Oologah Service Bridge_Crane Placement Example.pdf

DESIGN & PERMIT LOAD RATING

of

OOLOGAH SERVICE BRIDGE

Bridge No. CENSWTOKOOLOGAH

INTAKE TOWER CRANE PLACEMENT

PROCEDURES for INTAKE BULKHEADS

Prepared For: Tulsa District Prepared By: Jordan Wynn

March 18, 2021

Philadelphia District

TABLE OF CONTENTS

Executive Summary……………………………...…………………….………………………………………….. 1

Applicable Limit States and Rating Factors……………………………...…………………….………….…….. 1

Applicable Failure Modes………………………………………….……...…………………….….…………….. 2

Load Rating NBI Data Values……………………………….…….……...…………………….….……….…….. 2

Summary of Rating Factors – Bridge………………………………………………………………….………… 3

Summary of Rating Factors – Intake Tower Superstructure……………………….……………………..…… 4

Summary of Other Significant Considerations………….……………..…………..………………....……….… 5

Explanation of Assumptions………………………………………………………………………………...….… 6

Summary of Crane Placement Procedures………………………………………………………………..…….. 7

References…………………………………………………………………………….…………………………… 8

Design & Permit Load Rating…………………………………………………………………………..………. 10 Oologah Service Bridge Floorbeams…………………………………………………… Oologah Service Bridge Truss Elements…………………………………………...………..….. 21

STAAD Pro Report………………………………………………………………………………………… Floorbeam Model Input and Output Files...………………………………………………..…..… 35 Truss Model STAAD Input File………………………………..………………………….…

APPENDIX A - Design & Permit Load Rating A1. STAAD Pro V8i Truss Model Member Designations A2. Truss Elements – Summary of Forces A3. Truss Elements – Influence Lines Graphs A4. Truss Elements – Sections Properties A5. Floorbeam Distribution Factors A6. Grove RT530E-2 Configuration & Load Charts A7. Reference Drawings

APPENDIX B – Intake Bulkhead Crane Placement Procedures

B1. AutoCAD Crane Placement Drawings B2. Mathcad Calculations

B2.1 – Intake Tower Reinforced Concrete Beams B2.2 – Intake Tower Reinforced Concrete Girders B2.3 – Steel Hatches (Low flow, Service and Emergency Gates) B2.4 – Steel Hatch (Open Grid Deck)

B3. Crane Placement Pad Loads B4. STAAD Pro V8i Input and Output Files B5. Truck & Trailer Axle Weight Configurations

EXECUTIVE SUMMARY

The design and permit load rating for Oologah Service Bridge is included in this report. The rating is based on the August 2018 inspection results. The load rating was performed using the Load and Resistance Factor Rating (LRFR) method in accordance with the Engineering and Design USACE Bridge Safety Program (ER 1110-2-111 publication date 1 Aug 07) and the AASHTO Manual for Bridge Evaluation, Third Edition, 2018.

The permit load vehicle analyzed was a Grove RT530E-2. STAAD Pro V8i is used in this analysis to determine moments and shears in the floorbeam and truss elements due to design and permit live loads. A dummy member system was employed in the STAAD model of the truss elements in order to accurately transfer the joint loads to the members due to the design and permit live loads. Due to the number of truss elements, Microsoft Excel was utilized in order to organize all the data and generate influence line graphs for these members subjection to lane load.

Based on this load rating, the bridge evaluated herein meets criteria for AASHTO inventory and operating design loads with a controlling rating factor greater than 1.0 for each limit state for the truss. Neither a legal load rating, nor restrictive load posting is required at this time. Regarding the intake tower concrete beams and girders evaluation, Girder G2 rating factor for inventory is below 1.0. However the operating rating factor is greater than

1.0 and therefore a legal load rating was not conducted.

I. Applicable Limit States and Rating Factors:

For steel bridges the Strength I and Service II limit states are required to be evaluated for the Design Load. For the floorbeams of the truss floor system Strength I and Service II rating factors are calculated. The permit load was evaluated for Strength II limit state. For axially loaded truss members, there are no additional serviceability restraints, thus any axially loaded member satisfying the Strength I limit state will also satisfy Service II. The rating factors for the Strength I and Service II limit state were calculated according to the following equations from the

MBE:

II. Applicable Failure Modes:

a. Flexural and Shear Resistance of Truss Floor System Members The flexural and shear resistance of the floorbeams were evaluated for the Strength I case based on AASHTO Sections 6.10.6.2 and 6.10.6.3. The Service II limit state evaluation for flexure was based on Section 6.10.4

b. Resistance of Truss Members in Tension Truss members subjected to axial tension were evaluated for gross section yielding, net section fracture, and block shear rupture. The tension failures were evaluated based on AASHTO Sections 6.8.2.1 and 6.13.4.

c. Resistance of Truss Members in Compression Truss members that were subjected to compressive forces were evaluated to prevent buckling. The nominal compressive resistance was taken as the smallest value based on the applicable modes of flexural buckling, torsional buckling, and flexural torsional buckling.

d. Resistance of Truss Members to Combined Axial and Flexural Loads Considering the applied loading, the truss elements experience combined loads effects from axial and flexural loads. The capacities, however is controlled by the axial loading and moment values were determined to be negligible. (Reference Appendix A2 for summary all member forces).

III. Load Rating NBI Data Values:

The appropriate values for reporting in the National Bridge Inventory (NBI) are as follow:

Item Number NBI Coding Value

#41 A #63 8 - Load and Resistance Factor Rating

(LRFR) rating reported by rating factor (RF) method using HL-93 loadings

#64 1.03 #65 8 - Load and Resistance Factor Rating

(LRFR) rating reported by rating factor (RF) method using HL-93 loadings

#66 0.79 #70 5 - Equal to or above legal loads

Note: The above values are the controlling rating factors for the elements of the truss bridge.

IV. Summary of Rating Factors – Service Bridge:

Location

Design Load Rating Factors

Strength I - Flexure Strength I - Shear Service II

Inventory Operating Inventory Operating Inventory Operating

FL

O

O R

B

E A

M S Interior Floorbeam 1.17 1.52 1.28 1.65 1.11 1.45

Exterior Floorbeam 1.27 1.64 1.37 1.78 1.21 1.57

Axial Members - Strength I

Inventory Operating

T R

U

SS

M E

M B

E R

S

R1 - Diagonal 0.79 1.03

R2 - Vertical 1.19 1.54

R3 - Diagonal 0.92 1.19

R4 – Diagonal 0.88 1.15

R5 – Diagonal 0.83 1.07

R6 – Top Chord 1.57 2.04

R7 - Top Chord 1.44 1.87

R8 - Bottom Chord 1.23 1.60

R9 - Bottom Chord 1.77 2.29

R10 - Bottom Chord 1.78 2.31

Note: R1-R10 reference the governing member for each section property (rather than presenting the factors for all 81 truss members)

Permit Load Rating Factors

Strength II - Flexure Strength II - Shear Service II

FL

O

O R

A

M S Interior Floorbeam 2.91 3.03 2.26

Exterior Floorbeam 3.00 3.14 2.34 Axial Members - Strength I

T R

U

SS

M E

M B

E R

S R1 - Diagonal 2.32

R2 - Vertical 3.92

R3 - Diagonal 2.8

R4 – Diagonal 2.60

R5 – Diagonal 2.36

R6 – Top Chord 4.71

R7 - Top Chord 4.34

R8 - Bottom Chord 3.74

R9 - Bottom Chord 3.69

R10 - Bottom Chord 3.73

V. Summary of Rating Factors – Intake Tower Superstructure:

Design Load Rating Factors

Strength I - Flexure Strength I – Shear Service II

Inventory Operating Inventory Operating Inventory Operating

Beam B12 2.54 3.29 2.42 3.13 --- ---

Beams B1, B5-B8 5.17 6.70 9.20 11.93 --- ---

Beams B1, B5-B8 (neg. regions) 5.145 6.67 --- --- --- ---

Girder G1 4.09 5.30 6.99 9.06 --- ---

Girder G2 0.96 1.25 1.09 1.42 --- ---

Girder G3 0.98 1.27 1.11 1.44 --- ---

Removable Hatch (F/E Gates) 3.01 3.90 2.01 2.61 4.07 3.13

Removable Hatch (Low Flow) 1.11 1.43 0.81 1.04 1.49 1.15 Removable Hatch (Open grid deck) 2.92 3.78 --- --- 3.27 4.26

Permit Load Rating Factors – Crane Driving

Location Strength II - Flexure Strength II - Shear Service II

Beam B12 4.53 5.04 ---

Beams B1, B5-B8 13.00 18.60 ---

Beams B1, B5-B8 (neg. regions) 9.52 --- ---

Girder G1 9.11 14.91 ---

Girder G2 2.45 2.66 ---

Girder G3 2.50 2.71 ---

Removable Hatch (F/E Gates) 4.87 3.42 4.14

Removable Hatch (Low Flow) 1.85 1.52 1.58

Removable Hatch (Open grid deck) 4.62 ---- 3.26

Permit Load Rating Factors – Crane Lifting

Placement #1 Placement #2 Placement #3

Strength II

- Flexure

Strength II

- Shear

Strength II

- Flexure

Strength II - Shear

Strength II - Flexure

Strength II

- Shear

Beam B12 --- --- --- --- --- ---

Beams B1, B5-B8 7.62 14.8 8.12 13.52 --- ---

Girder G1 --- --- --- --- 7.24 10.46

Girder G2 --- --- --- --- --- ---

Girder G3 --- --- --- --- --- ---

Note: Only Beams B5-B8 are effected by reaction of pontoon loading for lifting case of Placement #1 & Placement #2.

Only Girder G1 effected by reaction of pontoon loading for lifting case of Placement #3.

Figure 1. Grove RT530E-2 Axle Loads

VI. Summary of other significant considerations used in the evaluation:

Bridge Component Condition Rating Interior Floorbeam 6 (Satisfactory) Exterior Floorbeam 6 (Satisfactory) Truss Members 6 (Satisfactory)

Average Daily Traffic

(ADT)

Average Daily Truck Traffic

(ADTT)

Impacts on the multiple presence factor

0001 0001 90% of multiple presence factor

(ADTT < 100)

VII. Explanation of Assumptions

▪ The NBI Item #59 was recorded as 6 and no defects were documented in the August 2018 Inspection Report that would reduce the load carrying capacity of the superstructure. Report only indicated isolated areas exhibiting minor corrosion on the floorbeams and truss elements.

▪ Permanent dead load of and on the deck, of bridge cross sections that meet the requirements of LRFD 4.6.2.2, are uniformly distributed to all floorbeams.

▪ Dead loads values for the truss were taken from the design drawings. The actual weights were calculated by hand and checked in the 1999 load rating. The 1999 Load Rating values were lower than those indicated on the drawings. For conservatism, the original values indicated on the design drawings were utilized.

▪ Truss members were organized by section property (R1 – R10). As tension and compression are analyzed independently, rather than include duplicate section properties, the input values have been consolidated and organized according to section properties. Only the maximum tension & compression values for each section property was used in the analysis. It should be noted that the member with the maximum tension may not correspond to the member with the max compression for a given section property. Governing member for each was determined by considering the combined DL & LL forces. Only the governing effects (tension & compression independently) for each section are shown in attached calculations. The reader should reference the excel spreadsheet for values of all 81 members.

▪ The multiple presence factor defined in LRFD Table 3.6.1.1.2-1 may be reduced by 10% since ADTT is less than 100 in accordance with LRFD C3.6.1.1.2.

▪ A 33% dynamic load allowance is conservatively used for the permit load rating, in spite of the fact that it is permitted be reduced to 1.0 (i.e. no impact) if the Permit vehicle is limited to travel ≤ 10mph). This reduction is permissive per MBE 6A.4.5.5, as the August 2018 inspection of the structure indicates only minor surface deviations or depressions on the bridge riding surface.

▪ For crane placement, the assumed weight of the equipment hatches are as follows:

o Hatch/frame adjacent to beam B11 & G2 = 5000lbs o Hatch/frame adjacent to beam B12 & G3 = 2500lbs o Hatch/frame adjacent to beams B5 – B8 = 6800lbs

▪ For crane placement, the assumed weight of the bulkhead gates are as follows:

o Service gate bulkheads = 12,000 lbs.

o Low flow port bulkhead = 2,000 lbs.

o Wet well port bulkhead = 10,000 lbs. (Actual weigh unknown. 10,000lbs load includes 8,500lbs for bulkhead and 2,400lbs for Mud/Debris/Friction allowance.)

▪ For the evaluation for the crane placement, beams B1, B5-B8 & B12 were explicitly analyzed as the crane will drive directly onto these beams in order to position the crane. Beams B2-B4 & B9-B10 were not analyzed but based on the dead loads, the beam section properties and engineering judgment, it can be presumed that the capacities of these beams are equivalent to that of beams B1 & B5-B8. Girders G2 & G3 were also evaluated for driving the crane for lifting positioning. For the loading lifting, the reactions from the crane pontoons occur at Beams B1 & Beam B7 for Placement #1 & #2 and on Girder G1 for placement #3.

▪ Reinforced concrete B12 was conservatively considered to act as simply supported beam and the remaining beams were conservatively considered as two continuous spans rather than single spans supported by fixed supports. The maximum negative moment at the center support of the two span continuous will be larger than if you consider all ends fixed. Considering the reinforcement is the same throughout the beam, assumption is conservative. For Beam B12, the reinforcement in the top and bottom is the same, so assuming the span is simply supported and checking positive moment reinforcement will also be conservative.

▪ The moment capacity of the reinforced concrete beams was computed utilizing typical beam theory.

Considering the shear, although a viable option, this methodology produces shear capacity that could be deemed as very conservative.

VIII. Summary of Crane Placement Procedures

The detailed crane placement procedures are shown in this report (Appendix B) on the drawings A-101, A- 102 & A-103 for the placement of the service gate bulkheads, the low flow bulkhead and the wet well bulkhead at the intake tower. To summarize the procedure:

▪ A Grove RT530E-2 crane shall be used.

▪ The crane should include 95-foot four-section full power boom with full counterweight.

▪ Three separate placements are required in order to set all bulkheads.

o Placement #1 shall be utilized in order to lift and place the service gate bulkheads in slots 1, 2 & 3 with a weight of 12,000 lbs. each.

▪ The total load, with rigging, should not exceed 12,800 lbs.

▪ The load radius shall not exceed 40 feet.

▪ The outriggers shall be set in the fully extended position.

▪ Crane shall be positioned such as is indicated on Reference Drawing A-101.

▪ Load will be picked from a tractor/trailer positioned on the service bridge.

o Placement #2 shall be utilized in order to lift and place the service gate bulkhead in slot 4 with a weight of 12,000 lbs. & the low flow port bulkhead with a weight of 2,000.

▪ The total load, with rigging, should not exceed 12,800 lb.

▪ Load radius shall not exceed 40 feet.

▪ The outriggers shall be set in the fully extended position.

▪ Crane shall be positioned such as is indicated on Reference Drawing A-102.

▪ Load will be picked from a tractor/trailer positioned on the service bridge.

o Placement #3 shall be utilized in order to lift and place the wet well bulkhead with an estimated weight of 10,000 lbs. each. This weight includes mud/debris/friction allowances. The actual weight of the new bulkhead is limited to 8,000 lbs.

▪ The total load, with rigging, should not exceed 12,800 lbs.

Component Weight (lbs.)

Wet Well Bulkhead 8,000

Hook & Block 600

150-ft Rigging 600

Mud/Debris/Friction allowance 2,400

Lifting Beam 1,200

Crane Suspended Load Capacity 12,800

▪ Load radius shall not exceed 30 feet.

▪ The outriggers shall be set in the mid-extended position (14'-0").

▪ Crane shall be positioned such as is indicated on Reference Drawing A-103.

▪ Due to the limited load radius of the Grove RT530E-2 crane and the required placement position of the crane on the intake tower, the onsite 45-ton Gantry crane will be utilized in order to pick the wet well bulkhead from a tractor/trailer.

o The 45 Ton Gantry crane will be moved to center position of the service deck. A tractor/trailer, loaded with the bulkhead, will be backed onto the center of intake tower underneath the Gantry crane. The Gantry crane will pick the load from the flatbed and the trailer will pull out. The Gantry crane will then travel towards the Grove crane for Placement #3 and lower the bulkhead onto timber cribbing (at the Gantry place-point location indicated above). The Grove RT530E-2 crane shall then be used to pick and place the bulkhead in the wet well slot.

▪ All normal traffic shall be excluded from using or parking on the deck of the intake structure when the crane is present.

▪ All other loads (e.g. construction loads, vehicles) shall not be allowed on any beam(s) that are occupied by the crane.

▪ To prevent damage to the deck surface, timber cribbing or other suitable materials shall be used under all pontoons. Materials to be used shall be approved by the district bridge program manager.

▪ All tower beams and below concrete wall locations shall be verified and marked with paint prior to crane placement.

▪ The speed of the crane shall be limited to 5 mph when driven across the bridge and on the intake tower.

REFERENCES

1. ER 1110-2-111 (dated 1 August 2007) Engineering and Design USACE Bridge Safety Program

2. AASHTO Manual for Bridge Evaluation, Third Edition 2018

3. CEBIS August 2018 Inspection Report for CENSWTOKOOLOGAH

4. As-Built Drawings: Outlet Works Structural Bridge, 16 April 1959

5. AASHTO LRFD Bridge Design Specifications, Eighth Edition 2017

Rated by: Jordan Wynn, E.I.T. Date: September 2019 Checked by: Matt Sosna, P.E. Date: September 2019 ATR: Jose A Albarran-Garcia, P.E. Date: September 2020

OOLOGAH SERVICE BRIDGE

LOAD RATING ANALYSIS

DESIGN AND PERMIT LOAD RATING CALCS

Floorbeams Mathcad Calculations

US Army Corps of Engineers ®

Oologah Dam

SERVICE BRIDGE LOAD RATING

FLOORBEAMS

Analysis By: Jordan Wynn E.I.T.

Checked By: Matt Sosna, P.E.

Date: 10/02/2020

REFERENCES

1. AASHTO LRFD Bridge Design Specifications, 8th Edition, 2017 (referred to as LRFD)

2. The Manual for Bridge Evaluation, 3rd Edition, 2018 (referred to as LRFR)

3. As built drawings

4. Inspection Report

BRIDGE DATA

MATERIAL PROPERTIES

Lb = span length Fy 33ksi (yield strength, all steel ASTM A7-58T, per As Built Drawings) sfb = Floorbeam spacing γconc 150pcf (unit weight of concrete, LRFD Table 3.5.1-1)

Lub = floorbeam unbraced length γst 490pcf (unit weight of steel)

Lb 18.5ft sfb 7ft Es 29000ksi (steel modulus of elasticity) f'c 3ksi (deck concrete strength, taken from page 3 of 1998 Load Rating) Lub 0ft

(fully braced)

K1 1.0ksi (source aggregate correction factor, LRFD 5.4.2.4 pg. 5-20)

AADT = Annual Average Daily Traffic (2008) AADT 1

CONDITION AND SYSTEM FACTORS, AASHTO LRFR pg. 6-18 and 6-19

NBI_RATING 6 (Superstructure - 2013 Inspection Report)

Condition Factor: LRFR Table 6A.4.2.3-1 and C6A.4.2.3-1 pg. 6-18 Note: The NBI rating is 6, minor surface corrosion with pitting and insignificant section loss was noted in previous inspection reports. Per the 2013 inspection report, superstructure remains in

GOOD condition.

φc1 φc1 1.00

System Factor: LRFR Table 6A.4.2.4-1 pg. 6-19 φs φs 1.00

Phi Limitation, AASHTO LRFR Eq. 6A.4.2.1-3 pg. 6-16 φf max φc1 φs 0.85 φf 1 φv max φc1 1.0 0.85 φv 1

DECK DIMENSIONS

tdeck 7.5in

Oologah Dam

SERVICE BRIDGE LOAD RATING

FLOORBEAMS

Analysis By: Jordan Wynn E.I.T.

Checked By: Matt Sosna, P.E.

Date: 10/02/2020

BEAM DIMENSIONS W18x50

Db = depth of section bf_c = width of top flange

Ab = gross cross sectional area bf_t = width of bottom flange

Sb = elastic section modulus about the strong axis tf_c = thickness of top flange Floorbeam

"Interior"

"Exterior"

Ib = moment of Inertia about the strong axis tf_t = thickness of bottom flange tw = web thickness bcp = width of cover plate (no cover plates)

Db in tw

0.355

0.355 in bf_c

7.50 in bf_t in Ab

14.7

14.7 in

Ib

Sb

88.9

88.9 tf_c

0.57 in tf_t

Dw Db tf_c tf_t 16.9 in Aw Dw tw

Af_c bf_c tf_c 4.3

Af_t bf_t tf_t yb

Db

Iyc bf_c

(flange moment of inertia) Centroid of Tension Flange:

yt bf_t tf_t tf_t bf_t tf_t

Iyt bf_t

(flange moment of inertia) yt

0.285

0.285

Sxc Sb Sxt Sb

RESISTANCE FACTORS AND LOAD FACTORS

Resistance Factors, AASHTO LRFD 6.5.4.2 pg. 6-31 φF 1.0 (for flexure) φV 1.0 (for shear)

Load Factors, AASHTO LRFR Table 6A.4.2.2-1 pg. 6-18 γDC 1.25 (strength load factor for structural components and attachments) γDW 1.50 (strength load factor for wearing surface and utilities) γLL_Inv 1.75 (inventory load factor for live load) γLL_Op 1.35 (operating load factor for live load) γDC_Service 1.0 (service load factor for structural components and attachments) γDW_Service 1.0 (service load factor for wearing surface and utilities) γL_Service_Inv 1.30 (inventory load factor for live load for service load case) γL_Service_Op 1.00 (operating load factor for live load for service load case)

Oologah Dam

SERVICE BRIDGE LOAD RATING

FLOORBEAMS

Analysis By: Jordan Wynn E.I.T.

Checked By: Matt Sosna, P.E.

Date: 10/02/2020

PROGRAMMING FOR SPREADSHEET CALCULATIONS

MinRow A B( )

R i min A i i i ORIGIN last A( )for

Rreturn

NOMINAL FLEXURAL RESISTANCE

NOTE: The floorbeams are considered non-composite sections.

LRFD 6.10.6.2.3 states that for composite sections in negative flexure or noncomposite sections in straight bridges without skewed supports or with limited skews that satisfy the specified steel grade requirements and with webs that satisfy Eq. 6.10.6.2.3-1 and flanges that satisfy Eq. 6.10.6.2.3-2, the optional provisions of Appendix A6 may be applied to determine the nominal flexural resistance, which may exceed the moment at first yield.

Yield Strength of Tension Flange Fyt Fy Fyt 33 ksi

Yield Strength of Compression Flange Fyc Fy Fyc 33 ksi

Yield Strength in Web Fyw Fy Fyw 33 ksi

Depth of Web in Compression in Elastic Range:

Dc

Dw

Dc

8.4

8.4 in Dcp Dc

LRFD 6.10.6.2.3 Noncomposite Sections

Yield_Strength "OK" Fy 70ksiif

"NG" otherwise

Yield_Strength "OK"

Web_Slenderness

Web_Slenderness k

"OK"

2 Dc tw k

5.7

Es

Fyw if

Web_Slenderness k

"NG" otherwise k 0 last tw for

Web_Slenderness

Web_Slenderness

"OK"

Flange k

"OK"

0.3if

Flange k

"NG" otherwise k 0 last Iyc for

NOTE: Based on the above checks Appendix A6 can be used.

Rh 1.0 (Hybrid Factor, LRFD 6.10.1.10.1, rolled shape)

Plastic Moment LRFD Table D6.1-2, Case I:

Pc Fyc Af_c 141.1 kip Pw Fyw Aw 197.5

197.5 kip Pt Fyt Af_t kip

Oologah Dam

SERVICE BRIDGE LOAD RATING

FLOORBEAMS

Analysis By: Jordan Wynn E.I.T.

Checked By: Matt Sosna, P.E.

Date: 10/02/2020

Y

Dw

Pc Pt

Pw

0.7

0.7 ft

Mp

Pw

2 Dw Y

Dw Y 2

Pt Dw Y

Pc Y

Mp

274.3 kip ft

Yield Moment LRFD D6.2.1:

NOTE: Section is symmetric therfore:

(Sxt = Sxc = Sb)

My

My k

Fyc Sxc k

Sxt k

Sxc k if

My k

Fyt Sxt k otherwise k 0 last Sxc for

My

My

244.5

244.5

Web Plastification Factors LRFD A6.2.1 λrw 5.7

Es

Fyc λrw 169 [LRFD eqn. 6.10.1.10.2-4] λpw_Dcp MinRow

Es

Fyc

0.54

Mp

Rh My 0.09 λrw

Dcp

Dc λpw_Dcp

111.4

111.4

[LRFD eqn. A6.2.1-2]

Web

Web k

"COMPACT"

2 Dcp λpw_Dcp k if

Web k

"Non-Compact" otherwise k 0 last Dc for

"COMPACT"

"COMPACT"

[LRFD eqn. A6.2.1-4 and 5] Rpc

Mp

My

Rpc

1.12

1.12

NOTE: Section is symmetric therfore, Rpc = Rpt and Myc = Myt

Local Buckling Resistance: (LRFD A6.3.2)

NOTE: Top flange is encased in concrete deck (i.e. fully-braced), local buckling is not applicable.

Lateral Torsional Buckling Resistance: (LRFD A6.3.3)

NOTE: Top flange is encased in concrete deck (i.e. fully-braced), lateral torsional buckling is not applicable.

Oologah Dam

SERVICE BRIDGE LOAD RATING

FLOORBEAMS

Analysis By: Jordan Wynn E.I.T.

Checked By: Matt Sosna, P.E.

Date: 10/02/2020

NOTE: As LB and LTB do not apply, the nominal moment is equal to the plastic moment.

Mn Rpc My

Mn

NOMINAL SHEAR RESISTANCE

Plastic Shear Force [LRFD eq 6.10.9.2-2]

Vp 0.58 Fyw Dw tw

Ratio of Shear-Buckling Resistance to Shear Yield Strength, LRFD eq 6.10.9.3.2-4 through 2-6

Shear-Buckling Coefficient, LRFD eq 6.10.9.3.2-7 k1 5

X Es k1

Fyw

Y

Dw

C k

1.0 Y

k

1.12 Xif

C k

1.12

Y

X

1.12X Y

1.4 Xif

C k

1.57

Y k 2

X( ) otherwise k 0 last Y( )for

Nominal Shear Resistance, LRFD eq 6.10.9.2-1:

Vn C Vp

Vp

114.6

114.6

LOADS

Haunch Dimensions Curb Dimensions Metal Railing Properties th 1.57in wh bf_c 6in ts 9in ws 18in (no sidewalk just curb) Railtop 10.7 lbf ft (HSS 6 x 3 x 3/16) wsw Ab γst wsw

0.05

0.05

Raillower 7.11 lbf ft (HSS 2.5 x 2.5 x 1/4) wdeck wdeck k sfb tdeck γconc Floorbeam k

"Interior"=if wdeck k sfb tdeck γconc

Floorbeam

"Exterior"=if k 0 last Floorbeam( )for wdeck

Railpost 12.21 lbf ft (HSS 4 x 4 x 1/4)

Railpost_ht 39 in

Railbase_plate 8.5 in( ) 12in( ) 1 in( ) γst 28.9 lbf wdeck

0.66

0.33

Oologah Dam

SERVICE BRIDGE LOAD RATING

FLOORBEAMS

Analysis By: Jordan Wynn E.I.T.

Checked By: Matt Sosna, P.E.

Date: 10/02/2020 whaunch th wh γconc whaunch

0.022

0.022

( Note: All above loads are distributed along the length of the FB) wcurb wcurb k ts sfb γconc Floorbeam k

"Interior"=if wcurb k ts sfb γconc

"Exterior"=if

0.787

0.394

( Note: Curb applied to STAAD Model as a distributed along 1.5' width.

wrailing wrailing k

2 Railtop sfb 3 Raillower sfb Railpost Railpost_ht Railbase_plate Floorbeam k

"Interior"=if wrailing k

2 Railtop sfb 3 Raillower sfb Railpost Railpost_ht Railbase_plate

"Exterior"=if wrailing

(applied as point loaded to FB in STAAD) wrailing

0.37

0.18

Assumed Gas Utility Line Weight wutility_ 50 lbf ft longitudinally( ) wutility wutility k wutility_ sfb Floorbeam k

"Interior"=if wutility k wutility_ sfb

"Exterior"=if wutility

(applied as point loaded to FB in STAAD) wutility

0.35

0.18 wdc1 wsw wdeck whaunch wdc2 0

(wdc2 shown does not include weight of utility nor the weight of railing which are applied to ends of FBS in STAAD model.

The curb is applied as a point load to the truss model).

wdc1

0.728

0.4

Floorbeam wdc2 0

Dead Load Forces from STAAD

MDC1

14.3

7.86 kip ft MDC2 kip ft VDC1

4.91

2.70 kip VDC2

1.55

0.771 kip Floorbeam

Note: As wdc2 is applied to the bridge overhang, it does not contribute to positive moment regions. Positive moment governs over negative moment values.

MDC MDC1 MDC2

14.3

7.86 kip ft VDC VDC1 VDC2 6.5

3.5

Oologah Dam

SERVICE BRIDGE LOAD RATING

FLOORBEAMS

Analysis By: Jordan Wynn E.I.T.

Checked By: Matt Sosna, P.E.

Date: 10/02/2020

LIVE LOADS

IM 1.33 (impact factor) MP1 1.2 MP2 1.0 (multiple presence factors for one and two lanes loaded)

ReactionTandem 35.71kip (tandem reaction at FBs STAAD Pro model)

ReactionHS20 32kip (HS20 reaction at FBs STAAD Pro model)

Reactionmax IM max

ReactionTandem

ReactionHS20

Reactionmax 23.75 kip (Appied to FB in STAAD model)

Ls sfb ReactionLane

0.64klf Ls

10ft ReactionLane 0.448 klf

Live loads from STAAD (including 33% Impact)

MTruck_1lane

94.7

94.7 kip ft (live load moment from STAAD Pro) VTruck_1lane

36.9

36.9 kip (live load shear from STAAD Pro)

MLane_1lane

9.52

4.76 kip ft (lane load moment from STAAD Pro) VLane_1lane

2.82

1.41 kip (lane load shear from STAAD Pro)

(live load moment from STAAD Pro

2 Trucks) MTruck_2lane kip ft VTruck_2lane kip (live load shear from STAAD Pro

2 Trucks)

(lane load moment from STAAD

Pro2 Trucks) MLane_2lane kip ft VLane_2lane kip (lane load shear from STAAD

Pro2 Trucks)

Note: Considering the lane load contribution, two 10' wide lane loads cannot not physically fit on the bridge and were not included.

Analysis only considered one truck for loading.

MLL

MLL

k

MTruck_2lane MLane_2lane MP2 k MTruck_1lane MLane_1lane MP1 k

MTruck_2lane

MLane_2lane

MP2

MLL

k

MTruck_1lane MLane_1lane MP1 k otherwise

MLL

MLL_HL93K MLL

125.1

119.4

VLL

VLL

k

VTruck_2lane VLane_2lane MP2 k VTruck_1lane VLane_1lane MP1 k

VTruck_2lane VLane_2lane MP2 k if

VLL

k

VTruck_1lane VLane_1lane MP1 k otherwise

VLL

VLL_HL93K VLL

47.7 fDCt

MDC1

Sb fLL_HL_t

MLL

Sb fDCt

1.9

1.1 ksi fLL_HL_t

16.1 ksi

Oologah Dam

SERVICE BRIDGE LOAD RATING

FLOORBEAMS

Analysis By: Jordan Wynn E.I.T.

Checked By: Matt Sosna, P.E.

Date: 10/02/2020

LRFR RATING FACTORS, AASHTO LRFR Eq. 6A.4.2.1-1 pg. 6-14:

Flange Stress for Non-Composite Sections including negative flexural regions of continuous spans, LRFR 6A.6.4.2.2:

fR 0.80 Fy fR 26.4 ksi

Capacity for Service Limit States, LRFR Eq. 6A.4.2.1-4:

C fR C 26.4 ksi

Strength I Flexure Inventory: Strength I Flexure Operating:

RF1

RF1

k φf φF Mn γDC MDC γLL_Inv MLL_HL93K

RF1

RF2 RF1

γLL_Inv γLL_Op

RF1

1.17

1.27

RF2

1.52

1.64

Strength I Shear Inventory: Strength I Shear Operating:

RF3

RF3

k φv φV Vn γDC VDC γLL_Inv VLL_HL93K

RF4 RF3

γLL_Inv γLL_Op

1.28

1.37

RF4

1.65

1.78

Service II Tension Inventory: Service II Tension Operating:

RF5

RF5

k

C( ) γDC_Service fDCt γL_Service_Inv fLL_HL_t

RF6 RF5

γL_Service_Inv γL_Service_Op

1.11

1.21

RF6

1.45

1.57

Oologah Dam

SERVICE BRIDGE LOAD RATING

FLOORBEAMS

Analysis By: Jordan Wynn E.I.T.

Checked By: Matt Sosna, P.E.

Date: 10/02/2020

Permit Load Moving Evaluation (Crane RT530E):

Note: Calulations within this section are solely consider driving the crane across the bridge. Load lifting not considered on truss bridge.

The live load factor to be avaluated considers the following:

a. Special or Limited crossing

b. Single trip

c. Escorted with no other vehicles on bridge

d. One lane

e. Driving in center of bridge γL_StrengthII 1.10 (Permit Live Load Factor, MBE, Table 6A.4.5.4.2a-1) γL_Service_Permit 1.00 (Service II Live Load Factor for permit loads, MBE, Table 6A.4.5.4.2a-1)

IM_Permit 1.33 (Dynamic loading (impact). Conservatively assume impact is 33%

Note: IM_Permit is permitted be reduced to 1.00 (i.e. no impact) if the Permit vehicle is limited to travel 5mph )

LIVE LOAD FORCES From STAAD:

ReactionCrane 32.044kip (crane reaction at FBs STAAD Pro model from driving across bridge)

(Individual wheel loaded appied to FB in STAAD model) ReactionCrane_ IM_Permit

ReactionCrane

ReactionCrane_ 21.3 kip

Crane Live loads from STAAD (including 33% Impact)

(live load moment from STAAD Pro)

(live load shear from STAAD Pro) MLL_Crane.RT530E

80.2

80.2 kip ft VLL_Crane.RT530E

31.9

31.9 fLL_Crane.RT530E

MLL_Crane.RT530E

Sb

10.8

10.8 ksi

Crane Moving Strength II Flexure:

RF7

φf φF Mn γDC MDC γL_StrengthII MLL_Crane.RT530E

RF7

2.91

Crane Moving Strength II Shear:

RF8

φv φV Vn γDC VDC γL_StrengthII VLL_Crane.RT530E

RF8

3.03

3.14

Crane Moving Service II Tension:

RF9

C( ) γDC_Service fDCt γL_Service_Permit fLL_Crane.RT530E

RF9

2.26

2.34

Bridge Truss Elements Mathcad Calculations

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

CONDITION AND SYSTEM FACTORS, AASHTO LRFR

NBI_RATING 6:= (Superstructure - 2013 Bridge Inspection Report in CEBIS)

Condition Factor: LRFR Table 6A.4.2.3-1 and C6A.4.2.3-1 Note: The NBI rating is 6, minor surface corrosion with pitting and insignificant section loss was noted in previous inspection reports. Per the 2013 inspection report, superstructure remains in GOOD condition.

φc1 := φc1 1.00=

System Factor: LRFR Table 6A.4.2.4-1 φs := φs 0.90=

Phi Limitation, AASHTO LRFR Eq. 6A.4.2.1-3 φ max φc1 φs 0.85, ( ):= φ 0.9=

RESISTANCE FACTORS AND LOAD FACTORS

Resistance Factors, AASHTO LRFD 6.5.4.2 φc 0.95:= (for axial compression, steel only) φy 0.95:= (for tensile yielding in gross section) φu 0.8:= (for tensile fracture in net section) φbb 0.80:= (for bolts bearing on material) φbs 0.80:= (resistance factor for block shear)

Load Factors, AASHTO LRFR Table 6A.4.2.2-1 γDC 1.25:= (strength load factor for structural components and attachments) γDC_min 0.9:= (LRFD Table 3.4.1-2) γLL_inv 1.75:= (inventory load factor for live load) γLL_op 1.35:= (operating load factor for live load) γLL_fatigue 0.75:= (fatigue load factor for live load)

PROGRAMMING FOR SPREADSHEET CALCULATIONS

Programming to return a vector of minimum from two and three other vectors:

MinRow A B, ( )

R i min A i

B i i ORIGIN last A( )..for

Rreturn

:= MinRow1 A B, C, ( )

R i min A i

B i

, C i i ORIGIN last A( )..for

Rreturn

:= MinRow2 A B, C, D, ( )

R i min A i

B i

, C i

, D i i ORIGIN last A( )..for

Rreturn

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

MATERIAL PROPERTIES

Fy 33ksi:= (Carbon Steel (per As Built C108-156A), in accordance with LRFR Table 6B.5.2.1-1)

Fu 66ksi:= (ASTM A7-58T per As Built C108-156A) (minimum per MBE Table 6A.6.2.1-1)

E 29000ksi:= (Steel Modulus of Elasticity)

SECTION PROPERTIES

Agross = gross cross sectional properties

Agross_effective = gross cross sectional properties - area of 7in wide perforation

Anet = Agross - area of fastener holes

L_r = L/r = length over radius of gyration wperforation 7in:= (width of the perforations (top chord & bottom chord) from As-Built C108-161A) df 0.875in:= (diameter of fasteners)

Member T C

R1

R2

R3

R4

R5

R6

R7

R8

R9

R10

L15-U16 U14-L15-

L0 U0- L20-U20-

U0-L1 U18-L19-

L17-U18 U16-L17-

U2-L3 L3-U4-

U20-U21 U12-U13-

U11-U12

L9-L11 L15-L17-

L17-L19 L19-L20-

L20-L21

Agross

9.71

17.7

14.4

13.3

11.5

33.06

34.25

29.40

25.93

:= Agross_effective

9.71

17.7

14.4

13.3

11.5

30.84

32.02

29.40

21.56

:= Anet

8.079

15.15

12.30

10.98

9.513

27.11

29.59

22.94

15.31

18.50

:= Stop

35.0

66.7

54.6

49.1

42.1

183.93

197.97

107.73

84.00

113.18

:= Sbot

35.0

66.7

54.6

49.1

42.1

172.55

175.06

107.73

84.00

113.18

L

16.55

16.55

16.55

16.55

7.615 ft:= ry

1.94

2.57

2.54

2.01

1.98

6.26

6.24

5.24

5.61

5.17 in:= L_r L ry := L_r

102.37

70.04

78.19

98.81

100.3

13.42

13.46

32.06

29.95

17.68

Dimensions Used for Plate Slenderness Checks, AASHTO LRFD Table 6.9.4.2.1-1 hw = web depth tw = combined thickness of all web plates on one side bf_top = width of top cover plate between bolts or length of outstanding angle leg (estimated) bf_bot = width of bottom cover plate between bolts or length of outstanding angle leg (estimated) tf_top = thickness of top cover plates tf_bot = thickness of bottom cover plates

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

Member T C

SectionType

"Rolled"

"Rolled"

"Rolled"

"Rolled"

"Rolled"

"Built-up TC"

"Built-up TC"

"Built-up BC"

"Built-up BC"

"Built-up BC"

:= hw

7.5

7.5

7.5

7.5

7.5

12.125

12.125

12.125

12.125

9.75 in:= tw

0.290

0.420

0.340

0.350

0.315

0.40

0.40

0.716

0.40

0.387 in:= bf_top

7.96

10.1

10.0

8.02

7.99

15.125

15.125

15.125

15.125

14.625 in:= bf_bot

7.96

10.1

10.0

8.02

7.99

15.125

15.125

15.125

15.125

14.625 in:=

R1

R2

R3

R4

R5

R6

R7

R8

U0-L1 U18-L19-

L17-U18 U16-L17-

U2-L3 L3-U4-

U20-U21 U12-U13-

U11-U12

L9-L11 L15-L17-tf_top

0.435

0.680

0.560

0.620

0.530

0.375

0.4375

0.3125

0.3125 in:= tf_bot

0.680

0.560

0.620

0.530

0.3125

0.3125

0.3125 in:=

MEMBER FORCES

Note: The maximum tension & compression values for each section property is shown below. Please note that the member with the maximum tension may not correspond to the member with the max compression for a given section property. As tension and compression are analyzed independently, rather than include duplicate section properties, the input values have been consolidated and organized according to section properties. Governing member for each section was determined by condering the combined DL & LL forces. Reference the excel spreadsheet for values of all 81 members. Only the governing effects (tension & compression independently) for each section are shown in calculations. (For sections R7 & R10 the same member governs for both tension and compression).

Note: DL values were calculated by hand and checked against the design drawings. Ultimately the design drawings values were a higher and included below. MP 0.9:= (ADTT < 100)

SECTION

PROP.

TENSION

DEAD LOADS

COMPRESSION

DEAD LOADS

TENSION

LIVE LOADS

COMPRESSION

LIVE LOADS

MEMBER

T C

R1

R2

R3

R4

R5

R6

R7

R8

U0-L1 U18-L19-

L17-U18 U16-L17-

U2-L3 L3-U4-

U20-U21 U12-U13-

U11-U12

L9-L11 L15-L17-

DL_T

84.5

117.2-

122.4

112.1

94.8

58.3

248.6-

255.2

39.4

79.3-kip:= DL_C

70.7

164.1

125.9

98.3

81.0

218.0

248.6

128.3-

72.9

79.3 kip:= LL_T

72.48

15.81

102.71

93.38

87.40

135.22

82.21

236.45

85.46

2.64 kip:= LL_C

70.32

101.98

89.69

84.62

214.90

232.99

118.74

146.82

160.84 kip:=

Note: DL values shown above as negtative (-) are for the counteracting effect.

Note: LL values above are the output from STAAD. Values include the distribution factor, multiple presence, and impact (reference excel spreadsheet).

DF 0.78:= MP 1.08:=

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

TENSILE RESISTANCE, AASHTO LRFD 6.8.2

Tensile Yielding Over Gross Area and Fracture Over Net Area: AASHTO LRFD Eqs. 6.8.2.1-1 and 6.8.2.1-2

(shear lag reduction factor, Table 6.8.2.2-1 Case 1 & Case 2) Lbar

:= xbar

0.935

1.18

1.06

1.12

1.03

:= U 1 xbar

Lbar -:= U

0.92

0.8

0.91

0.91

0.91

(Note: xbar is the connection eccentricity distance (tf + fillet radius). Value of zero input for Case 1 (i.e U = 1.0 for case 1 (top & bottom chord))

(shear lag reduction factor, Table 6.8.2.2-1 Case 7)

U

U k

0.90 bf_top hw tf_top+ tf_bot+( )

U k

0.85 bf_top hw tf_top+ tf_bot+( )< k 0 last bf_top( )..for

U

U

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

Rp 1.0:= (no reduction factor for drilled bolt holes, assumed)

Pr1 Agross Fy( )

:= (gross yielding) Pr2 Fu Anet Rp U( )

:= (net fracture)

R2

R3

R4

R5

R6

R7

R8

Pr1

320.43

584.1

475.2

438.9

379.5

1090.98

1130.25

970.2

855.69 kip= φy Pr1

304.41

554.89

451.44

416.95

360.53

1036.43

1073.74

921.69

812.91 kip= Pr2

479.89

899.91

730.62

652.21

565.07

1610.33

1757.65

1362.64

909.41

1098.9 kip= φu Pr2

383.91

719.93

584.5

521.77

452.06

1288.27

1406.12

1090.11

727.53

879.12 kip=

COMPRESSIVE RESISTANCE, AASHTO LRFD 6.9.2

Check Limiting Slenderness Ratio, AASHTO LRFD Section 6.9.3 :

K1 0.875:= (AASHTO LRFD, 4.6.2.5 )

Slenderness

Slenderness k

"OK" K1 L_r k( ) 120if

Slenderness k

"NG" otherwise k 0 last L_r( )..for

Slenderness

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

Check Limiting Width Thickness Ratios of all plates in the Member, AASHTO LRFD Eq. 6.9.4.2.1-1:

b t λr k1 0.56:= (Rolled I-shape flange coefficient, Table 6.9.4.2.1-1) k2 1.86:= (perforated plate coefficient, Table 6.9.4.2.1-1) k3 0.45:= (additional perforated plate coefficient, 6.9.4.3.2) tf

"I"

"I"

"I"

"I"

"I"

"PERF"

"PERF"

"PERF"

"PERF"

:= bf

"I"

"I"

"I"

"I"

"I"

"PERF"

"PERF"

"PERF"

:= web

"I"

"I"

"I"

"I"

"I"

"CHANNEL"

"CHANNEL"

"CHANNEL"

"CHANNEL"

"CHANNEL"

k4 1.49:= (channel and I-section web coefficient, Table 6.9.4.2.1-1) tf = top flange (Perforated or Non-perforated plates, I-shapes) bf = bottom flange (Perforated or Non-perforated plates, I-shapes) web = web is I-shape or channel)

Top Flange:

Check1 chk k

"OK"

bf_topk tf_topk k2

Fy

0.5 bf_topk wperforation-tf_topk k3 E

Fy tfk

"PERF"=if chk k

"OK"

0.5bf_top( ) k tf_topk k1 tfk "I"=if chk k

"NG" otherwise k 0 last bf_top( )..for chk

Web:

Check2 chk k

"OK"

hwk twk k4 web

"CHANNEL"= web k

"I"=if chk k

"NG" otherwise k 0 last hw( )..for chk

Bottom Flange:

Check3 chk k

"OK"

bf_botk tf_botk k2

0.5 bf_botk wperforation-tf_botk k3 E

Fy tfk

"PERF"=if chk k

"OK"

bf_botk tf_botk k1 tfk "I"=if chk k

"NG" otherwise k 0 last bf_top( )..for chk

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

Local_Buckling chk k

"Applicable" Check1 k

"NG"= Check2 k

"NG"= Check3 k

"NG"=if chk k

"NA" otherwise k 0 last bf_bot( )..for chk

R1

R2

R3

R4

R5

R6

R7

R8

Slenderness

"OK"

"OK"

"OK"

"OK"

"OK"

"OK"

"OK"

= Check1

"OK"

"OK"

"OK"

"OK"

"OK"

"OK"

"OK"

= Check2

"OK"

"OK"

"OK"

"OK"

"OK"

"OK"

"OK"

= Check3

"OK"

"OK"

"OK"

"OK"

"OK"

"OK"

"OK"

= Local_Buckling

"NA"

"NA"

"NA"

"NA"

"NA"

"NA"

"NA"

"NA"

Elastic Flexural Buckling Resistance, AASHTO LRFD 6.9.4 Eq.'s 6.9.4.1.1-1 and 6.9.4.1.1-2 :

Note: The nominal compressive resistance, Pn, shall be taken as the smallest value based on the applicable modes of flexural buckling, torsional buckling, and flexural torsional buckling. Based on the given section geometries and Table 6.9.4.1.1-1 flexural buckling is the potential failure mode.

Po Fy Agross_effective( )

Pe π

E

K1 L_r( )

Agross_effective

:= Pn

Pnk 0.658

Pok

Pek

Pek

0.44if

Pnk 0.877Pek otherwise k 0 last Pe( )..for

Pn

[Eq. 6.9.4.1.2-1]

R1

R2

R3

R4

R5

R6

R7

R8

Pe

346.37

1348.89

880.55

509.29

427.32

64030.38

66056.2

10692.35

8337.17

25799.37 kip= Po

320.43

584.1

475.2

438.9

379.5

1017.72

1056.66

970.2

711.48 kip= Pn

217.56

487.28

379.12

261.68

1010.97

1049.61

934.04

638.49

703.31 kip= φc Pn( )

206.68

462.91

360.17

290.7

248.6

960.42

997.13

887.34

606.57

668.15

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

Nint_tw1

Nedge_tw1

Le_edge = distance from the center of the edge fastener to the edge of the plate (estimated from drawings)

Lc_int = clear distance btw/ the edges of adjacent holes in the direction of the applied force (estimated from drawings; measurement was NOT field verffied.)

Nf = total number of fasteners for the member

Nrows = total number of fastener rows for the member

Nedge_tw1 = total number of edge row fasteners through thickness tt1

Nint_tw1 = total number of interior fasteners through the thickness tt1

SECTION

PROP.

MEMBER

T C

R1

R2

R3

R4

R5

R6

R7

R8

U0-L1 U18-L19-

L17-U18 U16-L17-

U2-L3 L3-U4-

U20-U21 U12-U13-

U11-U12

L9-L11 L15-L17-t1

0.680

0.560

0.620

0.530

0.40

0.40

0.716

0.40

0.387 in:= Le_edge

1.75

1.75

1.75

1.75

1.75

1.1875 in:= Le_int

2.125

2.125

2.125

2.125

2.125

2.375

2.375 in:= Nf

:= Nrows splice

***Values based on splice location even though member not located at actual splice.

Nint_tw1

Nint_tw1k Nf 2Nrows-( ) k Nrowsk

2=if

Nint_tw1k Nf 4Nrows-( ) k Nrowsk

3=if

Nint_tw1k 0 otherwise k 0 last Nf( )..for

Nint_tw1

:= Nedge_tw1

Nedge_tw1k 2Nrows( ) k Nrowsk

2=if

Nedge_tw1k 2 2Nrows( ) k

Nrowsk 3=if

Nedge_tw1k 0 otherwise k 0 last Nf( )..for

Nedge_tw1

BEARING RESISTANCE AT BOLT HOLES, AASHTO LRFD 6.13.2.9

t1 = thickness of the connected material

Bearing Resistance of Edge Fasteners: AASHTO LRFD 6.13.2.9 Eq.'s 6.13.2.9-1 and 6.13.2.9-2

Rn1 1.2 Le_edge df 0.0625in+( ) t1 Fu Nedge_tw1

:= Rn2 2.4 df t1 Fu Nedge_tw1( )

Bearingedge

Rnk Rn1k

Le_edgek df 0.0625in+( )

2 df<if

Rnk Rn2k otherwise k 0 last Nf( )..for

Rn

(clear end distance)

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

Bearing Resistance of Interior Fasteners : AASHTO LRFD 6.13.2.9 Eq.'s 6.13.2.9-1 and 6.13.2.9-2

Rn3 1.2 Le_int df 0.0625in+( )- t1 Fu Nint_tw1

:= Rn4 2.4 df t1 Fu Nint_tw1( )

Bearinginterior

Rnk Rn3k

Le_intk df 0.0625in+( )-

2 df<if

Rnk Rn4k otherwise k 0 last Nf( )..for

Rn

Total Bearing Resistance of Connection

Rn_bearing Bearingedge Bearinginterior+( ):=

R1

R2

R3

R4

R5

R6

R7

R8

Bearingedge

176.57

276.01

227.3

251.66

215.13

273.24

582.12

1041.99

582.12

563.2 kip= Bearinginterior

654.59

1534.9

1053.36

1166.22

797.54

1092.96

1092.96

3572.55

1995.84

1930.98 kip= φbb Rn_bearing

664.92

1448.73

1024.53

1134.3

810.14

1092.96

1340.06

3691.64

2062.37

1995.34

BLOCK SHEAR RUPTURE RESISTANCE, AASHTO LRFD 6.13.4, Eq. 6.13.4-1

Ltension = block shear tension length, accounts for total length on both webs

Lshear = block shear shear length, accounts for total length on both webs

Atg = gross block shear tension area

Avg = gross block shear shear area

Atn = net block shear tension area

Avn = net block shear shear area nbten = # bolts in tension failure plane nbshear = # bolts in shear failure plane

Note: for the top chord and the bottom chord, the web connection at the splice plates and the gusset plate locations were both investigated. Only the connection with the governing shear resistance is shown below.

Rp 1.0:= (reduction factor for holes, 0.90 for punched holes and 1.0 for drilled or subpunched and reamed, AASHTO LRFD )

Ubs 1.0:= (reduction factor for block shear rupture resistance taken equal to 0.50 when the tension stress is non-uniform and 1.0 when the tension stress is uniform, AASHTO LRFD )

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

SECTION

PROP.

MEMBER

T C

R1

R2

R3

R4

R5

R6

R7

R8

U0-L1 U18-L19-

L17-U18 U16-L17-

U2-L3 L3-U4-

U20-U21 U12-U13-

U11-U12

L9-L11 L15-L17-

Ltension in:= Lshear

13.75

13.5

16.5

16.5

13.5 in:= nbten

:= nbshear

4.5

3.5

5.5

5.5

4.5

5.5

5.5

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

Note: equations are muliplied by 4 as there are 2 shear lengths on each side of the connection (2 failure planes on each side of member).

Avg 4t1 Lshear( )

Atn 2t1 Ltension( ) nbten( ) df 0.0625in+( )-

Avn 4t1 Lshear nbshear( ) df 0.0625in+( )-

Rr MinRow Rp 0.58 Fu Avn Ubs Fu Atn+( )

Rp 0.58 Fy Avg Ubs Fu Atn+( )

:= [Eqn. 6.13.4-1]

R2

R3

R4

R5

R6

R7

R8

U0-L1 U18-L19-

L17-U18 U16-L17-

U2-L3 L3-U4-

U20-U21 U12-U13-

U11-U12

L9-L11 L15-L17-

Atn

0.92

4.16

3.43

1.32

1.13

8.15

8.15

14.59

8.15

7.89

= Avg

23.93

36.72

36.96

40.92

28.62

28.8

28.8

51.55

28.8

27.86

= Avn

16.58

27.79

25.41

28.13

19.68

20.55

20.55

35.44

19.8

19.16

= Rr

518.93

977.71

933.79

870.16

622.12

1089.13

1089.13

1949.55

1089.13

1053.74

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

CONTROLLING MEMBER CAPACITY

Tension_Capacity MinRow1 MinRow φy Pr1 φu Pr2, ( ) φbb Rn_bearing, φbs Rr, ( ):=

Compression_Capacity MinRow φc Pn φbb Rn_bearing, ( ):=

Tension_Capacity

304.41

554.89

451.44

416.95

360.53

871.31

871.31

921.69

812.91 kip= Compression_Capacity

206.68

462.91

360.17

290.7

248.6

960.42

997.13

887.34

606.57

668.15

TC Tension_Capacity:= CC Compression_Capacity:= LRFR RATING FACTOR, AASHTO LRFR Eq. 6A.4.2.1-1 :

RFinventory MinRow2 φ TC γDC( ) DL_T( )-γLL_inv( ) LL_T( ) φ TC γDC_min( ) DL_T( )-γLL_inv( ) LL_T( ) φ CC γDC( ) DL_C( )-γLL_inv( ) LL_C( ) φ CC γDC_min( ) DL_C( )-γLL_inv( ) LL_C( )

RFoperating RFinventory γLL_inv γLL_op

R2

R3

R4

R5

R6

R7

R8

U0-L1 U18-L19-

L17-U18 U16-L17-

U2-L3 L3-U4-

U20-U21 U12-U13-

U11-U12

L9-L11 L15-L17-

RFinventory

0.79

1.19

0.92

0.88

0.83

1.57

1.44

1.23

1.77

1.78

= RFoperating

1.03

1.54

1.19

1.15

1.07

2.04

1.87

1.6

2.29

2.31

Permit Load Moving Evaluation (Crane RT530E):

Note: Calulations within this section are solely consider driving the crane across the bridge. Load lifting not considered yet.

The live load factor to be evaluated considers the following:

a. Special or Limited crossing

b. Single trip

c. Escorted with no other vehicles on bridge

d. One lane

e. Driving in center of bridge γL_StrengthII 1.10:= (Permit Live Load Factor, MBE, Table 6A.4.5.4.2a-1) γL_Service_Permit 1.00:= (Service II Live Load Factor for permit loads, MBE, Table 6A.4.5.4.2a-1)

IM_Permit 1.33:= (Dynamic loading (impact). Conservatively assume impact is 33% Note: IM_Permit is permitted be reduced to 1.00 (i.e. no impact) if the Permit vehicle is limited to travel 5mph )

Oologah Dam

SERVICE BRIDGE LOAD RATING

Truss Members

Analysis By: Jordan Wynn Checked By: Matt Sosna P.E.

Date: 08/20/19

SECTION

PROP.

TENSION

CRANE LOADS

COMPRESSION

CRANE LOADS

MEMBER

T C

(distribution factor w/ out multiple presence for permit vehicle)

DF_

DF

MP

R1

R2

R3

R4

R5

R6

R7

R8

U0-L1 U18-L19-

L17-U18 U16-L17-

U2-L3 L3-U4-

U20-U21 U12-U13-

U11-U12

L9-L11 L15-L17-

Crane_T

43.48

12.48

56.84

52.47

51.21

112.25

65.07

129.22

46.70

0.92 kip:= Crane_C

39.78

51.08

56.28

50.42

49.04

118.86

127.81

94.46

116.69

127.47 kip:=

Note: Controlling members for each section property were determined based on maximum combined DL & LL effects. (Note: values do not include impact or distribution factor).

RFT

φ TC γDC( ) DL_T( )-γL_StrengthII( ) IM_Permit Crane_T DF_( )

:= RFC

φ CC γDC( ) DL_C( )-γL_StrengthII( ) IM_Permit Crane_C DF_( )

RFT_

φ TC γDC_min( ) DL_T( )-γL_StrengthII( ) IM_Permit Crane_T DF_( )

:= RFC_

φ CC γDC_min( ) DL_C( )-γL_StrengthII( ) IM_Permit Crane_C DF_( )

RFCrane MinRow2 RFT RFT_, RFC, RFC_, ( ):=

R1

R2

R3

R4

R5

R6

R7

R8

RFCrane

2.32

3.92

2.8

2.6

2.36

4.71

4.34

3.74

3.69

3.73

STAAD Pro V8i INPUT & OUTPUT FILES

STAAD Pro V8i Input and Output Files

Floorbeam Model

STAAD SPACE

START JOB INFORMATION

ENGINEER DATE 01Oct20

END JOB INFORMATION

INPUT WIDTH 79

UNIT FEET KIP

JOINT COORDINATES

1 0 0 0; 2 2.5 0 0; 3 14 0 0; 4 16 0 0; 5 18.5 0 0;

MEMBER INCIDENCES

1 1 2; 2 2 3; 3 3 4; 4 4 5;

DEFINE MATERIAL START

ISOTROPIC STEEL

E 4.176e+006

POISSON 0.3

DENSITY 0.489024

ALPHA 6e006

DAMP 0.03

TYPE STEEL

STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2

END DEFINE MATERIAL

MEMBER PROPERTY AMERICAN

1 TO 4 TABLE ST W18X50

CONSTANTS

MATERIAL STEEL ALL

SUPPORTS

2 PINNED

4 FIXED BUT MX MY MZ

DEFINE MOVING LOAD

*1/2 FB reaction

TYPE 1 LOAD 23.75 23.75

DIST 6

**1/2 FB reaction (Crane)

TYPE 2 LOAD 21.3 21.3

DIST 6.75

*ONLY 1 TRUCK CAN FIT!!! IGNORE LOAD BELOW

*TYPE 3 LOAD 23.7 23.7 23.7 23.7

*DIST 6 4 6

LOAD GENERATION 21

TYPE 1 1.5 0 0 XINC 0.5

LOAD GENERATION 17

TYPE 2 1.5 0 0 XINC 0.5

*Dead load to FB from DC1 (INT) LOAD 39 LOADTYPE None TITLE LOAD DC1 (INT)

MEMBER LOAD

1 TO 4 UNI GY 0.728

LOAD 40 LOADTYPE None TITLE LOAD DC1 (EXT)

MEMBER LOAD

1 TO 4 UNI GY 0.4

LOAD 41 LOADTYPE None TITLE LOAD DC2 (INT)

MEMBER LOAD

Job Title:

Client:

Engineer:

\\nap-netapp1\cadd02$\PROJECTS\Structural Section\_SWT (Tulsa District)\Bridges\Load Ratings\Oologah Service Bridge\STAA

1 UNI GY 0.787 0 1.5

4 UNI GY 0.787 1 2.5

JOINT LOAD

1 5 FY 0.37

3 FY 0.35

LOAD 42 LOADTYPE None TITLE LOAD DC2 (EXT)

MEMBER LOAD

1 UNI GY 0.394 0 1.5

4 UNI GY 0.394 1 2.5

JOINT LOAD

1 5 FY 0.18

3 FY 0.18

*Lane load LOAD 43 LOADTYPE None TITLE LANE LOAD MAX MOMENT 1 LANE

MEMBER LOAD

2 UNI GY 0.448 1.75 11.5

3 UNI GY 0.448 0 0.25

LOAD 44 LOADTYPE None TITLE LANE LOAD MAX SHEAR 1 LANE

MEMBER LOAD

2 UNI GY 0.448 0 10

PERFORM ANALYSIS

FINISH

Job Title:

Client:

Engineer:

\\nap-netapp1\cadd02$\PROJECTS\Structural Section\_SWT (Tulsa District)\Bridges\Load Ratings\Oologah Service Bridge\STAA

Software licensed to ACE-IT

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

Floorbeams 1

Oolagah Service Bridge

JW 21-Feb-19 MS

22-Jul-2019 13:07Oologah Floorbeam.std

Print Time/Date: 16/08/2019 17:06 Print Run 1 of 13STAAD.Pro V8i (SELECTseries 6) 20.07.11.70

Primary Load Cases Number Name Type

17 LOAD DC1 (INT) None

18 LOAD DC1 (EXT) None

19 LOAD DC2 (INT) None

20 LOAD DC2 (EXT) None

21 LANE LOAD MAX MOMENT - 1 LANE None

22 LANE LOAD MAX SHEAR - 1 LANE None

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

01-Oct-20

02-Oct-2020 10:00Oologah Floorbeam_UPD

Print Time/Date: 23/03/2021 09:15 Print Run 1 of 13STAAD.Pro V8i (SELECTseries 6) 20.07.11.70

-0.728 kips/ft

Max: 2.275 kip-ft

-0.728 kips/ft

Max: -6.097 kip-ft

-0.728 kips/ft

Max: -14.309 kip-ft

-0.728 kips/ft

Max: 2.275 kip-ft

Bending ZLoad 39 :

Moment - kip-ft

X

Y

Z

Max Moment due to DC1 Iinterior FB)

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

01-Oct-20

02-Oct-2020 10:00Oologah Floorbeam_UPD

Print Time/Date: 23/03/2021 09:15 Print Run 2 of 13STAAD.Pro V8i (SELECTseries 6) 20.07.11.70

-0.728 kips/ft

Max: 1.820 kip

-0.728 kips/ft

Max: -4.914 kip

-0.728 kips/ft

Max: 4.914 kip

-0.728 kips/ft

Max: -1.820 kip

Shear YLoad 39 :

Force - kip

X

Y

Z

Max Shear due to DC1 (Iinterior FB)

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

01-Oct-20

02-Oct-2020 10:00Oologah Floorbeam_UPD

Print Time/Date: 23/03/2021 09:15 Print Run 3 of 13STAAD.Pro V8i (SELECTseries 6) 20.07.11.70

-0.400 kips/ft

Max: 1.250 kip-ft

-0.400 kips/ft

Max: -3.350 kip-ft

-0.400 kips/ft

Max: -7.862 kip-ft

-0.400 kips/ft

Max: 1.250 kip-ft

Bending ZLoad 40 :

Moment - kip-ft

X

Y

Z

Max Moment due to DC1 (Exterior FB)

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

01-Oct-20

02-Oct-2020 10:00Oologah Floorbeam_UPD

Print Time/Date: 23/03/2021 09:15 Print Run 4 of 13STAAD.Pro V8i (SELECTseries 6) 20.07.11.70

-0.400 kips/ft

Max: 1.000 kip

-0.400 kips/ft

Max: -2.700 kip

-0.400 kips/ft

Max: 2.700 kip

-0.400 kips/ft

Max: -1.000 kip

Shear YLoad 40 :

Force - kip

X

Y

Z

Max Shear due to DC1 (Exterior FB)

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

01-Oct-20

02-Oct-2020 10:00Oologah Floorbeam_UPD

Print Time/Date: 23/03/2021 09:15 Print Run 5 of 13STAAD.Pro V8i (SELECTseries 6) 20.07.11.70

-0.787 kips/ft

Max: 1.551 kip

Max: -0.298 kip Max: 0.052 kip

-0.787 kips/ft

Max:…