Pressure UnfactoredLoading Layout for LC2d, trial
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qrp_pr.lc2cU 38kip Rope tension force from SAP2000, Equal Loading
Rgate 26ft Radius of gate
Wwire
Qrp_pr.lc2cU
Rgate 1.0 ft1.462 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
10 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC3 Rib and Skin Plate Wire Rope Pressure FactoredLoading Layout for LC3
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qrp_pr 180kip Rope tension force from SAP2000, single sideLoading
Rgate 26ft Radius of gate
Wwire
Qrp_pr
Rgate 1.0 ft6.923 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
11 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC3 Rib and Skin Plate Wire Rope Pressure UnfactoredLoading Layout for LC3
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qrp_pr 132kip Rope tension force from SAP2000, single side Loading
Rgate 26ft Radius of gate
Wwire
Qrp_pr
Rgate 1.0 ft5.077 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
12 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC5 Rib and Skin Plate Wire Rope Pressure UnfactoredLoading Layout for LC3
28'-6.3080"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
25'-8.5116"
Wire Rope Loads
Qstl.tqe 2 Qrp_pr.lc2cU 225 % 171 kip Rope tension force from Stall Torque of Motor
Rgate 26ft Radius of gate
Wwire
Qstl.tqe
Rgate 1.0 ft6.577 ksf Tributary wire rope pressure for SAP 2000 model, trib section consists of (2) 6in shell
elements
13 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC2b Trunnion Friction for H2 @ 922 & Ice Impact Load (Factored) See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnion pin)
dhub 21in (Centerline diameter of hub)
μpin 0.3 (Coefficient of friction, see ETL 1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 759kip (Resultant force from SAP in X direction)
R1.2 283kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
810.043 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 156.946 kip ft (Moment acting on pin from SAP XZ forces)
R2 323kip (Resultant force from SAP in Ydirection)
MFt.2 R2 μpin ru 84.787 kip ft (Moment acting on pin from SAP Yforce)
14 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 241.733 kip ft (Friction moment to be inputted into SAP 2000model)
LC2b Trunnion Friction for H2 @ 922 & Ice Impact Load (Unfactored) See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnion pin)
dhub 21in (Centerline diameter of hub)
μpin 0.3 (Coefficient of friction, see ETL 1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 526kip (Resultant force from SAP in X direction)
R1.2 203kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
563.813 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 109.239 kip ft (Moment acting on pin from SAP XZ forces)
R2 225kip (Resultant force from SAP in Ydirection)
MFt.2 R2 μpin ru 59.062 kip ft (Moment acting on pin from SAP Yforce)
15 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 168.301 kip ft (Friction moment to be inputted into SAP 2000model)
LC2b Trunnion Friction for H2 @ 922 & Wave Loads Factored See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnionpin)
dhub 21in (Centerline diameter ofhub)
μpin 0.3 (Coefficient of friction, see ETL 1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 599kip (Resultant force from SAP in X direction)
R1.2 310kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
674.463 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 130.677 kip ft (Moment acting on pin from SAP XZ forces)
R2 269kip (Resultant force from SAP in Ydirection)
MFt.2 R2 μpin ru 70.612 kip ft (Moment acting on pin from SAP Yforce)
16 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 201.29 kip ft (Friction moment to be inputted into SAP 2000model)
LC2b Trunnion Friction for H2 @ 922 & Wave Loads Unfactored See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnionpin)
dhub 21in (Centerline diameter ofhub)
μpin 0.3 (Coefficient of friction, see ETL 1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 434kip (Resultant force from SAP in X direction)
R1.2 221kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
487.029 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 94.362 kip ft (Moment acting on pin from SAP XZ forces)
R2 194kip (Resultant force from SAP in Ydirection)
MFt.2 R2 μpin ru 50.925 kip ft (Moment acting on pin from SAP Yforce)
17 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 145.287 kip ft (Friction moment to be inputted into SAP 2000model)
LC2c Trunnion Friction for H2 @ 922 & Factored See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnionpin)
dhub 21in (Centerline diameter ofhub)
μpin 0.3 (Coefficient of friction, see ETL 1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 561kip (Resultant force from SAP in X direction)
R1.2 304kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
638.073 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 123.627 kip ft (Moment acting on pin from SAP XZ forces)
R2 254kip (Resultant force from SAP in Ydirection)
MFt.2 R2 μpin ru 66.675 kip ft (Moment acting on pin from SAP Yforce)
18 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 190.302 kip ft (Friction moment to be inputted into SAP 2000 model)
LC2c Trunnion Friction for H2 @ 922 & Unfactored See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnionpin)
dhub 21in (Centerline diameter ofhub)
μpin 0.3 (Coefficient of friction, see ETL1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 403kip (Resultant force from SAP in X direction)
R1.2 216kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
457.236 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 88.59 kip ft (Moment acting on pin from SAP XZ forces)
R2 182kip (Resultant force from SAP in Ydirection)
MFt.2 R2 μpin ru 47.775 kip ft (Moment acting on pin from SAP Yforce)
19 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 136.365 kip ft (Friction moment to be inputted into SAP 2000 model)
LC2d Trunnion Friction for Trial Operation of Gate Factored See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnionpin)
dhub 21in (Centerline diameter ofhub)
μpin 0.3 (Coefficient of friction, see ETL 1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 15.3kip (Resultant force from SAP in X direction)
R1.2 8.8kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
17.65 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 3.42 kip ft (Moment acting on pin from SAP XZ forces)
R2 4kip (Resultant force from SAP in Ydirection)
MFt.2 R2 μpin ru 1.05 kip ft (Moment acting on pin from SAP Yforce)
20 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 4.47 kip ft (Friction moment to be inputted into SAP 2000 model)
LC2d Trunnion Friction for for Trial Operation of Gate Unfactored See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnionpin)
dhub 21in (Centerline diameter ofhub)
μpin 0.3 (Coefficient of friction, see ETL1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 13kip (Resultant force from SAP in X direction)
R1.2 7.3kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
14.909 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 2.889 kip ft (Moment acting on pin from SAP XZ forces)
R2 3.5kip (Resultant force from SAP in Ydirection)
MFt.2 R2 μpin ru 0.919 kip ft (Moment acting on pin from SAP Yforce)
21 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 3.807 kip ft (Friction moment to be inputted into SAP 2000 model)
LC3 Trunnion Friction Left Side Factored See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnionpin)
dhub 21in (Centerline diameter ofhub)
μpin 0.3 (Coefficient of friction, see ETL 1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 685kip (Resultant force from SAP in X direction)
R1.2 366kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
776.647 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 150.475 kip ft (Moment acting on pin from SAP XZ forces)
R2 305kip (Resultant force from SAP in Ydirection)
MFt.2 R2 μpin ru 80.062 kip ft (Moment acting on pin from SAP Yforce)
22 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 230.538 kip ft (Friction moment to be inputted into SAP 2000model)
LC3 Trunnion Friction Right Side Factored See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnionpin)
dhub 21in (Centerline diameter ofhub)
μpin 0.3 (Coefficient of friction, see ETL 1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 486kip (Resultant force from SAP in X direction)
R1.2 260kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
551.177 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 106.791 kip ft (Moment acting on pin from SAP XZ forces)
R2 223kip (Resultant force from SAP in Y direction)
MFt.2 R2 μpin ru 58.537 kip ft (Moment acting on pin from SAP Y force)
23 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 165.328 kip ft (Friction moment to be inputted into SAP 2000 model)
LC3 Trunnion Friction Left Side Unfactored See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnion pin)
dhub 21in (Centerline diameter of hub)
μpin 0.3 (Coefficient of friction, see ETL 1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushing and pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub and yolk plate)
R1.1 485kip (Resultant force from SAP in X direction)
R1.2 267kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
553.637 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 107.267 kip ft (Moment acting on pin from SAP XZ forces)
R2 216kip (Resultant force from SAP in Y direction)
MFt.2 R2 μpin ru 56.7 kip ft (Moment acting on pin from SAP Y force)
24 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 163.967 kip ft (Friction moment to be inputted into SAP 2000 model)
LC3 Trunnion Friction Right Side Unfactored See ETL 1110-2-584 p. 3-15
dpin 15.5in (Diameter of trunnionpin)
dhub 21in (Centerline diameter ofhub)
μpin 0.3 (Coefficient of friction, see ETL 1110-2-584)
rp dpin 0.5 7.75 in (Moment arm from center of pin to contact surface between bushingand pin)
ru dhub 0.5 10.5 in (Moment arm from center of pin to center contact surface between hub andyolk plate)
R1.1 350kip (Resultant force from SAP in X direction)
R1.2 177kip (Resultant force from SAP in Z direction)
R1 R1.12
R1.22
392.21 kip (Resultant force in SAP XZ direction)
MFt.1 R1 μpin rp 75.991 kip ft (Moment acting on pin from SAP XZ forces)
R2 159kip (Resultant force from SAP in Y direction)
MFt.2 R2 μpin ru 41.737 kip ft (Moment acting on pin from SAP Y force)
25 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
MFt.tot MFt.1 MFt.2 117.728 kip ft (Friction moment to be inputted into SAP 2000 model)
Ice Impact Load
Iceim 5kip
ft ETL 1110-2-584, section D.2.4, Ice
SAP2000Ice
Iceim 6 in
ft2.5
kip
ft Note shells of skin plate on SAP2000 are spaced 6 inches apart
Icethk 2in Thickness of ice (assumed), provided by St. Paul PDT member (Kent Hokens)
Struttrib 12in Strut is a W12x106
Girdertrib 27in Girder is W27x161
SAP2000Ice.dead.strt γw Icethk Struttrib 10.417lbf
ft Loading on framing members
SAP2000Ice.dead.grdr γw Icethk Girdertrib 23.438lbf
ft Loading on framing members
Wave LoadsPDF provided by Kent regarding Wave loading pressure P.1, P.2,and P.3
26 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Trunnion Assembly Moment Couples Loads UnfactoredBecause the trunnion assembly was modeled as a solid in SAP2000, joints within the model can only be assigned translational forcesand not rotational forces. Therefore, it is necessary to break the bending moment along the z-axis into force couples for both the leftand right side yoke plates. These force couples will be added into the model within the pin that is supported by the two yoke plates.
Fcpl.LC12.156kip ft
2.375ft0.908 kip
Fcpl.LC2.Ice83.58 kip ft
2.375ft35.192 kip All bending moment values were taken from the
Trunnion Assembly reaction table in the DDR(unfactored), which is derived from the SAP2000 Taintergate models. Please note that when applying theseloads into the SAP2000 model the values will need to bereversed in order to represent demands and notreactions.
Fcpl.LC325.86kip ft
2.375ft10.888 kip
Fcpl.LC531.09 kip ft
2.375ft13.091 kip
27 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC 3 Side Bumper Loads and Friction Calc. FactoredThis calculation determins the friction forces that will be applied to the contact points within the SAP2000 Model.
R.bpl
R.bprDyn.frc.l
Dyn.frc.r
Demands
Rbpr 258kip Max axial loading on bumber, LC3 andLC5
Rbpl 172kip
Frtn 0.15 Coefficient of friction between bumper and embed plate
Fvr Rbpr Frtn 38.7 kip Shear demand acting on bumper bolts from dynamic friction / drag rightside
Fvl Rbpl Frtn 25.8 kip Shear demand acting on bumper bolts from dynamic friction / drag leftside
Model was only able to converge with a friciton coefficient of 0.15 for the bumper. At higher friction values the wire rope exceeds thestall torque of the motor. Convergence of the model is within 5% of all iterated values, bumper, trunnion friction, and wire rope.
28 of 29
FARGO DIVERSION INLET TAINTER ANALYSIS
Friction & Misc. Calcs for SAP 2000 Models Load Cases
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
LC 3 Side Bumper Loads and Friction Calc. UnfactoredThis calculation determins the friction forces that will be applied to the contact points within the SAP2000 Model.
R.bpl
R.bprDyn.frc.l
Dyn.frc.r
Demands
Rbpr 164kip Max axial loading on bumber, LC3
Rbpl 98kip
Frtn 0.15 Coefficient of friction between bumper and embed plate
Fvr Rbpr Frtn 24.6 kip Shear demand acting on bumper bolts from dynamic friction / drag rightside
Fvl Rbpl Frtn 14.7 kip Shear demand acting on bumper bolts from dynamic friction / drag leftside
Model was only able to converge with a friciton coefficient of 0.15 for the bumper. At higher friction values the wire rope exceeds thestall torque of the motor. Convergence of the model is within 5% of all iterated values, bumper, trunnion friction, and wire rope.
29 of 29
CALCULATION COVER SHEET
Element: Strut Arm and Boundary Condition Verification
Labor Code: 2686C1
Calculation Title: Combined Axial and Bending Check in Strut Arm & Boundary Condition Check of 3D SAP Models
Total Number of Pages (including cover sheet): 120
Prepared by: Chris Abela PE Date: 2-22-2016
Checked by: Cecily Nolan PE Date: 2-22-2016
Design Basis/References/Assumptions: - ACI 318-14 -EM 1110-2-584 Design of Hydraulic Steel Structures -EM 1110-2-2702 Design of Spillway Tainter Gates - AISC 14th Ed.
Rev. No.
Description of Revision:
Prepared by:
Date:
Checked by:
Date:
Sheet Index:
1-6
7
Strut Arm Verification Check
Wire Rope Pressure for SAP2000 Models
FARGO TAINTER GATE ANALYSIS
Combined Axial and Bending Check in Strut Arm & Boundary Condition Check of 3D SAP Models
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Strut Arm Checks LC2b_Ice See ETL 1110-2-584
Top Strut Axial Force Capacity (W12X106)
Ag.s1 31.2in2
(Area of wide flange, AISC 14th Ed )
Fy 50ksi (Yield point, see Section II sec. 1.1 Steel shapes)
Ks1 1 (Effective length factor, AISC 13 th Ed, Based on Direct Analysis Method, K=1.0, see p. 16.1-196.)
Ls1y 0.5 20.99 ft (Maximum unbraced length of top strut in weak axis direction, coefficients from SAP)
Ls1z 20.99ft (Maximum unbraced length of top strut in strong axis direction, coefficients from SAP)
ry.s1 3.11in (Radius of gyration along weakaxis)
rz.s1 5.47in (Radius of gyration along strongaxis)
Es 29000ksi (Modulus of elasticity)
1 of 7
FARGO TAINTER GATE ANALYSIS
Combined Axial and Bending Check in Strut Arm & Boundary Condition Check of 3D SAP Models
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Iy 301in4
(Moment of inertia along weak axis)
Iz 933in4
(Moment of inertia along strongaxis)
ϕc 0.9 (Strength reduction factor, compression members, AISC 13th Ed. p. 16.1-32)
Fe.s1y
π2
Es
Ks1 Ls1y
ry.s1
2174.538 ksi
Fcr.s1y 0.658
Fy
Fe.s1y
Fy
Ks1 Ls1y
ry.s14.71
Es
Fyif
0.877 Fe.s1y otherwise
44.35 ksi
Pny Fcr.s1y Ag.s1 1383.731 kip (Axial load capacity along y axis)
Fe.s1z
π2
Es
Ks1 Ls1z
rz.s1
2134.985 ksi
Fcr.s1z 0.658
Fy
Fe.s1z
Fy
Ks1 Ls1z
rz.s14.71
Es
Fyif
0.877 Fe.s1z otherwise
42.819 ksi
Pnz Fcr.s1z Ag.s1 1335.96 kip (Axial load capacity along zaxis)
ϕPn min ϕc Pny ϕc Pnz 1202.364 kip
2 of 7
FARGO TAINTER GATE ANALYSIS
Combined Axial and Bending Check in Strut Arm & Boundary Condition Check of 3D SAP Models
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Top Strut Moment Capacity ( W12X106 )Lb.1y Ls1y (Unbraced length)
Lb.1z Ls1z (Unbraced length)
ry ry.s1 3.11 in (Radius ofgyration)
Lp.1 1.76 ryEs
Fy 10.985 ft (AISC 13th Ed. Eq.
F2-5)
rts 3.49in (AISC 13th Ed., ref. W12X96)
Jwf 6.85in4
(Torsinal constant,ref. W12X96)
ho 11.8in (Torsinal constant,ref. W12X96)
Cw 9410in6
(Torsinal constant,ref. W12X96)
cwf 1 (AISC 13th Ed. Eq.F2-8a)
Sz 131in3
(Section modulus, AISC 13th Ed. & AISC Shape database)
Sy 44.4in3
(Section modulus, AISC 13th Ed. & AISC Shape database)
Lr.1z 1.95 rtsEs
0.7 Fy
Jwf cwf
Sz ho 1 1 6.76
0.7 Fy Sz ho
Es Jwf cwf
2
46.663 ft (AISC 13th Ed. eq.F2-6)
Zz 147in3
(Plastic modulus, AISC 13th Ed. p. 3-17, ref. W12X96)
Zy 67.5in3
(Plastic modulus, AISC 13th Ed. p. 3-17, ref. W12X96)
ϕb 0.9 (Bending moment reduction factor, AISC 13th Ed. p. 16.1-16)
3 of 7
FARGO TAINTER GATE ANALYSIS
Combined Axial and Bending Check in Strut Arm & Boundary Condition Check of 3D SAP Models
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Compactness Check (Flange)
bf 6.1in (Width of flange)
tf 0.99in (Thicness of flange)
λ "Flange Compact"bf
tf0.38
Es
Fyif
"Flange Noncompact" 0.38Es
Fy
bf
tf 1.0
Es
Fyif
"See AISC" otherwise
"Flange Compact"
(AISC 13th Ed. p. 16.1-16 Case1)
Compactness Check (Web)
hw 9.125in (Height ofweb)
tw 0.61in (Thickness ofweb)
λ2 "Web Compact"hw
tw3.76
Es
Fyif
"Web Noncompact" 3.76Es
Fy
hw
tw 5.70
Es
Fyif
"See AISC" otherwise
"Web Compact"(AISC 13th Ed. p. 16.1-16 Case 9)
Find Controlling Moment Capacity Value (Weak Axis in bending) CHECK COMPACTNESS!
Mpy min Fy Zy 1.6 Fy Sy 281.25 kip ft (AISC 13th Ed. eq. F6-1)
Mny Mpy Mpy 0.7 Fy Sy
bf
tf0.38
Es
Fy
1.0Es
Fy0.38
Es
Fy
311.637 kip ft (AISC 13th Ed. eq. F6-2)
ϕMny min ϕb Mpy ϕb Mny 253.125 kip ft
4 of 7
FARGO TAINTER GATE ANALYSIS
Combined Axial and Bending Check in Strut Arm & Boundary Condition Check of 3D SAP Models
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Find Controlling Moment Capacity Value (Strong Axis in Bending)
Find C.b
Ma1z 31.70 kip ft (Moment value from SAP 2000 model, top strut @ quarter lengthof strut fromtrunnion pin)
Mb1z 30.60 kip ft (Moment value from SAP 2000 model, top strut @ half the total length of strut fromtrunnion pin)
Mc1z 19.79 kip ft (Moment value from SAP 2000 model, top strut @ three quarter length of strut fromtrunnion pin)
Mmax.z 32.95 kip ft (Maximum moment in strut armsection)
Rm 1.0 (AISC 13th Ed. p. 16.1-46, doubly symmetric member)
Cb.1z min 3.012.5 Mmax.z
2.5 Mmax.z 3 Ma1z 4 Mb1z 3 Mc1zRm
1.147
Mpz Fy Zz 612.5 kip ft
Mn1z Cb.1z Mpz Mpz 0.7 Fy Sz Lb.1z Lp.1
Lr.1z Lp.1
628.153 kip ft
Mr1z
Cb.1z π2
Es
Lb.1z
rts
21 0.078
Jwf cwf
Sz ho
Lb.1z
rts
2
Sz 1150.895 kip ft
ϕMnz ϕb Mpz Lb.1z Lp.1if
ϕb Mn1z Lp.1 Lb.1z Lr.1z Mn1z Mpzif
min ϕb Mr1z ϕb Mpz otherwise
551.25 kip ft
Top Strut Combine Axial and Moment Capacity Check (WF14x10 or 14WF74)Pr1 635.87kip (Axial force from SAP 2000 model, top strut left side facing
downstream)
Mry 108.47kip ft (Moment demand in y direction from SAP 2000 model, top strut left side facing downstream, Minor)
Mrz 53.41kip ft (Moment demand along z axis from SAP2000 model, top strut left side facing downstream, Major)
DCRPr1
ϕPn
8
9
Mry
ϕMny
Mrz
ϕMnz
Pr1
ϕPn0.2if
Pr1
2ϕPn
Mry
ϕMny
Mrz
ϕMnz
otherwise
0.9959
5 of 7
FARGO TAINTER GATE ANALYSIS
Combined Axial and Bending Check in Strut Arm & Boundary Condition Check of 3D SAP Models
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Hand Calc to SAP2000 Comparison
SAPDCR 0.953 (Results from SAP 2000 Interaction Equation)
DCR
SAPDCR1
4.5 % (Percent difference between hand method andSAP2000)
Check "OK"DCR
SAPDCR1
5%if
"Redesign" otherwise
"OK"
6 of 7
FARGO TAINTER GATE ANALYSIS
Combined Axial and Bending Check in Strut Arm & Boundary Condition Check of 3D SAP Models
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Reactions @ Boundary Conditions from Water Loading Verificaiton Calc.Gtwidth 50ft Overall gate sealing width
Gtheight 26ft Overall gate sealing height
γw 62.4pcf Unit weight of water
Ds 80.4 in Difference between the elvations of the center of curvature of skin plate and top seal
Di 231.6in Difference between the elevations of the center of curvature of skin plate and the sill
Dm 36in Difference between the elevations of the water level and the center of curvature of the skin plate
Rgt 26ft Radius of gate
H1 22.3ft Heighest estimated waterlevel
αs asinDs
Rgt
0.261
αi asinDi
Rgt
0.837
Fh.1 γw Gtwidth Gtheight H1
Gtheight
2
754.416 kip Hydrostatic horizontal force
Fv.1 γw Gtwidth Rgt Dm cos αs cos αi Rgt αi αs
2
Rgt sin αs cos αs sin αi cos αi
2
417.416 kip
Hydrostaticvertical forceFh.SAP 360kip 360kip 720 kip
LC1 from SAP2000 model,horizontal and vertical reactions Vertical Force Design of
Hydraulic Gates, p. 105 Eq.4.16
Fv.SAP 197kip 197kip 394 kip
Hand Calc to SAP2000 Comparison
Fh.1
Fh.SAP1
4.78 %
(Percent difference between hand method andSAP2000)Fv.1
Fv.SAP1
5.943 %
Percent difference is acceptable
7 of 7
CALCULATION COVER SHEET
Element: Stiffeners, Gusset Plates, Lifting Lug, Sill Beam, Reinf. Embed, Strut Arm Web Shear, Bumper Design
Labor Code: 2686C1
Calculation Title: Stiffener Eval. Chks. Lifting Lug, Brace Coonnection Eval., Gusset Pl Chks
Total Number of Pages (including cover sheet): 120
Prepared by: Chris Abela PE Date: 2-22-2016
Checked by: Cecily Nolan PE Date: 2-22-2016
Design Basis/References/Assumptions: - ACI 318-14 -EM 1110-2-584 Design of Hydraulic Steel Structures -EM 1110-2-2702 Design of Spillway Tainter Gates - AISC 14th Ed.
Rev. No.
Description of Revision:
Prepared by:
Date:
Checked by:
Date:
Sheet Index:
1-4
5-7
8-14
15-19
20-22
23
24-28
29-31
Horizontal Girder Stiffener Plate Checks
Stiffener Design Check for Ribs Loaded with Wire Rope
Lifting Lug Design Checks
Downstream Truss Gusset Plate Connection Checks
Seal Beam Embed Anchor Check for Surcharge Loading
Strut Arm Web Shear Check W12x106
Bumper Design Checks
Headed Reinforcement Development Checks for Blockouts
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Horizontal Girder Stiffener Plate Checks See ETL 1110-2-584
?
Stiffener Design Evaluation@ Strut Arm to Girder
Stiffener Design Evaluationfor Ribs Loaded with Wire Rope Pressure
Tainter Gate BumpterDesign Check
1 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Stiffener Design Checks @ Strut Arm To Girder AISC 14th Ed. J10.8
2'-1.4400"
2.0000"
6.1400"P
1'-11.4400"
1'-2.1950"
Area: 34.6104 sq inPerimeter: 75.2600 inBounding box: X: -11.7200 -- 11.7200 in Y: -7.0150 -- 7.1750 inCentroid: X: 0.0000 in Y: 0.0800 inMoments of inertia: X: 239.7343 sq in sq in Y: 977.7432 sq in sq inProduct of inertia: XY: 0.0000 sq in sq inRadii of gyration: X: 2.6319 in Y: 5.3151 inPrincipal moments (sq in sq in) and X-Y directions about centroid: I: 239.5128 along [1.0000 0.0000] J: 977.7432 along [0.0000 1.0000]
Pstif.dmd.1 592kip Axial load demand from SAP2000 modelLC3Bending moment from strut arm acting with axial load, 12.9" is the spacingbetween the strut flanges to determine the force couple. Pstif.dmd.2
150kip ft
12.9in139.535 kip
Pstif.dmd Pstif.dmd.1 0.5 Pstif.dmd.2 435.535 kip Worst case axial load acting on bearing stiffener transferring strut armaxial and compression bending moment couple to girder. Please note thatthe axial load was split between the other stiffener. Column Stability Check
tstiff 1in Stiffener thickness
hstiff 6.14in Height of stiffener
twb.grdr 0.9375in Web thickness
Wh 23.625in Height ofweb
Ae 25 twb.grdr twb.grdr 2tstiff hstiff 34.253 in2
Effective area of column, see AISC 14th Ed. sectionJ10.8
KLef 0.75 Wh K=0.75, AISC 14th Ed. Section J10.8
Minimum radius of gyration (I.x/Area)^1/2,inertia provided above.rx
239.73in4
Ae2.646 in
2 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Es 29000ksi Modulus of Elasticity
Fy.sec 50ksi Yield stress of section
ϕc 0.9 Strength reductionfactor
hstiff
tstiff0.59
Es
Fy.sec 1 Compactness check for single stiffener, AISC 14th Ed . Table B4.1a, Member is
Compact
Fe.grdr
π2
Es
KLef
rx
26380.573 ksi AISC 14th Ed. Eq.
E3-4
Fcr.grd 0.658
Fy.sec
Fe.grdr
Fy.sec
KLef
rx4.71
Es
Fy.secif
0.877 Fe.grdr otherwise
49.836 ksi AISC 14th Ed. Eq. E3-2
ϕc Fcr.grd Ae 1536.322 kip
Chk.1 "OK" ϕc Fcr.grd Ae Pstif.dmdif
"Redesign" otherwise
"OK"
Weld Check
FE70 70ksi Assumed weld metal strength based on the performancespecifications
D8
16in Weld size to web plates
lwld KLef 2 2. in 13.719 in Effective length of weld subtracts out stiffenercopes
Rn.wld 0.6 FE702
2 D lwld 203.713 kip Single line weld strength
ϕwld 0.75 Fillet weld reductionfactor
4ϕwld Rn.wld 611.139 kip There are a total of 4 strips of weld, 2 per stiffener
Chk.2 "OK" 4ϕwld Rn.wld Pstif.dmdif
"Redesign" otherwise
"OK"
3 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Bearing Check
Apb 2 hstiff 2in tstiff 8.28 in2
Projected bearing area
Rn.pba 1.8 Fy.sec Apb 745.2 kip AISC 14th Ed. Eq. J7-1, 4 projected bearingareas
ϕba 0.75 AISC 14th Ed. Eq.J7-1
Chk.3 "OK" ϕba Rn.pba Pstif.dmdif
"Redesign" otherwise
"OK"
4 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Stiffener Design Check for Ribs Loaded with Wire Rope AISC 14th Ed. J10.8
2'-1.4400"
2.0000"
6.1400"P
1'-11.4400"
1'-2.1950"
Area: 34.6104 sq inPerimeter: 75.2600 inBounding box: X: -11.7200 -- 11.7200 in Y: -7.0150 -- 7.1750 inCentroid: X: 0.0000 in Y: 0.0800 inMoments of inertia: X: 239.7343 sq in sq in Y: 977.7432 sq in sq inProduct of inertia: XY: 0.0000 sq in sq inRadii of gyration: X: 2.6319 in Y: 5.3151 inPrincipal moments (sq in sq in) and X-Y directions about centroid: I: 239.5128 along [1.0000 0.0000] J: 977.7432 along [0.0000 1.0000]
Pstif.dmd 193.34kip Axial load demand from SAP2000 model LC2b (Ice)
Column Stability Check
tstiff 1in 1" Stiff
hstiff 6.14in Height of stiffener
twb.grdr 0.9375in Web thickness
Wh 23.625in Height ofweb
Ae 25 twb.grdr twb.grdr 2tstiff hstiff 34.253 in2
Effective area of column, see AISC 14th Ed. sectionJ10.8
KLef 0.75 Wh K=0.75, AISC 14th Ed. Section J10.8
rx239.73in
4
Ae2.646 in Minimum radius of gyration (I.x/Area)^1/2,
Es 29000ksi Modulus of Elasticity
Fy.sec 50ksi Yield stress of section
ϕc 0.9 Strength reductionfactor
5 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
hstiff
tstiff0.59
Es
Fy.sec 1 Compactness check for single stiffener, AISC 14th Ed . Table B4.1a, Member is
Compact
Fe.grdr
π2
Es
KLef
rx
26380.573 ksi AISC 14th Ed. Eq. E3-4
Fcr.grd 0.658
Fy.sec
Fe.grdr
Fy.sec
KLef
rx4.71
Es
Fy.secif
0.877 Fe.grdr otherwise
49.836 ksi AISC 14th Ed. Eq. E3-2
ϕc Fcr.grd Ae 1536.322 kip
Chk.1 "OK" ϕc Fcr.grd Ae Pstif.dmdif
"Redesign" otherwise
"OK"
Weld Check
FE70 70ksi Assumed weld metal strength based on the performancespecifications
D8
16in Weld size to web plates
lwld KLef 2 2. in 13.719 in Effective length of weld subtracts out stiffenercopes
Rn.wld 0.6 FE702
2 D lwld 203.713 kip Single line weld strength
ϕwld 0.75 Fillet weld reductionfactor
4ϕwld Rn.wld 611.139 kip There are a total of 4 strips of weld, 2 per stiffener
Chk.2 "OK" 4ϕwld Rn.wld Pstif.dmdif
"Redesign" otherwise
"OK"
6 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Bearing Check
Apb 2 hstiff 2in tstiff 8.28 in2
Projected bearingarea
Rn.pba 1.8 Fy.sec Apb 745.2 kip AISC 14th Ed. Eq. J7-1, 4 projected bearingareas
ϕba 0.75 AISC 14th Ed. Eq.J7-1
Chk.3 "OK" ϕba Rn.pba Pstif.dmdif
"Redesign" otherwise
"OK"
7 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Lifting Bracket Design Checks AISC 14th Ed. J10.8
CALC. 5 (LIFTINGBRACKET/GATE
WELDAMENT)
Demands Factored stalled torque force of the motor, LC5 values perrecommendations of Mech. section in St. Paul MVPPbrk 1.2 200 kip 240 kip
***Please note that the lifting ears on the plans have been designed with a CJP weld. However, the weld calculations belowfor weld checks between the lifting ears and base plate have been performed assuming a partial pen weld with a reinforcingfillet. This calculations was performed to determine what the minimum weld size could be if a CJP was not used.***
8 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Weld Check on Rectangular Lifting Plate Attached to Skin PlateNote: Based on the location of the bracket the force is parallel to the weld group and tangent to the skin plate. This calculationassumes that the only welds resisting the force are those parallel to the force. This is conservative.Ref: AISC 14th Ed. Table 8-4 p. 8-06
ϕw 0.75 Welding reduction value AISC 14th Ed. p.8-8
Cl 70ksi Assumes E70 Electrodes will be used for theweld
lw 24in 2 ft Assumed length ofweld
ex 9in Approximate eccentricty of force from weldgroup
aw
ex
lw0.375 Table 8-4 value, p.8-66 AISC 14th
Ed.
kw 0 Based on recommendations of AISC 14th Ed. p.8-66
Cw 2.66 Coefficient value from Table 8-4, based on a.w and k.w
Dmin
Pbrk
ϕw Cw Cl lw0.072 in Minimum required size of weld on either side of
the plate
Dreq max Dmin6
16in
0.375 in Required weld based on minimum strength value and minimum fillet weld size, seeTable J2.4
Use 3/8" Fillet weld all around plate section connected toskin plate
9 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Weld Check on Lifting Plates Attached to Base Plate (Reinforcing Fillet)Note: Based on the location of the bracket the force is parallel to the weld group and tangent to the skin plate.Ref: AISC 14th Ed. Table 8-4 p. 8-06
ϕw 0.75 Welding reduction value AISC 14th Ed. p.8-8
Cl 70ksi Assumes E70 Electrodes will be used for theweld
lw 24in 2 ft Assumed length ofweld
ex 7in Approximate eccentricty of force from weldgroup
aw
ex
lw0.292 Table 8-4 value, p.8-66 AISC 14th
Ed.
kw 0 Based on recommendations of AISC 14th Ed. p.8-66
Cw 3.09 Coefficient value from Table 8-4, based on a.w and k.w
Dmin
Pbrk
ϕw Cw Cl lw0.062 in Minimum required size of weld on either side of
the plate
Dreq max Dmin6
16in
0.375 in Required weld based on minimum strength value and minimum fillet weld size, seeTable J2.4
Use 3/8" Fillet weld all around bracket plates attached to baseplate
10 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Weld Check on Lifting Plates Attached to Base Plate (Partial Penetration Groove Weld)Note: Based on the location of the bracket the force is parallel to the weld group and tangent to the skin plate.Ref: AISC 14th Ed. Table 8-4 p. 8-06
dw lw 24 in Depth of weldgroup
Awp 1 dw 2881
ftin
2 Area of unit weld
group
Moment ofinertia of unitweld group
IS.wg
2 1 dw 3
122304 in
3
Demand
Rv
Pbrk
2Awp5
kip
in (Shear stress over weld)
Ml Pbrk 5 in 1200 kip in Bending moment @ base
Bending stress over weldRt
Ml
dw
2
IS.wg6.25
kip
in
Capacity Weld (Tension Portion) Capacity of 1/2" Groove weld, see AISC 14th Ed.Table J2.5,tension normal to weld axisΦRn.tgw 0.8 0.707 0.6 FE70 23.755 ksi
DRq.t
Rt
ΦRn.tgw0.263 in (Required weld size)
(Specified weld size)Dsel.t 0.375in
Chktension "OK" Dsel.t DRq.tif
"Redesign" otherwise
"OK"
(Design check) Use 1/4" thk weld all around to handletension
Capacity Weld (Shear Portion)
ΦRn.vgw 0.75 0.707 0.6 FE70 22.271 ksi Capacity of 1/2" Groove weld, see AISC 14th Ed.Table J2.5,shear
DRq.v
Rv
ΦRn.vgw0.225 in (Required weld size)
Dsel.v 0.375in (Specified weld size)
Chkshear "OK" Dsel.v DRq.vif
"Redesign" otherwise
"OK"(Design check) Use 1/4" thk weld all around to handle shear
Use 1/2" groove weld to handle both tension and shear components of stressdemands, meets minimum thickness requirements of Table J2.3 p. 16.1-110
11 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Base Metal Check Along Lifting Plates (Tension) Note: Based on the location of the bracket the force is parallel to the two liftingplates.Ref: AISC 14th Ed. Φty 0.9 Tension strength reduction value
Fy.tab 50ksiAll steel related to the bracketdesgin shall be ASTM A709 Gr. 50Fu.tab 70ksi
Strength of Elements in Tension (Yielding Tab) Check
lst lw Length of lifting plates
tlftg.pl 2in Thickness of liftingplates
Ag.tab lst tlftg.pl 48 in2
Rn.fy Fy.tab Ag.tab 2400 kip (AISC 14th Ed. Equation J4-3)
ChkT.Yielding "OK" 2 Φty Rn.fy Rt
dw
2if
"Redesign" otherwise
"OK"Tension check of lifting plates, (2) takes into accountboth plates
Strength of Elements in Tension (Rupture Tab) Check
Φtu 0.75 Tension strength reduction value
Anv Ag.tab Net area subject toshear
Rn.fu Fu.tab Anv 3360 kip (AISC 14th Ed. Equation J4-4)
ChkT.Rupture "OK" 2 Φtu Rn.fu Rt
dw
2if
"Redesign" otherwise
"OK"Tension check of lifting plates, (2) takes into accountboth plates
12 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Base Metal Check Along Lifting Plates (Shear) Note: Based on the location of the bracket the force is parallel to the two lifting plates.Ref: AISC 14th Ed.
Φsh.y 1 Shear strength reduction value
Φsh.r 0.75 Shear strength reduction value
Fy.tab 50ksiAll steel related to the bracketdesgin shall be ASTM A709 Gr. 50Fu.tab 70ksi
Strength of Elements in Shear (Yielding Shear Tab) Check
lst lw Length of lifting plates
tlftg.pl 2in Thickness of liftingplates
Ag.tab lst tlftg.pl 48 in2
Rn.fy 0.6 Fy.tab Ag.tab 1440 kip (AISC 14th Ed. Equation J4-3)
ChkV.Yielding "OK" 2 Φsh.y Rn.fy Pbrkif
"Redesign" otherwise
"OK"Shear check of lifting plates, (2) takes into account bothplates
Strength of Elements in Shear (Rupture Shear Tab) Check
Anv Ag.tab Net area subject toshear
Rn.fu 0.6 Fu.tab Anv 2016 kip (AISC 14th Ed. Equation J4-4)
ChkV.Rupture "OK" 2 Φsh.r Rn.fu Pbrkif
"Redesign" otherwise
"OK"Shear check of lifting plates, (2) takes into account bothplates
Bearing Check Within Lifting Plates Note: Based on the location of the bracket the force is parallel to the two liftingplates.Ref: AISC 14th Ed. Dpin 4.75in Pin hole diameter
Apbr Dpin tlftg.pl 9.5 in2
Projected bearing area of a singlelifting pl
ϕbrg 0.75 Bearing reductionvalue
Rn.brg 1.8 Apbr Fy.tab 855 kip AISC 14th Ed. Eq. J7-1
ChkBrg "OK" 2 ϕbrg Rn.brg Pbrkif
"Redesign" otherwise
"OK"Bearing check ofthe two lifting
13 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
plates
Pin Connection Checks Tension and ShearNote: Based on the location of the bracket the force is parallel to the two lifting plates.Ref: AISC 14th Ed. Section D5.
Tension Strength of Pin Connected Elements
Φt 0.75 Reduction value for tension
beff 2 tlftg.pl 0.0625in 4.063 in Per AISC 14th Ed.
Pnt 2 tlftg.pl beff Fu.tab 1137.5 kip AISC 14th Ed. Eq.D5-1
Φt Pnt 853.125 kip
Chklg.T "OK" 2 Φt Pnt Pbrkif
"Redesign" otherwise
"OK"
Shear Strength of Pin Connected Elements
Φv 0.75 Reduction value for shear
alg 3in3
16in 3.188 in Min edge distance parallel to
force
dpin 4.75in Diameter ofpin
Asf 2 tlftg.pl alg
dpin
2
22.25 in2
Pnv 0.6 Fu.tab Asf 934.5 kip AISC 14th Ed. Eq.D5-2
Φv Pnv 700.875 kip
Chklg.V "OK" 2 Φv Pnv Pbrkif
"Redesign" otherwise
"OK"
Dimensional Requirements of Pin Connected Elements
Pwidth 4.25in dpin 4.25in 13.25 in Overal width of plate across centerlineof pin
Pwidth 2 beff dpin 1
apl 5.5in Lenght of plate parallel to loading and on bearing side ofpin hole
apl 1.33 beff 1
14 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
2"
214"
1'-8 716"
1'-112"
3'-7"
7 716"
2"
3/4"THKPL
R6.0000"
A.T.br
A.C.br
Downstream Truss Gusset Plate Connection Checks AISC 14th Ed. J10.8
AT.br 30.5kip Governing tension value from LC 3
AC.br 31.5kip Governing compression value from LC3
SB1 2in Spacing between bolts)
Ed.1 2in Minimum edge distance
Ed.2 2.51in Edge distance of bolt to leg
db.1 0.75in Diameter ofbolts
Shear in Bolts Check
Fnt 90ksi ASTM A325 bolts, AISC 14th Ed. Table J3.2
Fnv 54ksi ASTM A325 bolts, AISC 14th Ed. Table J3.2
msp.1 1 Number of shear planes
Φv.bolts 0.75 Reduction factor for bolts
Numbolts 3 Number of bolts in shear
Ab πdb.1
2
2
0.442 in2
Rn.bolts Numbolts Fnv msp.1 Ab 71.569 kip
Φv.bolts Rn.bolts 53.677 kip
ChkCon.1 "OK" Φv.bolts Rn.bolts max AT.br AC.br if
"Redesign" otherwise
"OK"
15 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Bearing Check (Angle Leg)
Lc 1.125in Clear distance,between two holes or edge of material
tw.angle 0.5in Thickness of member L5x5x1/2
Fu.Ang 65ksi Ultimate strength of bearingplate
Φbc 0.75 Reduction factor AISC 14th Ed. p. 16.1-111
Rn.bc 1.2 Lc tw.angle Fu.Ang 1.2 Lc tw.angle Fu.Ang 2.4 db.1 tw.angle Fu.Angif
2.4 db.1 tw.angle Fu.Ang otherwise
AISC 14th Ed. Eq.J3-6a
Φbc Rn.bc 32.906 kip For a single bolt, conservative
ChkCon.2 "OK" Φbc Rn.bc max AT.br AC.br if
"Redesign" otherwise
"OK"
Block Shear Check (Angle Leg)
Lv.1 6in
Numbv 2.5 Number of bolt holes in shear
Numbt 0.5 Number of bolts holes in tension
Ubs.1 1.0 AISC 14th Ed. p.16.1-352
Fu.tab 70ksi
ttab 0.5in
Φbs 0.75
Anv Lv.1 Numbv db.1 0.125in ttab 1.906 in2
Ant Ed.2 Numbt db.1 0.125in ttab 1.036 in2
Agv Lv.1 ttab 3 in2
Rn.bs 0.6 Fu.tab Anv Ubs.1 Fu.tab Ant 0.6 Fu.tab Anv Ubs.1 Fu.tab Ant 0.6 Fu.tab Agv Ubs.1 Fu.tab Antif
0.6 Fu.tab Agv Ubs.1 Fu.tab Ant otherwise
Rn.bs 152.6 kip AISC 14th Ed. Equation J4-5
ChkCon.3 "OK" Φbs Rn.bs AT.brif
"Redesign" otherwise
"OK"
16 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Gusset Plate Buckling Check from R.c.max Loading
7 716"
A.C.br
1'-8.6495"
IDEALIZED GUSSETPLATE SECTION
11.4546"
Note the gusset plate was idealized as a rectangular section that has awidth of 11inches a length of 20.64in.
AC.br 31.5 kip Max compression load in brace members from SAP 2000 model forLC5
Kpl 1.2 Based on Steel tips 42
Lpl 20.64in Length of gussetplate
thkpl 1in Thickness of gussetplate
wpl 7.5in width of gusset plate
Φpl 0.9 Compression reduction factor AISC 14thEd.
Fy.pl 50ksi
ry.1
wpl thkpl3
12
thkpl wpl0.289 in
Fe.3
π2
Es
Kpl Lpl
ry.1
238.881 ksi (AISC 13th Ed. Equation E3-4)
Fcr.pl 0.658
Fy.pl
Fe.3
Fy.pl
Kpl Lpl
ry.14.71
Es
Fy.plif
0.877 Fe.3 otherwise
(AISC 13th Ed. Equation E3-2 & 3)
17 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Fcr.pl 29.188 ksi
Pn.pl Fcr.pl thkpl wpl 218.914 kip
Φpl Pn.pl 197.022 kip
Chkpl "OK" Φpl Pn.pl AC.brif
"Redesign" otherwise
"OK"
Gusset Plate Edge Buckling Check Ref. Steel Tips 42 Gusset Plate Checks
Lfg 11.45in Length of gusset plate edge between braces, see figure above
Chkpl "OK"Lfg
thkpl0.75
Es
Fy.plif
"Redesign" otherwise
"OK"
18 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Gusset Plate Tension Check from R.T.max Loading
7 716"
A.C.br
1'-8.6495"
IDEALIZED GUSSETPLATE SECTION
A.T.br
4.6110"
Yielding of Whitmore Section (
Asec 4.61in thkpl 4.61 in2
ϕt.pl 0.9
PWM Fy.pl Asec 230.5 kip AISC Eq. J4-1
ϕt.pl PWM 207.45 kip
Chkpl "OK" ϕt.pl PWM AT.brif
"Redesign" otherwise
"OK"
Combined Loading Acting on Gusset Plate
***Negligible load was found in shear and bending on the gusset plates. The primary force seen is either tension orcompression. Combined loading was found to be ok by inspection.***
Design Checks For Smaller Gusset Plate
***Reviewer please note that the smaller gusset plate was not reviewed for brevity. It wos found to have smaller loads, but hasa similar thickness as the larger gusset plate. The design checks were found to be OK by inspection***
19 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Sill Beam Embed Anchor Check for Surcharge Loading
2'-10.0000"
U.plft
FLOW
HRC HEADED BARS S.S.
Max water height H1 acting on gatesWtr.ht 22.3ft
Pr.wd 50ft Total width of opening
Unit weight of waterγw 62.4pcf
Uplft 1.3 1.7 γw Wtr.ht Pr.wd 2.83333ft( ) 435.661 kip Total uplift pressure acting on sill factored, EM 1110-2- 2104,Eq.3.2
20 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Headed Reinforcement Development Checks
Barsz 6 (Bar size)
dstd 0.75in (Diameter of stud)
Area of #6 barAstd π
dstd
2
2( )
0.442 in2
Dhead 2.375in (Diameter of headed end)
Cvr 6in (Concrete cover)
Clrsp 5.25in (Clear spacing between bars)
Fy.rb 60ksi (ASTM A706, Gr. 60)
Fu.rb 95ksi (ASTM A706, Gr. 60)
Abrg πDhead
2
2
Astd 3.988 in2
(Bearing area of headed end)
ACI 318-08 Sec. 12.6.1 Checks
Chkhr.1 Fy.rb 60000psi 1
Chkhr.2 Barsz 11 1
Chkhr.3 Abrg 4 Astd 1 ****Note 1=True, 0=False***
Chkhr.4 Cvr 2 dstd 1
Chkhr.5 Clrsp 4 dstd 1
ldt max
0.016Fy.rb
psi
4000psi
psi
dstd 8 dstd 6in
11.384 in (Minimum development length of headed reinforcemet, ACI 318-08 Sec.12.6.2)
21 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Tension Capacity Headed Reinforcement Appendix D equation
ϕt 0.8 ACI 318-08 Sec. D.4.5
Fu.ar min 1.9 Fy.rb Fu.rb 125ksi 95 ksi ACI 318-08, Sec. D.5.1.2
drb dstd 0.75 in Diameter of headed rebars
Arb πdrb
2
2
0.442 in2
Area of rebar
Nsa Arb Fu.ar 41.97 kip Tensile strength of a singleanchor
ϕt Nsa 33.576 kip
Arqd
Uplft
ϕt Nsa12.975 Minimum number of anchors
required
Apro 50 Number of anchorsprovided
Chk12 "OK" Apro Arqdif
"Redesign" otherwise
"OK" Tension capacitycheck
Provide 3/4" d ia. headed reinf. bars S.S. @ 24" on center acrossthe sill
***Note transverse reinforcement is recommended to prevent splitting cracks at the head. ACI 318-08 R12.6 p. 212***
22 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Strut Arm Web Shear Check W12x106 (LRFD) This calculation evaluates the remining shear capacity of the strut arm at the strut arm to transition hubconnection. Material Properties of Wide Flange Beam
Zx.ST 164in3
Sx.ST 145in3
Fy.ST 50ksi ASTM A709 Gr.50
Ix.ST 933in4
tw.ST 0.61in
dST 12.9in Overall depth ofsection
hw.ST dST 2 0.99 in( ) 2 2 in( ) 6.92 in Remaining length ofweb
Φv 0.9 AISC 13th Ed. Section G1
Shear Demand Acting on Web
Vu.wb max 12.78kip 12.20kip 3.89kip( ) 12.78 kip Controlling shear demand from SAP2000 (LC2b, LC3,LC5)
Shear Capacity of Wide Flange
Wv.ST 1hw.ST
tw.ST2.24
Es
Fy.STif
"See AISC 13th Ed. p.16.1-65" otherwise
1 (AISC 13th Ed. p. 16.1-65)
Aw.ST dST tw.ST 7.869 in2
Vn.ST 0.6 Fy.ST Aw.ST Wv.ST 236.07 kip
Φv Vn.ST 212.463 kip
Chkv.ST "OK" Φv Vn.ST Vu.wbif
"Redesign" otherwise
"OK"
23 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Bumper Design and Location ChecksThis calculation checks that the bumper can withstand the axial and shear forces applied during the Tainter Gate LC3, please note thatdue to the contact made with the pier and the assumption that the gate is being dragged open by one set of cables, LC3 should havean additional bending moment applied to the outside of the girders. This calculation also provides the SAP2000 input for the bendingmoment on the girders.
R.bpl
R.bprDyn.frc.l
Dyn.frc.r
Demands
Rbpr max 288kip 288kip( ) Max axial loading on bumber, LC3 andLC5
Rbpl 212kip
Frtn 0.15 Coefficient of friction between bumper and embedplate
Fv Rbpr Frtn 43.2 kip Shear demand acting on bumper bolts from dynamic friction / drag rightside
Fvl Rbpl Frtn 31.8 kip Shear demand acting on bumper bolts from dynamic friction / drag leftside
Bearing Stress in Bumper Checks
CIPy 15ksi Yield stress of CIP 151
CIPu 50ksi Ultimate compressivestress
BrgA 3.5in 12 in 42 in2
Bearing area of bumper
24 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Brgstrs
Rbpr
BrgA6.857 ksi Bearing stress of bumper under load case 3
Chkbrg.strs "OK" CIPy Brgstrsif
"Redesign" otherwise
"OK"
Shear Force in Bolts Check
Fnt 90ksi ASTM A325 bolts, AISC 14th Ed. Table J3.2
Fnv 54ksi ASTM A325 bolts, AISC 14th Ed. Table J3.2
msp.1 1 Number of shear planes
Φv.bolts 0.75 Reduction factor for bolts
Numbolts 6 Number of bolts in shear
db.1 0.75in Boltdiameter
Ab πdb.1
2
2
0.442 in2
Rn.bolts Numbolts Fnv msp.1 Ab 143.139 kip
Φv.bolts Rn.bolts 107.354 kip
ChkShear "OK" Φv.bolts Rn.bolts Fvif
"Redesign" otherwise
"OK"
Bearing Check
Lc 1.75in Clear distance,between two holes or edge of material
tw.pl 0.625in Thickness of base plate member connected to girder
Fu.pl 65ksi Ultimate strength of bearingplate
Φbc 0.75 Reduction factor AISC 13th Ed. p. 16.1-111(AISC 13th Ed. Eq. J3-6a)
Rn.bc 1.2 Lc tw.pl Fu.pl 1.2 Lc tw.pl Fu.pl 2.4 db.1 tw.pl Fu.plif
2.4 db.1 tw.pl Fu.pl otherwise
Φbc Rn.bc 54.844 kip For a single bolt, conservative
ChkBrg "OK" Φbc Rn.bc Numbolts Fvif
"Redesign" otherwise
"OK"
25 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Bumper Column Stability Check
516"
VT+MT
FCWTYP.
Pstif.dmd Rbpr 288 kip Axial load demand from SAP2000 modelLC5
tstiff 0.5in Stiff thickness
hstiff 5in Height of stiffener
twb.grdr 0in Web thickness
Wh 0in Height ofweb
Ae 25 twb.grdr twb.grdr 4tstiff3.5in 7in
2
10.5 in2
Effective area of column, see AISC 14th Ed. sectionJ10.8, average area of stiffener taken due to the taper.
KLef 0.75 5 in 0.313 ft
K=0.75, AISC 14th Ed. Section J10.8
26 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
ry
4hstiff tstiff
3
12
Ae0.141 in Minimum radius of gyration (I./Area)^1/2,
Es 29000ksi Modulus of Elasticity
Fy.sec 50ksi Yield stress of section
ϕc 0.9 Strength reductionfactor
Fe.grdr
π2
Es
KLef
ry
2403.836 ksi AISC 14th Ed. Eq. E3-4
Fcr.grd 0.658
Fy.sec
Fe.grdr
Fy.sec
KLef
rx4.71
Es
Fy.secif
0.877 Fe.grdr otherwise
47.475 ksi AISC 14th Ed. Eq. E3-2
ϕc Fcr.grd Ae 448.638 kip
Chk.1 "OK" ϕc Fcr.grd Ae Pstif.dmdif
"Redesign" otherwise
"OK"
Weld Check
FE70 70ksi Assumed weld metal strength based on the performancespecifications
D4
16in Weld size to web plates
lwld 7in 7in Effective length of weld
Rn.wld 0.6 FE702
2 D lwld 103.945 kip Single Fillet Weld strength, there are (8) 7in weld
lengths
ϕwld 0.75 Fillet weld reductionfactor
8ϕwld Rn.wld 623.668 kip There are a total of 8 strips of weld, 2 per stiffener
Chk.2 "OK" 8ϕwld Rn.wld Fvif
"Redesign" otherwise
"OK"
27 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Bearing Check
Apb Ae 10.5 in2
Projected bearing area
Rn.pba 1.8 Fy.sec Ae 945 kip AISC 14th Ed. Eq. J7-1, 4 projected bearingareas
ϕba 0.75 AISC 14th Ed. Eq.J7-1
Chk.3 "OK" ϕba Rn.pba Pstif.dmdif
"Redesign" otherwise
"OK"
28 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Headed Reinforcement Development Checks (Side Seal Embed Anchors)
Barsz 6 (Bar size)
dstd 0.75in (Diameter of stud)
Area of #6 barAstd π
dstd
2
2( )
0.442 in2
Dhead 1.69in (Diameter of headed end)
Cvr 6in (Concrete cover)
Clrsp 5.25in (Clear spacing between bars)
Fy.rb 60ksi (ASTM A706, Gr. 60)
Fu.rb 95ksi (ASTM A706, Gr. 60)
Abrg πDhead
2
2
Astd 1.801 in2
(Bearing area of headed end)
ACI 318-08 Sec. 12.6.1 Checks
Chkhr.1 Fy.rb 60000psi 1
Chkhr.2 Barsz 11 1
Chkhr.3 Abrg 4 Astd 1 ****Note 1=True, 0=False***
Chkhr.4 Cvr 2 dstd 1
Chkhr.5 Clrsp 4 dstd 1
ldt max
0.016Fy.rb
psi
4000psi
psi
dstd 8 dstd 6in
11.384 in (Minimum development length of headed reinforcemet, ACI 318-08 Sec.12.6.2)
29 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Headed Reinforcement Development Checks (Concrete Block Outs S&T Reinf.)
Barsz 5 (Bar size)
dstd 0.625in (Diameter of stud)
Area of barAstd π
dstd
2
2( )
0.307 in2
Dhead 1.42in (Diameter of headed end)
Cvr 4in (Concrete cover)
Clrsp 4in (Clear spacing between bars)
Fy.rb 60ksi (ASTM A706, Gr. 60)
Fu.rb 95ksi (ASTM A706, Gr. 60)
Abrg 2in2
Astd 1.693 in2
(Bearing area of headed end)
ACI 318-08 Sec. 12.6.1 Checks
Chkhr.1 Fy.rb 60000psi 1
Chkhr.2 Barsz 11 1
Chkhr.3 Abrg 4 Astd 1 ****Note 1=True, 0=False***
Chkhr.4 Cvr 2 dstd 1
Chkhr.5 Clrsp 4 dstd 1
ldt max
0.016Fy.rb
psi
7000psi
psi
dstd 8 dstd 6in
7.171 in (Minimum development length of headed reinforcemet, ACI 318-08 Sec.12.6.2)Bar will be embedded in high stregnth grout and notconcrete
30 of 31
FARGO TAINTER GATE CONNECTION AND MISC. COMP.
CHECKS
Stiffener Eval.Chks, Lifting Lug Eval.n, Brace Connection Eval., Gusset Pl Chks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PEDate:2/22/2016
Headed Reinforcement Development Checks (Concrete Block Outs S&T Reinf.)
Barsz 4 (Bar size)
dstd 0.5in (Diameter of stud)
Area of barAstd π
dstd
2
2( )
0.196 in2
Dhead 1.14in (Diameter of headed end)
Cvr 4in (Concrete cover)
Clrsp 4in (Clear spacing between bars)
Fy.rb 60ksi (ASTM A706, Gr. 60)
Fu.rb 95ksi (ASTM A706, Gr. 60)
Abrg 2in2
Astd 1.804 in2
(Bearing area of headed end)
ACI 318-08 Sec. 12.6.1 Checks
Chkhr.1 Fy.rb 60000psi 1
Chkhr.2 Barsz 11 1
Chkhr.3 Abrg 4 Astd 1 ****Note 1=True, 0=False***
Chkhr.4 Cvr 2 dstd 1
Chkhr.5 Clrsp 4 dstd 1
ldt max
0.016Fy.rb
psi
4000psi
psi
dstd 8 dstd 6in
7.589 in (Minimum development length of headed reinforcemet, ACI 318-08 Sec.12.6.2)
31 of 31
CALCULATION COVER SHEET
Element: Rib and Skin Plate Checks Labor Code: 2686C1
Calculation Title: Rib and Skin Plate Assembly Loads and Member Checks
Total Number of Pages (including cover sheet): 120
Prepared by: Chris Abela PE Date: 2-22-2016
Checked by: Cecily Nolan PE Date: 2-22-2016
Design Basis/References/Assumptions: - ACI 318-14 -EM 1110-2-584 Design of Hydraulic Steel Structures -EM 1110-2-2702 Design of Spillway Tainter Gates - AISC 14th Ed.
Rev. No.
Description of Revision:
Prepared by:
Date:
Checked by:
Date:
Sheet Index:
1-11
12-15
16-19
20
Rib and Skin Plate Loads and Checks
Shear Flow Check for Built Up Section
Connection Check Between Rib and Horizontal Girder
Skin Plate Design Check
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Rib and Skin Plate Loads and Checks Gate Layout
16'-3.7300"
9'-4.2871"
2'-9.7422"
1 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
LC2b Rib and Skin Plate Wire Rope Pressure (Governs Typical Rib Design) Idealized Model of Skin Pl and Rib Assembly Loading (LC2b)
Wire Rope Loads
Qrp_pr 33kip Rope tension force from SAP2000, Equal Loading, wire rope load excluded for typical rib desgin
Rgate 26ft Radius of gate
Wwire.2b
Qrp_pr
Rgate1.269 klf Tributary wire rope pressure for SAP 2000 model,
Ice Impact Load
Iceim 5kip
ft ETL 1110-2-584, section D.2.4, Ice
2 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
LC3 Rib and Skin Plate Wire Rope Pressure (May Govern Rib Supporting Wire Rope Loads)
Idealized Model of Skin Pl and Rib Assembly Loading (LC3)
Wire Rope Loads
Qrp_pr 132kip Rope tension force from SAP2000, Equal Loading
Rgate 26ft Radius of gate
Wwire.3
Qrp_pr
Rgate5.077 klf Tributary wire rope pressure for SAP 2000 model,
3 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
LC5 Rib and Skin Plate Wire Rope Pressure (May Govern Rib Supporting Wire Rope Loads)
Idealized Model of Skin Pl and Rib Assembly Loading (LC5)
Wire Rope Loads
Qstl.tqe 198.45kip Rope tension force from Stall Torque ofMotor
Rgate 26ft Radius of gate
Wwire
Qstl.tqe
Rgate7.633 klf Tributary wire rope pressure for SAP 2000 model,
4 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Rib and Skin Plate Water PressureLoading Layout for LC2b, LC3, LC5
16'-3.7300"
2'-9.7422"
El. 922 (H.1 H.2)
El. 925.7 (TOG)
El. 899.7 (BOG)
5'-7.1805"
Water Pressure Loads
Wht 24.72ft (Water heights based on arc length and not project performance criteria report.(conservative))
γw 62.5pcf
Trib1 18in (Tributary distance between ribs carrying wire rope loading and water pressure)
Trib2 24in (Tributary distance between ribs carrying water pressureonly)
Wpress.1 Wht γw Trib1 2.318 klf (Water pressure @ Bottom of gate un factored for Trib.1)
Wpress.2 Wht γw Trib2 3.09 klf (Water pressure @ Bottom of gate un factored forTrib.2)
***Note the SAP2000 hydrostatic loads are based on the idealized rib skin plate assembly being flat, this will create largerhydrostatic loads, but is conservative.***
5 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Built Up Rib Skin Plate Capacity Verification Calculation for LC5 The purpose of this calculation is to verify that the DCR values shown in SAP are accurateand usable Moment Diagram for Load Case 5 (SAP 2000 Model) Trib_1 with Wire Pressure
Mmax.1 457 kip ft
6 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Compaction Check of Built Up Sections W/ Bottom Flange in CompressionThe following calculation evaluates the cantilevered built up rib section at the top of the gate. This calc. is to confirm that SAP2000results may be used for evaluation. For this calc. the bottom flange is in compression and the skin plate is in tension.
bpl11.2
2in (Effective width)
tf.t 0.94in (Thickness of flange in Compession)
tf.b 1.125in (Thickness of flange in Tension)
Es 29000ksi (Modulus of elasticity ofsteel)
Fy.skn.pl 50ksi (Yield strength of skin plateASTM A709 Gr.50)
Fy.sec 50ksi (Yield strength of section ASTM A709Gr.50)
hw 8.09in Height of the web, overall heightshould match WT9X23
tw 0.59in (Thickness ofweb)
kc min 0.764
hw
tw
0.76 (AISC 13th Ed. p.16.1-18 footnote (a))
Ix 610.37in4
(Moment of inertia in xdirection)
ct 3.87in (Distance from centroid to top ofsection)
***Please Note: Cross section properties abovewere computed in AutoCAD***
cb 6.25in (Distance from centroid to bot of section)
(Compression section modulus ofsection)Sxc
Ix
cb97.659 in
3
Sxt
Ix
ct157.718 in
3 (Tension section modulus of
section)
(Section modulusratio)
Sxt
Sxc1.615
FL.t 0.7 Fy.sec Sxt
Sxc0.7if
maxFy.sec Sxt
Sxc0.5 Fy.sec
otherwise
35 ksi(AISC 13th Ed. p. 16.1-18 footnote(b))
7 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Flange Compactness Check (Compression Flange)
λft
bpl
tf.t5.957
λp.ft 0.38Es
Fy.skn.pl 9.152
λr.ft 0.95kc Es
FL.t 23.839
Compactcheck.tf "Compact" λft λp.ftif
"Non-compact" λp.ft λft λr.ftif
"Slender" otherwise
"Compact"
AISC 13th Ed. Table B4.1, Flange limitingwidth thickness ratios, Case 2)
Web Compactness Check Top
λwt
cb tf.b
tw8.686
λr.wt 5.70Es
Fy.sec 137.274
Compactcheck.tw "Non-compact" λwt λr.wtif
"Slender" otherwise
"Non-compact"
AISC 14th Ed. Table B4.1, Web limitingwidth thickness ratios, Case 2)
8 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Flexure Checks for Built Up Rib Plate
1. Compression Flange Yielding Check
Zx 119.70in3
Plastic Section Modulus, see SAP2000 properties for shape.
hc 5.31in 2 10.62 in 2 times distance from the centroid to inside face of compression flange
hp 8.22in 2 16.44 in 2 times distance from the PNA to inside face of compression flange
Mpc min Zx Fy.sec 1.6 Sxc Fy.sec 498.75 kip ft (Plastic moment, compressionside)
Myc Sxc Fy.sec 406.913 kip ft (Yielding moment, compressionside)
λp.wt min
hc
hp
Es
Fy.sec
0.54Mpc
Myc 0.09
2λr.wt
47.57
9 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Rpc
Mpc
Myc
hc
twλp.wtif
minMpc
Myc
Mpc
Myc1
hc
twλp.wt
λr.wt λp.wt
Mpc
Myc
otherwise
1.226
(AISC 13th Ed. Eq. F4-9a,F4-9b)
Mn.1 Rpc Fy.sec Sxc 498.75 kip ft
2. Lateral Torsional Buckling
Lb 9.33ft (Unbraced length, top of gate)
Find Torsional Constant
Lskin.pl.trib 18in (Length of tributary skinplate)
ho hw
tf.t
2
tf.b
2 9.123 in (Distance between flange centroids)
Jsec1
3Lskin.pl.trib tf.b
3 hw tw
3 2bpl tf.t
3
12.198 in
4 (Torsional constant
estimate)
Asec 35.55in2
(Area of built up section)
rt
2bpl
12ho
hw tf.t tf.b
1
6
hc tw
2bpl tf.b
hw2
ho hw tf.t tf.b
3.305 in
(Radius of gyration, AISC 13th Ed.F4-10)
Lp 1.1 rtEs
Fy.sec 7.297 ft (AISC 13th Ed. Eq. F4-7)
Lr 1.95 rtEs
FL.t
Jsec
Sxc ho 1 1 6.76
FL.t
Es
Sxc ho
Jsec
2
74.117 ft (AISC 13th Ed. Eq.F4-8)
MA 27 kip ft (Moment at quarter point from SAP2000)
MB 97 kip ft (Moment at half point from SAP2000)
MC 245 kip ft (Moment at 3 quarter point from SAP2000)
Rm 1 (Singly symmetric members, 1.0, AISC 13th Ed. p.16.1-46)
10 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Cb min12.5 Mmax.1
2.5 Mmax.1 3MA 4 MB 3 MCRm 3
2.434 (AISC 13th Ed. Eq.F1-1)
Fcr
Cb π2
Es
Lb
rt
21 0.078
Jsec
Sxc ho
Lb
rt
2
905.894 ksi (AISC 13th Ed. F4-5)
Mn.2 Mn.1 Lb Lpif
min Cb Rpc Myc Rpc Myc FL.t Sxc Lb Lp
Lr Lp
Rpc Myc
Lp Lb Lrif
min Fcr Sxc Rpc Myc otherwise
498.75 kip ft
(AISC 13th Ed.Eq. F4-2)
3. Compression Flange Local Buckling
Mn.3 Mn.1 λft λp.ftif
Rpc Myc Rpc Myc FL.t Sxc
hc
twλp.ft
λr.ft λp.ft
otherwise
498.75 kip ft
(AISC 13th Ed. Eq.F4-12)
4.Tension Flange Yielding
Sxt Sxc 1 (AISC 13th Ed. Section F4.4, 1=True, 0=False, if True the limit state of tension flange yielding does not apply)
Design Moment
ϕb 0.9 (AISC 13th Ed. Section F1, Flexural reductionfactor)
ϕMn ϕb min Mn.1 Mn.2 Mn.3 448.875 kip ft
ChkM "OK" ϕMn Mmax.1if
"Redesign" otherwise
"OK"
Mmax.1
ϕMn1.018
SAP2000sec.dcr 1.018
Note : SAP2000 design check is Ok by inspection. SAP may be used for design checkpurposes for built up sections. Section is moderately overstressed. This is ok byinspection given the extreme load case.
11 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Shear Flow Check for Built Up Section
12 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Demand
Vmax 124kip Max shear, see load case 5 in SAP2000 for built up skin platesection
Askin.pl 1.125in 18 in 20.25 in2
Area of effective skinplate
ybar 3.87109in1.125in
2 3.309 in Distance from centroid of hatched section to neutral axis
Qv Askin.pl ybar 66.999 in3
First moment of area ofinterest
Ix 610.37 in4
Moment of inertia ofsection
tw 0.59 in Thickness ofweb
τmax
Vmax Qv
Ix13.611
kip
in Shear Flow
demand
Size Weld to Resist Shear Flow
FEXX 70ksi Electrodes strength
Dw.16
16in Size of fillet
weld
ϕw 0.75 AISC 14th Ed. reduction value
Rn.1 2 0.6 FEXX 0.707 Dw.1 22.27kip
in AISC 14th Ed. p.8-8
ϕw Rn.1 16.703kip
in
Minw4
16in AISC 14th Ed. p.16.1-96
Chkvf "OK" ϕw Rn.1 τmax Dw.1 Minwif
"Redesign" otherwise
"OK"
Use a 3/8" min weld for web to skin plate
13 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Shear Flow Check for Built Up Section
14 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Demand
Vmax 124kip Max shear, see load case 5 in SAP2000 for built up skin platesection
Askin.pl 0.625in 18 in 11.25 in2
Area of effective skinplate
ybar 3.55859in Distance from centroid of hatched section to neutral axis
Qv Askin.pl ybar 40.034 in3
First moment of area ofinterest
Ix 610.37 in4
Moment of inertia ofsection
tw 0.59 in Thickness ofweb
τmax
Vmax Qv
Ix8.133
kip
in Shear Flow
demand
Size Weld to Resist Shear Flow
FEXX 70ksi Electrodes strength
Dw.14
16in Size of fillet
weld
ϕw 0.75 AISC 14th Ed. reduction value
Rn.1 2 0.6 FEXX 0.707 Dw.1 14.847kip
in AISC 14th Ed. p.8-8
ϕw Rn.1 11.135kip
in
Minw4
16in AISC 14th Ed. p.16.1-96
Chkvf "OK" ϕw Rn.1 τmax Dw.1 Minwif
"Redesign" otherwise
"OK"
Use a 1/4" min weld for web to skin plate
15 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Connection Check Between Rib and Horizontal Girder
Upper Horizontal Girder to RibConnection
Lower Horizontal Girder to RibConnection
16 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Demand
Maxf 193.34kip Max reaction force between rib and girder, see LC5 of RB_SKN_PL, SAP2000model
Capacity
This calculation check will make the assumption that the max force is in tension, and all four sides of the rib flange will be welded to thegirder to form a rectancular shape.
Size Weld to Resist Force
FEXX 70ksi Electrodes strength
Dw.14
16in Size of fillet
weld
ϕw 0.75 AISC 14th Ed. reduction value
Rn.1 0.6 FEXX 0.707 Dw.1 2 6.06 in 2 14.02 in( ) 298.128 kip AISC 14th Ed. p.8-8
ϕw Rn.1 223.596 kip
Minw4
16in AISC 14th Ed. p.16.1-96
Chkgrf "OK" ϕw Rn.1 Maxf Dw.1 Minwif
"Redesign" otherwise
"OK"
Use a 1/4" in all around weld between rib and girder
17 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Stiffener Design Check for Ribs Loaded with Wire Rope AISC 14th Ed. J10.8
P
9.3750"
5.5600"
0.3750"
8.4250"
1.4713"
Area: 5.3250 sq inPerimeter: 29.8700 inBounding box: X: -2.7800 -- 2.7800 in Y: -4.6875 -- 4.6875 inCentroid: X: 0.0000 in Y: 0.0000 inMoments of inertia: X: 24.7421 sq in sq in Y: 5.4062 sq in sq inProduct of inertia: XY: 0.0000 sq in sq inRadii of gyration: X: 2.1556 in Y: 1.0076 inPrincipal moments (sq in sq in) and X-Y directions about centroid: I: 5.4062 along [0.0000 1.0000] J: 24.7421 along [-1.0000 0.0000]
Pstif.dmd 193.34kip Axial load demand from SAP2000 model LC2b (Ice)
Column Stability Check
tstiff 0.375in Stiffenerthickness
hstiff 1.47in Height ofstiffener
twb.grdr 0.36in Web thickness
Wh 8.425in Height ofweb
Ae 9.375in twb.grdr 2tstiff hstiff 4.478 in2
Effective area of column, see AISC 14th Ed. sectionJ10.8
KLef Wh K=1.0 pin-pin
rx24.74in
4
Ae2.351 in Minimum radius of gyration (I.x/Area)^1/2,
Es 29000ksi Modulus of Elasticity
Fy.sec 50ksi Yield stress of section
18 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
ϕc 0.9 Strength reductionfactor
Fe.grdr
π2
Es
KLef
rx
222280.351 ksi AISC 14th Ed. Eq. E3-4
Fcr.grd 0.658
Fy.sec
Fe.grdr
Fy.sec
KLef
rx4.71
Es
Fy.secif
0.877 Fe.grdr otherwise
49.953 ksi AISC 14th Ed. Eq. E3-2
ϕc Fcr.grd Ae 201.298 kip
Chk.1 "OK" ϕc Fcr.grd Ae Pstif.dmdif
"Redesign" otherwise
"OK"
Weld Check
FE70 70ksi Assumed weld metal strength based on the performancespecifications
D6
16in Weld size to web plates
lwld KLef 2 0.75 in 6.925 in Effective length of weld subtracts out stiffenercopes
Rn.wld 0.6 FE702
2 D lwld 77.123 kip Single 10" Weld strength, there are (4) 10" weld
lengths
ϕwld 0.75 Fillet weld reductionfactor
4ϕwld Rn.wld 231.37 kip There are a total of 8 strips of weld, 2 per stiffener
Chk.2 "OK" 4ϕwld Rn.wld Pstif.dmdif
"Redesign" otherwise
"OK"
Bearing Check
Apb Ae Projected bearingarea
Rn.pba 1.8 Fy.sec Apb 402.98 kip AISC 14th Ed. Eq. J7-1, 2 projected bearingareas
ϕba 0.75 AISC 14th Ed. Eq.J7-1
Chk.3 "OK" ϕba Rn.pba Pstif.dmdif
"Redesign" otherwise
"OK"
19 of 20
FARGO DIVERSION INLET TAINTER GATE
Rib and Skin Plate Assembly Loads and Member Checks
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Cecily Nolan PE Date:2/22/2016
Skin Plate Design Checks Demand Max von mises stress value from LC2b (taken along upper
horizontal girder), LC3 (taken along lower ribs), and LC5 (takenalong upper skin plate along wire pressure). Please note that forLC3 & LC5 localized yielding at the corners of the skin plate isexpected.. Bumpers or rollers will be designed to help preventexcessive damage to the skin plate at these locations.
Skinpl.vm max 39.7ksi 47.03ksi 39.91ksi( ) 47.03 ksi
Skin Plate Yield Limit State Capacity
Fy.pl 50ksi See ASTM A709 Gr. 50
ϕds 0.9 Designer selected reduction value
ϕds Fy.pl 45 ksi Design strength of skin plate, note alpha factor was included by increasing the load application of SAPmodels by 1/0.9
Chkskn.pl "OK" ϕds Fy.pl Skinpl.vmif
"Redesign" otherwise
"Redesign"
Note : Please note that within the AISC 14th Ed. Sec. 9-4, a reduction value requirement is not listed or requiredfor use. However, a 0.9 reduction was taken, which is conservative. Because the skin plate is a continuous platelocalized yielding will under stress redistribution. The peak stress from LC3 was found to exceed the limitingstress value by 4.44%. This value is considered to be acceptalbe as the stress is not wide spread and the stressdoes not exceed the yield stress of the material.
20 of 20
CALCULATION COVER SHEET
Element: Trunnion Assembly Design Checks Labor Code: 2686C1
Calculation Title: Yoke Plate, Base Plate, Stiffener Plate, Key Plate, Chockfast Orange
Total Number of Pages (including cover sheet): 120
Prepared by: Chris Abela PE Date: 2-22-2016
Checked by: Cheuk Wan PE Date: 2-22-2016
Design Basis/References/Assumptions: - ACI 318-14 -EM 1110-2-584 Design of Hydraulic Steel Structures -EM 1110-2-2702 Design of Spillway Tainter Gates - AISC 14th Ed.
Rev. No.
Description of Revision:
Prepared by:
Date:
Checked by:
Date:
Sheet Index:
1-6
7
8-9
10-11
12-14
15-16
17
18-20
21-23
Keeper Plate Design Checks (ASD)
Trunnion Assembly Design Checks (Demands from SAP Models)
Yoke Plate Bearing Strength Check
Yoke Plate Buckling Check
Trunnion Anchor Design Check
Bearing Base Plate Check
Chock Fast Orange Compressive Stress Check
Leveling Anchors Check Under Dead Load Conditions
SAP2000 Non Linear Area and Link Stiffness Inputs
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Trunnion Assembly Design Checks See ETL 1110-2-584
1 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Keeper Plate Design Checks (ASD)This calculation sizes the keeper plate anchors and plate to withstand the trunnion frictionmoment, (Shear Couple)
TRN.M1'-8.5000"
1'
1.2500"2.5000"
6.5000"
1'-4.0000"
1.5000"
V.f
V.f
V.w
V.w
TRNM 1.33 169 kip ft See Tainter Gate Trunnion Friction Moment LC2b Factored
Lf 20.5in On center distance between bolts
Lw 16in Effective length of web
Vf
TRNM
Lf131.573 kip Shear force acting on a single row of bolts and through flange of
key pl w/ stress modifier
2 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Shear Demand within Bolts (Elastiv Analysis Method AISC 14th Ed. p. 7-8)
2'-1.0000"
10.2500"
10.2500"
4.0000"
1
2
3
4
5
6
TRN.M
Bolt coordinates about centroidx1 4 in
y1 10.25in
x2 0in
y2 10.25in
x3 4in
y3 10.25in
x4 4 in
y4 10.25 in
x5 0in
y5 10.25 in
x6 4in
y6 10.25 in
Sumx x1 2 x2 2 x3 2 x4 2 x5 2 x6 2 64 in2
Sumy y1 2 y2 2 y3 2 y4 2 y5 2 y6 2 630.375 in2
3 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Shear Forces in Bolts
Rx1 TRNM
y1
Sumx Sumy 39.815 kip
Ry1 TRNM
x1
Sumx Sumy 15.538 kip
R1.4 Rx12
Ry12
42.74 kip Shear demand within bolts 1 and 4
Rx2 TRNM
y2
Sumx Sumy 39.815 kip
Ry2 TRNM
x2
Sumx Sumy 0 kip
R2.5 Rx22
Ry22
39.815 kip Shear demand within bolts 2 and 5
Rx3 TRNM
y3
Sumx Sumy 39.815 kip
Ry3 TRNM
x3
Sumx Sumy 15.538 kip
R3.6 Rx32
Ry32
42.74 kip Shear demand within bolts 3 and 6
4 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Shear and Moment Demand within Web Plate of Keeper Plate
w.ld
V.f
- -
V.max
w.ld
L.f
0.5*L
2.2500"0.1097 L.f
-
0.39 L.f
R.1
R.2
-
L.f
TRN.M
R.1
R.2
+
M.max+
-
wld Vf Lf1
0.39Lf 0.39 Lf
20.1097 Lf
0.39Lf 0.39 Lf
20.5Lf
42.165kip
in
Vmax wld 0.39 Lf Vf 205.534 kip
Mmax Vf 0.1097 Lf 0.5Vf
wld
Vf 41.764 kip ft
5 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Shear in Bolts Check
db.1 1.375in Diameter ofbolts
Fnt 113ksi ASTM A490 bolts, AISC 14th Ed. Table J3.2
Fnv 68ksi ASTM A490 bolts, AISC 14th Ed. Table J3.2
msp.1 1 Number of shear planes
Ωv.bolts 2.00 Reduction factor for bolts
Numbolts 2 Number of bolts in shear
Ab πdb.1
2
2
1.485 in2
Rn.bolts Numbolts Fnv msp.1 Ab 201.946 kip
Rn.bolts
Ωv.bolts100.973 kip
ChkCon.1 "OK"Rn.bolts
Ωv.boltsmax R1.4 R2.5 R3.6 if
"Redesign" otherwise
"OK"
Bearing Check (Keeper Pl)
Lc 1.25in (Clear distance,between two holes or edge of material)
tw.pl 1in Thickness of member
Fu.pl 135ksi Ultimate strength ASTM A693 Typ. 17-4 H1150
Ωbc 2 Reduction factor AISC 14th Ed. p. 16.1-127
Rn.bc 1.2 Lc tw.pl Fu.pl 1.2 Lc tw.pl Fu.pl 2.4 db.1 tw.pl Fu.plif
2.4 db.1 tw.pl Fu.pl otherwise
(AISC 14th Ed. Eq. J3-10)
Rn.bc
Ωbc101.25 kip (For a single bolt, conservative)
ChkCon.2 "OK"Rn.bc
Ωbcmax R1.4 R2.5 R3.6 if
"Redesign" otherwise
"OK"
6 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Shear in Web Check
Ωsh.y 1.5 Shear strength reduction value
Ωsh.r 2 Shear strength reduction value
Fy.tab 105ksiUltimate strength ASTM A693 Typ. 17-4 H1150
Fu.tab 135ksi
Strength of Elements in Shear (Yielding Shear Tab) Check
lst 6.5in Length of shear
tlftg.pl tw.pl Thickness
Ag.tab lst tlftg.pl 6.5 in2
Rn.fy 0.6 Fy.tab Ag.tab 409.5 kip (AISC 14th Ed. Equation J4-3)
ChkV.Yielding "OK"Rn.fy
Ωsh.yVmaxif
"Redesign" otherwise
"OK"
Strength of Elements in Shear (Rupture Shear Tab) Check
Anv Ag.tab Net area subject toshear
Rn.fu 0.6 Fu.tab Anv 526.5 kip (AISC 14th Ed. Equation J4-4)
ChkV.Rupture "OK"Rn.fu
Ωsh.rVmaxif
"Redesign" otherwise
"OK"
7 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Block Shear Check
1'
1.2500"2.5000"
6.5000"
1.5000"
V.f
Lv.1 12in
Numbv 2.5 (Number of bolt holes in shear)
Numbt 0.5 (Number of bolts holes in tension)
Ubs.1 1.0 (AISC 14th Ed. p.16.1-352)
Fu.tab 135 ksi
ttab tw.pl 1 in
Ωbv 2 Reduction factor AISC 14th Ed. p. 16.1-129
Ed.1 1.25in Minimum edgedistance
Ed.2 1.25in Edgedistance
Anv Lv.1 Numbv db.1 0.125in ttab 8.25 in2
Ant Ed.2 Numbt db.1 0.125in ttab 0.5 in2
Agv Lv.1 ttab 12 in2
Rn.bs 0.6 Fu.tab Anv Ubs.1 Fu.tab Ant 0.6 Fu.tab Anv
Ubs.1 Fu.tab Ant
0.6 Fu.tab Agv
Ubs.1 Fu.tab Ant
if
0.6 Fu.tab Agv Ubs.1 Fu.tab Ant otherwise
Rn.bs 735.75 kip (AISC 14th Ed. Equation J4-5)
ChkCon.3 "OK"Rn.bs
ΩbvVfif
"Redesign" otherwise
"OK"
8 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Moment Capacity of Key Plate
Es 29000ksi
Lb.pl Lw 16 in
tpl ttab 1 in
Zpl
tpl lst2
410.563 in
3
Spl
tpl lst2
67.042 in
3
Fy.pl Fy.tab 105 ksi
Cb 1.0
Ωpl 1.67
Mp.pl Fy.pl Zpl 92.422 kip ft
My.pl Fy.pl Spl 61.615 kip ft
Mn.pl min Mp.pl 1.6 My.pl Lb.pl lst
tpl2
0.08 Es
Fy.plif
min Mp.pl Cb 1.52 0.274Lb.pl lst
tpl2
Fy.pl
Es
Fy.pl Spl
0.08 Es
Fy.pl
Lb.pl lst
tpl2
1.9 Es
Fy.plif
min1.9 Es Cb
Lb.pl lst
tpl2
Spl Mp.pl
Lb.pl lst
tpl2
1.9 Es
Fy.plif
Mn.pl
Ωpl52.274 kip ft (Ref. AISC 14th Ed. Equation: (F11-1,2,3,4))
Chk1 "OK"Mn.pl
ΩplMmaxif
"Redesign" otherwise
"OK"
9 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Trunnion Assembly Design Checks (ASD) This calculation reviews the capacity of the trunnion yoke plates, trunnion base plate, andtrunnion stiffener plates.
Fy.yk.pl 70ksi ASTM A709 Gr.70
Fy.bs.pl 50ksi ASTM A709 Gr.50
Fy.stf.pl 50ksi ASTM A709 Gr.50
Ωpl 1.67
Trnmax.yk
Fy.yk.pl
Ωpl41.916 ksi
Trnmax.yk.sap max 31.57ksi 33.43ksi 31.49ksi( ) 33.43 ksi Max stress for LC2 (Ice), LC3,LC5
Chkyk Trnmax.yk Trnmax.yk.sap 1
DCRyk.pl
Trnmax.yk.sap
Trnmax.yk0.798
Note: Although the max allowable stress is exceeded, the values areacceptable. The stresses within th yoke plate are not widespread and wouldnot lead to total failure. In addition,LC5 is an extreme and rare load case. LC3can happen more frequently but has a DCR value of 1.07, which is ok byinspection. The most common load case, LC2 (Ice) does have a DCR value < 1(0.973). This will be documented in the DDR.
Trnmax.bs
Fy.bs.pl
Ωpl29.94 ksi
Max pressure found near base pl for LC5, note stresses at supportswere not consideredTrnmax.bs.sap 13.49ksi
Chkbs Trnmax.bs Trnmax.bs.sap 1
Trnmax.stf
Fy.stf.pl
Ωpl29.94 ksi
Max pressure found near stiffener pl for LC3, note stresses atsupports were not consideredTrnmax.stf.sap 14.68ksi
Chkyk Trnmax.stf Trnmax.stf.sap 1
10 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Yoke Plate Bearing Strength Check
Unfactored Global X reactions from LC2a, and LC3 Models SAPTainter gate models unfactoredRx.ASD max 525kip 484kip( ) 525 kip
Unfactored Global Z reactions from LC2a, and LC3 Models SAPTainter gate models unfactoredRz.ASD max 202kip 268kip( ) 268 kip
RM.z.ASDmax 85kip ft 39kip ft( )
2ft 2.5in 2in41.633 kip
Ykpl.dmd Rx.ASD2
Rz.ASD2
RM.z.ASD 631.081 kip Resultant loading acting on Yoke plate from Pinreaciton
Stress modifier of 1.2 ETL 1110-2-584, Type Astructure, conservativeαsm 1.33
Ykpl.dmd.F
αsm Ykpl.dmd
2419.669 kip Yoke plate bearing stress loading / demand per yoke
plate Estimated projected bearing areaYkpl.w 2in Widht of yoke
plates
D1 15.5075in Diameter of yoke plate hole includingtolerances
D2 15.495in Diameter of pin includingtolerances
Diameter ratio factor from Roaks Formula book 7th Ed. Table 14.2 Cylinder in a Cylindrical sockKD
D1 D2
D1 D21.602 10
3 ft
11 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Contact area of pin along yoke plate, refernce Roak Eq. 7th Ed. Table 14.2Cylinder in a Cylindrical socket bpl 2.15
Ykpl.dmd.F
Ykpl.w
KD
Es
25.357 in
Apb bpl Ykpl.w 50.713 in2
Fy.yk.pl 70 ksi Yield strength of yoke plate
Ωbrg 2 Bearing reduction value from AISC 14th Ed. Section J7 Bearing strength
Rbrg.yk.pl 1.8 Apb Fy.yk.pl 6389.84 kip AISC 14th Ed. Equ. J7-1
Rbrg.yk.pl
Ωbrg3194.92 kip
Chkyk.pl.brg "OK"Rbrg.yk.pl
ΩbrgYkpl.dmd.Fif
"Redesign" otherwise
"OK"
12 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Yoke Plate Buckling Check
Yk.pl.dmd.F
1'-2.0000"
1'-10.0000"
1'-3.5000"
Ykpl.dmd.F 419.669 kip Max compression load in yoke plate
Kpl 2.1 Based on Steel tips 42
Lpl 14in Laterally unbraced length of plate
thkpl 2in Thickness of plate in compression
wpl 15.5in effective width of plate in compression
Ωc 1.67 Compression reduction factor AISC 14thEd.
Fy.pl 70ksi Yield strength of compressin plate
13 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
ry.1
wpl thkpl3
12
thkpl wpl0.577 in
Fe.3
π2
Es
Kpl Lpl
ry.1
2110.378 ksi (AISC 13th Ed. Equation E3-4)
Fcr.pl 0.658
Fy.pl
Fe.3
Fy.pl
Kpl Lpl
ry.14.71
Es
Fy.plif
0.877 Fe.3 otherwise
(AISC 13th Ed. Equation E3-2 & 3)
Fcr.pl 53.681 ksi
Pn.pl Fcr.pl thkpl wpl 1.664 103
kip
Pn.pl
Ωc996.471 kip
Chkpl "OK"Pn.pl
ΩcYkpl.dmd.Fif
"Redesign" otherwise
"OK"
14 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Trunnion Anchor Design Checks (ASD) This calculation sizes the necessary anchors to support and connect the trunnion assemblyto the concrete girder.
MaxV.SAP 10.67kip Anchor reactions PF_LC3U
Shear in Bolts Check
Fu.acr 90ksi ASTM A449 , 90ksi
db.1 1.75in Diameter ofbolts
2'-1012"
TYP.
3'-10"
914"
TYP.
2"TYP.
3'-6"
2"
TYP.
4"TYP.
11"
TYP.
1'1'-2"
TYP.
734"
TYP.
1014"
TYP.
8"TYP.
1'-112"
TYP.
DRILL & TAPTYP.
Fnv 0.45 Fu.acr 40.5 ksi AISC 14th Ed. Table J3.2
msp.1 1 Number of shear planes
Ωv.bolts 2.00 Reduction factor forbolts
Numbolts 1 Number of bolts inshear
Ab πdb.1
2
2
2.405 in2
Rn.bolts Numbolts Fnv msp.1 Ab 97.414 kip
Rn.bolts
Ωv.bolts48.707 kip
Chkshr.blts "OK"Rn.bolts
Ωv.boltsMaxV.SAPif
"Redesign" otherwise
"OK"
Slip Resistance of Base Plate with Pre-Tensioned Bolts (ASD, Service Loads)
Rcomp 988.63kip Compressive force within base plate joints from SAP2000 Model for LC3_U (ServiceCondition)Assumed coefficient of friction between concrete and steel based on EM 1110-2-2702 Eq. 5-2friction between steel and concreteμconc.stl 0.45
Ωslip 1.50 Assumed reduction factor based on slip critical connections AISC14th Ed.
Vrs 0.45 Rcomp 444.883 kip Equation based on EM 1110-2-2702 Eq. 5-2, but converted to ASD
Vu.slip 46kip 46 kip Total shear force acting on anchors for LC3u under service loadconditions
Chkbs.pl.slip "OK"Vrs
ΩslipVu.slipif
"Redesign" otherwise
"OK"
15 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Pretension of Bolts Check
Fprf 104.5kip Proof load of ASTM A449 anchor w/ 1.75"Dia.
Pretnsn 0.7 Fprf 73.15 kip Using AISC 14th Ed. Table J3.1, used 0.7*ProofLoad
16 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Bending in Bolts Check (ASD)AISC 14th Ed. Section F11
MaxBdg 1.33 7.33 kip 6.25 in 5.078 kip ft Max bending on anchors from base plate bearing on anchors, based on LC2d_U*1.33
Ωb.acr 1.67 Bending reduction value
Zacr
db.13
60.893 in
3 Plastic section Modulus
Sacr
πdb.1
2
3
40.526 in
3 Elastic section
modulus
Fy.acr 0.8 Fu.acr 72 ksi Miimum yield strength for deformed ASTM A449bar
Mn.acr min Fy.acr Zacr 1.6 Fy.acr Sacr 5.051 kip ft AISC 14th Ed. Eq. F11-1
Numacrs.bnd 3 This assumption is based on the premise that not all the anchors take the load equally so only 3 will beconsidered effective.
Chkacr.bndg "OK"Numacrs.bnd Mn.acr
Ωb.acrMaxBdgif
"Redesign" otherwise
"OK"
Bearing Check Keeper Plate Bolts Bearing on Yoke Plate (ASD)
Lc 2.875in Clear distance,between two holes or edge of material
tw.pl 2in Thickness of member
Fu.pl 85ksi Ultimate strength ASTM A709 Gr. 70W
Ωbrg 2.00 Reduction factor AISC 14th Ed. p. 16.1-127
Rn.bc 1.2 Lc tw.pl Fu.pl 1.2 Lc tw.pl Fu.pl 2.4 db.1 tw.pl Fu.plif
2.4 db.1 tw.pl Fu.pl otherwise
AISC 14th Ed. Eq. J3-10
Rn.bc
Ωbrg293.25 kip For a single bolt, conservative
Chkbrg "OK"Rn.bc
ΩbrgVfif
"Redesign" otherwise
"OK"
17 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Bearing Base Plate Check (Cantilever Method) (ASD)
2'-1012"
TYP.
3'-10"
914"
TYP.
2"TYP.
3'-6"
2"
TYP.
4"TYP.
11"
TYP.
1'1'-2"
TYP.
734"
TYP.
1014"
TYP.
8"TYP.
1'-112"
TYP.
DRILL & TAPTYP.
Bplg 34.5in Width of base plate
bplg 30.5in Width of bearing member
dplg.1 42in Depth of bearing member
Nplg 46in Depth of base plate
Fy.pl 50ksi ASTM A709 Gr. 50
Ωc 1.67 AISC 14th Ed.compression reduction value
Rpl 524kip 1.33 Unfactored Load from LC2 Ice *Performance Factor or 1.33
plt 2.5in Thickness of bearing plate
Pp Fy.pl Bplg Nplg 79350 kip Compression StressCapacity
n2
Bplg 0.8 bplg 2
5.05 in
mpl2
Nplg 0.95 dplg.1 2
3.05 in AISC 14th Ed. Base Plate Design
n'2
dplg.1 bplg
48.948 in
Compression stress acting under the platefp
Rpl
Bplg Nplg0.439 ksi
X
4 dplg.1 bplg Ωc Rpl
Pp
dplg.1 bplg 2
4 dplg.1 bplg Ωc Rpl
Pp
dplg.1 bplg 21if
"Redesign" otherwise
0.014 AISC 14th Ed. p.14-5
λpl 2X
1 1 X 2
X
1 1 X 1if
1 otherwise
0.12 AISC 14th Ed. p.14-5
lmax max n2 mpl2 λpl n'2 5.05 in
18 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
tmin lmax
3.33 Rpl Fy.pl Bplg Nplg
0.864 in AISC 14th Ed. Base Plate thickness check Eq.14-7b
Chkplg "OK" plt tminif
"Redesign" otherwise
"OK"
Grout Allowable Bearing Check (LRFD)This calculation reviews the compressive strength of 7000psi non-shrink grout.
Pdmd 760kip 1.11 1.7 6 152 kip 2394 kip Max reaction + Post tensioned force of anchors (assumes load factor of 1.7 toconvert loading into LRFD)
Brg.area Bplg Nplg 6 Ab 1572.568 in2
Assumed effective bearing area of grout
fcg' 7000psi Assumed compressive strength of the grout
ϕbrg.grt 0.65 ACI 318-11, bearing reduction value Section 9.3.2.4
Rbrg 0.85 Brg.area fcg' 9356.781 kip ACI 318-11, Section10.14
ϕbrg.grt Rbrg 6081.908 kip
Chkgrt.brg "OK" ϕbrg.grt Rbrg Pdmdif
"Redesign" otherwise
"OK"
19 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Chock Fast Orange Compressive Stress Check This calculation reviews the compressive strength of Chock Fast Oragne, which will serveas a filler material between the yoke plates and pier, and the base plate and trunnion girder.
Areayk.pl.cc.ldg π 14in( )2
π 8in( )2
414.69 in2
Approxiamate Area of Yoke Plate bearing against chock fastoragne. This is conservative as it does not include entire yokeplate touching.
PrLc1208kip
Areayk.pl.cc.ldg0.502 ksi
PrLc2.ice224kip
Areayk.pl.cc.ldg0.54 ksi
PrLc.3216kip
Areayk.pl.cc.ldg0.521 ksi
PrLc5198kip
Areayk.pl.cc.ldg0.477 ksi
Pmax.LC11.33 304 kip
Areayk.pl.cc.ldg0.975 ksi
Pmax.LC2.ice1.33 321 kip
Areayk.pl.cc.ldg1.03 ksi
See support reactions (yaxis) unfactored loadsmultiplied by 1.33 stress modifier DDRPmax.LC3
1.33 304 kip
Areayk.pl.cc.ldg0.975 ksi
Pmax.LC51.33 237 kip
Areayk.pl.cc.ldg0.76 ksi
Allowable Compressive Strength from Chockfast OrangeTechnical Bulletin # 692DChofst.org 1200psi
Chkchk Chofst.org max Pmax.LC1 Pmax.LC2.ice Pmax.LC3 Pmax.LC5 1
20 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Leveling Anchors Check Under Dead Load Conditions
3/16
NON-FCWTYP.
SIMPSON STRONG TIETITEN HD
TEMPORARYSCREW ANCHOR
3/4"Ø X 8 1/2"ZINC PLATED OR EQUAL
TYP. 934"
TYP.
9"
TYP.
412"
TYP.
312"
TYP.
112"
TYP.
312"
TYP.
BRACKET PL 1" THKASTM A36 TYP.
STIFF. PL. 3/4" THKASTM A36 TYP.
1/41/4
NON-FCWTYP.
SECTION
7"TYP.
1014"
***This section assumes that only 4 bolts along the bottom bracket are effective in taking the weight of the trunnionassembly, this should be conservative given that there are 12 bolts total***
VDmd.dead.ld 1.2 4.302 kip 5.162 kip Dead load has been factored by 1.2 to convert load into LRFD, loadrepresents weight of the trunnion assembly
Shear Demands on Screw Anchor
VJ22x 0lbf
VJ22y 0lbf
VJ22z VDmd.dead.ld 5.162 kip
21 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
ACI 318-08 Appendix D ShearChecks
Φt 0.70 ACI 318-08 Sec. D.4.5
Φs 0.65 ACI 318-08 Sec. D.4.5
Steel Strength of Anchor in Shear
dan 0.75in Diameter of anchor
nstd 4 Number of anchors acting in shear
Fy.ar 97ksi ICC ES Report ESR 2713
Fu.ar 110ksi ICC ES Report ESR 2713
futa min 1.9 Fy.acr 125ksi Fu.acr 90 ksi
Ase πdan
2
2
0.442 in2
Area of anchor)
Vsa 0.6nstd Ase futa 95.426 kip ACI 318-08 Eq. D-20
Φs Vsa 62.027 kip
Chkconn.13 "OK" Φs Vsa VJ22zif
"Redesign" otherwise
"OK"
Concrete Breakout Strength of Anchor in Shear
heff 5in Effective depth of anchor
sp1 0in Spacing of studs vertically
sp2 0in Spacing of studs horizontally
λ 1.0 ACI 318-08 Sec. D.3.4 & 8.6.1
fc 4500psi Compressive strength of trunnion girder
ca1 4in Assumed edgedistance
cmin min 1.5 heff ca1 4 in
ca2 ca1
le heff Headed anchor with constant stiffness, ACI 318-08 Sec.D.6.2.2
s1 4.5in Spacing between bolts
22 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
AVco 4.5 ca1 2 72 in2
ACI 318-08 Eq. D-23
AVc 2 2 1.5 ca1 s1 heff 165 in2
Breakout area assuming that 2 sets of the bottom bolts resist theshear force
Vb 7le
dan
0.2
dan
in in
λfc
psi psi
cmin
in
1.5
in 4.755 kip ACI 318-08 Eq. D-24
ψec.V 1.0 ACI 318-08 Sec. D.6.2.5, negligible eccentricity acting onanchors
ψed.V 0.7 0.3ca2
1.5 ca1 0.9 ACI 318-08 Sec. D.6.2.6
ψc.V 1.0 ACI 318-08 Sec. D.6.2.7, cracked concrete without supplementaryreinforcement
ψh.V
1.5 ca1
heff1.095 ACI 318-08 Sec. D.6.2.8, h.eff < 1.5*c.a1
Vcb
AVc
AVcoψec.V ψed.V ψc.V ψh.V Vb 10.742 kip ACI 318-08 Eq. D-22
Φs Vcb 6.982 kip
Chka.cb "OK" Φs Vcb VJ22zif
"Redesign" otherwise
"OK"
Shear Capacity of Anchors (Pryout)
kcp 2.0 ACI 318-08 Sec. D.6.3.1
kc 17 Post installedanchor
Nb kc λfc
psi
heff
in
1.5
1 lbf
heff 11inif
16 λfc
psi
heff
in
5
3
1 lbf
otherwise
12.75 kip
ACI 318-08 Eq. D-7 & D-8
Vcpg kcp Nb 25.5 kip ACI 318-08 RD.6.3
Φs Vcpg 16.575 kip
Chk14 "OK" Φs Vcpg VJ22zif
"Redesign" otherwise
"OK"
23 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
SAP2000 Non-Linear Area & Link Stiffness Inputs High Precision Grout Pad
Bspl.area 1in2
Unit bearing area, SAP2000 area springs were assigned
Egrt 6000ksi Modulus of Elasticity for nonshrink grout, based on material Unisorb V-1, value isapproximate
Lgth.grt 5in
Kgrt
Egrt
Lgth.grt1200
kip
in in2
Area spring stiffness input
ChockFast Organe Pad
Brgcfo 1in2
Unit bearing area, SAP2000 area springs were assigned
CME 533ksi Chockfast Orange Modulus of Elasticity
Lgth.grt 0.5in
Kgrt
CME
Lgth.grt1066
kip
in in2
Area spring stiffness
input
Steel Pin Bearing
Brgara 1in 0.5 in 0.5 in2
Tributary area oflink
CM.pin 29000ksi Compression modulus for steel pin
Lgth.grt 0.5in
Kgrt
Brgara CM.pin
Lgth.grt29000
kip
in Link stiffness
input
Trunnion Anchor Bending Stiffness
Ibar
πdb.1
2
4
4
0.223 in4
Moment of Inertia for trunnion assemblyanchorage
Hbr 7.5in Height of anchor based on thickness of base plate +grout pad
Stf
3 Es Ibar
Hbr3
45.997kip
in Stiffness of anchors, assumed to act like a cantilever as the base plate
applies load
24 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Stf.2 πdb.1
2
2
Es1
Hbr 9300.423
kip
in Axial stiffness of anchors
SAP2000 Loading Inputs
Pressure Acting on Yoke Plate from Hub Cross Canyon Loading
Hubbrg.area π 12.in( )2
π 8in( )2
251.327 in2
Bearing area of hubring
LC1b208kip
Hubbrg.area827.606 psi
LC2b.Ice225kip
Hubbrg.area895.247 psi
Side pressure loads acting on Yokeplate
LC3216kip
Hubbrg.area859.437 psi
LC5205kip
Hubbrg.area815.669 psi
Friction Loading from Cross Canyon Load
Surfacearea.shll 0.5in 3 in 1.5 in2
Surface area of shell on solidface 1
Numshells.frtn.ld 150 Number of solids to be load from friction due to composite washer andSS ring
dhub 21in Centerline diameter ofhub
ru dhub 0.5 10.5 in Moment arm from center of pin to center contact surface between hub andyolk plate
μpin 0.3 Coefficient of friction, see ETL 1110-2-584
RLC2 194kip Resultant force from SAP in Y directionunfactored
MFt.LC2 RLC2 μpin ru 50.925 kip ft Moment acting on pin from SAP Yforce
Mprs.LC2.input
MFt.LC2
Surfacearea.shll Numshells.frtn.ld ru0.259 ksi Loading stress to be inputted into SAP
for LC2
RLC3.Lft 216kip Resultant force from SAP in Y direction unfactored
MFt.LC3.Lft RLC3.Lft μpin ru 56.7 kip ft Moment acting on pin from SAP Yforce
Mprs.LC3.input
MFt.LC3.Lft
Surfacearea.shll Numshells.frtn.ld ru0.288 ksi Loading stress to be inputted into SAP
for LC2
25 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
Keeper Plate Couple Pressure Loading on Yoke Plate
TRNM.LC.2 169kip ft See Tainter Gate Strut Arm Support Reaction table in DDR unfactored LC2b(Ice)
Lf 20.5in On center distance betweenbolts
Surfacearea.shll 0.5in 1 in 0.5 in2
Surface area of shell on solidface 1
Numshells.frtn.ld 12 Number of solids to be load from friction due to composite washer andSS ring
PK.pl.LC2
TRNM.LC.2
Lf Surfacearea.shll Numshells.frtn.ld16.488 ksi Pressure acting on solids from keeper plate
bolts
TRNM.LC.3 164kip ft See Tainter Gate Strut Arm Support Reaction table in DDR unfactored LC3 LS
Lf 20.5in On center distance betweenbolts
PK.pl.LC3
TRNM.LC.3
Lf Surfacearea.shll Numshells.frtn.ld16 ksi Pressure acting on solids from keeper plate
bolts
MZ Couple Loading
Spyk.pl 28.5in
Moment about Z axis in SAP for LC1Mz.LC1 4kip ft
Moment about Z axis in SAP for LC2Mz.LC2 59kip ft
Mz.LC3 19kip ft Moment about Z axis in SAP for LC3
Mz.LC5 9 kip ft Moment about Z axis in SAP for LC5
LC1.MZ
Mz.LC1
Spyk.pl1.684 kip
LC2.MZ
Mz.LC2
Spyk.pl24.842 kip SAP2000 Moment Couple
inpurt for MZ, loads shall beapplied as demands and notreactions in SAP, Left Joint +,Right Joint -
LC3.MZ
Mz.LC3
Spyk.pl8 kip
26 of 27
FARGO TAINTER GATE TRUNNION ASSEMBLY DESIGN
CHECKS
Yoke Pl, Base Pl, Stiff. Pl, Key Pl, Chockfast Orange
Analysis By: Chris Abela PEDate:5/3/2016
Checked By: Cheuk Wan PEDate:5/3/2016
LC5.MZ
Mz.LC5
Spyk.pl3.789 kip
27 of 27
CALCULATION COVER SHEET
Element: Trunnion Hub Design Check Labor Code: 2686C1
Calculation Title: Trunnion Hub Thickness and Stress Check
Total Number of Pages (including cover sheet): 120
Prepared by: Chris Abela PE Date: 2-22-2016
Checked by: Michele Louie PE Date: 2-22-2016
Design Basis/References/Assumptions: - ACI 318-14 -EM 1110-2-584 Design of Hydraulic Steel Structures -EM 1110-2-2702 Design of Spillway Tainter Gates - AISC 14th Ed.
Rev. No.
Description of Revision:
Prepared by:
Date:
Checked by:
Date:
Sheet Index:
1-4
Von Mises Combined Stress Analysis Design Che
FARGO TAINTER GATE DESIGN CHECKS
Trunnion Hub Thickness and Stress Check
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Michele Louie PEDate:2/22/2016
Trunnion Hub Design Checks See ETL 1110-2-584 & EM 1110-2-2702
1 of 4
FARGO TAINTER GATE DESIGN CHECKS
Trunnion Hub Thickness and Stress Check
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Michele Louie PEDate:2/22/2016
Von Mises Combined Stress Analysis Design Checks
Demands based on LC2a Unfactored
Px 524kip Downstream force from SAP2000models
Py 224kip Thrust washer force from SAP2000models
Pz 202kip Vertical force from SAP2000Models
Mx 42kip ft Bending moment about the Xaxis
My 168kip ft Trunniuon Frictionmoment
Mz 59kip ft Bending moment about the Zaxis
Hub Design Inputs
thub 3.25in Thickness of hubring
Lcant 7in Approxiamate cantilever length of hub nearpier
Hb.w 26in Width ofhub
rinr 8.75in Inner radius ofhub
rotr rinr thub Outerdiameter
Es 29000ksi Modulus ofElasticity
cfbr 6.6875in Distance from neutral axis to extreme fiber
Fy.hub 36ksi ASTM A105 Forging
Atrib
π 2 rotr 2 2 rinr 2
40.5 105.931 in
2 Tributary
area
Ihub.trib 1144in4
Moment of inertia of half circle about weakaxis
Determine Distributed Load Behind Hub from Resultant Load P.x and P.z Marm.mz 1ft 2in Distance between flanges welded to
hub
Acnt
2 π rinr
227.489 in Half of the circumference around inner
diameter
Fcpl.mz
Mz
Marm.mz50.571 kip Component of force comple acting on left flange faceing downstream
2 of 4
FARGO TAINTER GATE DESIGN CHECKS
Trunnion Hub Thickness and Stress Check
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Michele Louie PEDate:2/22/2016
Fcpl.mx
Mx
Marm.mz36 kip
Wxz
Px Fcpl.mz 2 Pz Fcpl.mx 2
Hb.w Acnt 125.303 ksf
Inner distributed pressure from P.xand P.z
Determine Bending Stress and Shear Stress at Point A from P.xMAxz Wxz Acnt Lcant Lcant 0.5 48.836 kip ft Bending moment at A from
P.x
Bending stress at A fromP.x
σbxz.1
MAxz cfbr
Ihub.trib3.426 ksi
VAxz Wxz Acnt Lcant 167.438 kip Shear at A fromP.x
Avxz 47.17in2
Effective area resisting shearforces
ybr.vxz 3.1875in Distance of shear resisting centroid to centroid ofsection
Ivxz 1144in4
Moment of inertia of entire section
σvx.1
VAxz Avxz ybr.vxz
Ivxz 2 thub3.386 ksi
3 of 4
FARGO TAINTER GATE DESIGN CHECKS
Trunnion Hub Thickness and Stress Check
Analysis By: Chris Abela PEDate:2/22/2016
Checked By: Michele Louie PEDate:2/22/2016
Determine Axial Stress at Point from P.y
σay
Py
π rotr2
π rinr2
1.057 ksi
Determine Von Mises Stressσa1 σbxz.1 3.426 ksi Note: Under the worst case, the bending force at the extreme fiber will be
additive to the axial force heading in the same direction. These should beadded together.σa2 σay 1.057 ksi
σb 0kip
σab σvx.1 3.386 ksi
σVM σa1 σa2 2 σa1 σa2 σb σb2
3 σab2
7.381 ksi
ChkVM "OK" σVM 0.5 Fy.hubif
"Redesign" otherwise
"OK"
4 of 4