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CALCULATION COVER SHEET

Element: Vehicle Service Bridge Superstructure Labor Code: 2D4D09

Calculation Title: WRRS Vehicle Service Bridge Superstructure

Total Number of Pages (including cover sheet): 831

Prepared by: Marneshia Richard Date: 01 Nov 2017

Checked by: Tanya Wells Date: 05 Dec 2017

Design Basis/References/Assumptions:- MnDOT LRFD Bridge Design Manual 5-392-2012 AASHTO LRFD Bridge Design Specifications-NDDOT LRFD Bridge Design Specifications Section IV-04

Rev.No.

Description of Revision:

Preparedby: Date:

Checked by: Date:

Sheet Index:

1 to 5

6 to 8

9 to 17

18 to 39

40 to 62

63 to 66

67 to 739

740 to 794

795 to 797

798 to 803

Design Assumptions

Design Cranes

Deck Thickness Determination

STAAD Inputs – Deck Outrigger Loads and Outrigger Load Information

Deck Design

LEAP Load Input Calculations

LEAP Inputs and Outputs

Prestressed Beam Stress Calculations

Camber and Dead Load Deflection Calculations

Expansion Joint Design

804 to 814

815 to 824

825 to 828

829

Expansion Bearing Design

Fixed Bearing Design

Anchorage Zone Reinforcement

End of Calculations

Wild Rice River Structure – Vehicle Service Bridge Design Assumptions

Beams are designed as simple spansTwo (2) inch joint is recommended between prestressed beams at piers for two span bridge per MnDOT Design Manual pg. 5-21For two-span structures, bearings are fixed at the pier per MnDOT Design Manual pg. 14-1, Section 14.1Centerline of bearing located 7.5 inches from the end of the beam for M shapes per MnDOT Design Manual pg. 5-21Bridge deck is designed using traditional analysis method

o Deck is designed for crane loading utilizing Strength II limit state as outlined in AASHTO

o Deck is designed for maximum crane outrigger load and for moving crane load on bridge

o Deck is designed for HL-93 Design Vehicle utilizing Strength I limit state as outlined in AASHTO

Concrete barriers will be Kansas Coral barrier with height increased to 42 inchesFuture wearing course is 20 psf per MnDOT Design ManualConcrete properties are specified in Tables 5.1.1.1 and 5.1.1.2 of MnDOT Design Manual

o f`ci = 7.5 ksio f`c = 8.5 ksi

SPECIAL NOTE: Per MnDOT Design Manual suggestion in Section 5.4.3 (pg. 5-23), the initial concrete strength should be 0.5 to 1.0 ksi lower than the final concrete strength.

o f`c (deck) = 4 ksiConcrete cover for deck is three (3) inches top and one (1) inch bottom per Section 5.2.1 of MnDOT Design Manual pg. 5-5 Parapet style abutments are used per MnDOT Design Manual, Chapter 11Intermediate diaphragms are not required per MnDOT Design Manual Section 5.4.1for 27M beam used for designOverhang requirements per MnDOT Design Manual pg. 2-45. Deck projection beyond the centerline of the fascia beam should generally not exceed the smaller of:

o Depth of Beam = 27”o 40% of beam spacing = 49.2”o 2’-8” plus one-half flange width = 47”

Wearing course is not required per MnDOT Design Manual Chapter 2, pg. 2-46Load cases considered:

o Strength Limit State I – HL-93 AASHTO Design Vehicle considering impact factor of 1.33

o Strength Limit State II – Permit Vehicle (design crane) with 1.35 load factor and impact factor of 1.33

o Service Limit State Io Fatigue Limit State Io Outrigger Load Cases

Page 1 of 829

LC1: Assumes maximum outrigger load is placed at the center ofthe beam.LC2: Assumes crane is centered over the beam, with outriggerssymmetrically placed on beams. Outrigger loads are not equal.LC3: Assumes the maximum outrigger load is placed directly overthe end of the beam at the support, and the second outrigger fallswithin the beam span.

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JULY 2014 LRFD BRIDGE DESIGN 5-29.1

Beam Properties

BEAM h SHAPE AREA W I BS cA

(in) (in 2 ) (lb/ft) (in) (in 4 ) (in 3 ) (in 2 )

14RB 14 Rect. 364 392 7.00 5,945 849 312 18RB 18 Rect. 468 504 9.00 12,640 1,404 364 22RB 22 Rect. 572 616 11.00 23,070 2,097 416 27M 27 I-Beam 516 555 13.59 43,080 3,170 296 36M 36 I-Beam 570 614 17.96 93,530 5,208 323

MN45 45 I-Beam 690 743 20.58 178,780 8,687 427 MN54 54 I-Beam 749 806 24.63 285,230 11,580 457 MN63 63 I-Beam 807 869 28.74 421,750 14,670 486

Based on 155 pounds per cubic foot.

Based on a 9" slab with 1/2" of wear and 11/2" stool. See LRFD 5.8.3.4.2 for Ac definition.

DESIGN ASSUMPTIONS FOR PRESTRESSED CONCRETE BEAM CHART:

2012 AASHTO LRFD Bridge Design Specifications, 6th Edition.

HL-93 Live Load

Beam Concrete: ksi0.9fc ksi5.7fci 155.0wbm kips/ft3

ksi1000f1265E ccDeck Concrete: ksi0.4fc ksi3644Ec

wc = 0.145 kcf for Ec computation wc = 0.150 kcf for dead load computation

0.6" diameter low relaxation strands, ksi500,28Esksi270fpu with initial pull of puf75.0

Simple supports with six beams and deck without wearing course. Deck carries two F-Rails with no sidewalk or median, skew = 0 degrees.

Effective deck thickness is total deck thickness minus 1/2" of wear.

11/2" stool height used for composite beam section properties. 21/2" average stool height used for dead load calculations.

Rail dead load applied equally to all beams. Dead load includes 0.020 ksf future wearing course.

Approximate long term losses are used per LRFD 5.9.5.3.

Service Concrete Tensile Stress Limits:

After Initial Losses: ksi2.0f094.0 ci

After All Losses: cf19.0

Figure 5.4.6.1 Precast Prestressed Concrete Beam Data (RB, M, MN)

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27M 27 I-Beam 516 555 13.59 43,080 3,170 296

JULY 2014 LRFD BRIDGE DESIGN 5-20

5.4 Pretensioned Concrete

5.4.1 Geometry

Check live load deflections using the effective moment of inertia. The effective moment of inertia may be approximated as one half of the gross moment of inertia. The maximum live load deflection is L/800 for vehicularbridges that do not carry pedestrians and L/1000 for vehicular bridges thatcarry pedestrians.

Consider the concrete wearing course to be functioning compositely with the slab for live load deflection. Assume the riding surface has lost 1/2 inch of thickness due to wear.

Use a live load distribution factor equal to the number of lanes times the multiple presence factor and divide by the width of the slab for the deflection check.

The details of pretensioned concrete beams are presented on standard Bridge Details Part II sheets incorporated into a set of plans. Prepare a separate sheet for each type of beam in the project. Beams are identical if they have the same cross-section, strand layout, concrete strengths, and a similar length. To simplify fabrication and construction, try to minimize the number of beam types incorporated into a project. Design exterior beams with a strength equal to or greater than the interior beams.

Provide a minimum stool along centerline of beam that is based on 11/2 inches of minimum stool at edge of flange. For dead loadcomputations assume an average stool height equal to the minimum stool height plus 1 inch. Deck cross slopes, horizontal curves, and vertical curves all impact the stool height.

There are several Bridge Office practices regarding the type and location of diaphragms or cross frames for prestressed beam bridges: 1) Design prestressed I-beam bridges without continuity over the piers,

except in the following situations:a) Bridge is over water with pile bent piers supported by unstable

soils such as fat clay.b) Bridge is over water with pile bent piers at risk for large ice or

debris loading and pier does not have an encasement wall.2) Intermediate diaphragms are not required for 14RB, 18RB, 22RB, and

27M beams. For all other beam sizes, the following applies.Intermediate diaphragms are not required for single spans of 45'-0"or less. Provide one diaphragm per every 45 feet of span length,spaced evenly along the span as stated in Table 5.4.1.1.

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Intermediate diaphragms are not required for 14RB, 18RB, 22RB, and27M beams.

JULY 2014 LRFD BRIDGE DESIGN 5-21

Table 5.4.1.1Span length (ft) Base number of intermediate

diaphragms Less than 45’-0” 0 45’-0” to 90’-0” 1 located at midspan 90’-0” to 135’-0” 2 located at the third points 135’-0” to 180’-0” 3 located at the quarter points

Greater than 180’-0” 4 plus an additional diaphragm for each additional 45 ft of span length

greater than 180’-0”

For spans over traffic, place additional diaphragms in the fascia bay approached by traffic to provide bracing against impact from over-height traffic loads. For two-lane roadways, place one diaphragm approximately over each shoulder. For additional lanes, space additional diaphragms at intervals of about 25'-0" over the roadway.

3) Figure 5.4.1.1 illustrates the typical layout of intermediatediaphragms at piers for bridges without continuity over the piers.

Locate the centerline of bearing 71/2 inches from the end of the beam forRB, M, and MN shapes. Locate the centerline of bearing 81/2 inches fromthe end of the beam for MW shapes. For MW shapes, this dimension can be adjusted if used with higher movement bearings, as opposed to the typical curved plate elastomeric bearings shown in Section 14 of this manual. However, if the 81/2 inch dimension is exceeded, a special designfor the bearing, sole plate, and beam end region must be completed.

At piers of two span bridges, provide 2 inches of clearance between the ends of RB, M, and MN beams. Provide 3 inches clearance for structures with three or more spans. Provide 4 inches of clearance between the ends of MW beams regardless of the number of spans. Note that the fabrication length tolerance for pretensioned I-beams is 1/8" per 10 feetof length. It may be necessary to cope beam flanges at piers for bridges with tight horizontal curves or at skewed abutments.

For bridges on significant grades %3 the sloped length of the beamwill be significantly longer than the horizontal length between substructure units. If the sloped length is 1/2 inch or more than the horizontal length, identify the sloped length dimension on the beam detail plan sheets.

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1Locate the centerline of bearing 71/ inches from the end of the beam for/2 RB, M, and MN shapes.

diaphragms

At piers of two span bridges, provide 2 inches of clearance between the ends of RB, M, and MN beams.

Design Cranes

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LTM1095 5.1

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ATF 100G 4

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Deck Thickness Determination

Page 9 of 829

Memphis District

Wild Rice River Control Structure - Vehicle Service BridgeBridge Deck Thickness Determination

Comp by: M.RichardDate: 14 Sept 2017

Bridge Deck Thickness Determination

The following sheets outline the determination of bridge deck thickness for the vehicle service bridge based on craneloading affects. The deck thickness, by inspection, will be controlled by crane outrigger loads when placing thedewatering system.

I. References

Tadano America Corporation. (Accessed November 2016). Outrigger Reaction Force Supply Service [Software]. Available from: https://www.tadano.co.jp/service/data/tdnsys/jackale/register.asp

Minnesota Department of Transportation (MnDOT). ( ). Manual 5-392: LRFD Bridge Design Manual. Oakdale, MN: Minnesota Department of Transportation Bridge Office.

North Dakota Department of Transportation (NDDOT). (Latest Edition). NDDOT Design Manual. Bismark, ND: North Dakota Department of Transportation

Units: kips 1000lbf pcf lbf

ft3lb lbf psf lb

ft2

II. Design Data

Concrete Strength f'c 4ksi

Beam Spacing s 10.25ft

Beam Flange Width Bf 2.5ft

Memphis District



To determine an initial bridge deck thickness, three outrigger set up scenarios will be taken into consideration. The idealconfiguration would be to have outriggers symmetric about the bridge centerline. This is one scenario considered. Inorder to direct the crane operator, outrigger locations will be specified on bridge plans. Accounting for the fact that plansmay be overlooked, a second scenario will be considered which shifts the crane to one side of the bridge. One outriggerpad is assumed to be flush against the bridge railing, while the other pad is shifted further into the deck span. This willproduce the maximum load in the bridge deck.

Outrigger Scenario 1: Outrigger padlocation assumes that the crane will becentered over the bridge deck whenplacing upstream bulkheads. Outriggerlocations will be called out on the bridgedrawings.

Outrigger Scenario 2: As an additionalcheck, the deck is checked assuming oneof the pads is flush against the bridgerailing and the other pad is located furtherinto the deck span.

Page 2 of 8

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Memphis District



Outrigger Scenario 3: A final, and worstcase, is checked when an outrigger spacingspacing than that assumed (16.5 ft) isassumed. This case puts the pad flush withthe edge of the deck creating a greater shearforce in the deck.

III. Outrigger Scenario 1 - Deck Thickness

Outrigger pad location assumes that the crane will be centered over the bridge deck when placing upstream dewateringsystem. Outrigger locations will be called out on the bridge drawings.

Recall:

Pressure under Outrigger Pad pu1.0( )Pu

Wpad Lpad2.7 ksf Pu 97.2 kip

Wpad 6 ft

Lpad 6 ftDistributed Load Applied to DeckConsidering 1ft strip

wu1 pu 1ft 2.7kipft

Deck will be treated as a simply supported beam spanning between bridge beams, partially loaded at one end..

Recall:

Dspan 7.75 ft

DL1 3.8 ft

f'c 4000psi

cT 3 in

Shear Force in Deck Vu1wu1 DL12 Dspan

2 Dspan DL1 7.74 kip cB 1 in

"d" Required for Applied Force d1Vu1

0.75 2f'cpsi

psi 1ft( )

6.8 in

Page 3 of 8

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Memphis District



Minimum Deck Thickness Required(#6 Bars are assumed)

t1 d112

0.75in cT 10.18 in

Memphis District



IV. Outrigger Scenario 3 - Deck Thickness

A worse case is checked when an outrigger pad is pushed further into the deck span with an outrigger spacing of ~16.5ft assumed. This case puts the pad flush with the edge of the deck creating a greater shear force in the deck.

Recall:Pressure under Outrigger Pad pu1.0( )Pu

Wpad Lpad2.7 ksf

Pu 97.2 kip

Wpad 6 ft

Distributed Load Applied to DeckConsidering 1ft strip

wu3 pu 1ft 2.7kipft

Lpad 6 ft

Deck will be treated as a simply supported beam spanning between bridge beams, partially loaded at one end..

Recall:

Dspan 7.75 ft

DL3 6 ft

f'c 4000psi

cT 3 in

Shear Force in Deck Vu3wu3 DL32 Dspan

2 Dspan DL3 9.93 kip cB 1 in

"d" Required for Applied Force d3Vu3

0.75 2f'cpsi

psi 1ft( )

8.72 in


t3 d312

0.75in cT 12.1 in

Memphis District



Recall: V. Bridge Deck Thickness Summary

t1s 10.75 in

t2s 11.25 inControlling Deck Thickness tdeck max t1s t2s t3s 12.5 int3s 12.5 in

SPECIAL NOTE: Verify that deck is still adequate considering the additional weight added by deck self-weight.

Recall:Deck Self-weight wself 1.25 tdeck 1ft 150pcf 0.1953kipft tdeck 12.5 in

Vu1 7.74 kipShear Force in Deck Vu max Vu1 Vu2 Vu3wself Dspan

210.69 kip

Vu2 8.23 kip

Vu3 9.93 kip"d" Required for Applied Force dVu

0.75 2f'cpsi

psi 1ft( )

9.39 inf'c 4000psi

cT 3 in


t d 12

0.75in cT 12.76 in

Bridge thickness varies by about 2 inches when considering all outrigger scenarios. Based on these simplifiedcalculations, a total bridge deck thickness of ~13.0 inches would be required.

However, these scenarios were input into STAAD considering a continuous deck and the location of both outriggers(with 6X6 outrigger pads). The results were are shown in the Table 1 below. Shear forces are taken at the beam slabinterface, and were manually pulled by the user. STAAD results follow these calculations. Shear results include theself-weight of the deck and a 1.25 load factor plus a 1.5 load factor for the 1/2" wearing surface. These results wouldindicate that the initial deck thickness of 12.5 inches from preliminary calculations would be more than sufficient.

In addition to the above load cases, an additional load case (Scenario 4) was added for completeness.Outrigger pads were placed at the center of the two spans extending from the interior beam. However, based onresearch, cranes capable of lifting the design load would have to extend outriggers to ~16ft in order accomplishthe lift. The designer chose this load case as a conservative check.

Case Considered Vu (kip) Mpos (ft-kip) Mneg (ft-kip)Scenario 1 6.20 14.9 16.7Scenario 2 6.74 17.7 16.6Scenario 3 7.40 18.1 17.4Scenario 4* 11.70 18.2 29.7

Table 1. STAAD Results - 6X6 Outrigger Pads

*Based on research, Scenario 4 is very likely not to occur. Using results from this scenario is considered very conservative.

Page 6 of 8

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Memphis District



Considering Scenario 4, an even thicker deck section would be required for design. Instead of increasing the deckthickness, the designer chose to specify larger outrigger pads to help distribute the load even more. The designerspecified 7'X7' outrigger pads and rerun the calculations assuming the same load cases as before. The results areshown in the Table 2 below.

Case Considered Vu (kip) Mpos (ft-kip) Mneg (ft-kip)Scenario 1 6.60 14 18.8Scenario 2 7.16 15.8 17.6Scenario 3 7.00 15.1 17.2Scenario 4* 10.05 14.6 24.7

Table 2. STAAD Results - 7X7 Outrigger Pads

*Based on research, Scenario 4 is very likely not to occur. Using results from this scenario is considered very conservative.

As a conservative estimate, the maximum shear of 10.05 kip (Scenario 4, Table 2) will be used for design of the deck.See check of deck thickness below.

For moment design, Scenario 4 is considered as a conservative estimate. Controlling negative moment (topreinforcement) is taken as 24.7 ft-kip, and the controlling positive moment (bottom reinforcement) is taken as 18.2 ft-kipwhen considering Scenario 4.

V. Verify Bridge Deck Thickness Recall:

f'c 4000 psiDeck Thickness tdeck 12.5in cT 3 in

Shear Force in Deck Vu 10.05kip

"d" Required for Applied Force dVu

0.75 2f'cpsi

psi 1ft( )

8.83 in


t d 12

0.75in cT 12.2 in

Bridge thickness of just over 12 inches is required for the load cases considered. The designer will specify a thickness o12 inches with a half inch wearing surface even though the bridge thickness required is slightly over 12 inches for a totaldeck thickness of 12.5 inches. Below are the reasons behind this conclusion:

1. For the controlling load case, outriggers are assumed to be spaced at 10.25 ft. This allows for the absolute maximummoment and shear force anticipated for the design crane and assumed bulkhead weight. From research, cranescapable of lifting the design load would have to extend outriggers to ~16ft in order accomplish the lift. The designerchose this load case as a conservative check. The difference between that required (12.2") and that specified (12") is~1.7%. Based on the conservatism built into the thickness calculation, the designer believes a deck thickness of 12" willbe sufficient.

2. Outrigger size and placement will be specified on plans.

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Memphis District



3. Scenario 4 is ONLY used as a conservative check. All other load cases satisfy a minimum deck thickness of 12".Load cases considered assume a 6X6 outrigger pad, and are taken as Scenarios 1 thru 3 described on the previouspages. Max shear of the other three scenarios is 7.403 kip. Check for the maximum shear is shown below.

Deck Thickness tdeck 12.5in

Shear Force in Deck Vu 7.403kip

STAAD – Deck Outrigger Loads

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Software licensed to US Army Corps of Engineers

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

07-Apr-17

10-Apr-2017 14:07Deck Loading_Outrigger.s

Print Time/Date: 30/06/2017 15:06 Print Run 1 of 5STAAD.Pro V8i (SELECTseries 6) 20.07.11.70

27.000in 123.000in 123.000in 27.000in

Load 1X

YZ

Continuous Deck Span Info

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Sketch below shows continuous deck span lengths.


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2

07-Apr-17



Load 1X

YZ

Outrigger Scenario 1

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Sketch below shows loading for Scenario 1.


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

3

07-Apr-17



Load 2X

YZ


Page 21 of 829



Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

4

07-Apr-17



Load 3X

YZ


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Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

5

07-Apr-17



Load 4X

YZ

Outrigger Loads at Center Spans

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STAAD PLANESTART JOB INFORMATIONENGINEER DATE 07 Apr 17END JOB INFORMATIONINPUT WIDTH 79UNIT FEET KIPJOINT COORDINATES1 0 0 0; 2 2.25 0 0; 3 12.5 0 0; 4 22.75 0 0; 5 25 0 0;MEMBER INCIDENCES1 1 2; 2 2 3; 3 3 4; 4 4 5;DEFINE MATERIAL STARTISOTROPIC CONCRETEE 453600POISSON 0.17DENSITY 0.150336ALPHA 5e 006DAMP 0.05TYPE CONCRETESTRENGTH FCU 576END DEFINE MATERIALMEMBER PROPERTY AMERICAN1 TO 4 PRIS YD 1 ZD 1CONSTANTSMATERIAL CONCRETE ALLSUPPORTS2 TO 4 PINNEDLOAD 1 LOADTYPE None TITLE LC1 6X6SELFWEIGHT Y 1.25MEMBER LOAD2 UNI GY 2.7 0 5.051 UNI GY 2.7 1.3 2.254 UNI GY 2.7 0 0.953 UNI GY 2.7 5.2 10.251 TO 4 UNI GY 0.0094LOAD 2 LOADTYPE None TITLE LC2 6X6SELFWEIGHT Y 1.25MEMBER LOAD2 UNI GY 2.7 0 5.524 UNI GY 2.7 0 1.423 UNI GY 2.7 5.67 10.251 UNI GY 2.7 1.77 2.251 TO 4 UNI GY 0.0094LOAD 3 LOADTYPE None TITLE LC3 6X6SELFWEIGHT Y 1.25MEMBER LOAD2 UNI GY 2.7 1.25 64 UNI GY 2.7 0 1.423 UNI GY 2.7 5.67 10.251 TO 4 UNI GY 0.0094LOAD 4 LOADTYPE None TITLE LC 4 6X6

Job Title:

Client:

Engineer:

\\mvm-netapp2.mvm.ds.usace.army.mil\Data\EC\Design\STRUCTURES\Projects\Wild Rice (MVP)\Computations\Vehicle Service

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NOTE: STAAD Input file for 6x6 outrigger pads.

SELFWEIGHT Y 1.25MEMBER LOAD2 3 UNI GY 2.7 2.125 8.1251 TO 4 UNI GY 0.0094PERFORM ANALYSIS PRINT STATICS CHECKFINISH

Job Title:

Client:

Engineer:


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STAAD PLANESTART JOB INFORMATIONENGINEER DATE 07 Apr 17END JOB INFORMATIONINPUT WIDTH 79UNIT FEET KIPJOINT COORDINATES1 0 0 0; 2 2.25 0 0; 3 12.5 0 0; 4 22.75 0 0; 5 25 0 0;MEMBER INCIDENCES1 1 2; 2 2 3; 3 3 4; 4 4 5;DEFINE MATERIAL STARTISOTROPIC CONCRETEE 453600POISSON 0.17DENSITY 0.150336ALPHA 5e 006DAMP 0.05TYPE CONCRETESTRENGTH FCU 576END DEFINE MATERIALMEMBER PROPERTY AMERICAN1 TO 4 PRIS YD 1 ZD 1CONSTANTSMATERIAL CONCRETE ALLSUPPORTS2 TO 4 PINNEDLOAD 1 LOADTYPE None TITLE LC1 7X7SELFWEIGHT Y 1.25MEMBER LOAD2 UNI GY 1.98 0 6.51 UNI GY 1.98 1.75 2.254 UNI GY 1.98 0 0.53 UNI GY 1.98 3.75 10.251 TO 4 UNI GY 0.0094LOAD 2 LOADTYPE None TITLE LC2 7X7SELFWEIGHT Y 1.25MEMBER LOAD2 UNI GY 1.98 0 74 UNI GY 1.98 0 1.423 UNI GY 1.98 4.67 10.251 TO 4 UNI GY 0.0094LOAD 3 LOADTYPE None TITLE LC3 7X7SELFWEIGHT Y 1.25MEMBER LOAD2 UNI GY 1.98 1.25 74 UNI GY 1.98 0 1.423 UNI GY 1.98 4.67 10.251 TO 4 UNI GY 0.0094LOAD 4 LOADTYPE None TITLE LC 4 7X7SELFWEIGHT Y 1.25

Job Title:

Client:

Engineer:


Page 26 of 829

NOTE: STAAD Input file for 7x7 outrigger pads.

MEMBER LOAD2 3 UNI GY 1.98 1.625 8.6251 TO 4 UNI GY 0.0094PERFORM ANALYSIS PRINT STATICS CHECKFINISH

Job Title:

Client:

Engineer:


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Outrigger Load Information

Page 28 of 829

Wild Rice River Structure – Vehicle Service Bridge Outrigger Load Information

Outrigger loads were estimated early on assuming that bulkheads would be used for the dewatering system. The deck design is based on the early assumption. Outrigger loads based Scenarios 1 and 2 presented in the following sheets are based on this assumption as well. Later on in the design process, it was decided that a girder and needle panel system would be used for the dewatering system. Outrigger loads based on Scenario 3 presented in the following sheets are based on the girder and needle panel system.

A more detailed description of each scenario is provided below. Labels and briefdescriptions are also provided on outrigger load results that follow this summary. Outrigger loads for the LTM 1095-5.1 crane were provided by the crane manufacturer. Outrigger loads for the Tadano ATF100G-4 design crane were determined by the designer using crane software provided by the manufacturer. There is little difference in outrigger load between the two cranes.

Scenario 1: This scenario assumes that bulkheads would be used for the dewatering system. An estimated bulkhead weight of 15,000 lbs was used, along with an approximate 50 ft reach. The swing angle was estimated to be a maximum of 17 degrees based on assumed lifting operations.

Scenario 2: This scenario assumes that bulkheads would be used for the dewatering system. An estimated bulkhead weight of 23,000 lbs was used (maximum capacity of the crane), along with an approximate 50 ft reach. The swing angle was estimated to be a maximum of 17 degrees based on assumed lifting operations. This case was considered due to the uncertainty in weights. This buffer allowed for an increase in bulkhead weight if necessary.

Scenario 3: This scenario assumes that a girder and panel system will be used for the dewatering system. This dewatering system has been chosen as the preferred system and design calculations will proceed to reflect this decision. This scenario was checkedassuming a 17 degree swing angle based on an approximate 70 ft reach to lift panels into place. The range of swing angle is estimated between 15 and 30 degrees. Because 17 degrees had already been checked for the initial bulkhead assumption, 17 degrees is used for the design check for this scenario as well.

Scenario 4: This scenario assumes that a girder and panel system will be used for the dewatering system. This dewatering system has been chosen as the preferred system and design calculations will proceed to reflect this decision. This scenario was checkedassuming a 30 degree swing angle based on an approximate 70 ft reach to lift panels into place. The range of swing angle is estimated between 15 and 30 degrees.

Summary: Initially, the maximum outrigger load produced from Scenario 2 was used to design the bridge deck. This maximum load was 72 kips. Based on the new girder and panel system, this maximum design load increased to 74 kips. This is about a 3% increase in load. The designer did not go back and change this load. A 3% increase in load will make little to no difference in the final design of the deck and prestressing beams.

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Maximum Capacity

Lifting Load

Radius

Height

Provided by crane manufacturer based on 50ft reach, and outriggers spaced at 16.4ft. Designer asked manufacturer to provide outrigger loads for this configuration based on the original bulkheads for the dewatering system weighing 15,000lbs.

Scenario 1: Assumed 15,000lb bulkhead lifting load with 50 ft reach.

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Numbers shown outside the brackets are themaximum outrigger load based on theapproximate swing angle of 17 degreesprovided to the manufacturer for bulkheadplacement based on assumed operation.Manufacturer assumed operation will be notbe over the front which provides greateroutrigger loads.

Numbers shown inside thebrackets are the maximumoutrigger loads with no limit onswing angle. Boom can swingfrom 0 to 360 degrees.

Scenario 1: Assumed 15,000lb bulkhead lifting load with 50 ft reach.

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Provided by crane manufacturer based on 50ft reach, and outriggers spaced at 16.4ft. Designer asked manufacturer to provide outrigger loads for the maximum crane capacity for this configuration even though the original bulkheads for the dewatering system weighted 15,000lbs. Since this initial request, it was decided that a needle panel system would be used for the dewatering system. The weight was reduced to 11,000lbs, but the reach increased to 70ft (results for this on page X). Since this configuration provided the maximum outrigger load, the designer did not go back and change the design load for the bridge deck or prestressed beams.

Load

Maximum CapacityScenario 2: Assumed 23,000lb bulkhead

lifting load (crane max capacity) with 50 ft reach.

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Provided by crane manufacturer based on 50ft reach, and outriggers spaced at 16.4ft. Designer asked manufacturer to provide outrigger loads for the maximum crane capacity for this configuration assuming the lifting load is at the crane's max capacity of 23,000lbs.

Numbers shown outside thebrackets are the maximumoutrigger load based on theapproximate swing angle of17 degrees provided to themanufacturer for bulkheadplacement based onassumed operation.Manufacturer assumedoperation will be not be overthe front which providesgreater outrigger loads.

Numbers shown inside thebrackets are the maximumoutrigger loads with no limit onswing angle. Boom can swingfrom 0 to 360 degrees. Swingangle will be limited to between15 and 30 degrees.

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Scenario 3: Assumed 11,000lb lifting load (needle panel and girder system) with ~70 ft reach to install the farthest panel. This is the dewatering system that has been chosen for this project. Scenarios 1 & 2 was the initial design, and is shown for completeness and for comparative purposes.

Maximum Capacity

Load

Provided by crane manufacturer based on 70ft reach, and outriggers spaced at 16.4ft. Designer asked manufacturer to provide outrigger loads for the 11,000lb lifting load. The designer did not go back and change the design load for the bridge deck or prestressed beams.

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Numbers shown outside thebrackets are the maximumoutrigger load based on theapproximate swing angle of17 degrees provided to themanufacturer for bulkheadplacement based onassumed operation.Manufacturer assumedoperation will be not be overthe front which providesgreater outrigger loads.

Numbers shown inside thebrackets are the maximumoutrigger loads with no limit onswing angle. Boom can swingfrom 0 to 360 degrees. Swingangle will be limited to between15 and 30 degrees.

Unit ft,lbs ---> m,t

Boom length (ft) 84.6 ft

Boom Extend Configuration (%)

0-0-0-92-92

Search

Jib state (ft) stow

Jib Tilt Angle (°) *-- select data --*

Counterweight (lbs) 49603 lbs

Outrigger Spread (ft) 16.4 ft/1-4

Swing Position (°) Input

Hook Block (lbs) Including in Load

Working Radius (ft) 72

Boom Angle (°)

Lifting Load (lbs) 11000

Input Jib Tilt Angle (°)

Input Swing Position (°) 17

Input working configuration Explanation on this page( ATF100G-4 Euromot 4 / TIER 4F BOOM )

• Enter working configuration, and then click the Calculate button. • Enter either the working radius or elevation angle.(Not both !)

Calculate Change model

[Notes]1.As to the information we supply in this page on the outrigger jack reaction force, please note

that the given value is a calculated value when the outriggers are set on a firm and level surface. It is not an actually measured one. Therefore, we can not guarantee the calculated value to be in conformity with that of your actual machine.

2.As to the data supplied in this page on the outrigger jack reaction force, please note that neither vibration nor shock which may be produced during crane operation is taken into consideration. When setting the outriggers, therefore, be sure to use blocks or steel plates of sufficient strength and size below the outrigger floats.

BACK

Page 1 of 1Outrigger Reaction Force Supply Service

6/30/2017https://www.tadano.co.jp/service/data/tdnsys/jackale/state.asp?hidSPEC=ATF100G%2D4...

Page 36 of 829

Program access provided by crane manufacturer to determine outrigger loads. The designer used the program to estimate the outrigger loads based on a maximum swing angle of 17 degrees based on ~70ft reach, and outriggers spaced at 16.4ft to compare with loads from the LTM 1095-5.1 design crane. Outrigger loads between the two cranes differ by very little.

ATF100G-4 E

84.6 ft

0-0-0-92-92

Boom length

Boom Extend Configuration

49603 lbsCounterweight

Outrigger Spread 16.4 ft/1-4

Swing Position Input

Working Radius 72

Lifting Load 11000

Input Swing Position 17

Input working configurationg g


SwingAngle 1 2 3 4

17 21,718 67,839 47,839 15,326

Working Configuration Explanation on this page( ATF100G-4 Euromot 4 / TIER 4F BOOM )Boom Length(ft) 84.6

Counterweight(lbs) 49603.1 Swing Angle type

Lifting Load (lbs) 11,000

Jib state(ft) stow

O/R Spread(ft) 16.4/1-4 Working Radius (ft) 72.0

Extension state (%)

0-0-0-92-92

Jib Tilt Angle(°) ---

Hook Block(lbs lifting)

Including in Load Boom Angle (°) 27.3

Outrigger Jack Reaction Force (unit :lbs)

Change Condition Change Model

Save Result Readout Result

Clear PDF




Back


6/30/2017https://www.tadano.co.jp/service/data/tdnsys/jackale/result.asp?hidSPEC=ATF100G%2D4...

Page 37 of 829

Outrigger Jack Reaction Force

Boom Length 84.6(ft) 49603.1 Swing Angle type(lbs)Counterweight

17 67,839 4

2SwinggAngle

Working Radius (ft) 72.0

Lifting 11,000gLoad (lbs)Extension 0-0-0-state (%) 92-9216.4/1-4(ft)

O/R Spread

LTM 1095-5.1 shows 63kips for maximum outriggerload. ~8% difference in load


Unit ft,lbs ---> m,t

Boom length (ft) 84.6 ft

Boom Extend Configuration (%)

0-0-0-92-92

Search

Jib state (ft) stow

Jib Tilt Angle (°) *-- select data --*


Outrigger Spread (ft) 16.4 ft/1-4

Swing Position (°) Input

Hook Block (lbs) Including in Load

Working Radius (ft) 72

Boom Angle (°)

Lifting Load (lbs) 11000

Input Jib Tilt Angle (°)

Input Swing Position (°) 30

Input working configuration Explanation on this page( ATF100G-4 Euromot 4 / TIER 4F BOOM )

• Enter working configuration, and then click the Calculate button. • Enter either the working radius or elevation angle.(Not both !)

Calculate Change model




BACK


6/30/2017https://www.tadano.co.jp/service/data/tdnsys/jackale/state.asp?hidSPEC=ATF100G%2D4...

Page 38 of 829

Program access provided by crane manufacturer. The designer used the program to estimate the outrigger loads based on a maximum swing angle of 30 degrees based on ~70 ft reach, and outriggers spaced at 16.4ft. This check has not yet been performed with the LTM 1095-5.1 design crane. Since the ATF100G-4 appears to be governing outrigger loads, it is assumed that this design crane will provide the maximum load for design.

ATF100G-4

Input working configurationg g

Boom length 84.6 ft

0-0-0-92-92)Boom Extend Configuration


Outrigger Spread 16.4 ft/1-4

InputSwing Position

30Input Swing Position (°)

11000Lifting Load (lbs)

72Working Radius (ft)

Scenario 4: Same as Scenario 3, except swing angle is 30 degrees instead of 17 degrees.

SwingAngle 1 2 3 4

30 25,440 73,887 39,713 13,682

Working Configuration Explanation on this page( ATF100G-4 Euromot 4 / TIER 4F BOOM )Boom Length(ft) 84.6

Counterweight(lbs) 49603.1 Swing Angle type

Lifting Load (lbs) 11,000

Jib state(ft) stow

O/R Spread(ft) 16.4/1-4 Working Radius (ft) 72.0

Extension state (%)

0-0-0-92-92

Jib Tilt Angle(°) ---

Hook Block(lbs lifting)

Including in Load Boom Angle (°) 27.3

Outrigger Jack Reaction Force (unit :lbs)

Change Condition Change Model

Save Result Readout Result

Clear PDF




Back


6/30/2017https://www.tadano.co.jp/service/data/tdnsys/jackale/result.asp?hidSPEC=ATF100G%2D4...

Page 39 of 829

Boom Length 84.6(ft)Counterweight Lifting 49603.1 Swing Angle type 11,000(lbs)

gLoad (lbs)

16.4/1-4(ft)O/R Spread Radius (ft)Working Extension 0-0-0-72.0 state (%) 92-92

SwinggAngle

30

2

73,887 3

Maximum outrigger load is ~3% greater than thatused for design when considering bulkhead system.See LTM 1095-5.1 Scenario 2 for this load.

SPECIAL NOTE: The maximum outrigger load is ~3% more than that used for the design when bulkheads was used for the dewatering system. The designer did not go back and change the maximum load. A 3% increase in load will make little to no difference in the final design of the deck and prestressing beams.

Scenario 4: Same as Scenario 3, except swing angle is 30 degrees instead of 17 degrees.

Traditional Deck Design – Vehicle Loads ONLY

Page 40 of 829

Memphis District

Wild Rice River Structure - Vehicle Service BridgeTraditional Bridge Deck Design


Vehicle Service Bridge Deck Design

The following sheets outline the deck design for the vehicle service bridge. The deck is designed for dead and live loadsat the strength limit state, service limit state and vehicular collision with the railing system at the extreme event limit stateper AASHTO-LRFD Section 9.5.

I. References

American Association of State Highway and Transportation Officials (AASHTO). (2012). AASHTO LRFD Bridge Design Specifications. Washington, D.C.: AASHTO

Minnesota Department of Transportation (MnDOT). (March 2017). Manual 5-392: LRFD Bridge Design Manual. Oakdale, MN: Minnesota Department of Transportation Bridge Office.



ft3lb lbf psf lb

ft2

II. Design Assumptions

1. Concrete deck will be designed as a continuous beam with the girders acting as supports, following guidance in Chapter 9 of MnDOT Bridge Design Manual.

2. Minimum deck thickness per MnDOT Bridge Manual, page 9-5, is nine (9) inches (includes 1/2" wearing surface).

3. Overhang limits are per 2.4.1.1.1 of MnDOT Bridge Manual, page 2-45.

4. MnDOT does not allow empirical method of design to be used for deck design. The traditional approximate method will be used (equivalent strip method).

5. Modified Kansas Corral Bridge Railing is specified for vehicle service bridge.

6. Per MnDOT Chapter 9, the minimum concrete cover for the top and bottom of bridge deck is three (3) inches and one (1) inch, respectively.

7. Vehicle live loading is designated as HL-93 (design truck and design lane load). The vehicle service bridge will also be designed for crane loading as specified in DDR.

8. Per AASHTO, Section 4.6.2.1.6, the design section for negative moments and shear forces, where investigated MAY betaken as one-third the flange width, but not exceeding 15 inches from centerline of support.

9. Overhang section of the bridge deck will be designed separately from the other portion of the bridge deck.

III. Design Data


Steel Strength fy 60ksi

Concrete Unit Weight γc 150pcf


Page 1 of 11

Page 41 of 829

Memphis District




Memphis District



V. Live Load Design Moments

a. Width of Equivalent Interior Strips (AASHTO 4.6.2)

The deck is designed using equivalent strips of deck width, per Tables 4.6.2.1.3-1 and A4-1. Live load negative andpositive moments are taken from Table A4-1 directly based on beam spacing and negative moment design section insteadof performing a continuous beam analysis. Note that the dynamic allowance and multiple presence factor are accounted foin values presented in the table.

Recall:Beam Spacing s 10.25ft Bf 2.5 ft

Location of Negative Moment dneg min13

Bf 15in 10 in (Per AASHTO, 4.6.2.1.6)

Live Load Negative Moment MLLn 5.29ft kip (Per AASHTO, Table A4-1)

Live Load Positive Moment MLLp 7.03ft kip (Per AASHTO, Table A4-1)

VI. Limit State Moments

Per AASHTO, Section 9.5, the deck section will be designed considering strength and service limit states. Loadcombinations and load factors are taken from Table 3.4.1.1 and Table 3.4.1.2.

a. Strength I Limit State (Table 3.4.1.1)

Recall: MDC_neg 1.42 kip ft MDC_pos 0.71 kip ft

MDW_neg 0.25 kip ft MDW_pos 0.13 kip ft

MLLn 5.29 kip ft MLLp 7.03 kip ft

Positive Strength I Moment MstrengthI.pos 1.25 MDC_pos 1.5 MDW_pos 1.75 MLLp 13.38 kip ft

Negative Strength I Moment MstrengthI.neg 1.25 MDC_neg 1.5 MDW_neg 1.75 MLLn 11.4 kip ft

b. Service I Limit State (Table 3.4.1.1)

Recall: MDC_neg 1.42 kip ft MDC_pos 0.71 kip ft

MDW_neg 0.25 kip ft MDW_pos 0.13 kip ft

MLLn 5.29 kip ft MLLp 7.03 kip ft

Positive Service I Moment MserviceI.pos 1.0 MDC_pos 1.0 MDW_pos 1.0 MLLp 7.86 kip ft

Negative Service I Moment MserviceI.neg 1.0 MDC_neg 1.0 MDW_neg 1.0 MLLn 6.96 kip ft

Page 3 of 11

Page 43 of 829

Memphis District



VII. Reinforcement Design

Reduction Factors - Input

Bending Reduction Factor ϕb 0.90

Shear Reduction Factor ϕv 0.75

Reinforcement Parameters - Input

#5 Bar Diameter Dia5 0.625in A5 0.31in2





SPECIAL NOTE:

1. Negative Flexure Region Reinforcement Design (Top Steel)

Design Moment Mu.neg MstrengthI.neg 11.4 kip ft

a. Determine flexural reinforcement required based on applied loadsRecall:

Distance from extreme compressionfiber to centroid of reinforcement

dneg td12

in cT12

Dia5 8.69 in td 12.5 in

cT 3 in

Factor to be used in calculation ofratio of tension steel area

RuMu.neg

b dneg2

151.06 psi b 12 in

f'c 4000psi

fy 60000 psiRatio of tension steel area toeffective concrete area

ρneg0.85 f'c

fy1 1

2 Ruϕb 0.85 f'c

0.0029Dia5 0.63 in

Required area of reinforcement As.req.neg ρneg b dneg 0.2992 in2

Page 4 of 11

Page 44 of 829

Memphis District



b. Determine minimum flexural reinforcement required per AASHTO 5.7.3.3

Minimum reinforcement shall be adequate to develop a factored flexural resistance, Mr, at least equal to the lesser of 1.33times the factored load required or equation 5.7.3.3.2-1.

Recall:

Factored Moment Increased forminimum reinforcement

Mr1.neg 1.33 Mu.neg 15.16 ft kip Mu.neg 11.4 ft kip

f'c 4000psi

Modulus of Rupture fr.neg 0.24f'cksi

ksi 0.48 ksi (Sec. 5.4.2.6) td 12.5 in

b 12 in

Distance from the extreme tensile fiberto the neutral axis of section

ynegtd2

6.25 in dneg 8.69 in

fy 60000 psi

Moment of Inertia of section Inegb td

3

121953.13 in4 ϕb 0.9

Section Modulus of section SnegInegyneg

312.5 in3

Flexural Cracking Variability Factor γ1 1.6

Ratio of specified minimum yield strengthto ultimate tensile strength of reinforcement

γ3 0.67


Mcr γ3 γ1 fr.neg Sneg 13.4 ft kip (EQ. 5.7.3.3.2-1)

Required Factored Flexural Resistance Mr.neg min Mr1.neg Mcr 13.4 ft kip


RuMr.neg

b dneg2

177.55 psi

Ratio of tension steel area toeffective concrete area

ρneg0.85 f'c

fy1 1

2 Ruϕb 0.85 f'c

0.0034

Minimum required area of reinforcement As.min.neg ρneg b dneg 0.3533 in2

c. Determine reinforcement required for temperature and shrinkage per AASHTO 5.10.8

Temperature and shrinkage requirements must be met in each direction, per foot.

(EQ. 5.10.8-1)Temperature and shrinkagesteel reinforcement required

As.TS.neg min max 0.11in2

1.3 b tdkipin

2 b td fy0.6in2 0.11 in2

(EQ. 5.10.8-2)

Page 5 of 11

Page 45 of 829

Memphis District



Recall:Maximum spacing for temperatureand shrinkage steel reinforcement

sTS.neg min 18in 3 td 18 in td 12.5 in

fy 60000 psi

d. Calculate Moment Capacity provided by steel reinforcement f'c 4000psi

Required Area of Flexural Steel As.neg.req max As.TS.neg As.req.neg As.min.neg 0.353 in2

Bar Area (recall bar size from above) Aneg A5 0.31 in2 Recall:

As.TS.neg 0.11 in2

Specify Bar Spacing spacingneg 8inAs.req.neg 0.3 in

2

Specified Area of Flexural Steel As.neg Aneg12in

spacingneg0.465 in2 As.min.neg 0.35 in

2

dneg 8.69 in CHECK: Checkneg "OK" As.neg As.neg.req spacingneg sTS.negif

"NOT OK" otherwise

"OK" b 12 in

ϕb 0.9

Flexural Design Strength ϕMn.neg ϕb As.neg fy dneg12

As.neg fy0.85 f'c b

17.463 kip ft

Recall: CHECK: Checkneg "OK" ϕMn.neg Mu.negif

"NOT OK" otherwise

"OK"Mu.neg 11.4 ft kip

e. Control of Cracking by Distribution of Reinforcement per AASHTO 5.7.3.4

The guidance presented in this section of AASHTO is expected to provide a distribution of reinforcement that will controlflexural cracking. The tensile stress in the steel reinforced is calculated considering a transformed section.

Initial guess cNA 1in Recall:

f'c 4000psiModular Ratio n 29000000

57000f'cpsi

8.04As.neg 0.47 in

2

Given td 12.5 in

b 12 in12

b cNA2 n As.neg td cNA=

dneg 8.69 in

MserviceI.neg 6.96 ft kipcNA Find cNA 2.5 in

Tensile force in the reinforcing steel dueto service limit state moment

Ts.negMserviceI.neg

dnegcNA

3

10.62 kip

Page 6 of 11

Page 46 of 829

Memphis District



Recall:Stress in reinforcing steel due to servicelimit state moment

fs.negTs.negAs.neg

22.85 ksiAs.neg 0.47 in

2

Ts.neg 10.62 kipExposure Factor γe 1 Dia5 0.63 in

cT 3 inThickness of concrete cover measuredfrom tension fiber to reinforcement

dc cT12

Dia5 3.31 in spacingneg 8 in

Constant βs 1dc

0.7 td dc1.52

Required reinforcement spacing scc.neg700 γe

kipin

βs fs.neg2 dc 13.6 in

CHECK: Checkneg "OK" scc.neg spacingnegif

"NOT OK" otherwise

"OK"

PROVIDE #5 @ 8" TRANSVERSE TOP REINFORCEMENT

PROVIDE #4 @ 18" LONGITUDINAL TOP REINFORCEMENT

2. Positive Flexure Region Reinforcement Design (Bottom Steel)

Recall:Design Moment Mu.pos MstrengthI.pos 13.38 kip ftDia5 0.63 in

a. Determine flexural reinforcement required based on applied loads cB 1 in

td 12.5 inDistance from extreme compressionfiber to centroid of reinforcement

dpos td12

in cB12

Dia5 10.69 inb 12 in

f'c 4000psiFactor to be used in calculation ofratio of tension steel area

RuMu.pos

b dpos2

117.12 psi fy 60000 psi

ϕb 0.9


ρpos0.85 f'c

fy1 1

2 Ruϕb 0.85 f'c

0.0022

Required area of reinforcement As.req.pos ρpos b dpos 0.2837 in2

Page 7 of 11

Page 47 of 829

Memphis District





Recall:

Mu.pos 13.38 ft kipFactored Moment Increased forminimum reinforcement

Mr1.pos 1.33 Mu.pos 17.79 ft kipf'c 4000psi

fy 60000 psiModulus of Rupture fr.pos 0.24f'cksi

ksi 0.48 ksi (Sec. 5.4.2.6)b 12 in

dpos 10.69 inDistance from the extreme tensile fiberto the neutral axis of section

ypostd2

6.25 inϕb 0.9

Moment of Inertia of section Iposb td

3

121953.13 in4

Section Modulus of section SposIposypos

312.5 in3



γ3 0.67


Mcr γ3 γ1 fr.pos Spos 13.4 ft kip (EQ. 5.7.3.3.2-1)

Required Factored Flexural Resistance Mr.pos min Mr1.pos Mcr 13.4 ft kip


RuMr.pos

b dpos2

117.31 psi


ρpos0.85 f'c

fy1 1

2 Ruϕb 0.85 f'c

0.0022

Minimum required area of reinforcement As.min.pos ρpos b dpos 0.2842 in2

Page 8 of 11

Page 48 of 829

Memphis District






As.TS.pos min max 0.11in2

1.3 b tdkipin

2 b td fy0.6in2 0.11 in2

(EQ. 5.10.8-2)

Recall:

fy 60000 psiMaximum spacing for temperatureand shrinkage steel reinforcement

sTS.pos min 18in 3 td 18 inb 12 in

td 12.5 ind. Calculate Moment Capacity provided by steel reinforcement

Required Area of Flexural Steel As.pos.req max As.TS.pos As.req.pos As.min.pos 0.284 in2

Recall:Bar Area (recall bar size from above) Apos A5 0.31 in2

As.TS.pos 0.11 in2

Specify Bar Spacing spacingpos 8in As.req.pos 0.28 in2

Specified Area of Flexural Steel As.pos Apos12in

spacingpos0.465 in2 As.min.pos 0.28 in

2

A5 0.31 in2

CHECK: Checkneg "OK" As.pos As.pos.req spacingpos sTS.posif

"NOT OK" otherwise

"OK"ϕb 0.9

dpos 10.69 in

Flexural Design Strength ϕMn.pos ϕb As.pos fy dpos12

As.pos fy0.85 f'c b

21.648 kip ft

Recall:

Mu.pos 13.38 ft kip CHECK: Checkneg "OK" ϕMn.pos Mu.posif

"NOT OK" otherwise

"OK"

As.pos 0.47 in2

f'c 4000psi



Initial guess cNA 1in

Modular Ratio n 29000000

57000f'cpsi

8.04

Page 9 of 11

Page 49 of 829

Memphis District



Given Recall:

12

b cNA2 n As.pos td cNA= As.pos 0.47 in

2

b 12 in

cNA Find cNA 2.5 in MserviceI.pos 7.86 ft kip

dpos 10.69 in

Dia5 0.63 inTensile force in the reinforcing steel dueto service limit state moment

Ts.posMserviceI.pos

dposcNA

3

9.58 kipcB 1 in

Stress in reinforcing steel due to servicelimit state moment

fs.posTs.posAs.pos

20.6 ksi

Exposure Factor γe 1

Thickness of concrete cover measuredfrom tension fiber to reinforcement

dc cB12

Dia5 1.31 in

Constant βs 1dc

0.7 td dc1.17

Required reinforcement spacing scc.pos700 γe

kipin

βs fs.pos2 dc 26.48 in

Recall:

CHECK: Check "OK" scc.pos spacingposif

"NOT OK" otherwise

"OK" spacingpos 8 in

PROVIDE #5 @ 8" TRANSVERSE BOTTOM REINFORCEMENT


Page 10 of 11

Page 50 of 829

Memphis District



3. Distribution of Reinforcement per AASHTO 9.7.3.2 (Longitudinal Bottom Steel)

Per AASHTO, reinforcement shall be placed in the secondary direction in the bottom of slabs as a percentage of theprimary reinforcement for positive moment.

Recall:s 10.25ft

Effective Span Length Seff s 6in 9.75 ft As.pos 0.47 in2

Percentage of Secondary reinforcement required

Plong min 0.67220Seff

ft

0.67 A5 0.31 in2

Secondary reinforcement As.long Plong As.pos 0.312 in2

Max spacing of secondary reinforcement

slongA5

As.long12in 11.94 in

PROVIDE #5 @ 10" LONGITUDINAL BOTTOM REINFORCEMENT

Page 11 of 11

Page 51 of 829

Deck Design – Considering Outrigger Loads

Page 52 of 829

Memphis District

Wild Rice River Structure - Vehicle Service BridgeBridge Deck Design - Considering Outrigger Loads


Vehicle Service Bridge Deck Design - Considering Outrigger Loads

The following sheets outline the deck design for the vehicle service bridge. The deck is designed for dead and live loadsat the strength limit state, service limit state and vehicular collision with the railing system at the extreme event limit stateper AASHTO-LRFD Section 9.5 (See "Traditional Deck Design"). In addition, the deck is designed for loads anticipatedby crane outriggers. The maximum loads considered each of these effects will be used to design the deck. I. References

American Association of State Highway and Transportation Officials (AASHTO). (2012). AASHTO LRFD Bridge Design Specifications. Washington, D.C.: AASHTO

Minnesota Department of Transportation (MnDOT). (March 2017). Manual 5-392: LRFD Bridge Design Manual. Oakdale, MN: Minnesota Department of Transportation Bridge Office.



ft3lb lbf psf lb

ft2

II. Design Assumptions

1. Concrete deck will be designed as a continuous beam with the girders acting as supports, following guidance in Chapter 9 of MnDOT Bridge Design Manual.

2. Minimum deck thickness per MnDOT Bridge Manual, page 9-5, is nine (9) inches (includes 1/2" wearing surface).

3. Overhang limits are per 2.4.1.1.1 of MnDOT Bridge Manual, page 2-45.

4. MnDOT does not allow empirical method of design to be used for deck design. The traditional approximate method will be used (equivalent strip method).

5. Modified Kansas Corral Bridge Railing is specified for vehicle service bridge.

6. Per MnDOT Chapter 9, the minimum concrete cover for the top and bottom of bridge deck is three (3) inches and one (1) inch, respectively.

7. Vehicle live loading is designated as HL-93 (design truck and design lane load). The vehicle service bridge will also be designed for crane loading as specified in DDR.

8. Per AASHTO, Section 4.6.2.1.6, the design section for negative moments and shear forces, where investigated MAY betaken as one-third the flange width, but not exceeding 15 inches from centerline of support.

9. Overhang section of the bridge deck will be designed separately from the other portion of the bridge deck.

10. See "Initial Deck Thickness" calculations for load cases considered for outrigger loading.

11. Outrigger loads are considered permit live load in accordance with AASHTO.

12. Shear was controlled by outrigger loads and checks can be seen in "Initial Deck Thickness" calculations.

Page 1 of 10

Page 53 of 829

Memphis District



III. Design Data


Steel Strength fy 60ksi




Memphis District



V. Reinforcement Design

Reduction Factors - Input

Bending Reduction Factor ϕb 0.90

Shear Reduction Factor ϕv 0.75

Reinforcement Parameters - Input






SPECIAL NOTE:

1. Negative Flexure Region Reinforcement Design (Top Steel)

Design Moment Mu.neg MLLn 29.7 kip ft

a. Determine flexural reinforcement required based on applied loadsRecall:


dneg td12

in cT12

Dia6 8.63 in td 12.5 in

cT 3 in


RuMu.neg

b dneg2

399.24 psi b 12 in

f'c 4000psi

fy 60000 psiRatio of tension steel area toeffective concrete area

ρneg0.85 f'c

fy1 1

2 Ruϕb 0.85 f'c

0.008

Required area of reinforcement As.req.neg ρneg b dneg 0.823 in2

Page 3 of 10

Page 55 of 829

Memphis District





Recall:


Mr1.neg 1.33 Mu.neg 39.5 ft kip Mu.neg 29.7 ft kip

f'c 4000psi

Modulus of Rupture fr.neg 0.24f'cksi

ksi 0.48 ksi (Sec. 5.4.2.6) td 12.5 in

b 12 in

Distance from the extreme tensile fiberto the neutral axis of section

ynegtd2

6.25 in dneg 8.63 in

fy 60000 psi

Moment of Inertia of section Inegb td

3

121953.13 in4 ϕb 0.9

Section Modulus of section SnegInegyneg

312.5 in3



γ3 0.67


Mcr γ3 γ1 fr.neg Sneg 13.4 ft kip (EQ. 5.7.3.3.2-1)

Required Factored Flexural Resistance Mr.neg min Mr1.neg Mcr 13.4 ft kip


RuMr.neg

b dneg2

180.13 psi


ρneg0.85 f'c

fy1 1

2 Ruϕb 0.85 f'c

0.0034

Minimum required area of reinforcement As.min.neg ρneg b dneg 0.3561 in2




As.TS.neg min max 0.11in2

1.3 b tdkipin

2 b td fy0.6in2 0.11 in2

(EQ. 5.10.8-2)

Page 4 of 10

Page 56 of 829

Memphis District



Recall:Maximum spacing for temperatureand shrinkage steel reinforcement

sTS.neg min 18in 3 td 18 in td 12.5 in

fy 60 ksi

d. Calculate Moment Capacity provided by steel reinforcement f'c 4 ksi

Required Area of Flexural Steel As.neg.req max As.TS.neg As.req.neg As.min.neg 0.823 in2

Recall:Bar Area (recall bar size from above) Aneg A6 0.44 in2

As.TS.neg 0.11 in2

Specify Bar Spacing spacingneg 6in As.req.neg 0.82 in2

Specified Area of Flexural Steel As.neg Aneg12in

spacingneg0.88 in2 As.min.neg 0.36 in

2

A6 0.44 in2

CHECK: Checkneg "OK" As.neg As.neg.req spacingneg sTS.negif

"NOT OK" otherwise

"OK" dneg 8.63 in

b 1ft

Flexural Design Strength ϕMn.neg ϕb As.neg fy dneg12

As.neg fy0.85 f'c b

31.593 kip ft

CHECK: Checkneg "OK" ϕMn.neg Mu.negif

"NOT OK" otherwise

"OK" Recall:

Mu.neg 29.7 kip ft



Initial guess cNA 1in Recall:

f'c 4000psiModular Ratio n 29000000

57000f'cpsi

8.04MserviceI.neg 6.69 ft kip

Given dneg 8.63 in12

b cNA2 n As.neg td cNA= As.neg 0.88 in

2

b 1ftcNA Find cNA 3.3 in

Tensile force in the reinforcing steel dueto service limit state moment

Ts.negMserviceI.neg

dnegcNA

3

10.67 kip

Page 5 of 10

Page 57 of 829

Memphis District



Recall:


fs.negTs.negAs.neg

12.12 ksi Ts.neg 10.67 kip

As.neg 0.88 in2

Exposure Factor γe 1 td 12.5 in

Dia6 0.75 inThickness of concrete cover measuredfrom tension fiber to reinforcement

dc cT12

Dia6 3.38 in cT 3 in

sTS.neg 18 inConstant βs 1

dc0.7 td dc

1.53

Required reinforcement spacing scc.neg700 γe

kipin

βs fs.neg2 dc 31.04 in

CHECK: Checkneg "OK" scc.neg sTS.negif

"NOT OK" otherwise

"OK"

PROVIDE #6 @ 6" TRANSVERSE TOP REINFORCEMENT


2. Positive Flexure Region Reinforcement Design (Bottom Steel) Recall:

Design Moment Mu.pos MLLp 18.2 kip ft td 12.5 in

Dia6 0.75 ina. Determine flexural reinforcement required based on applied loads

cB 1 in


dpos td12

in cB12

Dia6 10.63 in f'c 4000psi

fy 60000 psi

b 12 inFactor to be used in calculation ofratio of tension steel area

RuMu.pos

b dpos2

161.22 psiϕb 0.9


ρpos0.85 f'c

fy1 1

2 Ruϕb 0.85 f'c

0.0031

Required area of reinforcement As.req.pos ρpos b dpos 0.3912 in2

Page 6 of 10

Page 58 of 829

Memphis District





Recall:

Mu.pos 18.2 ft kipFactored Moment Increased forminimum reinforcement

Mr1.pos 1.33 Mu.pos 24.21 ft kipf'c 4000psi

td 12.5 inModulus of Rupture fr.pos 0.24f'cksi

ksi 0.48 ksi (Sec. 5.4.2.6)b 12 in

ϕb 0.9Distance from the extreme tensile fiberto the neutral axis of section

ypostd2

6.25 infy 60000 psi

dpos 10.63 inMoment of Inertia of section Iposb td

3

121953.13 in4

Section Modulus of section SposIposypos

312.5 in3



γ3 0.67


Mcr γ3 γ1 fr.pos Spos 13.4 ft kip (EQ. 5.7.3.3.2-1)

Required Factored Flexural Resistance Mr.pos min Mr1.pos Mcr 13.4 ft kip


RuMr.pos

b dpos2

118.7psi


ρpos0.85 f'c

fy1 1

2 Ruϕb 0.85 f'c

0.0022

Minimum required area of reinforcement As.min.pos ρpos b dpos 0.2859 in2

Page 7 of 10

Page 59 of 829

Memphis District






As.TS.pos min max 0.11in2

1.3 b tdkipin

2 b td fy0.6in2 0.11 in2

(EQ. 5.10.8-2)

Recall:

td 12.5 inMaximum spacing for temperatureand shrinkage steel reinforcement

sTS.pos min 18in 3 td 18 inb 12 in

fy 60000 psid. Calculate Moment Capacity provided by steel reinforcement

f'c 4000psi

Required Area of Flexural Steel As.pos.req max As.TS.pos As.req.pos As.min.pos 0.391 in2

Recall:Bar Area (recall bar size from above) Apos A6 0.44 in2

As.TS.pos 0.11 in2

Specify Bar Spacing spacingpos 12in As.req.pos 0.39 in2

Specified Area of Flexural Steel As.pos Apos12in

spacingpos0.44 in2 As.min.pos 0.29 in

2

CHECK: Checkneg "OK" As.pos As.pos.req spacingpos sTS.posif

"NOT OK" otherwise

"OK"

Flexural Design Strength ϕMn.pos ϕb As.pos fy dpos12

As.pos fy0.85 f'c b

20.397 kip ft

Recall: CHECK: Checkneg "OK" ϕMn.pos Mu.posif

"NOT OK" otherwise

"OK"ϕb 0.9

dpos 10.63 in

Mu.pos 18.2 ft kip



Initial guess cNA 1in

Modular Ratio n 29000000

57000f'cpsi

8.04

Page 8 of 10

Page 60 of 829

Memphis District



Given Recall:

As.pos 0.44 in21

2b cNA

2 n As.pos td cNA=b 12 in

td 12.5 incNA Find cNA 2.44 inMserviceI.pos 7.86 ft kip

dpos 10.63 inTensile force in the reinforcing steel dueto service limit state moment

Ts.posMserviceI.pos

dposcNA

3

9.61 kip Dia6 0.75 in

cB 1 in


fs.posTs.posAs.pos

21.85 ksi

Exposure Factor γe 1

Thickness of concrete cover measuredfrom tension fiber to reinforcement

dc cB12

Dia6 1.38 in

Constant βs 1dc

0.7 td dc1.18

Required reinforcement spacing scc.pos700 γe

kipin

βs fs.pos2 dc 24.48 in Recall:

spacingpos 12 in

CHECK: Check "OK" scc.pos spacingposif

"NOT OK" otherwise

"OK"

PROVIDE #6 @ 12" TRANSVERSE BOTTOM REINFORCEMENT

SEE NEXT STEP FOR LONGITUDINAL BOTTOM REINFORCEMENT

Page 9 of 10

Page 61 of 829

Memphis District



3. Distribution of Reinforcement per AASHTO 9.7.3.2 (Longitudinal Bottom Steel)

Per AASHTO, reinforcement shall be placed in the secondary direction in the bottom of slabs as a percentage of theprimary reinforcement for positive moment.

Recall:

Effective Span Length Seff s 6in 9.75 ft s 10.25ft

As.pos 0.44 in2

Percentage of Secondary reinforcement required

Plong min 0.67220Seff

ft

0.67A5 0.31 in

2

Secondary reinforcement As.long Plong As.pos 0.295 in2

Max spacing of secondary reinforcement

slongA5

As.long12in 12.62 in

PROVIDE #5 @ 12" LONGITUDINAL BOTTOM REINFORCEMENT

Page 10 of 10

Page 62 of 829

Load Input Calculations for LEAP CONSPAN Software

Page 63 of 829

Memphis District

Wild Rice River Structure - Vehicle Service BridgeLEAP Load Inputs


Vehicle Service Bridge LEAP load inputs

The following sheets outline the design dead loads input into LEAPCONSPAN for design of the vehicle service bridgethat are not accounted for by the program.


ft3lb lbf psf lb

ft2

I. Design Assumptions

1. LEAP takes into account a 1.5" haunch that was manually input by the user into the program.

2. The haunch is assumed to vary from midspan to the edge of the beam due to beam camber. It is assumed that an average height of haunch at the midspan is 2.5" and the height of the haunch at the edge is taken as 3.0". This load isinput into LEAP as a linearly varying load along the beam, increasing from the midspan to beam edge.

3. Barrier load is distributed equally among bridge beams, and is considered a composite load.

4. Overhang section of the bridge is accounted for by the addition of a varying load similar to the haunch loading.

II. Design Data




Memphis District



III. Loads Inputs Into LeapCONSPAN

Loads that are to be input into LeapCONSPAN are calculated in this section.The effects of beam camber are taken intoeffect when computing haunch loads along the beam.

a. Concrete Barrier/Parapet Dead Load

There are two barriers located on either side of the bridge deck. The surface area of the barrier was taken from Microstationas shown in Section II above. The total weight of both barriers will be equally distributed to each beam.

Total Area of Barriers Abarrier 2Arail 6.63 ft2

Total Barrier Load wbarrier Abarrier γc 0.9943kipft

This load is input into LEAPCONSPAN as a Composite DC, line load.

b. Concrete Haunch Dead Load

The additional weight of the 3" concrete haunch is calculated here. This takes into account beam camber and assumesan average haunch depth at midspan to be 2.5" (3" at the ends). Leap already takes into account 1.5" of the total overallhaunch thickness; so, only the additional thickness dead loads are calculated. The load will be input as a linearly varyingload from midspan to the end of each beam.

Haunch Thickness at Beam Ends he 3 in

Haunch Thickness at Beam Midspan hmid 2.5 in

Haunch Thickness LEAP hLP 1.5 in

Memphis District



c. Concrete Overhang Additional Dead Load

The additional overhang section is not accounted for in LEAP. The overhang section addition is only applicable atexterior beams. See sketch below for portion of overhang being considered. As with the haunch, the overhang sectionwill vary from beam end to midspan due to camber; this is also accounted for in calculations.

Overhang Length bover overBf2

1ft

Overhang Depth at Beam Ends dover.end he 1in 4 in

Overhang Depth at Beam Midspan dover.mid hmid 1in 3.5 in

Weight of Overhang at End wover.endbover dover.end

2γc 0.025

kipft

Weight of Overhang at Midspan wover.midbover dover.mid

2γc 0.02188

kipft

This load is input into LEAPCONSPAN as a Precast DC, trapezoidal load.

d. Future Wearing Surface

Future wearing surface is 20 psf per MnDOT Design Manual. This load is distributed across the bridge beams consideringthe clear width of the bridge deck.

Future wearing surface load fws 20 psf

Bridge Clear Width wclear 23 ft

Load on Each Beam DWfws wclear

Nb0.15 kip

ft

Per MnDOT, Section 3.3, the future wearing surface load is to be combined with the other component dead loads (DCloads). The load factors for DC loads will be used for the future wearing surface load per this guidance.

This load is input into LEAPCONSPAN as a Precast DC, line load.

Page 3 of 3

Page 66 of 829

LEAP CONSPAN Analysis Results

Page 67 of 829

Analysis results for vehicle moving live loads are presented on pages XX-XX with LEAP filename: FMM WRS VSB_Live Loads. Analysis results for outrigger point loads are presented on pages XX-XX with the following LEAP filenames: (1) FMM WRS VSB_Outrigger Load Case 1; (2) FMM WRS VSB_Outrigger Load Case 2; (3) FMM WRS VSB_Outrigger Load Case 3.

PROJECT DATA

Project: Fargo Moorhead Municipal Wild Rice River StructureDesigner: MVRDate: Sept/14/2017Checked By:Date Checked:User job number:State: North Dakota, State Job #:State Specification: None Design Code: AASHTO LRFD - [6th Edition, with 2013 Interim Revisions]Units: USSpan Type: Simple SpanFlared Girder: NoComments: Vehicle service bridge on the Wild Rice Control Structure

2 spans - Simple span with concrete deck23 foot clear bridge deck width with concrete barriers12.5" reinforced cast in place deck (includes 1/2" sacrificial wearing surface)Epoxy coated reinforcementDiaphragms at the supports onlyTwo model cranes are included in live load calculations.

File Name: \\mvm-netapp2.mvm.ds.usace.army.mil\Data\EC\Design\STRUCTURES\Projects\Wild Rice (MVP)\Computations\Vehicle Service Bridge\LEAP\FMM WRS VSB_Live Loads.csl

Sheet # 1

Job #

Program: LEAP® CONSPAN® V8i (SELECTseries 7) USACE Memphis TN Designed MVR Version: 14.00.00.19 Copyright © Bentley Systems, Inc. 2014 Date Sept/14/2017

www.bentley.com Phone: 1-800-778-4277 CheckedFile Name: FMM WRS VSB_Live Loads.csl Date

Units: U.S. Units Design Code: AASHTO LRFDPage 68 of 829

Moving loads are considered in this LEAP file (FMM WRS VSB_Live Loads). Results for each beam is presented on the following pages (XX-XX).

FMM WRS VSB_Live Loads.csl

Along with the HL-93 loading, two design cranes were also added as permit vehicles for analysis.

p g pp yTwo model cranes are included in live load calculations.

GEOMETRY DATABRIDGE LAYOUT

SPAN DATA

BEAM DATA

Overall Width (ft) 25.000Left curb (ft) 1.000Right curb (ft) 1.000Curb-to-curb width (ft) 23.000Number of spans 1Number of lanes 1 Lane width (ft) 12.000Eff Deck thick (in) 12.000Sacrificial thick (in) 0.500Haunch thickness (in) 1.500Haunch width (in) 30.000Bridge c/s,MI(Ixx) (in4) 608206.63

Precast length, ft = 48.458Bearing-to-bearing, ft = 47.208Release span, ft = 48.458

BR01 - Bridge elevation

1 MnDOT 27M 2.250 516.0 43075.2 27.00 13.59 30.00 7.3752 MnDOT 27M 10.250 516.0 43075.2 27.00 13.59 30.00 10.2503 MnDOT 27M 10.250 516.0 43075.2 27.00 13.59 30.00 7.375

No ID Loc-prevftAreain2

MI(Ixx)in4

Heightin

Ybin

B-topgin

B-tribft

Sheet # 2

Job #




As defined in Material Tab. For beam level properties look at Beam Specific output.

CONCRETE PROPERTIES

STRAND AND REBAR PROPERTIES

PRESTRESSED STEEL:6/10-270K-LL, Low relaxation strands

Depressed at 0.40LStrand Diameter = 0.600 inTensile Strength(fpu) = 270.0 ksi

Use transformed strand and rebar: No

REINFORCING STEEL:Tension/Shear steel: fy = 60.0 ksi Es = 29000 ksi

BR01 - Bridge cross section

MATERIAL DATA - Project Level

f'c (ksi) 7.500 8.500 4.000Wc (pcf) 155.000 155.000 150.000Ec (ksi) 4464.000 4688.000 3834.250K1 1.000 1.000 1.000Thermal coeff.(1/°F) 0.00000600

PrecastRelease

PrecastFinal C.I.P

Sheet # 3

Job #




LOADS DATA

Loads generated using Permanent Load Wizard: NODEAD LOADS ON PRECASTUNITS: (Point: kips, Location: ft, Line: klf, Trapez: klf)

DIAPHRAGM LOADS - NONE

DEAD LOADS ON COMPOSITEUNITS: (Point: kips, Location: ft, Line: klf, Trapez: klf, Area: ksf, Width: ft)

TEMPERATURE LOADS - NONE

LIVE LOADSLive load deflection: not included.

Pedestrian Load - NONE

1 1 DC Trapez 0.025 0.000 0.022 23.604 Overhang Deck Ext Beam E to M 1 1 DC Trapez 0.022 23.604 0.025 47.208 Overhang Deck Ext Beam M to E1 1 DC Trapez 0.031 23.604 0.047 47.208 Stool Concrete M to E1 1 DC Trapez 0.047 0.000 0.031 23.604 Stool Concrete E to M1 1 DC Line 0.153 0.000 0.153 47.208 Future Wearing Surface Load1 1 DC Line 0.046 0.000 0.046 47.208 Sacrificial Wearing Surface1 2 DC Trapez 0.031 23.604 0.047 47.208 Stool Concrete M to E1 2 DC Trapez 0.047 0.000 0.031 23.604 Stool Concrete E to M1 2 DC Line 0.153 0.000 0.153 47.208 Future Wearing Surface Load1 2 DC Line 0.064 0.000 0.064 47.208 Sacrificial Wearing Surface1 3 DC Trapez 0.025 0.000 0.022 23.604 Overhang Deck Ext Beam E to M1 3 DC Trapez 0.022 23.604 0.025 47.208 Overhang Deck Ext Beam M to E1 3 DC Trapez 0.031 23.604 0.047 47.208 Stool Concrete M to E1 3 DC Trapez 0.047 0.000 0.031 23.604 Stool Concrete E to M1 3 DC Line 0.153 0.000 0.153 47.208 Future Wearing Surface Load1 3 DC Line 0.046 0.000 0.046 47.208 Sacrificial Wearing Surface

Span Beam DC/DW Type Mag.1 Loc.1 Mag.2 Loc.2 Description

1 DC Line 0.994 0.000 0.994 47.208 Railing Line LoadSpan DC/DW Type Mag.1 Loc.1/Width Mag.2 Loc.2 Description

Design Lane Design LaneDesign Tandem Design TandemDesign Truck Design Truck

ID Type

User Defined Truck:ID: Design Crane 1 Width, ft: 10.00 Wheel Spg., ft: 9.00Description: Tadano ATF 100G-4

Sheet # 4

Job #




User Defined Truck:ID: Design Crane 1 Width, ft: 10.00 Wheel Spg., ft: 9.00Description:

gTadano ATF 100G-4

,

User Defined Truck:ID: Design Crane 2 Width, ft: 10.00 Wheel Spg., ft: 9.00Description: LTM 1095-5.1

Sheet # 5

Job #




User Defined Truck:ID: Design Crane 2 Width, ft: 10.00 Wheel Spg., ft: 9.00Description:

gLTM 1095-5.1

,

LIVE LOADS USEDLIVE LOAD LIBRARY: default.cs3

1 ID: Design LaneDescription: Design Lane as in AASHTO-LRFDType: Design Lane

Lane Load: Intensity = 0.64 klf, Width = 10.00 ft

2 ID: Design TandemDescription: Design Tandem as in AASHTO-LRFDType: Design Tandem

First Axle Magnitude = 25.00 k, Wheel Spacing = 6.00 ft, Truck Width = 10.00 ft

1 25.00 4.00 4.00 0.00# Magnitude,k

Max Spacing,ft

Min Spacing,ft

Increment,ft

3

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