table of contents - maine

Table of Contents

DESCRIPTION OF BRIDGE……………………………………….………... 1

SUMMARY OF BRIDGE RATING………………………………………….. 2

LOAD RATING NOTES AND ASSUMPTIONS……………………………. 4

LOAD CALCULATIONS…………………………………………………….. 7

CSiBRIDGE INPUT REPORTS

NON-COMPOSITE MODEL……………………………………… 13 COMPOSITE MODEL…………………………………………… 46

CSiBRIDGE OUTPUT REPORTS

NON-COMPOSITE MODEL………………………………... 56 COMPOSITE MODEL………………………………………. 58

RATING CALCULATIONS

GIRDER RATING………………………………………………… 64 FLOORBEAM RATING……………………………………………151 STRINGER RATING………………………………………….......173

APPENDIX A: BRIDGE DRAWINGS

APPENDIX B: STRUCTURE INVENTORY AND APPRAISAL SHEET

APPENDIX C: TRANSVERSE STIFFENER AS LATERAL BRACE

APPENDIX D: CRANE LOADING

DESCRIPTION OF BRIDGE 3657 STATE HIGHWAY AGENCY STATE HIGHWAY AGENCY VASSALLBORO 201-100

Bridge Number: Owner: Maintained By: Location:Route Carried: Feature Intersected: SEVEN MILE BROOK

Latest NBI Inspection Date: 11/01/2012 Field Verification Date: N/A Date of Construction: 1939 Bridge Type: GIRDER-FLOORBEAM-STRINGER Material Properties: STEEL: fy = 33 ksi (ASTM A7-36), fy = 36 ksi (ASTM A36)

CONCRETE: f’c = 3ksi Original Design Loading: H20 Date(s) of Rebuild/Rehab : 1993 Description of Rebuild/Rehab : COMPOSITE DECK INSTALLED, ADD’T STRINGER Posting: NO RESTRICTION

Superstructure: CONTINUOUS BUILT-UP RIVETED STEEL PLATE-GIRDERS, ROLLED STEEL FLOORBEAMS AND STRINGERS

Substructure: CONCRETE ABUTMENTS AND PIERS Bearings: STEEL ROCKER BEARINGS AT ABUTMENT & PIER 1,

FIXED BEARINGS AT PIER 2 Bridge Spans: TOTAL LENGTH = 260’-0” (C.-C. BRG)

SPAN 1&3 = 70’-0”, SPAN 2 = 120’-0” Bridge Skew: NONEBridge Width: 33’-8” OUT-TO-OUT Roadway Width: 30’-0” CURB-TO-CURB Roadway Surface: 3” BITUMINOUS PAVEMENT Curbs: CONCRETE, 9” REVEAL Sidewalk/Walkway/Median: NONE Utilities: N/A Bridge Railing: 4-BAR ALUMINUM BRIDGE RAILApproach Railing: W-BEAM GUARDRAIL

Wearing Surface Condition: 7 GOOD Bridge Railing Condition: 0 SUBSTANDARD Deck Condition: 7 GOOD Beam Condition: 6 SATISFACTORY Bearing Condition: UNKNOWN Abutment Condition: 6 SATISFACTORY Pier Condition: 6 SATISFACTORY

1

Bridge No: 3657 Owner: STATE HIGHWAY AGENCY

Town/City: VASSALBORO Maintainer: STATE HIGHWAY AGENCY

Route Carried: ROUTE 201-100 Year Built 1939

Crosses: SEVEN MILE BROOK Year(s) Rebuilt/Rehab: 1993

SUMMARY OF BRIDGE RATING

Posting Analysis (Permit Crance)Governing Posting:Governing Load Model:

LRFR Evaluation Factors: Please check all the boxes that apply:

Live Load Distribution Factor: CSI ModelLive Load DF Routine Commercial: N/ALive Load DF Special Hauling: N/A Connections control the load ratingImpact Factor: 33% Exterior girder controls load ratingGoverning Condition Factor, φc: 1 As-built load rating

System Factor, φs: 0.9 As-inspected load rating

ADTT (one-way): 257 One Lane LoadedAdvanced Analysis UsedActual Measurements TakenFinite Fatigue Life years

0.00

Bridge load rating is governed by substructure rating

#N/A

N/AN/A1.05

HL-93INVENTORYOPERATING

HL-93 modified

INVENTORYOPERATING

PERMIT CRANE

N/AN/A

52.73

POSTING LOAD (TONS)

OK

VEHICLE TYPE RT (TONS)RF

0.881.14

31.6140.98

2

BREAKDOWN OF BRIDGE RATING

Town/City: VASSALBORO Route Carried: ROUTE 201-100Bridge No: 3657 Crosses: SEVEN MILE BROOK

LOAD RATING POINTS OF INTEREST

Permit LoadsInv Oper Inv Oper Crane

72.0 kip 72.0 kip 90.0 kip 90.0 kip 100.0 kip

8.37

3.98

INTERMEDIATE FLOORBEAMFLEXURE

0.5L

2.41 3.12 3.06INTERMEDIATE FLOORBEAM

SHEAR1.0L

END FLOORBEAMSHEAR

1.0L

24CBx87 STRINGERFLEXURE

0.5L

24CBx87 STRINGERSHEAR

1.0L

1.05

1.09

4.22

0.97 1.26

2.48

3.03

3.76 3.53

5.13

4.05

3.28

1.06

3.73

CONTROLLING RATING FACTORS

0.88 1.14

1.94- 1.97

1.05

3.07

Bridge Component

2.87

2.21

HL-93

2.86

6.57 8.52

2.68 3.48

5.47

1.15

0.88 1.14

-

0.89

HL-93 Modified

24WFx84 STRINGERSHEAR

1.0L

24WFx84 STRINGERFLEXURE

0.5L

PLATE-GIRDERFLEXURE

0.71L (SPAN1)

PLATE-GIRDERSHEAR

1.0L (SPAN1)

FLOORBEAM-TO-GIRDER CONNECTION

END FLOORBEAMFLEXURE

0.5L

STRINGER-TO-FLOORBEAM CONNECTION

3

Seven Mile Brook Bridge (Vassalboro) Made By: DAD 3/17/14 Client: MaineDOT Bridge No.: 3657 Checked By: JDWC 5/1/14 Job Number: 46583-DS-330 Backchecked By: DAD 5/1/14 Page 1 of 3

Notes and Assumptions:

References Used:

The Manual for Bridge Evaluation (MBE), Second Edition, w/ 2014 Interims, AASHTO

AASHTO LRFD Bridge Design Specifications (LRFD), Sixth Edition, 2012, AASHTO

MaineDOT Load Rating Guide, 2013

MaineDOT Structural Inventory and Appraisal Sheet (SI&A Sheet), 2012

General Notes:

This load rating was performed in accordance with the Maine Department of Transportation guidelines. The

calculations herein reflect one method of analysis. The analysis was performed based on the MBE code‐prescribed

analytical procedures. A proprietary bridge design and analysis program, CSiBridge, in combination with

spreadsheets, was used to develop load ratings for the Design Load and State Legal Loads when necessary.

The following typical members and connections were rated for the HL‐93 design load: Plate‐girder, floorbeam,

stringer, stringer‐to‐floorbeam connection, floorbeam‐to‐girder connection. Flexural Inventory Rating Factors for

the typical Plate‐girder were less than 1.0; therefore, MaineDOT Legal Load Configuration ratings were performed.

Bridge Description:

The Seven Mile Brook Bridge is a 265’‐0” long, 3‐span bridge built in 1939 and rehabilitated in 1993. The

superstructure consists of two continuous haunched riveted steel plate‐girders, simply supported rolled stringers

and floorbeams. Spans 1 & 2 are 70’‐0” long and span 2 is 120’‐0” long. The original concrete deck was replaced in

1993, and made composite with girders, stringers and floorbeams. A concrete curb, aluminum handrail and a new

stringer were added with the composite deck.

Rating Comments:

The Plate‐Girder was rated for flexure, shear and fatigue. Floorbeams and Stringers were rated for flexure and

shear per MaineDOT Load Rating Guide, 2013. Floorbeam and Stringer connections were rated at operating level.

Condition Factors:

A condition factor of 1.0 was used due to the “Satisfactory” superstructure condition reported in the Structural

Inventory and Appraisal Sheet.

Assumptions:

Modeling

Material Strengths: Existing Steel ASTM A7‐36: Fy = 33 ksi

New Steel ASTM A36: Fy = 36ksi

Class A Concrete: f’c = 3ksi

Haunched riveted plate‐girders, composite

Straight rolled stringers and floorbeams, composite

4

Seven Mile Brook Bridge (Vassalboro) Made By: DAD 3/17/14 Client: MaineDOT Bridge No.: 3657 Checked By: JDWC 5/1/14 Job Number: 46583-DS-330 Backchecked By: DAD 5/1/14 Page 2 of 3

Beam Sizes: Girders: Built‐up section, varying web depth and cover plate thicknesses

Stringers 1, 2 & 4: 24CBx87

Stringer 3: 24WFx84

Floorbeams: 36CBx150

Slab thickness is 7½”. Slab haunches are not modeled as structural components and the self‐weights are

added as uniformly distributed loads to girders, stringers and floorbeams.

3” Hot bituminous Wearing Surface. Wearing Surface is non‐structural and the self‐weight is applied as a

surface pressure to the slab.

Curbs provide no structural stiffness; their self‐weight, along with that of the railing, is added through

uniformly distributed loads to the girders only.

Two identical models are created: a non‐composite model in which the deck elements provide minimal

structural stiffness with an E =14ksi to account for the stiffness of the deck forms, and a composite model

in which the deck elements have fully cured concrete material properties in the positive moment regions

and negligible longitudinal properties in the negative moment regions (between the points of dead load

contraflexure). Load distribution to the girders, stringers and floorbeams is then determined by the

program. The loads applied to each model are discussed in the “Loads” section below.

Girders, stringer and floorbeams are modeled such that their top flanges are coincident (inserted at top

center).

o The deck is offset such that the bottom surface is flush with the tops of the girders, stringers and

floorbeams.

Support conditions are modeled as rollers at both abutments and pier 1 with displacements and rotations

restrained in the minor axis, and fixed at pier 2 with all displacements restrained along with minor axis

rotations.

Output is taken from the composite model using the Section Cut feature. This incorporates the resultant

forces from the tributary portion of the deck along with the member in question at each critical location.

Section cuts are also used for the non‐composite model, as the deck contribution is negligible.

Loads

The miscellaneous structural steel dead load has been increased by 20% to account for splices,

components, and hardware.

Impact of 33% is applied to all vehicles

Two lanes may be loaded at the same time, with a distance of 4ft between adjacent trucks

Multiple presence factors are applied as per AASHTO Table 3.6.1.1.2‐1 (1.00 for two loaded lanes)

Wheel loads are located a minimum of 3ft from the edge of the curb (edge of travel lane).

The following loads are assigned to the non‐composite model:

o DC1: Self‐weight of steel superstructure (computed by program)

o DC1: Self‐weight of steel superstructure miscellaneous steel. (User defined)

o DC1: Self‐weight of concrete deck. (computed by program)

o DC1: Self‐weight of concrete haunches. (User defined)

The following applied loads are assigned to the composite model:

o DC2: Weight of curb and railing

o DW2: Weight of the wearing surface

See the calculation of loads for more detailed assumptions.

5

Seven Mile Brook Bridge (Vassalboro) Made By: DAD 3/17/14 Client: MaineDOT Bridge No.: 3657 Checked By: JDWC 5/1/14 Job Number: 46583-DS-330 Backchecked By: DAD 5/1/14 Page 3 of 3 Connections

As per the MBE 6A.6.12.5, connections are analyzed as bearing type connections for HL‐93 at the

Operating Level, Strength I Limit State. The stringer‐to‐floorbeam connections are rated for bearing, rivet

shear, and block shear in the stringer web. The floorbeam‐to‐girder connections are rated for bearing,

rivet shear at the floorbeam web, block shear in the floorbeam web, and combined rivet tension and

shear at the girder web due to the connection eccentricity.

Connection rating is based on actual factored loads, regardless of the 75% capacity rule found in AASHTO

6.13.2.1

Rivet holes are reamed per shop drawings.

Net section properties are calculated as per AASHTO 6.13.4 and 6.8.3.

For the stringer‐to‐floorbeam connections only, eccentricity is considered negligible.

Rating

Condition, system, resistance and load factors are all applied as per the MBE

Flexural capacity of the girders is calculated as per AASHTO 6.10.7 & 6.10.8 (including slab reinforcement

for negative bending). As the controlling flexural section at the end of Zone 3 is in negative bending, the

bottom cover plate and flange angles are in compression; therefore, they are considered fully developed

and are utilized in the capacity calculation.

Shear capacity of the girders is calculated as per AASHTO 6.10.9.3

Flexural capacities of the stringers and floorbeams are calculated as per AASHTO 6.10.7.1.2

Shear capacities of the stringers and floorbeams are calculated as per AASHTO 6.10.9.2

Transverse stiffeners were used as lateral brace points at intermediate locations along the span. More

detailed description, along with calculations, can be seen in Appendix C.

For the girder, stringers and floorbeams, in order to combine the composite and non‐composite loadings,

ratings were calculated using a stress‐based approach as shown in the general equation below for flexure.

Fn represents the composite or non‐composite capacity of the section depending on positive or negative

flexure. Dead load stresses are derived from non‐composite section properties, denoted by the subscript

“nc” and superimposed dead loads, wearing surface and live load stresses are derived from composite

section properties, denoted by the subscript “c”, where applicable dependent on negative or positive

flexure. When the section is allowed to develop plastic capacity, in the case of the rolled stringers and

floorbeam, the plastic section properties “Z” are used to derive superimposed and live load stresses.

o Flexure: _ _

o Shear:

The presence of rivet holes in the tension flange of the thru‐girder qualifies as a Category C (fatigue‐

sensitive) detail. The Plate‐girders are therefore rated for infinite fatigue life as specified in MBE 6A.6.4.1.

6

γ

2/11

/14

MAI

NED

OT

BRID

GE 3

657

11

CSiBRIDGE OUTPUT REPORTS

55

Seven Mile Brook Bridge over Seven Mile Brook CSiBridge 2014 v16.1.0 - License #*1AP34ZNDW3343R9 Made by: DAD Made by: JDWC May 2017

HNTB NON-COMPOSITE MODEL OUTPUT Page 1 of 2

License #*1AP34ZNDW3343R9

Bridge 3657 Project Number: 63738-DS-661

Prepared for Maine DOT

CSiBridge Analysis Report

Prepared by HNTB

Model Name: Seven Mile Brook Bridge over Seven Mile Brook

May 2017

56

Seven Mile Brook Bridge over Seven Mile Brook CSiBridge 2015 v17.1.1 - License # 20 April 2017

HNTB Page 2 of 2

Table: Section Cut Forces - Design Table: Section Cut Forces - Design

SectionCut

OutputCase

CaseType

P V2 V3 T M2 M3

Kip Kip Kip Kip-in Kip-in Kip-in

EndFB_M DC1 LinStatic 0.087 -0.770 -0.070 0.927 -5.916 2051.915

EndFB_V DC1 LinStatic -0.531 21.990 0.498 -9.755 -10.511 -70.151

IntFB_M DC1 LinStatic -1.279 -1.446 0.034 0.072 2.166 3547.580

IntFB_V DC1 LinStatic -1.542 38.020 -0.242 2.678 -1.021 -98.058

S1_M DC1 LinStatic -7.469 -8.182E-03 -0.061 0.112 8.815 638.628

S1_V DC1 LinStatic 3.336 -7.485 -0.262 4.522 11.110 283.642

S2_M DC1 LinStatic 1.347 0.025 -0.020 4.662 -27.134 561.044

S2_V DC1 LinStatic -0.499 -5.777 0.393 -3.605 -13.674 181.284

S3_M DC1 LinStatic 0.754 0.149 0.033 -2.938 11.683 440.417

S3_V DC1 LinStatic -0.382 -4.324 -0.188 1.324 6.823 138.405

S4_M DC1 LinStatic -8.399 -2.763E-04 0.082 -1.648 9.461 652.005

S4_V DC1 LinStatic 3.852 -7.710 0.031 -1.760 -3.436 297.519

Z10_E DC1 LinStatic 3.300 -74.223 0.840 3.112 29.958 16345.265

Z11_E DC1 LinStatic 4.767 -63.840 0.830 -21.863 17.752 22033.087

Z12_E DC1 LinStatic 7.248 -0.024 0.029 0.756 35.327 27051.082

Z1_E DC1 LinStatic 0.354 -23.221 -0.298 -1.971 34.541 4173.838

Z1_S DC1 LinStatic 0.147 -37.860 -1.108 32.182 -69.641 -5.864

Z3_E DC1 LinStatic -3.457 99.371 -0.755 21.073 -9.309 -9834.382

Z3_S DC1 LinStatic -2.430 41.466 -0.450 6.702 20.065 2273.927

Z4_E DC1 LinStatic -3.458 110.824 -0.064 -0.888 20.768 -19925.705

Z5_E DC1 LinStatic -3.457 121.365 0.417 -19.469 0.255 -29506.210

Z6_R DC1 LinStatic -3.232 -162.245 -0.689 35.638 -37.749 -37180.764

Z7_S DC1 LinStatic -3.232 -156.528 -0.465 23.945 -12.069 -30294.464

Z8_S DC1 LinStatic -3.232 -149.822 -0.216 11.402 8.218 -22251.408

Z9_E DC1 LinStatic 1.046 -84.155 0.864 28.548 13.191 9703.104

Z9_S DC1 LinStatic -3.232 -143.321 0.110 -0.612 14.485 -14334.887

Zone_2_mid

DC1 LinStatic -1.999 30.651 -0.813 33.789 -46.116 6359.188

Zone_3_FB_LEft

DC1 LinStatic -3.216 56.986 0.875 -27.223 -41.436 -5863.760

57

Seven Mile Brook Bridge over Seven Mile Brook CSiBridge 2014 v16.1.0 - License #*1AP34ZNDW3343R9 Made by: DAD Made by: JDWC May 2017

HNTB COMPOSITE MODEL OUTPUT Page 1 of 5

License #*1AP34ZNDW3343R9

Bridge 3657 Project Number: 63738-DS-661

Prepared for Maine DOT

CSiBridge Analysis Report

Prepared by HNTB

Model Name: Seven Mile Brook Bridge over Seven Mile Brook

May 2017

58


HNTB Page 2 of 5

Table: Section Cut Forces - Design Table: Section Cut Forces - Design

SectionCut OutputCase CaseType StepType

P V2 V3 T M2 M3


EndFB_M DC2 LinStatic 0.715 -0.025 -0.068 -0.108 1.946 29.535

EndFB_M DW LinStatic 0.404 -0.188 -0.175 0.348 17.781 216.905

EndFB_M Permit - 2 Lanes

LinMoving Max 13.412 3.473 1.412 275.898 -4.536 3671.455

EndFB_M Permit - 2 Lanes

LinMoving Min -10.185 -20.192 -3.226 -188.335 278.286 -124.216

EndFB_V DC2 LinStatic -2.147 0.752 2.271 13.885 -21.153 -36.636

EndFB_V DW LinStatic -4.552 4.946 3.189 -6.402 -30.262 -258.175

EndFB_V Permit - 2 Lanes

LinMoving Max 10.014 72.574 33.476 218.635 -293.625 159.488

EndFB_V Permit - 2 Lanes

LinMoving Min -50.536 -3.051 -8.428 -374.806 88.273 -3682.465

IntFB_M DC2 LinStatic 1.006 -5.067E-03 1.999E-03 -0.289 -28.499 16.401

IntFB_M DW LinStatic 2.875 -0.260 2.075E-03 -0.760 -42.420 660.052

IntFB_M Permit - 2 Lanes

LinMoving Max 20.168 7.513 0.151 184.227 -407.606 9170.409

IntFB_M Permit - 2 Lanes

LinMoving Min -1.071 -26.117 -0.142 -176.430 129.563 -602.601

IntFB_V DC2 LinStatic -0.181 0.034 -0.022 -0.557 -17.876 8.949

IntFB_V DW LinStatic 1.195 6.240 -0.036 -0.449 -27.582 33.001

IntFB_V Permit - 2 Lanes

LinMoving Max 11.677 90.495 0.072 523.404 -738.403 428.510

IntFB_V Permit - 2 Lanes

LinMoving Min -10.146 -8.458 -0.350 -429.319 292.448 -61.509

S1_M DC2 LinStatic -16.957 -5.262E-04 -0.163 -0.777 -16.030 136.123

S1_M DW LinStatic -26.439 0.098 -0.424 -0.842 -2.078 253.568

S1_M Permit - 2 Lanes

LinMoving Max 33.866 8.363 7.720 99.616 -314.313 2306.296


LinMoving Min -174.025 -9.710 -9.458 -98.989 337.140 -206.346

S1_V DC2 LinStatic 3.929 0.199 -0.013 0.159 0.058 41.382

S1_V DW LinStatic 5.934 -0.357 0.017 0.061 4.117 87.538

S1_V Permit - 2 Lanes

LinMoving Max 23.379 4.219 1.367 13.008 -24.579 610.712


LinMoving Min -6.498 -16.487 -1.000 -14.761 70.235 -79.749

S2_M DC2 LinStatic -9.712 0.012 -0.032 -0.166 -137.569 113.863

S2_M DW LinStatic -16.375 0.015 4.612E-03 1.807 -239.617 227.199


LinMoving Max 19.828 15.740 5.945 57.490 -1836.457 2671.874


LinMoving Min -93.389 -18.087 -5.362 -55.987 255.919 -169.937

S2_V DC2 LinStatic 3.320 -9.365E-03 7.857E-04 0.016 0.032 40.314

S2_V DW LinStatic 5.192 -1.013 0.028 0.823 -0.030 95.781


LinMoving Max 17.464 7.246 1.124 7.255 -24.347 1021.647


LinMoving Min -5.172 -30.697 -0.599 -13.630 19.359 -59.623

S3_M DC2 LinStatic -8.127 0.011 0.041 0.150 79.750 103.943

S3_M DW LinStatic -13.887 2.835E-03 0.030 -1.285 142.051 207.268


LinMoving Max 17.187 9.372 4.968 88.027 -157.195 2333.689

59


HNTB Page 3 of 5

Table: Section Cut Forces - Design


P V2 V3 T M2 M3



LinMoving Min -78.560 -11.542 -5.348 -100.711 1101.547 -154.579

S3_V DC2 LinStatic 3.213 -3.798E-03 4.507E-04 -0.036 -7.150E-03 38.729

S3_V DW LinStatic 5.043 -0.901 -0.028 -0.396 -0.612 89.948


LinMoving Max 17.101 2.452 0.677 13.210 -28.305 759.206


LinMoving Min -5.060 -20.334 -1.139 -8.302 17.546 -57.569

S4_M DC2 LinStatic -14.471 6.603E-05 0.164 0.696 66.753 125.221

S4_M DW LinStatic -23.813 0.100 0.393 0.118 99.235 235.413


LinMoving Max 30.670 7.791 9.074 87.204 -204.505 2099.469


LinMoving Min -158.082 -8.775 -7.449 -85.444 767.540 -194.773

S4_V DC2 LinStatic 3.698 0.193 0.012 -0.159 -0.066 38.734

S4_V DW LinStatic 5.843 -0.213 -0.018 -0.458 -3.747 81.872


LinMoving Max 22.874 4.422 0.950 14.882 -60.172 529.702


LinMoving Min -6.349 -14.335 -1.354 -12.085 24.328 -76.546

Z10_E DC2 LinStatic 11.454 -8.556 3.223 7.095 54.332 2271.982

Z10_E DW LinStatic 19.916 -13.493 5.221 16.022 40.421 3567.077

Z10_E Permit - 2 Lanes

LinMoving Max 140.878 19.101 27.177 348.360 -648.613 27819.347


LinMoving Min -56.182 -96.761 -5.025 -328.916 750.841 -9677.210

Z11_E DC2 LinStatic 16.913 -6.128 2.272 0.045 51.120 2857.689

Z11_E DW LinStatic 27.710 -11.321 1.687 10.572 91.955 4555.060


LinMoving Max 173.095 22.316 14.486 474.148 -559.109 32919.639


LinMoving Min -55.557 -92.183 -7.733 -318.663 1092.913 -8782.106

Z12_E DC2 LinStatic 22.786 -0.011 0.102 0.589 79.320 3470.497

Z12_E DW LinStatic 37.329 -0.100 0.411 -1.140 80.383 5444.252


LinMoving Max 223.917 51.593 6.924 271.924 -533.971 36752.478


LinMoving Min -53.765 -52.865 -5.232 -303.253 849.637 -6525.615

Z1_E DC2 LinStatic 3.620 -2.997 0.420 2.896 36.657 661.821

Z1_E DW LinStatic 5.720 -5.134 0.455 -9.987 15.760 913.932


LinMoving Max 65.869 19.656 11.425 306.705 -351.691 10734.257


LinMoving Min -20.941 -79.144 -5.361 -325.829 467.273 -2573.285

Z1_S DC2 LinStatic 0.322 -6.986 0.912 10.020 4.097 -3.951

Z1_S DW LinStatic 0.379 -8.376 2.042 -10.309 17.221 6.693

Z1_S Permit - 2 Lanes

LinMoving Max 5.075 19.505 23.795 289.232 -184.495 198.765


LinMoving Min -1.565 -91.173 -5.499 -553.164 385.624 -130.754

Z3_E DC2 LinStatic -7.123 10.181 0.178 -4.790 -1.440 -856.422

Z3_E DW LinStatic -11.210 17.590 1.125 -31.029 -9.258 -1376.799


LinMoving Max 11.584 111.452 11.222 34.428 -195.059 12047.809


LinMoving Min -41.237 -5.387 -1.250 -302.919 50.719 -13921.827

Z3_S DC2 LinStatic -1.592 3.965 -1.895 -6.570 40.194 555.885

60


HNTB Page 4 of 5



P V2 V3 T M2 M3


Z3_S DW LinStatic -2.615 7.000 -2.465 -12.920 32.686 792.155


LinMoving Max 65.256 48.114 2.385 146.322 -582.098 18032.454


LinMoving Min -54.980 -30.005 -15.586 -293.559 981.505 -8309.055

Z4_E DC2 LinStatic -7.124 13.187 0.016 -0.284 -8.862 -1978.598

Z4_E DW LinStatic -11.213 20.558 -0.032 1.720 -44.177 -3218.181


LinMoving Max 11.588 122.796 2.661 126.526 -423.546 3853.950


LinMoving Min -41.235 -4.216 -3.354 -92.767 38.225 -16096.502

Z5_E DC2 LinStatic -7.124 15.862 -0.218 8.370 1.286 -3178.490

Z5_E DW LinStatic -11.212 23.412 -1.266 47.512 19.364 -5043.930


LinMoving Max 11.590 130.166 1.499 493.267 -150.682 3428.422


LinMoving Min -41.220 -4.440 -12.818 -57.707 250.639 -18478.890

Z6_R DC2 LinStatic -7.117 -21.915 0.278 -10.424 17.713 -4210.512

Z6_R DW LinStatic -11.202 -32.292 1.618 -60.382 102.468 -6547.500

Z6_R Permit - 2 Lanes

LinMoving Max 11.565 14.458 20.080 110.517 -424.550 3696.858

Z6_R Permit - 2 Lanes

LinMoving Min -40.973 -145.618 -3.639 -768.669 1145.821 -20401.548

Z7_S DC2 LinStatic -7.116 -20.558 0.205 -7.878 6.430 -3292.342

Z7_S DW LinStatic -11.202 -30.923 1.125 -42.276 38.391 -5177.774


LinMoving Max 11.567 14.424 13.513 105.595 -272.954 3075.257


LinMoving Min -40.960 -143.488 -3.187 -519.960 432.012 -17059.107

Z8_S DC2 LinStatic -7.116 -18.861 0.068 -2.643 -1.793 -2256.621

Z8_S DW LinStatic -11.202 -29.176 0.432 -15.844 -7.764 -3593.919


LinMoving Max 11.571 14.339 6.235 95.821 -162.771 2341.695


LinMoving Min -40.945 -140.411 -2.901 -237.053 111.576 -15513.064

Z9_E DC2 LinStatic 3.853 -10.992 3.867 14.143 56.333 1478.753

Z9_E DW LinStatic 6.724 -15.599 8.707 25.039 76.489 2398.477


LinMoving Max 77.899 15.934 49.908 354.983 -575.055 22726.203


LinMoving Min -52.013 -98.985 -5.374 -401.425 896.960 -10603.703

Z9_S DC2 LinStatic -7.116 -17.149 -0.027 0.893 -3.377 -1283.808

Z9_S DW LinStatic -11.201 -27.456 -0.132 4.935 -19.845 -2059.442


LinMoving Max 11.576 14.269 2.708 121.153 -259.034 4792.650


LinMoving Min -40.929 -137.312 -3.542 -92.425 41.049 -14089.307

Zone_2_Mid DC2 LinStatic 3.304 0.468 -1.538 -2.921 24.446 797.600

Zone_2_Mid DW LinStatic 1.817 4.004 1.469 -7.095 147.156 1399.217

Zone_2_Mid Permit - 2 Lanes

LinMoving Max 75.222 34.089 30.345 152.499 -515.888 18582.767

Zone_2_Mid Permit - 2 Lanes

LinMoving Min -47.227 -39.125 -4.695 -398.774 1895.292 -5314.665

Zone_3_FB_Left

DC2 LinStatic -8.923 7.103 -0.120 6.068 2.978 -466.084

Zone_3_FB_Left

DW LinStatic -11.676 11.177 -1.380 42.597 32.937 -683.462

61


HNTB Page 5 of 5



P V2 V3 T M2 M3


Zone_3_FB_Left

Permit - 2 Lanes

LinMoving Max 15.355 41.234 0.546 356.103 -14.274 15637.988

Zone_3_FB_Left

Permit - 2 Lanes

LinMoving Min -60.104 -11.578 -13.977 -47.786 341.241 -13051.214

62

RATING CALCULATIONS

63

VASSALBORO GIRDER CRANE RATING SUMMARY

EffectCondition

FactorSystem Factor

DC Factor

DW Factor

LL+I Factor

Crane Crane

CriticalSection

FDC1 FDC2 FDW φFn C FLL+IM1 R.F

Zone 1 4.98 ksi 0.68 ksi 0.93 ksi 33.00 ksi 29.70 ksi 10.07 ksi 1.67Zone 2 5.30 ksi 0.58 ksi 1.01 ksi 33.00 ksi 29.70 ksi 12.37 ksi 1.34Zone 3 2.39 ksi 0.50 ksi 0.72 ksi 33.00 ksi 29.70 ksi 15.06 ksi 1.32

Zone 3 - LT FB 5.82 ksi 0.27 ksi 0.40 ksi 33.00 ksi 29.70 ksi 7.70 ksi 2.21Zone 3 7.04 ksi 0.41 ksi 0.66 ksi 33.00 ksi 29.70 ksi 6.63 ksi 2.32Zone 4 8.30 ksi 0.62 ksi 1.01 ksi 33.00 ksi 29.70 ksi 5.06 ksi 2.67Zone 5 8.45 ksi 0.73 ksi 1.16 ksi 33.00 ksi 29.70 ksi 4.26 ksi 3.07Zone 6 8.69 ksi 0.82 ksi 1.27 ksi 33.00 ksi 29.70 ksi 3.95 ksi 3.19Zone 7 8.43 ksi 0.74 ksi 1.16 ksi 33.00 ksi 29.70 ksi 3.81 ksi 3.44Zone 8 8.58 ksi 0.66 ksi 1.05 ksi 33.00 ksi 29.70 ksi 4.54 ksi 2.89Zone 9 8.71 ksi 0.53 ksi 0.85 ksi 33.00 ksi 29.70 ksi 5.83 ksi 2.30Zone 9 6.44 ksi 0.85 ksi 1.38 ksi 33.00 ksi 29.70 ksi 12.05 ksi 1.22



Zone 3 - LT FB 5.82 ksi 0.40 ksi 0.60 ksi 33.00 ksi 29.70 ksi 11.45 ksi 1.46Zone 3 7.04 ksi 0.56 ksi 0.90 ksi 33.00 ksi 29.70 ksi 9.12 ksi 1.64Zone 4 8.30 ksi 0.78 ksi 1.27 ksi 28.87 ksi 25.98 ksi 6.36 ksi 1.59Zone 5 8.45 ksi 0.88 ksi 1.39 ksi 28.87 ksi 25.98 ksi 5.10 ksi 1.90Zone 6 8.69 ksi 0.95 ksi 1.48 ksi 27.42 ksi 24.68 ksi 4.62 ksi 1.79Zone 7 8.43 ksi 0.88 ksi 1.39 ksi 27.42 ksi 24.68 ksi 4.56 ksi 1.91Zone 8 8.58 ksi 0.83 ksi 1.32 ksi 27.42 ksi 24.68 ksi 5.68 ksi 1.53Zone 9 8.71 ksi 0.72 ksi 1.15 ksi 27.42 ksi 24.68 ksi 7.88 ksi 1.12Zone 9 6.44 ksi 0.47 ksi 0.76 ksi 33.00 ksi 29.70 ksi 3.20 ksi 4.94

Zone 10 7.20 ksi 0.57 ksi 0.90 ksi 33.00 ksi 29.70 ksi 3.57 ksi 4.14Zone 11 7.30 ksi 0.60 ksi 0.96 ksi 33.00 ksi 29.70 ksi 3.88 ksi 3.76Zone 12 9.14 ksi 0.74 ksi 1.17 ksi 33.00 ksi 29.70 ksi 4.39 ksi 2.82CriticalSection

VWeb,DC1 VWeb,DC2 VWeb,DW ΦVn C VWeb,LL+IM1 R.F

1.1 38 kips 7 kips 8 kips 213 kips 213 kips 91 kips 1.26Zone 1 23 kips 3 kips 5 kips 280 kips 280 kips 79 kips 2.40Zone 2 31 kips 0 kips 4 kips 280 kips 280 kips 39 kips 4.77Zone 3 41 kips 4 kips 7 kips 300 kips 300 kips 48 kips 3.85

Zone 3 - LT FB 57 kips 8 kips 11 kips 304 kips 304 kips 60 kips 2.71Zone 3 99 kips 10 kips 18 kips 370 kips 370 kips 111 kips 1.47Zone 4 111 kips 13 kips 21 kips 418 kips 418 kips 123 kips 1.50Zone 5 121 kips 16 kips 23 kips 449 kips 449 kips 130 kips 1.48Zone 6 162 kips 22 kips 32 kips 479 kips 479 kips 146 kips 1.09Zone 7 157 kips 21 kips 31 kips 489 kips 489 kips 143 kips 1.22Zone 8 150 kips 19 kips 29 kips 466 kips 466 kips 140 kips 1.20Zone 9 143 kips 17 kips 27 kips 456 kips 456 kips 137 kips 1.24Zone 9 84 kips 11 kips 16 kips 389 kips 389 kips 99 kips 1.98

Zone 10 74 kips 9 kips 13 kips 382 kips 382 kips 97 kips 2.11Zone 11 64 kips 6 kips 11 kips 360 kips 360 kips 92 kips 2.20Zone 12 0 kips 0 kips 0 kips 327 kips 327 kips 53 kips 4.91

CraneCONTROLLING MOMENT R.F = 1.05

CONTROLLING SHEAR R.F = 1.09

SHEAR

SHEAR 1.00 1.00 1.25 1.5 1.26

CRANE - GIRDER RATING

MOMENT 1.00 0.90 1.25 1.5 1.26

TENSION

COMPRESSION

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MAINE DOT BRIDGE 3657

Girder Rating_Crane.xlsxPERMIT RATINGS SUMMARY 1 of 1

4/19/20176:14 PM64

MAINEDOT BRIDGE 3657 GIRDER COVER PLATE CUTOFFS

Input

Span Length and Rivet GeometryRivet shear area, Ar: 0.60 in² 7/8"ϕ

# Rivets per row: 2Number of faying surfaces, m: 1

Pitch of rivets, s: 3 in AverageGage of rivets, g: 3 in

Edge distance, dedge: 1.75 in

Material Properties

Yield strength, Fy: 33 ksi MBE Table 6B.5.2.1-1

Ultimate strength, Fu: 60 ksi MBE Table 6B.5.2.1-1

Modulus of Elasticity, Es: 29000 ksiFactored shear strength of rivet, φF: 21 ksi MBE Table 6A.6.12.5.1-1

Resistance FactorsYielding, ϕy: 0.95 AASHTO 6.5.4.2 (Gross Section)Fracture, ϕu: 0.80 AASHTO 6.5.4.3 (Net Section)

ZONE 1

ZONE 2

ZONE 3

ZONE 4

ZONE 5

ZONE 6A

ZONE 6B

ZONE 8

ZONE 7

ZONE 9

ZONE 10

ZONE 11

ZONE 12

1/2 "CP

3/4 "CP

3/4 "CP

3/4 "CP

3/4 "CP

3/4 "CP

3/4 "CP

3/4 "CP3/4 "

CP3/4 "CP3/4 "

CP3/4 "CP

3/4 "CP

1/2 "CP

1/2 "CP

1/2 "CP

1/2 "CP

1/2 "CP

1/2 "CP

1/2 "CP

1/2 "CP

1/2 "CP

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Girder Rating.xlsxCover Plate Cutoffs 1 of 44

4/19/20176:19 PM65


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Cover Plate Cutoff

1/2" Cover Plate

InputCover plate width, bf: 18.0 in

Cover plate thickness, tf: 0.5 in

Cover Plate Net Area(bf - #rivets*Øhole)*tf = = 8.0 in²

(bf - 2*#rivets*Øhole+2*s2/4g)*tf = = 7.75 in²

Development Length

Factored YieldingResistance of Plate, ϕyPny = = =

Factored FractureResistance of Plate, ϕuPnu = = =

Tensile Capacityof Plate, Pr_cp = = =

Shear Capacityof Rivet, Pr_riv = = =

Rows of rivets necessary to develop capacity of plate:#rows = = =

Distance from edge of plate to critical location:Offset1 = = = 16.8 in

3/4" Cover Plate

InputCover plate width, bf: 18.0 in

Cover plate thickness, tf: 0.75 in

Cover Plate Net Area(bf - #rivets*Øhole)*tf = = 12.0 in²

(bf - 2*#rivets*Øhole+2*s2/4g)*tf = = 11.63 in²

Development Length

Factored YieldingResistance of Plate, ϕyPny = = =

Factored FractureResistance of Plate, ϕuPnu = = =

Tensile Capacityof Plate, Pr_cp = = =

Shear Capacityof Rivet, Pr_riv = = =

Rows of rivets necessary to develop capacity of plate:#rows = = =

Distance from edge of plate to critical location:Offset1 = = = 24.3 in

372.0 kip

min{ ϕyPny,ϕuPnu } min{ 282.2,372.0 } 282.2 kip

φFmAr 21*1*0.60 12.63 kip

12 rows

dedge + (#rows/2-1)*pitch 1.75 + (12/2-1)*3.0

ϕyFyAg 0.95*33*(18*0.75) 423.2 kip

Anet =(18-2*1) * 0.5

ϕuFuAnRpU 0.80*60*7.75*1.0*1.0

→ Anet = 7.75 in²[18-2*2*1+2*3.0²/(4*3)]*0.5

The critical location is taken to be 1/2 the distance between the first row of rivets and the last row necessary to develop the capacity of the cover plate.

ϕyFyAg 0.95*33*(18*0.5) 282.2 kip

11.63 in²[18-2*2*1+2*3.0²/(4*3)]*0.75

(Pr_cp / Pr_riv) / #rivets/row (282.2/12.63) / 2

The critical location is taken to be 1/2 the distance between the first row of rivets and the last row necessary to develop the capacity of the cover plate.

Anet =(18-2*1) * 0.75

→ Anet =

ϕuFuAnRpU 0.80*60*11.63*1.0*1.0 558.0 kip

min{ ϕyPny,ϕuPnu } min{ 423.2,558.0 } 423.2 kip

φFmAr 21*1*0.60 12.63 kip

(Pr_cp / Pr_riv) / #rivets/row (423.2/12.63) / 2 17 rows

dedge + (#rows/2-1)*pitch 1.75 + (17/2-1)*3.0


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Critical Section

Length to End of Plate

Critical Location

End Length

Zone 1 10.00 ft 11.40 ft 11.40 ftZone 3 34.50 ft 33.10 ft 33.10 ftZone 3 48.00 ft 50.02 ft 50.02 ftZone 4 56.00 ft 58.02 ft 58.02 ftZone 5 63.50 ft 64.90 ft 64.90 ftZone 6 70.00 ft 70.00 ft 70.00 ftZone 7 75.00 ft 73.60 ft 73.60 ftZone 8 80.00 ft 77.98 ft 77.98 ftZone 9 84.50 ft 82.48 ft 82.48 ftZone 9 97.00 ft 99.02 ft 99.02 ft

Zone 10 104.00 ft 106.02 ft 106.02 ftZone 11 111.50 ft 112.90 ft 112.90 ftZone 12 130.00 ft 130.00 ft 130.00 ft

106.02 ft112.90 ft

11.40 ft

Zone Length

21.71 ft

8.00 ft6.87 ft

3.60 ft4.38 ft4.50 ft

16.54 ft7.00 ft6.88 ft

17.10 ft

70.00 ft73.60 ft77.98 ft82.48 ft99.02 ft

33.10 ft

64.90 ft

16.92 ft

5.10 ft

Begin Length0.00 ft

11.40 ft

50.02 ft58.02 ft


4/19/20176:19 PM67

MAINEDOT BRIDGE 3657 CRITICAL SECTION CAPACITY

Girder Properties

Lbp = 0.00 ft Sections in Positive bendingLbn = 23.33 ft Sections in Negative bending (Span 1 & 3)Lbn = 24.00 ft Sections in Negative bending (Span 2)

Fy = 33.0 ksi

Es = 29000 ksi

Resistance FactorsΦf = 1.00 Resistance factor for flexure (AASHTO 6.5.4.2)

Φv = 1.00 Resistance factor for shear (AASHTO 6.5.4.2)

Slab Properties

f'c = 3000 psi

wc = 150 pcf

Ec = 3321 ksi

Modular ratio, n = 9

H = 1.00 in Haunch Height MaineDOT Design Guide Sec. 7.1.2SsR = 6.50 ft Stringer Spacing (right side)SsL = 3.83 ft Overhangs (left side)

t = 7.50 in Slab Thickness

Slab Width Slab width on either side of flange can be take as: AASHTO 4.6.2.61/2 the distance to the centerline of adjacent beam, plus overhang

Section Properties are calculated using ShapeBuilder Software. Concrete haunch is considered in the section properties. The slab is considered to be of uniform thickness 7.5in and the weight if the haunch is applied to the girder as a dead load.

85.00 in

Composite Section: MBE 6A.6.9.2All Permanent loads other than the self weight of steel, deck slab, deck haunches may be assumed to be carried by the longterm composite section.

Sections in Positive Bending:Use the effective width of concrete deck to resist the applied moments.

Sections in Negative Bending:Consider the contribution from deck reinforcement to resist the applied moments.

Effective Slab Width

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Vassalboro - Load Rating

Girder Rating.xlsxCritical Section Capacity 4 of 44

4/19/20176:19 PM68


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Deck reinforcement in negative bending zones:

Top Mat = #7 @ 12in and #5 @ 12in (Staggered, 6in between bars)Bottom Mat = #5 @ 6in

Astop = 6.45 in² Total area of steel in top mat

Asbot. = 4.39 in² Total area of steel in bottom mat

Clr. Cover top of slab = 2inClr. Cover bottom of slab = 1inTop and bottom Tranverse bars = #5

Distance from top flange to center of rebarYtop mat = 5.56 in ( Haunch Height + Slab Thickness) - (Top cover + Transverse bar Dia. + Long. Bar Dia/2)

Ybottom mat = 2.94 in Haunch + Bottom cover + Transverse bar Dia. + Long. Bar Dia/2

Riveted members: MBE 6A.6.9.6The moment capacity of riveted sections and sections with holes in the tension flange shall be limited to My

Girder Tension Section MBE Table 6B.6.2.1When the area of holes deducted for high strength bolts or rivets is more than 15% of the gross area, thatarea in excess of 15% shall be deducted from the gross area in determining stress on the gross section.

Chain of holes not considered base on interpretation, it is only appicable to fracture of net section

No. of Holes in Angle = 4No. of Holes in Cover Plate = 2

Hole Dia. = 1.00 in (7/8 Rivet)

Critical Section Net Bending Flange Area Area of Holes % Holes % Deduction Area to DeductZONE 1 Positive 15.50 in² 2.00 in² 12.90% 0.00% 0.00 in²ZONE 3 Positive 23.50 in² 3.00 in² 12.77% 0.00% 0.00 in²ZONE 3 Negative 27.50 in² 3.00 in² 10.91% 0.00% 0.00 in²ZONE 4 Negative 36.30 in² 4.50 in² 12.40% 0.00% 0.00 in²ZONE 5 Negative 49.80 in² 6.00 in² 12.05% 0.00% 0.00 in²ZONE 6 Negative 58.80 in² 7.00 in² 11.90% 0.00% 0.00 in²ZONE 7 Negative 49.80 in² 7.00 in² 14.06% 0.00% 0.00 in²ZONE 8 Negative 36.30 in² 6.00 in² 16.53% 1.53% 0.56 in²ZONE 9 Negative 34.80 in² 4.50 in² 12.93% 0.00% 0.00 in²ZONE 9 Negative 22.80 in² 3.00 in² 13.16% 0.00% 0.00 in²ZONE10 Positive 36.30 in² 4.50 in² 12.40% 0.00% 0.00 in²ZONE 11 Positive 49.80 in² 6.00 in² 12.05% 0.00% 0.00 in²ZONE 12 Positive 49.80 in² 7.00 in² 14.06% 0.00% 0.00 in²

Ytop

YBot.

AStop

ASbot.


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▪ Flexure is investigated at the following locations to determine the controlling Critical Sectionection

ZONE 1 Positive BendingZone 1 Critical Section

Distance Btw L's Height b-b L'sA 0.0000 ft 4.0156 ftB 5.8333 ft 4.0573 ft

x = 5.5667 ft Distance to Section

b-b L's = 48.6647'' at x (interpulated btw A & B)Top L's = L8x8x1/2Bot. L's = L8x8x1/2

btf = 18.0'' top flange width

ttf = 0.5'' top flange thickness

h = 48.665'' web depthtw = 0.375'' web thick

No bottom Cover Platebbf = 16.0'' bottom flange width

tbf = 0.5'' bottom flange thickness

d = 49.165'' overall depth

Non-Composite Properties Elastic Composite PropertiesShort Term Long Term

Area = 58.25 in² Areac = 129.70 in² 82.06 in²

Ix = 23595.00 in^4 Ixc = 45019.00 in^4 34809.00 in^4

Iy = 612.30 in^4 Iyc = 42091.00 in^4 21.49 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4 0.00 in^4

rx = 20.13 in rxc = 18.63 in 20.60 in

ry = 3.24 in ryc = 18.02 in 5.12 in

SxTop = 1122.00 in^3 SxTopc = 2919.00 in^3 1575.00 in^3

SxBot = 838.80 in^3 SxBotc = 1066.00 in^3 978.80 in^3

Sy+ = 68.03 in^3 Sy+c = 990.40 in^3 151.70 in^3

Sy- = 68.03 in^3 Sy-c = 990.40 in^3 151.70 in^3

Xc = 0.00 in Xcc = 0.00 in 0.00 in

Yc = 3.80 in Ycc = 17.91 in 11.23 inN.A = 28.13 in From bottom of cover PL N.A = 42.24 in 35.56 in From bottom of cover PL

Dc = 6.42 in 13.10 in Note: Sections Sx_top is defaulted to top of deck, the section should be measured to the top of the girder

Distance to Top of Girder from N.A. 6.92 in 13.60 in SxTop

c = 6503.41 in^3 2559.20 in^3

Flexural Resistance at Strength I Limit State Composite Sections in Positive Flexure

Noncompact Web

Limiting Slend. Ratio, λrw = 5.7 √[E/Fyc] = = 169.0 (AASHTO Eq. 6.10.1.10.2-4)

Yielding Onset Comp.Flange Stress, Fyr = 0.7 Fyc = = 23.1 ksi (AASHTO 6.10.8.2.2)

Compression Area 2DctwRatio, awc = bfctfc

Web Load-Shedding 2Dc

Factor, Rb = tw2*6.40.375

= 1.0 (AASHTO Eq. 6.10.1.10.2-3)

Hybrid Factor, Rh = 1.0 (AASHTO 6.10.1.10.1)

Nominal Flexural Resistance ΦFnc = ΦRbRhFyc = 33 ksi (AASHTO 6.10.7.2.2-1) ΦFnt = ΦRhFyt = 33 ksi (AASHTO 6.10.7.2.2-2)

5.7*√[29000/33]

0.7 * 33

0.51200+300*0.5

169.0) ≤ 1.0= 1 - ( )( -

1 - ( )( -awc

1200+300awc λrw ) ≤ 1.0

= = 0.52 * 6.4 * 0.375

18.0 * 0.5

Flexure

(AASHTO 6.10.1.10.2-5)

16.0''

0.5''

49.165''

18.0''

0.5''

48.6647''

0.375''

L8x8x1/2

L8x8x1/2


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b-b L's = 48.5446'' at x (interpolated Btw A & B)Top L's = L8x8x1/2Bot. L's = L8x8x1/2




bbf = 18.0'' bottom flange width





Ix = 29717.00 in^4 Ixc = 59928.00 in² 44992.00 in^4

Iy = 855.30 in^4 Iyc = 42334.00 in² 2392.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in² 0.00 in^4

rx = 21.03 in rxc = 20.79 in² 22.23 in

ry = 3.57 in ryc = 17.47 in² 5.13 in

SxTop = 1200.00 in^3 SxTopc = 3302.00 in² 1758.00 in^3

SxBot = 1200.00 in^3 SxBotc = 1502.00 in² 1386.00 in^3

Sy+ = 95.03 in^3 Sy+c = 996.10 in² 168.80 in^3

Sy- = 95.03 in^3 Sy-c = 996.10 in² 168.80 in^3

Xc = 0.00 in Xcc = 0.00 in² 0.00 in

Yc = 0.00 in Ycc = 15.13 in² 7.68 inN.A = 24.77 in From bottom of cover PL N.A = 39.90 in 32.45 in From bottom of cover PL



c = 6215.11 in^3 2632.25 in^3


Noncompact Web






= 1.0 (AASHTO Eq. 6.10.1.10.2-3)

Hybrid Factor, Rh = 1.0 (AASHTO 6.10.1.10.1) -

Nominal Flexural Resistance

ΦFnc = ΦRbRhFyc = 33 ksi (AASHTO 6.10.7.2.2-1)

ΦFnt = ΦRhFyt = 33 ksi (AASHTO 6.10.7.2.2-2)

= 0.7 (AASHTO 6.10.1.10.2-5)18.0 * 0.5

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

= 1 - (0.7

)( - 169.0) ≤ 1.01200+300*0.7

5.7*√[29000/33]

0.7 * 33

=2 * 8.6 * 0.375

18.0''

0.5'

'

49.5

45''

18.0''

0.5'

'

48.5

446'

'

0.375''

L8x8x1/2

L8x8x1/2


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ZONE 3 (beginning) Positive BendingZone 3 Critical Section



b-b L's = 53.5763'' at x (interpulated Btw A & B)Top L's = L8x8x1/2Bot. L's = L8x8x1/2







Non-Composite Properties Elastic Composite PropertiesShort Term (n) Long Term (3n)


Ix = 29362.00 in^4 Ixc = 54998.00 in² 42687.00 in^4

Iy = 612.30 in^4 Iyc = 42091.00 in² 2149.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in² 0.00 in^4

rx = 22.10 in rxc = 20.45 in² 22.56 in

ry = 3.19 in ryc = 17.89 in² 5.06 in



Sy+ = 68.03 in^3 Sy+c = 990.40 in² 151.70 in^3

Sy- = 68.03 in^3 Sy-c = 990.40 in² 151.70 in^3

Xc = 0.00 in Xcc = 0.00 in² 0.00 in




c = 6766.37 in^3 2783.06 in^3


Noncompact Web






= 1.0 (AASHTO Eq. 6.10.1.10.2-3)





5.7*√[29000/33]

0.7 * 33

169.0) ≤ 1.01200+300*0.6

(AASHTO 6.10.1.10.2-5)

= 1 - (0.6

)( -

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

=2 * 7.6 * 0.375

= 0.618.0 * 0.5

16.0''

0.5''

54.076''

18.0''

0.5''

53.5763''

0.375''

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L8x8x1/2


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ZONE 3 (Left of Floor Beam)Zone 3 (Left of Floor Beam)- Critical Section




No top Cover Platebtf = 16.0'' top flange width






Non-Composite Properties Elastic Composite Properties

Area = 53.12 in² Areac = 63.96 in²

Ix = 29741.00 in^4 Ixc = 40205.00 in²

Iy = 369.30 in^4 Iyc = 374.20 in²

Ixy = 0.00 in^4 Ixyc = 0.00 in²

rx = 23.66 in rxc = 25.07 in²

ry = 2.64 in ryc = 2.42 in²

SxTop = 1008.00 in^3 SxTopc = 1306.00 in²

SxBot = 1008.00 in^3 SxBotc = 1140.00 in²

Sy+ = 45.11 in^3 Sy+c = 45.70 in²

Sy- = 45.11 in^3 Sy-c = 45.70 in²

Xc = 0.00 in Xcc = 0.00 in²

Yc = 0.00 in Ycc = 5.77 in²N.A = 29.50 in From bottom of cover PL N.A = 35.27 in From bottom of cover PLDc = 29.50 in Depth of web in compression

Note: Sections Sx_top is defaulted to top of deck, the section should be measured to the top of the girderDistance to Top of Girder from N.A. 23.73 in

SxTopc = 1694.33 in^3

16.0''

0.75

''

59.0

''

16.0''

0.75

''

59.0

''

0.375''

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Flexural Resistance at Strength I Limit State Noncomposite Sections in Negative Flexure

Local Buckling Resistance

Compression Flange

Slenderness Ratio, λf = bfc / 2tfc = = 10.7 (AASHTO Eq. 6.10.8.2.2-3)

Compact Flange

Limiting Slend. Ratio, λpf = 0.38 √[E/Fyc] = = 11.3 (AASHTO Eq. 6.10.8.2.2-4)

Noncompact Flange

Limiting Slend. Ratio, λrf = 0.56 √[E/Fyr] = = 19.8 (AASHTO Eq. 6.10.8.2.2-5)

Web Slenderness

Ratio, λw = 2Dc / tw = = 157.3 (AASHTO Eq. 6.10.8.2.2-3)

Noncompact Web




Factor, Rb = tw2*29.50.375

= 1.0 (AASHTO Eq. 6.10.1.10.2-3)


Nominal Flexural Fyr λf - λpf

Resistance 1, Fnc1 = RhFyc λrf - λpf

23.1 10.7-11.31*33 19.8-11.3

= 33.0 ksi

Lateral Torsional Buckling Resistance▪ Assume Cb = 1.0


Effective radius bfc

of gyration, rt = √12[1+Dctw/3bfctfc] =

Nominal yielding Onset

Limiting Unbraced Length, Lr = π rt √[E/Fyr] = = 449.66 in (AASHTO 6.10.8.2.3-5)

Nominal

Limiting Unbraced Length, Lp = 1.0 rt √[E/Fyc] = = 119.75 in (AASHTO 6.10.8.2.3-4)

Unbraced Length, Lb = 70.00 in .

Nominal Flexural Lb - Lp

Resistance 2, Fnc2 = Lr - Lp

70-120450-120

Flexural Resistance

ΦFnc = Φfmin{Fnc1,Fnc2} = = 33.0 ksi (AASHTO 6.10.8.2.1)


= 33.0 ksi (AASHTO Eq. 6.10.8.2.3-2)

1.00*min{33.0,33.0}

= Cb[1-(1-23.1

)( )]1*33

0.7 * 33

= 16

4.04 in (AASHTO 6.10.8.2.3-9)√12*[1+30*0.38/3*16*0.75]

π rt*√[29000/23]

1* rt*√[29000/33]

Cb[1-(1-Fyr

)( )]RhFyc

[1 - (1 - )( )] * RbRhFyc < Fyc

= [1 - (1 - )( )] * (1*1*33) < 33

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

= 1 - (1.8

)( - 169.0) ≤ 1.01200+300*1.8

2 * 29.5 / 0.375

5.7*√[29000/33]

=2 * 29.5 * 0.375

= 1.8 (AASHTO 6.10.1.10.2-5)16.0 * 0.75

16 / (2*0.75)

0.38*√[29000/33]

0.56*√[29000/23]

* RbRhFyc < Fyc

* (1*1*33) < 33


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ZONE 3 (End)Zone 3 Critical Section



59.000460.9372









Area = 68.12 in² Areac = 78.96 in²

Ix = 41632.00 in^4 Ixc = 52707.00 in^4

Iy = 557.00 in^4 Iyc = 561.80 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4

rx = 24.72 in rxc = 25.84 in

ry = 2.86 in ryc = 2.67 in

SxTop = 1396.00 in^3 SxTopc = 1639.00 in^3

SxBot = 1396.00 in^3 SxBotc = 1526.00 in^3

Sy+ = 68.03 in^3 Sy+c = 68.62 in^3

Sy- = 68.03 in^3 Sy-c = 68.62 in^3

Xc = 0.00 in Xcc = 0.00 in

Yc = 0.00 in Ycc = 4.72 inN.A = 29.82 in From bottom of cover PL N.A = 34.54 in From bottom of cover PLDc = 29.82 in Depth of web in compression


SxTopc = 2099.55 in^3

16.0''

0.75''

59.646''

16.0''

0.75''

59.6460''

0.375''

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Compression Flange


Compact Flange


Noncompact Flange


Web Slenderness


Noncompact Web




Factor, Rb = tw2*29.80.375

= 1.0 (AASHTO Eq. 6.10.1.10.2-3)




23.1 10.7-11.31*33 19.8-11.3

= 33.0 ksi







Nominal


Unbraced Length, Lb = 115.50 in (See Vassalboro Load Rating, Intermediate Brace Check Worksheet).



116-120449-120

Flexural Resistance


ΦFnt = ΦRhFyt = 33 ksi (AASHTO 6

1* rt*√[29000/33]

1.00*min{33.0,33.0}

(AASHTO Eq. 6.10.8.2.3-2)

* RbRhFyc < Fyc

* (1*1*33) < 33

FyrCb[1-(1- )( )]

= Cb[1-(1- )( )]

= 33.0 ksi

23.11*33

0.56*√[29000/23]

0.38*√[29000/33]

* RbRhFyc < Fyc

λrw ) ≤ 1.0

(AASHTO 6.10.1.10.2-5)

169.0) ≤ 1.0

* (1*1*33) < 33

(AASHTO 6.10.8.2.3-9)

RhFyc

16 / (2*0.75)

= 1 - (1.9

)( -1200+300*1.9

1 - (awc

)( -1200+300awc

5.7*√[29000/33]

=2 * 29.8 * 0.375

=

2 * 29.8 / 0.375

16.0 * 0.751.9

= [1 - (1 - )(

π rt*√[29000/23]

)]

0.7 * 33

4.03 in

[1 - (1 - )( )]

= 16

√12*[1+30*0.38/3*16*0.75]


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ZONE 4Zone 4 Critical Section











Area = 97.13 in² Areac = 108.00 in²

Ix = 79843.00 in^4 Ixc = 93766.00 in^4

Iy = 1286.00 in^4 Iyc = 1291.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4

rx = 28.67 in rxc = 29.47 in

ry = 3.64 in ryc = 3.46 in



Sy+ = 142.90 in^3 Sy+c = 143.40 in^3

Sy- = 142.90 in^3 Sy-c = 143.40 in^3

Xc = 0.00 in Xcc = 0.00 in



SxTopc = 3182.62 in^3

18.0''

0.75''

66.504''

18.0''

0.75''

65.0038''

0.375''

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Compression Flange


Compact Flange


Noncompact Flange


Web Slenderness


Noncompact Web




Factor, Rb = tw2*33.30.375

= 0.99 (AASHTO Eq. 6.10.1.10.2-3)




23.1 12.0-11.31*33 19.8-11.3

= 31.9 ksi







Nominal


Unbraced Length, Lb = 279.96 in



280-135506-135

= 28.9 ksiFlexural Resistance



* (1*1*33) < 33

= 28.9 ksi

1.00*min{31.9,28.9}

(AASHTO Eq. 6.10.8.2.3-2)

Note: LTB will be controlled by smaller section in unbraced region, web stiffener between Zone 3 and Zone 4 is a brace point as is the pier. Therfore minimum LTB of Zones 4, 5 and 6.

= Cb[1-(1-23.1

)( )]1*33

Fyr)( )]

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

=2 * 33.3 * 0.375

= 1.8 (AASHTO 6.10.1.10.2-5)18.0 * 0.75

18 / (2*0.75)

0.38*√[29000/33]

0.56*√[29000/23]

2 * 33.3 / 0.375

5.7*√[29000/33]

Cb[1-(1-

= [1 - (1 - )( )] * (1*1*33) < 33

169.0) ≤ 1.01200+300*1.8

[1 - (1 - )( )] * RbRhFyc < Fyc

RhFyc

1* rt*√[29000/33]

* RbRhFyc < Fyc

= 1 - (1.8

)( -

0.7 * 33

= 18

√12*[1+33*0.38/3*18*0.75]

π rt*√[29000/23]

4.54 in (AASHTO 6.10.8.2.3-9)


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ZONE 5zone 5 Critical Section











Area = 125.70 in² Areac = 136.60 in²

Ix = 126077.00 in^4 Ixc = 142562.00 in^4

Iy = 2015.00 in^4 Iyc = 2020.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4

rx = 31.67 in rxc = 32.31 in

ry = 4.00 in ryc = 3.85 in



Sy+ = 223.90 in^3 Sy+c = 224.40 in^3

Sy- = 223.90 in^3 Sy-c = 224.40 in^3

Xc = 0.00 in Xcc = 0.00 in



SxTopc = 4333.25 in^3

18.0''

1.5''

72.247''

18.0''

1.5''

69.2471''

0.375''

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Compression Flange


Compact Flange


Noncompact Flange


Web Slenderness


Noncompact Web




Factor, Rb = tw2*36.10.375

= 0.98 (AASHTO Eq. 6.10.1.10.2-3)




23.1 6.0-11.31*33 19.8-11.3

= 33.0 ksi







Nominal





280-143535-143

= 28.9 ksi

Flexural Resistance



= 29.1 ksi

1.00*min{33.0,28.9}

(AASHTO Eq. 6.10.8.2.3-2)

= Cb[1-(1-23.1

)( )]1*33

Note: LTB will be controlled by smaller section in unbraced region, web stiffener between Zone 3 and Zone 4 is a brace point as is the pier. Therfore minimum LTB of Zones 4, 5 and 6.

1* rt*√[29000/33]

Cb[1-(1-Fyr

)( )]

0.7 * 33

= 18

√12*[1+36*0.38/3*18*1.50]

π rt*√[29000/23]

4.81 in (AASHTO 6.10.8.2.3-9)

RhFyc

* RbRhFyc < Fyc

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

= [1 - (1 - )( )] * (1*1*33) < 33

169.0) ≤ 1.01200+300*1.0

[1 - (1 - )( )] * RbRhFyc < Fyc

= 1 - (1.0

)( -

0.38*√[29000/33]

0.56*√[29000/23]

2 * 36.1 / 0.375

5.7*√[29000/33]

=2 * 36.1 * 0.375

18 / (2*1.5)

= 1.0 (AASHTO 6.10.1.10.2-5)18.0 * 1.5

* (1*1*33) < 33


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Area = 144.80 in² Areac = 155.60 in²

Ix = 162565.00 in^4 Ixc = 180799.00 in^4

Iy = 2501.00 in^4 Iyc = 2506.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4

rx = 33.51 in rxc = 34.09 in

ry = 4.16 in ryc = 4.01 in



Sy+ = 277.90 in^3 Sy+c = 278.40 in^3

Sy- = 277.90 in^3 Sy-c = 278.40 in^3

Xc = 0.00 in Xcc = 0.00 in



SxTopc = 5159.79 in^3

18.0''

2.0''

76.0''

18.0''

2.0''

72.0000''

0.375''

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Compression Flange


Compact Flange


Noncompact Flange


Web Slenderness


Noncompact Web




Factor, Rb = tw2*38.00.375

= 0.98 (AASHTO Eq. 6.10.1.10.2-3)




23.1 4.5-11.31*33 19.8-11.3

= 33.0 ksi







Nominal





280-145544-145

= 27.4 ksi

Flexural Resistance



= 29.1 ksi

1.00*min{33.0,27.4}

RhFyc

= Cb[1-(1-23.1

)(

Note: LTB will be controlled by smaller section in unbraced regions, web stiffener between Zone 3 and Zone 4 is a brace point as is the pier. Therfore minimum LTB of Zones 4, 5, 6, 7, 8 and 9 as zone 6 is on both sides of the pier

)]1*33

(AASHTO Eq. 6.10.8.2.3-2)

1* rt*√[29000/33]

Cb[1-(1-Fyr

)( )]

0.7 * 33

= 18

√12*[1+38*0.38/3*18*2.00]

π rt*√[29000/23]

4.88 in (AASHTO 6.10.8.2.3-9)

= [1 - (1 - )( )] * (1*1*33) < 33

169.0) ≤ 1.01200+300*0.8

[1 - (1 - )( )] * RbRhFyc < Fyc

= 1 - (0.8

)( -

0.8 (AASHTO 6.10.1.10.2-5)18.0 * 2.0

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

5.7*√[29000/33]

=2 * 38.0 * 0.375

18 / (2*2.0)

=

0.38*√[29000/33]

0.56*√[29000/23]

2 * 38.0 / 0.375

* RbRhFyc < Fyc

* (1*1*33) < 33


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Area = 126.40 in² Areac = 137.20 in²

Ix = 132927.00 in^4 Ixc = 150767.00 in^4

Iy = 2015.00 in^4 Iyc = 2020.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4

rx = 32.43 in rxc = 33.15 in

ry = 4.00 in ryc = 3.84 in



Sy+ = 223.90 in^3 Sy+c = 224.40 in^3

Sy- = 223.90 in^3 Sy-c = 224.40 in^3

Xc = 0.00 in Xcc = 0.00 in



SxTopc = 4479.34 in^3

18.0''

1.5''

73.991''

18.0''

1.5''

70.9905''

0.375''

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Compression Flange


Compact Flange


Noncompact Flange


Web Slenderness


Noncompact Web




Factor, Rb = tw2*37.00.375

= 0.98 (AASHTO Eq. 6.10.1.10.2-3)




23.1 6.0-11.31*33 19.8-11.3

= 33.0 ksi





Nominal yielding Onset Limiting Unbraced Length, Lr = π rt √[E/Fyr] = = 534.44 in (AASHTO 6.10.8.2.3-5)

NominalLimiting Unbraced Length, Lp = 1.0 rt √[E/Fyc] = = 142.33 in (AASHTO 6.10.8.2.3-4)




288-142534-142

= 27.4 ksi

Flexural Resistance



* (1*1*33) < 331*33

18

= 28.8 ksi

= Cb[1-(1-23.1

)( )]

(AASHTO Eq. 6.10.8.2.3-2)

Cb[1-(1-Fyr

)( )]RhFyc

* RbRhFyc < Fyc

169.0) ≤ 1.01200+300*1.0

[1 - (1 - )( )] * RbRhFyc < Fyc

= 1 - (1.0

)( -

= [1 - (1 - )( )] * (1*1*33) < 33

1* rt*√[29000/33]

π rt*√[29000/23]

4.80 in (AASHTO 6.10.8.2.3-9)√12*[1+37*0.38/3*18*1.50]

0.7 * 33

=

= 1.0 (AASHTO 6.10.1.10.2-5)18.0 * 1.5

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

2 * 37.0 * 0.375

18 / (2*1.5)

0.38*√[29000/33]

0.56*√[29000/23]

2 * 37.0 / 0.375

5.7*√[29000/33]

=

1.00*min{33.0,27.4}

Note: LTB will be controlled by smaller section in unbraced regions, web stiffener between Zone 3 and Zone 4 is a brace point as is the pier. Therfore minimum LTB of Zones 6, 7, 8 and 9


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Area = 98.75 in² Areac = 109.60 in²

Ix = 91866.00 in^4 Ixc = 107451.00 in^4

Iy = 1286.00 in^4 Iyc = 1291.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4

rx = 30.50 in rxc = 31.31 in

ry = 3.61 in ryc = 3.43 in



Sy+ = 142.90 in^3 Sy+c = 143.40 in^3

Sy- = 142.90 in^3 Sy-c = 143.40 in^3

Xc = 0.00 in Xcc = 0.00 in



SxTopc = 3413.72 in^3

18.0''

0.75''

70.848''

18.0''

0.75''

69.3484''

0.375''

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Compression Flange


Compact Flange


Noncompact Flange


Web Slenderness


Noncompact Web




Factor, Rb = tw2*35.40.375

= 0.98 (AASHTO Eq. 6.10.1.10.2-3)




23.1 12.0-11.31*33 19.8-11.3

= 31.4 ksi







Nominal





288-134502-134

= 27.4 ksi

Flexural Resistance



(AASHTO Eq. 6.10.8.2.3-2)

= [1 - (1 - )( )] * (1*1*33) < 33

π rt*√[29000/23]

= 28.2 ksi

= Cb[1-(1-23.1

)( )]

4.51 in (AASHTO 6.10.8.2.3-9)

1*33

1 - (2.0

1 - (awc

)(

=

Cb[1-(1-Fyr

)(

1200+300awc

1200+300*2.0

[1 - (1 - )(

=

)(

* (1*1*33) < 33

= 2.0 (AASHTO 6.10.1.10.2-5)2 * 35.4 * 0.375

0.7 * 33

= 18

√12*[1+35*0.38/3*18*0.75]

0.38*√[29000/33]

0.56*√[29000/23]

2 * 35.4 / 0.375

5.7*√[29000/33]

18 / (2*0.75)

1* rt*√[29000/33]

1.00*min{31.4,27.4}

18.0 * 0.75

- λrw ) ≤ 1.0

169.0) ≤ 1.0

)] * RbRhFyc < Fyc

-

)]RhFyc

* RbRhFyc < Fyc



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ZONE 9 (Beginning)Zone 9 Critical Section











Area = 71.18 in² Areac = 82.02 in²

Ix = 55808.00 in^4 Ixc = 69707.00 in^4

Iy = 557.00 in^4 Iyc = 561.90 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4

rx = 28.00 in rxc = 29.15 in

ry = 2.80 in ryc = 2.62 in



Sy+ = 68.04 in^3 Sy+c = 68.63 in^3

Sy- = 68.04 in^3 Sy-c = 68.63 in^3

Xc = 0.00 in Xcc = 0.00 in



SxTopc = 2417.49 in^3

16.0''

0.75''

67.819''

16.0''

0.75''

67.8190''

0.375''

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Compression Flange


Compact Flange


Noncompact Flange


Web SlendernessRatio, λw = 2Dc / tw = = 180.9 (AASHTO Eq. 6.10.8.2.2-3)

Noncompact Web



Web Load-Shedding 2DcFactor, Rb = tw

2*33.90.375

= 0.99 (AASHTO Eq. 6.10.1.10.2-3)




23.1 10.7-11.31*33 19.8-11.3

= 33.0 ksi







Nominal





288-118442-118

= 27.4 ksi

Flexural Resistance



)]

)]RhFyc

16.0 * 0.75

[1 - (1 - )( )] * RbRhFyc < Fyc

1200+300awc

= 27.4 ksi

= Cb[1-(1-23.1

)( )]

= 1 - (2.1

)( -

Cb[1-(1-Fyr

)(

(AASHTO 6.10.8.2.3-9)

1 - (awc

)(

* (1*1*33) < 33

169.0) ≤ 1.01200+300*2.1

= [1 - (1 -

(AASHTO Eq. 6.10.8.2.3-2)

16 / (2*0.75)

0.38*√[29000/33]

0.56*√[29000/23]

2 * 33.9 / 0.375

5.7*√[29000/33]

=2 * 33.9 * 0.375

0.7 * 33

= 16

√12*[1+34*0.38/3*16*0.75]

1*33

)(

2.1

3.97 in

-

* RbRhFyc < Fyc

(AASHTO 6.10.1.10.2-5)

π rt*√[29000/23]

1* rt*√[29000/33]

1.00*min{33.0,27.4}

λrw ) ≤ 1.0

=

* (1*1*33) < 33



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ZONE 9(End) Positive BendingZone 9 Critical Section












Ix = 47716.00 in^4 Ixc = 94357.00 in² 71134.00 in^4

Iy = 557.00 in^4 Iyc = 42036.00 in² 2093.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in² 0.00 in^4

rx = 26.20 in rxc = 25.88 in² 27.61 in

ry = 2.83 in ryc = 17.27 in² 4.74 in



Sy+ = 68.03 in^3 Sy+c = 989.10 in² 147.80 in^3

Sy- = 68.03 in^3 Sy-c = 989.10 in² 147.80 in^3

Xc = 0.00 in Xcc = 0.00 in² 0.00 in




c = 7097.57 in^3 3173.51 in^3


Noncompact Web





Factor, Rb = tw2*13.30.375

= 1.0 (AASHTO Eq. 6.10.1.10.2-3)





5.7*√[29000/33]

awc)(1 - (

= 1 - (0.8

)(

- λrw ) ≤ 1.01200+300awc

=2 * 13.3 * 0.375

= 0.8

169.0) ≤ 1.01200+300*0.8

0.7 * 33

-

(AASHTO 6.10.1.10.2-5)16.0 * 0.75

16.0''

0.75''

63.329''

16.0''

0.75''

63.3285''

0.375''

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Ix = 72110.00 in^4 Ixc = 126576.00 in² 97436.00 in^4

Iy = 1286.00 in^4 Iyc = 42765.00 in² 2822.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in² 0.00 in^4

rx = 27.41 in rxc = 27.50 in² 28.52 in

ry = 3.66 in ryc = 15.98 in² 4.85 in



Sy+ = 142.90 in^3 Sy+c = 1006.00 in² 199.20 in^3

Sy- = 142.90 in^3 Sy-c = 1006.00 in² 199.20 in^3

Xc = 0.00 in Xcc = 0.00 in² 0.00 in




c = 7787.35 in^3 3970.83 in^3


Noncompact Web





Factor, Rb = tw2*14.80.375

= 1.0 (AASHTO Eq. 6.10.1.10.2-3)





0.8)( -

=

= 1 - (

0.8 (AASHTO 6.10.1.10.2-5)18.0 * 0.75

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

=2 * 14.8 * 0.375

169.0) ≤ 1.01200+300*0.8

5.7*√[29000/33]

0.7 * 33

18.0''

0.75''

63.508''

18.0''

0.75''

62.0081''

0.375''

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Ix = 96623.00 in^4 Ixc = 157437.00 in² 123446.00 in^4

Iy = 2015.00 in^4 Iyc = 43494.00 in² 3551.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in² 0.00 in^4

rx = 28.07 in rxc = 28.48 in² 29.03 in

ry = 4.05 in ryc = 14.97 in² 4.92 in



Sy+ = 223.90 in^3 Sy+c = 1023.00 in² 250.70 in^3

Sy- = 223.90 in^3 Sy-c = 1023.00 in² 250.70 in^3

Xc = 0.00 in Xcc = 0.00 in² 0.00 in




c = 8493.27 in^3 4737.23 in^3


Noncompact Web





Factor, Rb = tw2*15.50.375

= 1.0 (AASHTO Eq. 6.10.1.10.2-3)





-1200+300*0.4

= 0.4 (AASHTO 6.10.1.10.2-5)18.0 * 1.5

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

=2 * 15.5 * 0.375

= 1 - (0.4

)(

5.7*√[29000/33]

0.7 * 33

169.0) ≤ 1.0

18.0''

1.5''

64.013''

18.0''

1.5''

61.0134''

0.375''

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Non-Composite Properties Elastic Composite PropertiesShort Term(n) Long Term (3n)


Ix = 93262.00 in^4 Ixc = 152335.00 in^4 119333.00 in^4

Iy = 2015.00 in^4 Iyc = 43494.00 in^4 3551.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4 0.00 in^4

rx = 27.62 in rxc = 28.05 in 28.58 in

ry = 4.06 in ryc = 14.99 in 4.93 in

SxTop = 2961.00 in^3 SxTopc = 5707.00 in^3 3498.00 in^3

SxBot = 2961.00 in^3 SxBotc = 3400.00 in^3 3192.00 in^3

Sy+ = 223.90 in^3 Sy+c = 1023.00 in^3 250.70 in^3

Sy- = 223.90 in^3 Sy-c = 1023.00 in^3 250.70 in^3

Xc = 0.00 in Xcc = 0.00 in 0.00 in

Yc = 0.00 in Ycc = 13.31 in 5.88 inN.A = 31.50 in From bottom of cover PL N.A = 44.81 in 37.38 in From bottom of cover PL



c = 8374.66 in^3 4658.63 in^3


Noncompact Web





Factor, Rb = tw2*15.20.375

= 1.0 (AASHTO Eq. 6.10.1.10.2-3)





0.4 (AASHTO 6.10.1.10.2-5)18.0 * 1.5

= 1 - (0.4

)( -

=

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

=2 * 15.2 * 0.375

5.7*√[29000/33]

0.7 * 33

169.0) ≤ 1.01200+300*0.4

18.0''

1.5''

63.0''

18.0''1.5''

60.0000''

0.375''

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▪ Shear is check at internal critical sections and the end panels at support locations.

Plate Girder End Panel Section 1.1






D = 48.0'' web depthtw = 0.375'' web thick



d = 48.5'' overall depthdo = 70.0 in Transverse stiffener spacing

Shear Resistance at Strength I Limit StateEnd Panel

Slenderness ratio = D/tw = 48.0/0.375 = 128.0 (AASHTO 6.10.9.3.2)

Shear-Buckling 5 5

Coefficient, k = (do/D)2 (70.0/48.0)²

= 7.4 (AASHTO Eq. 6.10.9.3.2-7)

Slenderness RatioLimit 1, Lim1 = 1.12 √[Ek/Fy] = 90.0 (AASHTO Eq. 6.10.9.3.2-4)


Shear-Buckling to 1.57 Ek 1.57 29000*7.4

Shear Yield Ratio, C = (D/tw)2 Fy (48.0/.375)² 33

= 0.62 (AASHTO Eq. 6.10.9.3.2-6)

Plastic Shear Force, Vp = 0.58FyDtw = = 345 kip (AASHTO Eq. 6.10.9.3.3-2)

Shear Resistance (AASHTO Eq. 6.10.9.3.3-1)

→ ΦVn = ΦvCVp = = 213.3 kip

]

1.00*0.62*345

1.12*√[29000*7.4/33]=

1.40*√[29000*7.4/33]=

0.58*33*48.0*0.375

5 + = 5 +

[ ] = [

SHEAR

16.0''

0.5''

48.5''

18.0''

0.5''

48.0000''

0.375''

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Zone 1 Critical Section










Shear Resistance at Strength I Limit StateInterior Panel


Shear-Buckling 5 5


= 7.4 (AASHTO Eq. 6.10.9.3.2-7)





= 0.61 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 2.1 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.19 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 280.3 kip

5 + = 5 +

1.12*√[29000*7.4/33]=

1.40*√[29000*7.4/33]=

[ ] = [

0.58*33*48.7*0.375

]

1.00*(0.61+0.19)*349

16.0''

0.5''

49.165''

18.0''0.5''

48.6647''

0.375''

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Zone (2 beginning) Critical Section












Shear-Buckling 5 5


= 7.4 (AASHTO Eq. 6.10.9.3.2-7)





= 0.61 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 2.1 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.19 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 279.8 kip

[ ]

0.58*33*48.5*0.375

1.00*(0.61+0.19)*348

5 + = 5 +

1.12*√[29000*7.4/33]=

1.40*√[29000*7.4/33]=

[ ] =

16.0''

0.5''

54.076''

18.0''

0.5''

53.5763''

0.375''

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Zone 3 (Left of Floor Beam) Critical Section












Shear-Buckling 5 5


= 8.6 (AASHTO Eq. 6.10.9.3.2-7)





= 0.48 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 1.8 ≥ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.24 (AASHTO Eq. 6.10.9.3.2-8)

√1+(do/D)2+(do/D)



→ ΦVn = Φv(C+a)Vp = = 303.6 kip1.00*(0.48+0.24)*423

[ ] =

5 + = 5 +

1.12*√[29000*8.6/33]=

1.40*√[29000*8.6/33]=

[ ]

0.58*33*59.0*0.375

16.0''

0.75''

59.0

''

16.0''0.75''

59.0

''

0.375''

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Zone (3 beginning) Critical Section












Shear-Buckling 5 5


= 7.9 (AASHTO Eq. 6.10.9.3.2-7)





= 0.54 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 2.4 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.25 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 300.5 kip

5 + = 5 +

1.12*√[29000*7.9/33]=

1.40*√[29000*7.9/33]=

[ ] =

0.58*33*53.6*0.375

1.00*(0.54+0.25)*385

] [

16.0''

0.5''

54.076''

18.0''0.5''

53.5763''

0.375''

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Zone (3 end) Critical Section












Shear-Buckling 5 5


= 12.7 (AASHTO Eq. 6.10.9.3.2-7)





= 0.69 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 2.6 ≥ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.17 (AASHTO Eq. 6.10.9.3.2-8)

√1+(do/D)2+(do/D)



→ ΦVn = Φv(C+a)Vp = = 369.8 kip

1.12*√[29000*12.7/33]=

1.40*√[29000*12.7/33]=

[ ] = [

0.58*33*59.6*0.375

5 + = 5 +

]

1.00*(0.69+0.17)*428

16.0''

0.75''

59.646''

16.0''

0.75''

59.6460''

0.375''

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Shear-Buckling 5 5


= 14.2 (AASHTO Eq. 6.10.9.3.2-7)





= 0.65 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 1.8 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.24 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 417.6 kip

5 + = 5 +

1.12*√[29000*14.2/33]=

1.40*√[29000*14.2/33]=

[ ] = ] [

0.58*33*65.0*0.375

1.00*(0.65+0.24)*467

18.0''

0.75''

66.504''

18.0''

0.75''

65.0038''

0.375''

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Shear-Buckling 5 5


= 16.1 (AASHTO Eq. 6.10.9.3.2-7)





= 0.65 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 1.0 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.25 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 448.8 kip

5 + = 5 +

1.12*√[29000*16.1/33]=

1.40*√[29000*16.1/33]=

[ ] = [ ]

0.58*33*69.2*0.375

1.00*(0.65+0.25)*497

18.0''

1.5''

72.247''

18.0''1.5''

69.2471''

0.375''

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Shear-Buckling 5 5


= 19.0 (AASHTO Eq. 6.10.9.3.2-7)





= 0.71 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 0.8 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.22 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 479.1 kip

5 + = 5 +

1.12*√[29000*19.0/33]=

1.40*√[29000*19.0/33]=

[ ] =

0.58*33*72.0*0.375

1.00*(0.71+0.22)*517

[ ]

18.0''

1.5''

73.991''

18.0''1.5''

70.9905''

0.375''

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Shear-Buckling 5 5


= 21.6 (AASHTO Eq. 6.10.9.3.2-7)





= 0.83 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 1.0 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.13 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 489.0 kip

5 + = 5 +

1.12*√[29000*21.6/33]=

1.40*√[29000*21.6/33]=

[

0.58*33*71.0*0.375

[ ] = ]

1.00*(0.83+0.13)*510

18.0''

1.5''

73.991''

18.0''1.5''

70.9905''

0.375''

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4/30/14

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46583

4/25/14

DAD














Shear-Buckling 5 5


= 18.6 (AASHTO Eq. 6.10.9.3.2-7)





= 0.75 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 1.9 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.18 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 466.1 kip

0.58*33*69.3*0.375

1.00*(0.75+0.18)*498

5 + = 5 +

1.12*√[29000*18.6/33]=

1.40*√[29000*18.6/33]=

[ ] = ] [

18.0''

0.75''

70.848''

18.0''0.75''

69.3484''

0.375''

L8x8x3/4

L8x8x3/4


4/19/20176:19 PM103


3/01/17Date

Revised by

2/27/17

TJP

Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

BRG

4/30/14

ETK

46583

4/25/14

DAD


Zone 9(beginning) Critical Section












Shear-Buckling 5 5


= 18.0 (AASHTO Eq. 6.10.9.3.2-7)





= 0.76 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 2.1 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.18 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 456.5 kip

5 + = 5 +

] [

1.12*√[29000*18.0/33]=

1.40*√[29000*18.0/33]=

[ ] =

0.58*33*67.8*0.375

1.00*(0.76+0.18)*487

16.0''

0.75''

67.819''

16.0''0.75''

67.8190''

0.375''

L8x8x3/4

L8x8x3/4


4/19/20176:19 PM104


3/01/17Date

Revised by

2/27/17

TJP

Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

BRG

4/30/14

ETK

46583

4/25/14

DAD


Zone 9(end) Critical Section












Shear-Buckling 5 5


= 11.9 (AASHTO Eq. 6.10.9.3.2-7)





= 0.57 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 2.0 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.28 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 389.2 kip

5 + = 5 +

] [ ] = [

0.58*33*63.3*0.375

1.00*(0.57+0.28)*455

1.12*√[29000*11.9/33]=

1.40*√[29000*11.9/33]=

16.0''

0.75''

63.329''

16.0''

0.75''

63.3285''

0.375''

L8x8x3/4

L8x8x3/4


4/19/20176:19 PM105


3/01/17Date

Revised by

2/27/17

TJP

Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

BRG

4/30/14

ETK

46583

4/25/14

DAD














Shear-Buckling 5 5


= 11.6 (AASHTO Eq. 6.10.9.3.2-7)





= 0.58 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 1.7 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.27 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 381.5 kip

[ ] =

1.00*(0.58+0.27)*445

5 + = 5 +

[

0.58*33*62.0*0.375

]

1.12*√[29000*11.6/33]=

1.40*√[29000*11.6/33]=

18.0''

0.75''

63.508''

18.0''0.75''

62.0081''

0.375''

L8x8x3/4

L8x8x3/4


4/19/20176:19 PM106


3/01/17Date

Revised by

2/27/17

TJP

Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

BRG

4/30/14

ETK

46583

4/25/14

DAD














Shear-Buckling 5 5


= 10.2 (AASHTO Eq. 6.10.9.3.2-7)





= 0.53 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 0.8 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.29 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 359.8 kip

5 +

1.12*√[29000*10.2/33]=

= 5 +

]

1.40*√[29000*10.2/33]=

[ ] = [

0.58*33*61.0*0.375

1.00*(0.53+0.29)*438

18.0''

1.5''

64.013''

18.0''

1.5''

61.0134''

0.375''

L8x8x3/4

L8x8x3/4


4/19/20176:19 PM107


3/01/17Date

Revised by

2/27/17

TJP

Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

BRG

4/30/14

ETK

46583

4/25/14

DAD





b-b L's = 60.0000'' at x (interpolated btw A & B)Top L's = L8x8x3/4Bot. L's = L8x8x3/4









Shear-Buckling 5 5


= 8.5 (AASHTO Eq. 6.10.9.3.2-7)





= 0.46 (AASHTO Eq. 6.10.9.3.2-6)

2Dtw = 0.6 ≤ 2.5 (AASHTO Eq. 6.10.9.3.2-1)

(bfctfc +bfttft)

a = 0.87(1-C) = 0.30 (AASHTO Eq. 6.10.9.3.2-2)

√1+(do/D)2



→ ΦVn = Φv(C+a)Vp = = 327.0 kip

[ ] = ]

5 + = 5 +

[

0.58*33*60.0*0.375

1.00*(0.46+0.30)*431

1.12*√[29000*8.5/33]=

1.40*√[29000*8.5/33]=

18.0''

1.5''

63.0''

18.0''1.5''

60.0000''

0.375''

L8x8x3/4

L8x8x3/4


4/19/20176:19 PM108

*Modular ratio (E/Ebase).**Yield stress ratio (Fy/Fybase).

DimensionsDepth 57.66 inWidth 85 inPerimeter 353.3 in

GeometricArea* 129.7 in²Ix* 45019 in⁴Iy* 42091 in⁴Ixy* 0 in⁴rx* 18.63 inry* 18.02 inSx+* 2919 in³Sx-* 1066 in³Sy+* 990.4 in³Sy-* 990.4 in³Xc* 0 inYc* 17.91 in

PrincipalI1* 45019 in⁴I2* 42091 in⁴α* 0 degr1* 18.63 inr2* 18.02 inS1+* 2919 in³S1-* 1066 in³S2+* 990.4 in³S2-* 990.4 in³ Polar

Ip* 87110 in⁴rp* 25.92 in

PlasticZx Not DefinedZy Not DefinedPNA X Not DefinedPNA Y Not Defined

MaterialE Base 29000 Ksi

Angle 1Qx* 310.4 in³Qy* 18.39 in³

Angle 1!Qx* 310.4 in³Qy* 18.39 in³

Part 1Qx* 32.84 in³Qy* 18.39 in³

Part 2Qx* 32.84 in³Qy* 18.39 in³

Rectangle 2Qx* 326.8 in³Qy* 0 in³



Rectangle 3!Qx* 801.1 in³Qy* 0 in³

Part MaterialsAngle 1 ASTM A36Angle 1! ASTM A36Part 1 ASTM A36Part 2 ASTM A36Rectangle 2 ASTM A36Rectangle 1 ASTM A36Rectangle 3 Concrete (F'c = 3

ksi)Rectangle 3! Concrete (F'c = 3

ksi)Base Material ASTM A36

HNTB CORPORATION 4/20/2017

PORD170W Zone 1 Comp

ShapeBuilder 8.00.0009www.iesweb.com

109


Dim en sion sDepth 57.66 in

Width 28.33 in

Perimeter 240. in

Geom etr icA rea* 82.06 in²

Ix* 34809 in⁴

Iy * 2149 in⁴

Ixy* 0 in⁴

rx* 20.6 in

ry* 5.117 in

Sx+* 1575 in³

Sx-* 978.8 in ³

Sy+* 151.7 in³

Sy-* 151.7 in³

Xc* 0 in

Y c* 11.23 in

Pr in cipa lI1* 34809 in⁴

I2* 2149 in⁴

α* 0 deg

r1* 20.6 in

r2* 5.117 in

S1+* 1575 in³

S1-* 978.8 in³

S2+* 151.7 in³

S2-* 151.7 in³ Pola rIp* 36957 in⁴

rp* 21.22 in

Pla st icZx N ot Defined

Zy N ot Defined

PN A X N ot Defined

PN A Y N ot Defined

Ma ter ia lE Base 29000 Ksi

A n g le 1Qx* 258.7 in³

Qy * 18.39 in³

A n g le 1 !Qx* 258.7 in³

Qy * 18.39 in³

Pa r t 1Qx* 84.59 in³

Qy * 18.39 in³

Pa r t 2Qx* 84.59 in³

Qy * 18.39 in³

Recta n g le 2Qx* 204.9 in³

Qy * 0 in³


Qy * 0 in³


Qy * 0 in³

Recta n g le 3 !Qx* 419.8 in³

Qy * 0 in³

Pa r t Ma ter ia lsA ngle 1 A STM A 36

A ngle 1! A STM A 36

Part 1 A STM A 36

Part 2 A STM A 36

Rectangle 2 A STM A 36


Rectangle 3 Concrete (F'c = 3

ksi)

Rectangle 3! Concrete (F'c = 3

ksi)

Base

Material

A STM A 36


PORD170W Zone 1 Comp_3n


110


Width 18 in

Perimeter 166.3 in

Geom etr icA rea 58.25 in²

Ix 23595 in⁴

Iy 612.3 in⁴

Ixy 0 in⁴

rx 20.13 in

ry 3.242 in

Sx+ 1122 in³

Sx- 838.8 in ³

Sy+ 68.03 in³

Sy- 68.03 in³

Xc 0 in

Y c 3.798 in

Pr in cipa lI1 23595 in⁴

I2 612.3 in⁴

α 0 deg

r1 20.13 in

r2 3.242 in

S1+ 1122 in³

S1- 838.8 in ³

S2+ 68.03 in³

S2- 68.03 in³ Pola rIp 24207 in⁴

rp 20.39 in

Pla st icZx 1076 in³

Zy 115.8 in³

PN A X 0 in

PN A Y 12. in

A n g le 1Qx 201.1 in³

Qy 18.39 in³

A n g le 1 !Qx 201.1 in³

Qy 18.39 in³

Pa r t 1Qx 142.2 in³

Qy 18.39 in³


Qy 18.39 in³

Recta n g le 2Qx 69.3 in³

Qy 0 in³

Recta n g le 1Qx 187. in³

Qy 0 in³

FEA MeshN odes 765

Elem ents 600

Largest

Elem ent

2.33 in²

Tor sionro 21.22 in

H 0.9229

Xsc 0.0003 in

Y sc 9.689 in

Cw 2.997E+005 in⁶

J 22.09 in⁴

Β1 -17.49 in

Min im u m Resu ltsWarping

Fu nction

-278.1 in²

Ma x im u m Resu ltsWarping

Fu nction

278.1 in²

Pa r t Ma ter ia lsA l l A STM A 36


PORD170W Zone 1 NonComp


111





Ip* 102262 in⁴rp* 27.16 in



Angle 1Qx* 288.4 in³Qy* 18.39 in³

Angle 1!Qx* 288.4 in³Qy* 18.39 in³

Part 1Qx* 53.95 in³Qy* 18.39 in³

Part 2Qx* 53.95 in³Qy* 18.39 in³






Part MaterialsAngle 1 ASTM A36Angle 1! ASTM A36Part 1 ASTM A36Part 2 ASTM A36Rectangle 2 ASTM A36Rectangle 1 ASTM A36Rectangle 3 ASTM A36Rectangle 4 Concrete (F'c = 3






112



Width 28.33 in

Perimeter 244. in


Ix* 44992 in⁴

Iy * 2392 in⁴

Ixy* 0 in⁴

rx* 22.23 in

ry* 5.126 in

Sx+* 1758 in³

Sx-* 1386 in³

Sy+* 168.8 in ³

Sy-* 168.8 in ³

Xc* 0 in

Y c* 7.68 in


I2* 2392 in⁴

α* 0 deg

r1* 22.23 in

r2* 5.126 in

S1+* 1758 in³

S1-* 1386 in³

S2+* 168.8 in³

S2-* 168.8 in³ Pola rIp* 47383 in⁴

rp* 22.82 in


Zy N ot Defined

PN A X N ot Defined

PN A Y N ot Defined


A n g le 1Qx* 230.7 in³

Qy * 18.39 in³

A n g le 1 !Qx* 230.7 in³

Qy * 18.39 in³

Pa r t 1Qx* 111.7 in³

Qy * 18.39 in³

Pa r t 2Qx* 111.7 in³

Qy * 18.39 in³


Qy * 0 in³


Qy * 0 in³

Recta n g le 3Qx* 289.8 in ³

Qy * 0 in³


Qy * 0 in³


Qy * 0 in³



Part 1 A STM A 36

Part 2 A STM A 36





ksi)


ksi)

Base

Material

A STM A 36




113


GeometricArea 67.2 in²Ix 29717 in⁴Iy 855.3 in⁴Ixy 0 in⁴rx 21.03 inry 3.567 inSx+ 1200 in³Sx- 1200 in³Sy+ 95.03 in³Sy- 95.03 in³Xc 0 inYc 0 in

PrincipalI1 29717 in⁴I2 855.3 in⁴α 0 degr1 21.03 inr2 3.567 inS1+ 1200 in³S1- 1200 in³S2+ 95.03 in³S2- 95.03 in³ Polar

Ip 30573 in⁴rp 21.33 in

PlasticZx 1347 in³Zy 156.3 in³PNA X 0 inPNA Y 0 in

Angle 1Qx 171.2 in³Qy 18.39 in³

Angle 1!Qx 171.2 in³Qy 18.39 in³

Part 1Qx 171.2 in³Qy 18.39 in³


Rectangle 2Qx 0 in³Qy 0 in³

Rectangle 1Qx 220.7 in³Qy 0 in³


FEA MeshNodes 775Elements 582Largest Element

2.688 in²

Torsionro 21.33 inH 1 Xsc 0 inYsc 0 inCw 4.995E+005 in⁶J 28.31 in⁴Β1 0 in

Minimum ResultsWarping Function

-218.5 in²

Maximum ResultsWarping Function

218.6 in²

Part MaterialsAll ASTM A36


PORD170W Zone 2 non comp


114





Ip* 97089 in⁴rp* 27.17 in



Angle 1Qx* 339.2 in³Qy* 18.39 in³

Angle 1!Qx* 339.2 in³Qy* 18.39 in³

Part 1Qx* 42.19 in³Qy* 18.39 in³

Part 2Qx* 42.19 in³Qy* 18.39 in³

Rectangle 2Qx* 385. in³Qy* 0 in³








PORD170W Zone (3 beginning) Comp


115


DimensionsDepth 62.58 inWidth 28.33 inPerimeter 249.8 in



Ip* 44836 in⁴rp* 23.12 in



Angle 1Qx* 283.3 in³Qy* 18.39 in³

Angle 1!Qx* 283.3 in³Qy* 18.39 in³

Part 1Qx* 98.11 in³Qy* 18.39 in³

Part 2Qx* 98.11 in³Qy* 18.39 in³









PORD170W Zone (3 beginning) Comp_3n


116


GeometricArea 60.09 in²Ix 29362 in⁴Iy 612.3 in⁴Ixy 0 in⁴rx 22.1 inry 3.192 inSx+ 1263 in³Sx- 952.1 in³Sy+ 68.03 in³Sy- 68.03 in³Xc 0 inYc 4.05 in

PrincipalI1 29362 in⁴I2 612.3 in⁴α 0 degr1 22.1 inr2 3.192 inS1+ 1263 in³S1- 952.1 in³S2+ 68.03 in³S2- 68.03 in³ Polar

Ip 29975 in⁴rp 22.33 in









2.404 in²

Torsionro 23.3 inH 0.9192 Xsc 6.38E-005 inYsc 10.67 inCw 3.642E+005 in⁶J 21.64 in⁴Β1 -19.33 in


-306.3 in²


306.3 in²



PORD170W Zone (3 beginning) NonComp


117



Width 16.38 in

Perimeter 199.2 in


Ix 40205 in⁴

Iy 374.2 in⁴

Ixy 0 in⁴

rx 25.07 in

ry 2.419 in

Sx+ 1306 in³

Sx- 1140 in³

Sy+ 45.7 in³

Sy- 45.7 in³

Xc 0 in

Y c 5.771 in


I2 374.2 in⁴

α 0 deg

r1 25.07 in

r2 2.419 in

S1+ 1306 in³

S1- 1140 in³

S2+ 45.7 in³

S2- 45.7 in³ Pola rIp 40580 in⁴

rp 25.19 in

Pla st icZx** 1573 in³

Zy** 85.84 in³

PN A X** 0 in

PN A Y ** 22.2 in

Ma ter ia lFy Base 36 Ksi


Qy 18.39 in³

A n g le 1 !Qx 256.4 in³

Qy 18.39 in³

Pa r t 1Qx 167. in³

Qy 18.39 in³

Pa r t 2Qx 167. in³

Qy 18.39 in³


Qy 0 in³

Cir cle 1Qx 189.3 in³

Qy 0 in³


Qy 0 in³



Part 1 A STM A 36

Part 2 A STM A 36


Circle 1 A STM A 615 Grade

60


60

Base

Material

A STM A 36


PORD170W Zone (3 Floor Beam - Left) Comp


118

DimensionsDepth 59 inWidth 16.38 inPerimeter 182.8 in



Ip 30111 in⁴rp 23.81 in








2.125 in²

Torsionro 23.81 inH 1. Xsc 5.51E-005 inYsc -0.0001 inCw 3.135E+005 in⁶J 16.61 in⁴Β1 0.0002 in


-241. in²


241.1 in²



PORD170W Zone (3 Floor Beam - Left) NonComp


119



Width 16.38 in

Perimeter 200.2 in


Ix 52707 in⁴

Iy 561.8 in⁴

Ixy 0 in⁴

rx 25.84 in

ry 2.668 in

Sx+ 1639 in³

Sx- 1526 in³

Sy+ 68.62 in³

Sy- 68.62 in³

Xc 0 in

Y c 4.719 in


I2 561.8 in⁴

α 0 deg

r1 25.84 in

r2 2.668 in

S1+ 1639 in³

S1- 1526 in³

S2+ 68.62 in³

S2- 68.62 in³ Pola rIp 53269 in⁴

rp 25.97 in


Zy** 125. in³

PN A X** 0 in

PN A Y ** 22.28 in



Qy 28.18 in ³

A n g le 1 !Qx 369.1 in³

Qy 28.18 in³


Qy 28.18 in ³


Qy 28.18 in³


Qy 0 in³


Qy 0 in³


Qy 0 in³



Part 1 A STM A 36

Part 2 A STM A 36



60


60

Base

Material

A STM A 36


PORD170W Zone (3 end) Comp


120


GeometricArea 68.12 in²Ix 41632 in⁴Iy 557. in⁴Ixy 0 in⁴rx 24.72 inry 2.86 inSx+ 1396 in³Sx- 1396 in³Sy+ 68.03 in³Sy- 68.03 in³Xc 0 inYc 0 in

PrincipalI1 41632 in⁴I2 557. in⁴α 0 degr1 24.72 inr2 2.86 inS1+ 1396 in³S1- 1396 in³S2+ 68.03 in³S2- 68.03 in³ Polar

Ip 42189 in⁴rp 24.89 in








2.725 in²



-243.3 in²


243.4 in²



PORD170W Zone (3 end) non Comp


121

DimensionsDepth 60.63 inWidth 16.38 inPerimeter 186. in



Ip 32048 in⁴rp 24.42 in


Angle 1Qx 218. in³Qy 18.39 in³

Angle 1!Qx 218. in³Qy 18.39 in³

Part 1Qx 218. in³Qy 18.39 in³




2.149 in²

Torsionro 24.42 inH 1. Xsc -4.53E-006 inYsc -0.0001 inCw 3.315E+005 in⁶J 16.24 in⁴Β1 0.0002 in


-247.8 in²


247.8 in²



PORD170W Zone (3 end) NonComp


122



Width 18 in

Perimeter 220.7 in

Geom etr icA rea 108. in²

Ix 93766 in⁴

Iy 1291 in⁴

Ixy 0 in⁴

rx 29.47 in

ry 3.458 in

Sx+ 2572 in³

Sx- 2531 in³

Sy+ 143.4 in³

Sy- 143.4 in³

Xc 0 in

Y c 3.79 in


I2 1291 in⁴

α 0 deg

r1 29.47 in

r2 3.458 in

S1+ 2572 in³

S1- 2531 in³

S2+ 143.4 in³

S2- 143.4 in³ Pola rIp 95057 in⁴

rp 29.67 in


Zy** 246.7 in³

PN A X** 0 in

PN A Y ** 24.08 in


A n g le 1Qx 389. in³

Qy 28.18 in ³

A n g le 1 !Qx 389. in³

Qy 28.18 in³


Qy 28.18 in ³


Qy 28.18 in³


Qy 0 in³


Qy 0 in³

Recta n g le 3Qx 495. in³

Qy 0 in³


Qy 0 in³

Cir cle 1 !Qx 142.2 in³

Qy 0 in³



Part 1 A STM A 36

Part 2 A STM A 36





60

Circle 1! A STM A 615 Grade

60

Base

Material

A STM A 36




123


GeometricArea 97.13 in²Ix 79843 in⁴Iy 1286 in⁴Ixy 0 in⁴rx 28.67 inry 3.639 inSx+ 2401 in³Sx- 2401 in³Sy+ 142.9 in³Sy- 142.9 in³Xc 0 inYc 0 in

PrincipalI1 79843 in⁴I2 1286 in⁴α 0 degr1 28.67 inr2 3.639 inS1+ 2401 in³S1- 2401 in³S2+ 142.9 in³S2- 142.9 in³ Polar

Ip 81129 in⁴rp 28.9 in










3.885 in²



-292.6 in²


292.6 in²





124



GeometricArea 136.6 in²Ix 142562 in⁴Iy 2020 in⁴Ixy 0 in⁴rx 32.31 inry 3.846 inSx+ 3574 in³Sx- 3623 in³Sy+ 224.4 in³Sy- 224.4 in³Xc 0 inYc 3.224 in


Ip 144582 in⁴rp 32.54 in

PlasticZx** 4355 in³Zy** 368.4 in³PNA X** 0 inPNA Y** 24.08 in

MaterialFy Base 36 Ksi








Circle 1Qx 248. in³Qy 0 in³

Circle 2Qx 157.2 in³Qy 0 in³

Part MaterialsAngle 1 ASTM A36Angle 1! ASTM A36Part 1 ASTM A36Part 2 ASTM A36Rectangle 2 ASTM A36Rectangle 1 ASTM A36Rectangle 3 ASTM A36Circle 1 ASTM A615 Grade

60Circle 2 ASTM A615 Grade

60Base Material ASTM A36




125




Ip 128092 in⁴rp 31.92 in







Rectangle 1Qx 955. in³Qy 0 in³



5.029 in²



-318. in²


318. in²





126





Ip 183305 in⁴rp 34.32 in


















127

DimensionsDepth 76 inWidth 18 inPerimeter 223.3 in



Ip 165066 in⁴rp 33.77 in










5.79 in²



-334.3 in²


334.4 in²





128





Ip 152787 in⁴rp 33.37 in


















129




Ip 134942 in⁴rp 32.68 in


Angle 1Qx 380. in³Qy 28.18 in³

Angle 1!Qx 380. in³Qy 28.18 in³







5.055 in²



-326. in²


326. in²





130





Ip 108742 in⁴rp 31.5 in











Circle 2Qx 151. in³Qy 0 in³







131




Ip 93152 in⁴rp 30.71 in










3.95 in²

Torsionro 30.71 inH 1. Xsc 8.22E-005 inYsc 0 inCw 1.531E+006 in⁶J 79.43 in⁴Β1 0 in


-312.1 in²


312.2 in²





132



Width 16.38 in

Perimeter 216.8 in


Ix 69707 in⁴

Iy 561.9 in⁴

Ixy 0 in⁴

rx 29.15 in

ry 2.617 in

Sx+ 1946 in³

Sx- 1788 in ³

Sy+ 68.63 in³

Sy- 68.63 in³

Xc 0 in

Y c 5.075 in


I2 561.9 in⁴

α 0 deg

r1 29.15 in

r2 2.617 in

S1+ 1946 in³

S1- 1788 in³

S2+ 68.63 in³

S2- 68.63 in³ Pola rIp 70268 in⁴

rp 29.27 in


Zy** 125.3 in³

PN A X** 0 in

PN A Y ** 24.08 in



Qy 28.18 in ³

A n g le 1 !Qx 419.9 in³

Qy 28.18 in³


Qy 28.18 in ³


Qy 28.18 in³


Qy 0 in³


Qy 0 in³


Qy 0 in³



Part 1 A STM A 36

Part 2 A STM A 36



60


60

Base

Material

A STM A 36


PORD170W Zone (9 beginning) Comp


133


GeometricArea 71.18 in²Ix 55808 in⁴Iy 557. in⁴Ixy 0 in⁴rx 28. inry 2.797 inSx+ 1646 in³Sx- 1646 in³Sy+ 68.04 in³Sy- 68.04 in³Xc 0 inYc 0 in

PrincipalI1 55808 in⁴I2 557. in⁴α 0 degr1 28. inr2 2.797 inS1+ 1646 in³S1- 1646 in³S2+ 68.04 in³S2- 68.04 in³ Polar

Ip 56365 in⁴rp 28.14 in








2.847 in²



-276.9 in²


276.8 in²



PORD170W Zone (9 beginning) NonComp


134



Width 85 in

Perimeter 378.4 in


Ix* 94357 in⁴

Iy * 42036 in⁴

Ixy* 0 in⁴

rx* 25.88 in

ry* 17.27 in

Sx+* 4330 in³

Sx-* 1886 in ³

Sy+* 989.1 in³

Sy-* 989.1 in³

Xc* 0 in

Y c* 18.37 in


I2* 42036 in⁴

α* 0 deg

r1* 25.88 in

r2* 17.27 in

S1+* 4330 in³

S1-* 1886 in³

S2+* 989.1 in³

S2-* 989.1 in³ Pola rIp* 136393 in⁴

rp* 31.11 in


Zy N ot Defined

PN A X N ot Defined

PN A Y N ot Defined


A n g le 1Qx* 546.2 in³

Qy * 28.18 in ³

A n g le 1 !Qx* 546.2 in³

Qy * 28.18 in³

Pa r t 1Qx* 126. in³

Qy * 28.18 in ³

Pa r t 2Qx* 126. in³

Qy * 28.18 in³


Qy * 0 in³


Qy * 0 in³

Recta n g le 1 !Qx* 1238 in³

Qy * 0 in³



Part 1 A STM A 36

Part 2 A STM A 36



ksi)


ksi)

Base

Material

A STM A 36


PORD170W Zone (9end) Comp


135



Width 28.33 in

Perimeter 265.1 in


Ix* 71134 in⁴

Iy * 2093 in⁴

Ixy* 0 in⁴

rx* 27.61 in

ry* 4.736 in

Sx+* 2301 in³

Sx-* 1739 in³

Sy+* 147.8 in³

Sy-* 147.8 in³

Xc* 0 in

Y c* 9.248 in


I2* 2093 in⁴

α* 0 deg

r1* 27.61 in

r2* 4.736 in

S1+* 2301 in³

S1-* 1739 in³

S2+* 147.8 in³

S2-* 147.8 in³ Pola rIp* 73228 in⁴

rp* 28.01 in


Zy N ot Defined

PN A X N ot Defined

PN A Y N ot Defined


A n g le 1Qx* 441.9 in³

Qy * 28.18 in ³

A n g le 1 !Qx* 441.9 in³

Qy * 28.18 in³

Pa r t 1Qx* 230.3 in³

Qy * 28.18 in ³

Pa r t 2Qx* 230.3 in³

Qy * 28.18 in³


Qy * 0 in³


Qy * 0 in³


Qy * 0 in³



Part 1 A STM A 36

Part 2 A STM A 36



ksi)


ksi)

Base

Material

A STM A 36


PORD170W Zone (9end) Comp_3n


136





Ip* 136393 in⁴rp* 31.11 in



Angle 1Qx* 546.2 in³Qy* 28.18 in³

Angle 1!Qx* 546.2 in³Qy* 28.18 in³

Part 1Qx* 126. in³Qy* 28.18 in³

Part 2Qx* 126. in³Qy* 28.18 in³



Rectangle 1!Qx* 1238 in³Qy* 0 in³

Part MaterialsAngle 1 ASTM A36Angle 1! ASTM A36Part 1 ASTM A36Part 2 ASTM A36Rectangle 2 ASTM A36Rectangle 1 Concrete (F'c = 3




PORD170W Zone (9end) Comp


137

*Modular ratio (E/Ebase).







138


DimensionsDepth 72.03 inWidth 28.33 inPerimeter 272. in



Ip* 100259 in⁴rp* 28.93 in



Angle 1Qx* 411.3 in³Qy* 28.18 in³

Angle 1!Qx* 411.3 in³Qy* 28.18 in³

Part 1Qx* 246.1 in³Qy* 28.18 in³

Part 2Qx* 246.1 in³Qy* 28.18 in³












139


GeometricArea 96. in²Ix 72110 in⁴Iy 1286 in⁴Ixy 0 in⁴rx 27.41 inry 3.66 inSx+ 2270 in³Sx- 2270 in³Sy+ 142.9 in³Sy- 142.9 in³Xc 0 inYc 0 in


Ip 73396 in⁴rp 27.65 in










3.84 in²



-279.3 in²


279.3 in²





140



GeometricArea* 194.1 in²Ix* 157437 in⁴Iy* 43494 in⁴Ixy* 0 in⁴rx* 28.48 inry* 14.97 inSx+* 5822 in³Sx-* 3462 in³Sy+* 1023 in³Sy-* 1023 in³Xc* 0 inYc* 13.47 in

PrincipalI1* 157437 in⁴I2* 43494 in⁴α* 0 degr1* 28.48 inr2* 14.97 inS1+* 5822 in³S1-* 3462 in³S2+* 1023 in³S2-* 1023 in³ Polar

Ip* 200931 in⁴rp* 32.18 in



Angle 1Qx* 477. in³Qy* 28.18 in³

Angle 1!Qx* 477. in³Qy* 28.18 in³

Part 1Qx* 168.9 in³Qy* 28.18 in³

Part 2Qx* 168.9 in³Qy* 28.18 in³



Rectangle 3Qx* 1208 in³Qy* 0 in³









141



Width 28.33 in

Perimeter 273. in


Ix* 123446 in⁴

Iy * 3551 in⁴

Ixy* 0 in⁴

rx* 29.03 in

ry* 4.924 in

Sx+* 3572 in³

Sx-* 3252 in³

Sy+* 250.7 in³

Sy-* 250.7 in³

Xc* 0 in

Y c* 5.95 in


I2* 3551 in⁴

α* 0 deg

r1* 29.03 in

r2* 4.924 in

S1+* 3572 in³

S1-* 3252 in³

S2+* 250.7 in³

S2-* 250.7 in³ Pola rIp* 126997 in⁴

rp* 29.45 in


Zy N ot Defined

PN A X N ot Defined

PN A Y N ot Defined


A n g le 1Qx* 391. in³

Qy * 28.18 in ³

A n g le 1 !Qx* 391. in³

Qy * 28.18 in³

Pa r t 1Qx* 254.9 in³

Qy * 28.18 in ³

Pa r t 2Qx* 254.9 in³

Qy * 28.18 in³


Qy * 0 in³


Qy * 0 in³

Recta n g le 3Qx* 1005 in³

Qy * 0 in³


Qy * 0 in³


Qy * 0 in³



Part 1 A STM A 36

Part 2 A STM A 36





ksi)


ksi)

Base

Material

A STM A 36




142




Ip 98638 in⁴rp 28.36 in










4.905 in²



-281.1 in²


281.1 in²





143



GeometricArea* 193.7 in²Ix* 152335 in⁴Iy* 43494 in⁴Ixy* 0 in⁴rx* 28.05 inry* 14.99 inSx+* 5707 in³Sx-* 3400 in³Sy+* 1023 in³Sy-* 1023 in³Xc* 0 inYc* 13.31 in

PrincipalI1* 152335 in⁴I2* 43494 in⁴α* 0 degr1* 28.05 inr2* 14.99 inS1+* 5707 in³S1-* 3400 in³S2+* 1023 in³S2-* 1023 in³ Polar

Ip* 195829 in⁴rp* 31.8 in



Angle 1Qx* 469.3 in³Qy* 28.18 in³

Angle 1!Qx* 469.3 in³Qy* 28.18 in³

Part 1Qx* 164.9 in³Qy* 28.18 in³

Part 2Qx* 164.9 in³Qy* 28.18 in³



Rectangle 3Qx* 1190 in³Qy* 0 in³









144



Width 28.33 in

Perimeter 270.9 in


Ix* 119333 in⁴

Iy * 3551 in⁴

Ixy* 0 in⁴

rx* 28.58 in

ry* 4.931 in

Sx+* 3498 in³

Sx-* 3192 in³

Sy+* 250.7 in³

Sy-* 250.7 in³

Xc* 0 in

Y c* 5.882 in


I2* 3551 in⁴

α* 0 deg

r1* 28.58 in

r2* 4.931 in

S1+* 3498 in³

S1-* 3192 in³

S2+* 250.7 in³

S2-* 250.7 in³ Pola rIp* 122884 in ⁴

rp* 29.01 in


Zy N ot Defined

PN A X N ot Defined

PN A Y N ot Defined


A n g le 1Qx* 384.4 in³

Qy * 28.18 in ³

A n g le 1 !Qx* 384.4 in³

Qy * 28.18 in³

Pa r t 1Qx* 249.8 in³

Qy * 28.18 in ³

Pa r t 2Qx* 249.8 in³

Qy * 28.18 in³


Qy * 0 in³


Qy * 0 in³


Qy * 0 in³


Qy * 0 in³


Qy * 0 in³



Part 1 A STM A 36

Part 2 A STM A 36





ksi)


ksi)

Base

Material

A STM A 36




145




Ip 95277 in⁴rp 27.92 in










4.89 in²



-276.4 in²


276.4 in²





146

MAINEDOT BRIDGE 3657 GIRDER PERMIT CRANE RATING

Based on inspection of reaction forces, Girder-2 will control over Girder-1.Therefore only Girder-2 is rated. Also, the Girders are symmetric so only half the girder is rated.

Limit State: STRENGTH I MBE Table 6A.4.2.2-1

MBE 6A.4.2.1-1

γDC = 1.25 LRFD load factor for structural components and attachmentsγDW = 1.5 LRFD load factor for wearing surface and utilites

DC= Dead load effect due to structural components

DW= Dead load effect due to wear surface and utilities

LL= Live load effect

IM= Dynamic load allowance

Design Load:

ADTT = ADT x Truck ADT% x 55% (Single Lane)ADT = 4450Truck ADT = 9.00%ADTTSL = 220.275 < 1000

Permit

γLL = 1.26 live load factor MBE Table 6A.4.4.2.3a-1

C= φcφs φRn Capacity

Flexure:φc = 1.00 Condition Factor MBE Table 6A.4.2.3-1φs = 0.90 System Factor MBE Table 6A.4.2.4-1

Shear:φc = 1.00 Condition Factor MBE Table 6A.4.2.3-1φs = 1.00 System Factor MBE Table 6A.4.2.4-1

RF =C - (γDC)(DC) - (γDW)(DW)

(γLL)(LL+IM)

Date

Revised by

2/27/17

TJP

Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

3/01/17

BRG

4/29/14

JDWC

63738‐DS‐661

4/25/14

DAD


Girder Rating_Crane.xlsxCrane Rating 1 of 4

4/19/20176:13 PM147


Date

Revised by

2/27/17

TJP

Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

3/01/17

BRG

4/29/14

JDWC

63738‐DS‐661

4/25/14

DAD


Critical Section

Critical sections for moments and shear are taken at the point of cover plate development. The section with the smallest

modulus is used to determine the critical stress at the point of development.

Moment:

Stop Sbot. Stop Sbot. Stop Sbot.

Zone 1 1122 in³ 839 in³ 6503 in³ 1066 in³ 2559 in³ 979 in³


Zone 3 - Start 1263 in³ 952 in³ 6766 in³ 1197 in³ 2783 in³ 1102 in³Zone 3 - FB

Left1008 in³ 1008 in³ 1694 in³ 1140 in³

Zone 3 - End 1396 in³ 1396 in³ 2100 in³ 1526 in³

Zone 4 2401 in³ 2401 in³ 3183 in³ 2531 in³

Zone 5 3491 in³ 3491 in³ 4333 in³ 3623 in³

Zone 6 4278 in³ 4278 in³ 5160 in³ 4414 in³

Zone 7 3593 in³ 3593 in³ 4479 in³ 3738 in³

Zone 8 2594 in³ 2594 in³ 3414 in³ 2729 in³

Zone 9 1646 in³ 1646 in³ 2417 in³ 1788 in³





Shear:

1.1 18.00 in²

Zone 1 18.25 in²

Zone 2 18.20 in²

Zone 3 - Start 20.09 in²Zone 3 - FB

Left 22.13 in²

Zone 3 - End 22.37 in²

Zone 4 24.38 in²

Zone 5 25.97 in²

Zone 6 27.00 in²

Zone 7 26.62 in²

Zone 8 26.01 in²

Zone 9 25.43 in²

Zone 9 23.75 in²

Zone 10 23.25 in²

Zone 11 22.88 in²

Zone 12 22.50 in²

Critical Section

Non-Comp. Section Modulus

Note: For positive moment regions long term section modulus and short term section modulus are reported, sections are identical for negative moment therefore value is only reported in the Long Term column

Comp. Section Modulus

Critical Section

Shear Area

Comp. Section ModulusShort Term (n) Long Term (3n)


4/19/20176:13 PM148


Date

Revised by

2/27/17

TJP

Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

3/01/17

BRG

4/29/14

JDWC

63738‐DS‐661

4/25/14

DAD


Flexural Rating

MomentsM,DC1 M,DC2 M,DW M,LL+IM Net Bending

Zone 1 4173.84 k-in 661.82 k-in 913.93 k-in 10734.26 k-in PositiveZone 2 6359.19 k-in 797.60 k-in 1399.22 k-in 18582.77 k-in PositiveZone 3 2273.93 k-in 555.89 k-in 792.16 k-in 18032.45 k-in Positive

Zone 3 - FB Left

-5863.76 k-in -460.14 k-in -679.53 k-in -13051.21 k-in Negative

Zone 3 -9834.38 k-in -856.42 k-in -1376.80 k-in -13921.83 k-in NegativeZone 4 -19925.71 k-in -1978.60 k-in -3218.18 k-in -16096.50 k-in NegativeZone 5 -29506.21 k-in -3178.49 k-in -5043.93 k-in -18478.89 k-in NegativeZone 6 -37180.76 k-in -4210.51 k-in -6547.50 k-in -20401.55 k-in NegativeZone 7 -30294.46 k-in -3292.34 k-in -5177.77 k-in -17059.11 k-in NegativeZone 8 -22251.41 k-in -2256.62 k-in -3593.92 k-in -15513.06 k-in NegativeZone 9 -14334.89 k-in -1283.81 k-in -2059.44 k-in -14089.31 k-in NegativeZone 9 9703.10 k-in 1478.75 k-in 2398.48 k-in 22726.20 k-in PositiveZone 10 16345.27 k-in 2271.98 k-in 3567.08 k-in 27819.35 k-in PositiveZone 11 22033.09 k-in 2857.69 k-in 4555.06 k-in 32919.64 k-in PositiveZone 12 27051.08 k-in 3470.50 k-in 5444.25 k-in 36752.48 k-in Positive

C= φcφs φFn

Tension in Extreme Fibers

FT,DC1 FT,DC2 FT,DW FT,LL+IM φFnt C R.FZone 1 4.98 ksi 0.68 ksi 0.93 ksi 10.07 ksi 33.0 ksi 29.7 ksi 1.674Zone 2 5.30 ksi 0.58 ksi 1.01 ksi 12.37 ksi 33.0 ksi 29.7 ksi 1.337Zone 3 2.39 ksi 0.50 ksi 0.72 ksi 15.06 ksi 33.0 ksi 29.7 ksi 1.317

Zone 3 - FB Left

5.82 ksi 0.27 ksi 0.40 ksi 7.70 ksi 33.0 ksi 29.7 ksi 2.214

Zone 3 7.04 ksi 0.41 ksi 0.66 ksi 6.63 ksi 33.0 ksi 29.7 ksi 2.322Zone 4 8.30 ksi 0.62 ksi 1.01 ksi 5.06 ksi 33.0 ksi 29.7 ksi 2.673Zone 5 8.45 ksi 0.73 ksi 1.16 ksi 4.26 ksi 33.0 ksi 29.7 ksi 3.066Zone 6 8.69 ksi 0.82 ksi 1.27 ksi 3.95 ksi 33.0 ksi 29.7 ksi 3.194Zone 7 8.43 ksi 0.74 ksi 1.16 ksi 3.81 ksi 33.0 ksi 29.7 ksi 3.440Zone 8 8.58 ksi 0.66 ksi 1.05 ksi 4.54 ksi 33.0 ksi 29.7 ksi 2.894Zone 9 8.71 ksi 0.53 ksi 0.85 ksi 5.83 ksi 33.0 ksi 29.7 ksi 2.298Zone 9 6.44 ksi 0.85 ksi 1.38 ksi 12.05 ksi 33.0 ksi 29.7 ksi 1.220Zone 10 7.20 ksi 0.91 ksi 1.43 ksi 10.39 ksi 33.0 ksi 29.7 ksi 1.331Zone 11 7.30 ksi 0.88 ksi 1.40 ksi 9.51 ksi 33.0 ksi 29.7 ksi 1.450Zone 12 9.14 ksi 1.09 ksi 1.71 ksi 10.81 ksi 33.0 ksi 29.7 ksi 1.055

1.055Controlling R.F =

,

.


4/19/20176:13 PM149


Date

Revised by

2/27/17

TJP

Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

3/01/17

BRG

4/29/14

JDWC

63738‐DS‐661

4/25/14

DAD


Compression in Extreme Fibers

FC,DC1 FC,DC2 FC,DW FC,LL+IM φFnc C R.FZone 1 3.72 ksi 0.26 ksi 0.36 ksi 1.65 ksi 33.0 ksi 29.7 ksi 11.632Zone 2 5.30 ksi 0.30 ksi 0.53 ksi 2.99 ksi 33.0 ksi 29.7 ksi 5.813Zone 3 1.80 ksi 0.20 ksi 0.28 ksi 2.67 ksi 33.0 ksi 29.7 ksi 7.973

Zone 3 - FB Left

5.82 ksi 0.40 ksi 0.60 ksi 11.45 ksi 33.0 ksi 29.7 ksi 1.458

Zone 3 7.04 ksi 0.56 ksi 0.90 ksi 9.12 ksi 33.0 ksi 29.7 ksi 1.639Zone 4 8.30 ksi 0.78 ksi 1.27 ksi 6.36 ksi 28.87 ksi 26.0 ksi 1.588Zone 5 8.45 ksi 0.88 ksi 1.39 ksi 5.10 ksi 28.87 ksi 26.0 ksi 1.903Zone 6 8.69 ksi 0.95 ksi 1.48 ksi 4.62 ksi 27.42 ksi 24.7 ksi 1.785Zone 7 8.43 ksi 0.88 ksi 1.39 ksi 4.56 ksi 27.42 ksi 24.7 ksi 1.906Zone 8 8.58 ksi 0.83 ksi 1.32 ksi 5.68 ksi 27.42 ksi 24.7 ksi 1.528Zone 9 8.71 ksi 0.72 ksi 1.15 ksi 7.88 ksi 27.42 ksi 24.7 ksi 1.125Zone 9 6.44 ksi 0.47 ksi 0.76 ksi 3.20 ksi 33.0 ksi 29.7 ksi 4.941Zone 10 7.20 ksi 0.57 ksi 0.90 ksi 3.57 ksi 33.0 ksi 29.7 ksi 4.140Zone 11 7.30 ksi 0.60 ksi 0.96 ksi 3.88 ksi 33.0 ksi 29.7 ksi 3.764Zone 12 9.14 ksi 0.74 ksi 1.17 ksi 4.39 ksi 33.0 ksi 29.7 ksi 2.820

1.125

Shear Rating

VWeb,DC1 VWeb,DC2 VWeb,DW VWeb,LL+IM ΦVn C R.F1.1 38 kips 7 kips 8 kips 91 kips 213 kip 213 kips 1.259

Zone 1 23 kips 3 kips 5 kips 79 kips 280 kip 280 kips 2.405Zone 2 31 kips 0 kips 4 kips 39 kips 280 kip 280 kips 4.766Zone 3 41 kips 4 kips 7 kips 48 kips 300 kip 300 kips 3.846

Zone 3 - FB Left

57 kips 8 kips 11 kips 60 kips 304 kip 304 kips 2.707

Zone 3 99 kips 10 kips 18 kips 111 kips 370 kip 370 kips 1.471Zone 4 111 kips 13 kips 21 kips 123 kips 418 kip 418 kips 1.498Zone 5 121 kips 16 kips 23 kips 130 kips 449 kip 449 kips 1.477Zone 6 162 kips 22 kips 32 kips 146 kips 479 kip 479 kips 1.093Zone 7 157 kips 21 kips 31 kips 143 kips 489 kip 489 kips 1.224Zone 8 150 kips 19 kips 29 kips 140 kips 466 kip 466 kips 1.196Zone 9 143 kips 17 kips 27 kips 137 kips 456 kip 456 kips 1.241Zone 9 84 kips 11 kips 16 kips 99 kips 389 kip 389 kips 1.979Zone 10 74 kips 9 kips 13 kips 97 kips 382 kip 382 kips 2.115Zone 11 64 kips 6 kips 11 kips 92 kips 360 kip 360 kips 2.198Zone 12 0 kips 0 kips 0 kips 53 kips 327 kip 327 kips 4.906

1.093Controlling R.F =

Controlling R.F =


4/19/20176:13 PM150

VASSALBORO FLOORBEAM RATING SUMMARY

EffectCondition

FactorSystem Factor

DC Factor

DW Factor

LL+I Factor

Member FDC1 FDC2 FDW FLL+IM φFn C R.FEnd FB 4.05 ksi 0.05 ksi 0.36 ksi 5.41 ksi 33.00 ksi 28.05 ksi 3.28Int. FB 7.01 ksi 0.03 ksi 1.06 ksi 13.24 ksi 33.00 ksi 28.05 ksi 1.06

Member VWeb,DC1 VWeb,DC2 VWeb,DW VWeb,LL+IM ΦVn C R.FEnd FB 22 kips 1 kips 5 kips 73 kips 406 kips 406 kips 4.05Int. FB 38 kips 0 kips 6 kips 91 kips 406 kips 406 kips 3.06

VWeb,DC1 VWeb,DC2 VWeb,DW VWeb,LL+IM ΦVn C End FB 38 kips 0 kips 6 kips 91 kips 278 kips 278 kips 1.97

LEGAL 1CONTROLLING MOMENT R.F = 1.06


FLOORBEAM RATING

MOMENT 1.00 0.85 1.25 1.50 1.26

Permit (Crane)

Permit (Crane)

SHEAR 1.00 1.00 1.25 1.50 1.26

MemberCONNECTION OPERATING

R.F

For

Made by

Vassalboro ‐ Refined Load RatingDAD

4/25/14Checked by JDWC

4/29/14

Sheet No.

Backchecked by BRG3/01/17DateDateDate

Job No. 63738-DS-661

Revised by TJP

2/27/17Date

Floorbeam Rating_Crane.xlsxPERMIT LOAD RATINGS SUMMARY 1 of 1

4/20/201710:13 AM151

MAINEDOT BRIDGE 3657 END FLOORBEAM SECTION PROPERTIES

End Floorbeam Properties

L = 26.00 ft Span LengthSFBR = 24.00 ft floorbeam Spacing (right side)SFBL = 1.50 ft floorbeam Spacing (left side)


Material Properties

f'c = 3 ksi Concrete compressive strength

Fyc = 33 ksi Yield strength of steel, MBE Table 6B.6.2.1-1E = 29000 ksi Modulus of elasticity of steel

Resistance Factors

Φf = 1.00 Resistance factor for flexure (AASHTO 6.5.4.2)


Slab Width Slab width on either side of flange shall not exceed: AASHTO 4.6.2.6

Six times the thickness of the slab 3.75 ft1/10 of the span length of the beam 2.60 ft

1.50 ft 2.60 ft

Section Properties are calculated using ShapeBuilder Software.


Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

3/01/17

BRG

3/31/14

ETK

63738‐DS‐661

2/11/14

DAD

Vassalboro ‐ Refined Load RatingRevised by TJP

2/27/17Date

Floor Beam Rating_Crane.xlsxEnd FB 1 & 12 Section Prop. 1 of 4

4/18/20175:29 PM152


Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

3/01/17

BRG

3/31/14

ETK

63738‐DS‐661

2/11/14

DAD


2/27/17Date

FLOORBEAMS 1 & 12

36CB x 150 d = 35.84'' overall depth






do = 78.0 in Transverse stiffener spacing (Length of Floor Bea

Non-Composite Properties Composite Properties (1n)

Area = 44.37 in² Areac = 84.10 in²

Ix = 9075.00 in^4 Ixc = 19106.00 in^4

Iy = 269.70 in^4 Iyc = 9201.00 in^4

Ixy = 0.00 in^4 Ixyc = 3007.00 in^4

rx = 14.30 in rxc = 15.07 in

ry = 2.47 in ryc = 10.46 in



Sy+ = 45.06 in^3 Sy+c = 327.50 in^3

Sy- = 45.06 in^3 Sy-c = 435.90 in^3

Xc = 0.00 in Xcc = 3.11 in

Yc = 0.00 in Ycc = 10.38 in N.A = 17.92 in From bottom of flange N.A = 28.30 in

Dc = 5.66 in


Noncompact WebLimiting Slend. Ratio, λrw = 5.7 √[E/Fyc] = = 169.0 (AASHTO Eq. 6.10.1.10.2-4)





= 1.0 (AASHTO Eq. 6.10.1.10.2-3)





=

1200+300awc

5.7*√[29000/33]

0.7 * 33

=2 * 5.7 * 0.625

- 169.0) ≤ 1.01200+300*0.6

0.6

1 - (

= 1 - ( )(

0.6 (AASHTO 6.10.1.10.2-5)12.0 * 0.94

awc)( - λrw ) ≤ 1.0

11.972''

0.94''

35.84''

11.972''

0.94''

0.625''

33.96''


4/18/20175:29 PM153


Date

Backchecked by

Sheet No.

Date

Checked by

Job No.

Date

Made by

For

3/01/17

BRG

3/31/14

ETK

63738‐DS‐661

2/11/14

DAD


2/27/17Date



Shear-Buckling 5 5

Coefficient, k = (do/D)2 (78.0/34.0)² (AASHTO 6.10.9.2)

= 5.9 (AASHTO Eq. 6.10.9.3.2-7)



Shear-Buckling toShear Yield Ratio, C = 1 if Slenderness Ratio is less than or equal to Lim1 1 if 54.3 ≤ 81.0 (AASHTO Eq. 6.10.9.3.2-6)

= 1.00 (AASHTO Eq. 6.10.9.3.2-6)

Plastic Shear Force, Vp = 0.58FyDtw = = 406 kip (AASHTO Eq. 6.10.9.2-1)


→ ΦVn = ΦvCVp = = 406.2 kip33.00*(1.00)*406

0.58*33*34.0*0.625

5 + = 5 +

1.12*√[29000*5.9/33]=

1.40*√[29000*5.9/33]=


4/18/20175:29 PM154

97.50 in49.20 in

Item Width Height Area dist bot. dist. * A Ix Iy d a*d^2+IxTop Flange 11.972 in 0.94 in NA NA NA NA NA NA NA

Web 0.625 in 33.96 in NA NA NA NA NA NA NABot. Flange 11.972 in 0.94 in NA NA NA NA NA NA NA

Rolled sect.-1 35.84 in 44.16 in^2 17.92 in 791.3 in^3 9012.1 in^4 250.4 in^4 0.00 in 9012.1 in^4Totals 35.84 in 44.16 in^2 791.3 in^3 250.4 in^4 9012.1 in^4

Area 44.16 in^2 16.98 in Ix 9012.1 in^4d 35.84 in 16.98 in Iy 250.4 in^4

Y-bar Top 17.92 in Dn 16.98 in Sx Top 502.9 in^3Y-bar Bot. 17.92 in Sx Bot. 502.9 in^3

Sx min. 502.9 in^3

Item Width Height Area dist bot. dist. * A Ix Iy d a*d^2+IxSlab 49.20 in 7.50 in 13.37 in^2 39.59 in 529.3 in^3 62.7 in^4 2697.0 in^4 16.634 in 3762.0 in^4

Steel Element 35.84 in 44.16 in^2 17.92 in 791.3 in^3 9012.1 in^4 250.4 in^4 -5.036 in 10132.1 in^4Totals 43.34 in 57.53 in^2 1320.7 in^3 2947.4 in^4 13894.1 in^4

Area 57.53 in^2 11.944 in Ix 13894.1 in^4d 43.34 in 22.016 in Iy steel 250.4 in^4

Y-bar Top 20.384 in Dn 22.016 in 681.6 in^3 transformedY-bar Top Flange 12.884 in 1078.4 in^3 in compressioY-bar Bot. Flange 22.956 in 605.2 in^3

605.2 in^3Sx flange min.

depth of Web below NA

Elastic section Properties, Positive Bending, 3n Transformed composite

depth of Web above NAdepth of Web below NA

Sx top slabSx Top flangeSx Bot. flange

depth of Web above NA

Long. Reinf. As/ft = Long. Reinf. As/ft =

Elastic section Properties, non-composite, if rolled section enter all applicable properties, plate data used for additional calcs.

Calculation of general section properties for an I-SectionVassalboro, End Floorbeam section properties, member only see positive bending, (Member CB36x150), f'c=3000psi

Negative reinforcing dataSlab n = Top Cover = Bot. Cover =Slab t = Top Trans. Bar Dia. = Bot. Trans. Bar Dia. =

Slab effective width = Top Long. Bar Dia. = bot. Long. Bar Dia. =

Date

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Vassalboro ‐ Refined Load Rating

File Name: Floor Beam Rating_Crane.xlsxSheet: 3n_SectProp_FB_End

Print Date: 4/18/2017Time: 5:29 PM155

VASSALBORO INTERIOR FLOORBEAM SECTION PROPERTIES

Interior Floorbeam Properties

L = 26.00 ft Span LengthSFB = 24.00 ft floorbeam Spacing


Material Properties



Resistance Factors



Slab Width Slab width on either side of flange shall not exceed: AASHTO 4.6.2.6

Six times the thickness of the slab 3.75 ft1/10 of the span length of the beam 2.60 ft



2.60 ft 2.60 ft

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Floor Beam Rating_Crane.xlsxInterior FB 2-11 Section Prop. 1 of 4

4/18/20175:27 PM156


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2/27/17Date

FLOORBEAMS 2-11

36CB x 150







do = 78.0 in Transverse stiffener spacing (Length of Floor Beam

Non-Composite Properties Composite Properties (1n)

Area = 44.37 in² Areac = 94.75 in²

Ix = 9075.00 in^4 Ixc = 20391.00 in^4

Iy = 269.70 in^4 Iyc = 16618.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4

rx = 14.30 in rxc = 14.67 in

ry = 2.47 in ryc = 13.24 in



Sy+ = 45.06 in^3 Sy+c = 532.60 in^3

Sy- = 45.06 in^3 Sy-c = 532.60 in^3

Xc = 0.00 in Xcc = 0.00 in

Yc = 0.00 in Ycc = 11.52 in N.A = 17.92 in From bottom of flange N.A = 29.44 in

Dc = 4.52 in


Noncompact Web

Limiting Slend. Ratio, λrw =5.7 √[E/Fyc] = = 169.0 (AASHTO Eq. 6.10.1.10.2-4)





= 1.0 (AASHTO Eq. 6.10.1.10.2-3)


ominal Flexural Resistance



169.0) ≤ 1.01200+300*0.5

= 1 - (0.5

)( -

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

=2 * 4.5 * 0.625

= 0.5 (AASHTO 6.10.1.10.2-5)12.0 * 0.94

5.7*√[29000/33]

0.7 * 33

11.972''

0.94''

35.84''

11.972''

0.94''

0.625''

33.96''


4/18/20175:27 PM157


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2/27/17Date



Shear-Buckling 5 5


= 5.9 (AASHTO Eq. 6.10.9.3.2-7)

Slenderness RatioLimit 1, Lim1 =1.12 √[Ek/Fy = 81.0 (AASHTO Eq. 6.10.9.3.2-4)

Slenderness RatioLimit 2, Lim2 =1.40 √[Ek/Fy = 101.2 (AASHTO Eq. 6.10.9.3.2-5)

Shear-Buckling to

Shear Yield Ratio, C = 1 if Slenderness Ratio is less than or equal to Lim 1 if 54.3 ≤ 81.0 (AASHTO Eq. 6.10.9.3.2-6

= 1.00 (AASHTO Eq. 6.10.9.3.2-6)



→ ΦVn = ΦvCVp = = 406.2 kip

1.12*√[29000*5.9/33]=

1.40*√[29000*5.9/33]=

0.58*33*34.0*0.625

33.00*(1.00)*406

5 + = 5 +


4/18/20175:27 PM158

97.50 in62.40 in






Sx min. 502.9 in^3




Y-bar Top 19.408 in Dn 22.992 in 764.9 in^3 transformedY-bar Top Flange 11.908 in 1246.7 in^3 in compressioY-bar Bot. Flange 23.932 in 620.3 in^3

620.3 in^3Sx flange min.








Calculation of general section properties for an I-SectionVassalboro, Interior Floorbeam section properties, member only see positive bending, (Member CB36x150), f'c=3000psi

Negative reinforcing dataSlab n = Top Cover = Bot. Cover =Slab t = Top Trans. Bar Dia. = Bot. Trans. Bar Dia. =


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File Name: Floor Beam Rating_Crane.xlsxSheet: 3n_SectProp_FB_int


Sbot

506 in³Member Location 605 in³

82 156.0 in 679 in³

Moment Stress Moment StressDC1 2051.92 k-in 4.05 ksi Crane Load 3671.45 k-in 5.41 ksiDC2 29.54 k-in 0.05 ksiDW 216.90 k-in 0.36 ksi

φc = 1.00

φs = 0.85

C= φcφs φFn Capacity φFn = 33.0 ksi

C = 28.05 ksiφcφs≥0.85

Capacity

Condition Factor MBE Table 6A.4.2.3-1

System Factor MBE Table 6A.4.2.4-1

Dead Loads Live Loads + impact

MAINEDOT BRIDGE 3657 END FLOORBEAM RATING

End Floorbeam: governed by net positve bend. Controlling members 82.Controlling shear members 82.

Flexural

Critical Section Section Properties

CSI Output Non-Comp. Sx3N-Comp. Sx


Moments & Stresses

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Date

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Floor Beam Rating_Crane.xlsxEnd_FB_Rating 1 of 3

4/19/20178:02 AM163



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Date

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2/27/17TJP

Member Location 82 0.0 in

Shears ShearsDC1 22 kips Crane Load 73 kipsDC2 0.75 kipsDW 5 kips

φc = 1.00

φs = 1.00

C= φcφs φFn Capacity ΦVn = 406.25 kips

C = 406.25 kips

Dead Loads

Capacity



φcφs≥0.85

MBE 6A.4.2.1-1

Shear

Critical Section

CSI Output

Shears

Live Loads + impact


4/19/20178:02 AM164



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C= DC=DW=

LL=IM=

γDC = 1.25γDW = 1.5

1.26 live load factor

C FDC1 / VDC1 FDC2 / VDC2 FDW / VDW FLL+IM / VLL+IM R.F

Moment Crane Load 5.41 ksi 3.28

Shear Crane Load 406.25 kips 21.99 kips 0.75 kips 4.95 kips 72.57 kips 4.05

MBE Table 6A.4.2.2-1

28.05 ksi 4.05 ksi 0.05 ksi 0.36 ksi

Dead load effect due to structural componentsDead load effect due to wear surface and utilitiesLive load effectDynamic load allowance

Limit State: STRENGTH I

LRFD load factor for structural components and attachments

LRFD load factor for wearing surface and utilites

Capacity

Ratings


(γLL)(LL+IM)

γLL_Permit Loads =


4/19/20178:02 AM165

Sbot


91 156.0 in 693 in³


φc = 1.00

φs = 0.85


C = 28.05 ksi

Capacity



φcφs≥0.85


VASSALBORO INTERIOR FLOORBEAM RATING

Interior Floorbeam: governed by net positve bend. Controlling members 91.Controlling shear members 91.

Flexural




Moments & Stresses

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Floor Beam Rating_Crane.xlsxInt_FB_Rating 1 of 3

4/19/20177:59 AM166



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TJP


Shears ShearsDC1 38 kips Crane Load 91 kipsDC2 0.03 kipsDW 6 kips

φc = 1.00

φs = 1.00

C= φcφs φVn Capacity ΦVn = 406.25 kips

C = 406.25 kips


MBE 6A.4.2.1-1

φcφs≥0.85

Capacity

Condition Factor

Live Loads + impact

Shear

Critical Section

CSI Output

Shears

Dead Loads



4/19/20177:59 AM167



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6/9/14JMA


Date

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TJP

C= DC=DW=

LL=IM=

γDC = 1.25γDW = 1.5

1.26 live load factor


Moment Crane Load 13.24 ksi 1.06

Shear Crane Load 406.25 kips 38.02 kips 0.03 kips 6.24 kips 90.52 kips 3.061.06 ksi



28.05 ksi 7.01 ksi 0.03 ksi

γLL_Crane Loads =




Ratings


(γLL)(LL+IM)

Capacity


4/19/20177:59 AM168

VASSALBORO Connection Rating Permit Load Floorbeam-to-Girder Connection RatingMBE = AASHTO Manual for Bridge Evaluation 2nd Edition with 2014 Interims Sheet Made by: JDWC

Modified by: DADThe riveted floorbeam with the controlling operating shear is rated for connection.

Connection Details

Rivets

db = 7/8 Rivet diameterdh = 1 in Hole diameterAr = 0.601 in² Nominal rivet area

Connection Geometry - At Floorbeam Web

Sh_FB = 2.75 in Horizontal rivet spacingSv_FB = 5.46875 in Vertical rivet spacing (Use for Block Shear Only)devBS = 4.5 in Minimum vertical rivet edge distance(Use for Block Shear Only)

Nrows_FB = 5 Number of rivet rows(Use for Block Shear Only)dev = 1.5 in Minimum vertical rivet edge distancedeh = 1.625 in Minimum horizontal rivet edge distancedc = 4.4688 in Clear distance between holesLc = 1.0 in Min. Clear distance (AASHTO 6.13.2.9)e = 4.188 in Connection eccentricity

m = 2 Number of faying surfacesNrows_FB = 11 Number of rivet rowsNcol_FB = 2 Number of rivet columnsNr_FB = 11 Total number of rivets

Member Thicknesses

tL = 0.4375 in Angle thickness (L7x4x7/16)tFB = 0.625 in Floorbeam web thickness (36CBx150)tG = 0.375 in Girder web thicknesstfill = 0.5 in Filler plate thickness

Assumptions and Input

▪ Rate connection for Permit Crane, Strength I Limit State for bearing and shear (MBE 6A.6.12.2)▪ Rating shall be based on actual factored loads, regardless of the 75% capacity rule found in AASHTO 6.13.2.1

PermitSystem Factor, Φs = 1.0 MBE 6A.4.2.4

Condition Factor, Φc = 1.0 MBE Table 6A.4.2.3-1

Loads

DC1 DC2 DW LL+IMStrength I Load Factors = 1.25 1.25 1.5 1.26 MBE Table 6A.4.2.2-1

Max Shear, V = 38.02 kips 0.03 kips 6.24 kips 90.52 kips See Floorbeam Rating

For

Made by


4/25/14

Checked by JDWC3/31/14

Sheet No.

Backchecked by XXXDateDateDate

Job No. 63738-DS-661

XXXRevised by TJP

2/27/17Date

Floor Beam Rating_Crane.xlsxConnection Rating Permit Load 1 of 4

4/19/20178:10 AM169

VASSALBORO Connection Rating Permit Load Floorbeam-to-Girder Connection Rating

For

Made by


4/25/14


Sheet No.


Job No. 63738-DS-661

XXXRevised by TJP

2/27/17Date

Bearing Resistance at Strength I Limit State

Minimum thickness ofconnected material, t = min{2tL, tstr} 0.625 in

Φbb = 0.80 Resistance factor for bolt bearing (AASHTO 6.5.4.2)Fu = 60 ksi Ultimate tensile strength of material

Rn_brg = 1.2LctFu = 45.00 kips Bearing resistance per hole (AASHTO Eq. 6.13.2.9-1 or 2)ΦRn_brg = ΦbbNrRn_brg = 396.0 kips Total bearing resistance

RFbearing = (ΦcΦsΦRn_brg - γDLVDC1 - γDLVDC2 - γDWVDCW) / (γLLVLL+IM) =

= (1.0*1.0*396.0k - 1.25*38.02k - 1.25*0.03k - 1.5*6.24k) / (1.26*90.52k)RFbearing = 2.97

Shear Resistance at Strength I Limit State

ΦF = 21 ksi Factored shear strength of rivet (MBE Table 6A.6.12.5.1-1)ΦRn_v/rivet = ΦFmAr = 25.3 kips Shear resistance per rivet (MBE Eq. 6A.6.12.5.1-1)ΦRn_v = ΦRn_v/rivetNr = 277.8 kips Total shear resistance

RFshear = (ΦcΦsΦRn_Shear - γDLVDC1 - γDLVDC2 - γDWVDCW) / (γLLVLL+IM) =

= (1.0*1.0*277.8k - 1.25*38.02k - 1.25*0.03k - 1.5*6.24k) / (1.26*90.52k)RFshear = 1.94

Block Shear Resistance at Strength I Limit State

Φbs = 0.80 Resistance factor for block shear (AASHTO 6.5.4.2)Fy = 33 ksi Yield strength of material

Gross shear area, Avg = 16.5 in²

Net shear area, Avn = 13.7 in²

Pitch of holes, s = 2.73 in

Gage of holes, g = 2.75 in

Net tension area, Atn = 2.2 in²

Yielding resistance, Ry = 449 kips

Fracture resistance, Ru = 609 kips

ΦRn_block = Φbsmin{Ry,Ru} = 359.1 kips Total block shear resistance

RFblock = (ΦcΦsΦRn_Block - γDLVDC1 - γDLVDC2 - γDWVDCW) / (γLLVLL+IM) =

= (1.0*1.0*359.1k - 1.25*38.02k - 1.25*0.03k - 1.5*6.24k) / (1.26*90.52k)RFblock = 2.65

▪ Bearing may be controlled by the angle legs, floorbeam web, or girder web. By inspection, the girder web will not control. At both faces of the connection, there are two angle legs resisting the load; therefore, to determine the minimum connected member thickness, multiply the angle thickness by 2.

= min{2*0.4375, 0.625} =

▪ Consider the connection at the floorbeam web. Connection at girder web is controlled by combined tension and shear. See below.

▪ Net section is determined as per AASHTO 6.13.4 and 6.8.3.

[(Nrows_FB-1)*Sv_FB+devBS]*tFB = [(5-1)*5in+4.5in] * 0.625 =

Avg - (Nrows_FB-0.5)*tFB = 16.5 - (5-0.5)*0.625 =

Sh_FB

▪ Failure plane in the 1st row of rivets (assumed)

0.58FuAvn+FuAtn = 0.58*60*13.7 + 60*2.2 =

Sv_FB / 2 = 5/2 =

=(2.75+1.625-1.5+3²/4*2.75)*.63=

0.58FyAvg+FuAtn = 0.58*33*16.5 + 60*2.2 =

= 2.75 =

(Sh_FB+deh-1.5+s2/4g)*tFB


4/19/20178:10 AM170


For

Made by


4/25/14


Sheet No.


Job No. 63738-DS-661

XXXRevised by TJP

2/27/17Date

Combined Tension and Shear Resistance at Strength I Limit State

Φint = 0.67 Resistance factor for rivet interaction (MBE 6A.6.12.5.2)Fur = 46.0 ksi Ultimate tensile strength of rivet (MBE 6A.6.12.5.2)

ΦRn_int = ΦintArFur= 18.5 kips Interaction resistance of outermost rivet (MBE Eq. 6A.6.12.5.2-1)

Connection Geometry - At Girder Web (use fill height of angle)

Sh_g = 5.625 in Horizontal rivet spacing Sv_g = 3.154 in Vertical rivet spacing (Average)

Nrows_g = 14 Number of rivet rowsNcol_g = 2 Number of rivet columnsNr_g = 28 Total number of rivets

Bolted Connection at Web of Girder:

1 0.00 0.00 840.50 in²2 3.15 3.15 601.78 in²3 6.31 6.31 402.84 in²4 9.46 9.46 243.70 in²5 12.62 12.62 124.33 in²6 15.77 15.77 44.76 in²7 18.92 18.92 4.97 in²8 22.08 22.08 4.97 in²9 25.23 25.23 44.76 in²10 28.38 28.38 124.33 in²11 31.54 31.54 243.70 in²12 34.69 34.69 402.84 in²13 37.85 37.85 601.78 in²14 41.00 41.00 840.50 in²

#Rivet/Row

∑ (y) = 287.00 287.00∑∑ (y) = 574.00

Neutral Axis: C.G of Rivet groupY1 = ∑∑(y)/N = 20.50 in

Critical Rivet Locations: Rivets farthest from C.GCr = Max.(y) - Y1 = 20.50 in

Moment of Inertia: Rivet GroupI = ∑∑ (Y2) = 4525.77 in²

2

Riv

et

Ro

w &

R

ow

Dis

tan

ce

"y

"

Rivet Col. 1 2 ∑ (Y2)

▪ The combined tension and shear is referred to as "interaction." As of the latest inspection, no prying action was observed; therefore, additional rivet tension due to prying is considered negligible.


4/19/20178:10 AM171


For

Made by


4/25/14


Sheet No.


Job No. 63738-DS-661

XXXRevised by TJP

2/27/17Date

Height of connection, h = (Nrows-1)*Sv = (14-1)*3 = 41.0 in

Distance tooutermost rivet, cr = 20.5 in

Moment of inertia ofconnection, Iconn = 4526 in²

DC1 DC2 DW LL+IMVu = 47.5 kips 0.0 kips 9.4 kips 114.1 kips See aboveMu = 199.01 k-in 0.18 k-in 39.18 k-in 477.61 k-in Mu = Vu*e

Tu = 0.5 kips 0.0 kips 0.1 kips 1.1 kips Tu = (Mu*c/Iconn)/N_#Bolt/Row

Vu/rivet = 1.7 kips 0.0 kips 0.3 kips 4.1 kips Vu/rivet = Vu/Nr_g

Intu = 1.7 kips 0.0 kips 0.3 kips 4.2 kips Intu =√(Vu/rivet2+0.56Tu

2)

RFint = (ΦcΦsΦRn_int - Intu_DC1 - Intu_DC2 - Intu_DW) / Intu_LL+IM =

= (1.0*1.0*18.5k - 1.7k - 0.0k - 0.3k) / 4.2kRFint = 3.96

Summary

RFbearing = 2.97RFshear = 1.94RFblock = 2.65

RFint = 3.96

ConnectionRating Factor = 1.94 Shear resistance controls


4/19/20178:10 AM172

VASSALBORO STRINGER RATING SUMMARY

EffectCondition

FactorSystem Factor

DC Factor

DW Factor

LL+I Factor

Member FDC1 FDC2 FDW FLL+IM φFn C R.FStringer 1 3.12 ksi 0.48 ksi 0.89 ksi 7.35 ksi 33.00 ksi 33.00 ksi 2.93Stringer 2 2.74 ksi 0.42 ksi 0.85 ksi 8.89 ksi 33.00 ksi 33.00 ksi 2.48Stringer 3 2.24 ksi 0.41 ksi 0.82 ksi 8.23 ksi 36.00 ksi 36.00 ksi 3.03Stringer 4 3.19 ksi 0.45 ksi 0.84 ksi 6.74 ksi 33.00 ksi 33.00 ksi 3.20

Member VWeb,DC1 VWeb,DC2 VWeb,DW VWeb,LL+IM ΦVn C R.FStringer 1 7 kips 0 kips 0 kips 16 kips 207 kips 207 kips 9.48Stringer 2 6 kips 0 kips 1 kips 31 kips 207 kips 207 kips 5.13Stringer 3 4 kips 0 kips 1 kips 20 kips 221 kips 221 kips 8.37Stringer 4 8 kips 0 kips 0 kips 14 kips 207 kips 207 kips 10.90



Permit (Crane)

SHEAR 1.00 1.00 1.25 1.50 1.26

STRINGER RATING

MOMENT 1.00 1.00 1.25 1.50 1.26

Permit (Crane)

For

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Sheet No.


Job No. 63738-DS-661

Revised by TJP

2/27/17Date

Stringer Rating_Crane.xlsxPERMIT LOAD RATINGS SUMMARY 1 of 1

4/19/20173:02 PM173

MAINEDOT BRIDGE 3657 STRINGER 1 SECTION PROPERTIES

Stringer Properties

SsR = 6.50 ft Stringer Spacing (right side)SsL = 6.50 ft Stringer Spacing (left side)


Material Properties



Resistance Factors



Slab Width Slab width on either side of flange can be take as: AASHTO 4.6.2.6

1/2 the distance to the centerline of adjacent beam

3.25 ft 3.25 ft



Revised by TJP

Date 2/27/14 Date

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63738-DS-661

2/11/14

DAD

Vassalboro - Refined Load Rating

Stringer Rating_Crane.xlsxStringer 1 Section Prop. 1 of 4

4/19/201711:41 AM174


Revised by TJP

Date 2/27/14 Date

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Date

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For

3/01/17

BRG

3/31/14

ETK

63738-DS-661

2/11/14

DAD


STRINGER 1

B24 x 87







do = 288.0 in Transverse stiffener spacing (Length of Stringer)

Non-Composite Properties Elastic Composite Properties (1n)

Area = 25.59 in² Areac = 88.57 in²

Ix = 2470.00 in^4 Ixc = 7325.00 in^4

Iy = 99.10 in^4 Iyc = 32029.00 in^4

Ixy = 0.00 in^4 Ixyc = 0.00 in^4

rx = 9.83 in rxc = 9.09 in

ry = 1.97 in ryc = 19.02 in



Sy+ = 21.96 in^3 Sy+c = 821.30 in^3

Sy- = 21.96 in^3 Sy-c = 821.30 in^3

Xc = 0.00 in Xcc = 0.00 in

Yc = 0.00 in Ycc = 11.26 inN.A = 12.08 in From bottom of flange N.A = 23.34 in From bottom of flange

Dc = -0.79 in


Noncompact Web





Factor, Rb = tw2*-0.80.48

= 0.98 (AASHTO Eq. 6.10.1.10.2-3)





169.0) ≤ 1.01200+300*-0.1

= 1 - (-0.1

)( -

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

=2 * -0.8 * 0.48

= -0.1 (AASHTO 6.10.1.10.2-5)9.0 * 0.807

5.7*√[29000/33]

0.7 * 33

9.025''

0.807''

24.16''

9.025''

0.807''

0.48''

22.546''


4/19/201711:41 AM175


Revised by TJP

Date 2/27/14 Date

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Shear-Buckling 5 5


= 5.0 (AASHTO Eq. 6.10.9.3.2-7)



Shear-Buckling to

Shear Yield Ratio, C = 1 if Slenderness Ratio is less than or equal to Lim1 1 if 47.0 ≤ 74.5 (AASHTO Eq. 6.10.9.3.2-6)

= 1.00 (AASHTO Eq. 6.10.9.3.2-6)



→ ΦVn = ΦvCVp = = 207 kip

1.12*√[29000*5.0/33]=

1.40*√[29000*5.0/33]=

0.58*33*22.5*0.48

33.00*(1.00)*207

5 + = 5 +


4/19/201711:41 AM176

97.50 in78.00 in






Sx min. 204.3 in^3




Y-bar Top 12.407 in Dn 18.446 in 441.0 in^3 transformedY-bar Top Flange 4.907 in 1115.2 in^3 in compressionY-bar Bot. Flange 19.253 in 284.2 in^3

284.2 in^3

bot. Long. Bar Dia. =

Sx flange min.








Calculation of general section properties for an I-SectionVassalboro, Stringer-1 section properties, member only see positive bending, (Member CB24x87), f'c=3000psi

Negative reinforcing dataSlab n = Top Cover = Bot. Cover =

Only the section properties from the 3n section are used from these sheets.

Slab t = Top Trans. Bar Dia. = Bot. Trans. Bar Dia. =Slab effective width = Top Long. Bar Dia. =

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File Name: Stringer Rating_Crane.xlsxSheet: 3n_SectProp_STR_1

Print Date: 4/19/2017Time: 11:41 AM177

VASSALBORO STRINGER 2 SECTION PROPERTIES

Stringer Properties



Material Properties



Resistance Factors





3.25 ft 0.63 ft



Date

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4/19/201712:02 PM178


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2/11/14

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STRINGER 2

B24 x 87









Area = 25.59 in² Areac = 63.18 in²

Ix = 2470.00 in^4 Ixc = 6462.00 in^4

Iy = 99.10 in^4 Iyc = 10653.00 in^4

Ixy = 0.00 in^4 Ixyc = -3789.00 in^4

rx = 9.83 in rxc = 10.11 in

ry = 1.97 in ryc = 12.98 in



Sy+ = 21.96 in^3 Sy+c = 629.80 in^3

Sy- = 21.96 in^3 Sy-c = 359.30 in^3

Xc = 0.00 in Xcc = -9.35 in

Yc = 0.00 in Ycc = 9.42 inN.A = 12.08 in From bottom of flange N.A = 21.50 in From bottom of flange

Dc = 1.05 in


Noncompact Web






= 1.0 (AASHTO Eq. 6.10.1.10.2-3)





169.0) ≤ 1.01200+300*0.1

= 1 - (0.1

)( -

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

=2 * 1.0 * 0.48

= 0.1 (AASHTO 6.10.1.10.2-5)9.0 * 0.807

5.7*√[29000/33]

0.7 * 33

9.025''

0.807''

24.16''

9.025''0.807''

0.48''

22.546''


4/19/201712:02 PM179


Date

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2/27/17

TJP

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63738-DS-661

2/11/14

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Shear-Buckling 5 5


= 5.0 (AASHTO Eq. 6.10.9.3.2-7)



Shear-Buckling to


= 1.00 (AASHTO Eq. 6.10.9.3.2-6)




1.12*√[29000*5.0/33]=

1.40*√[29000*5.0/33]=

0.58*33*22.5*0.48

33.00*(1.00)*207

5 + = 5 +


4/19/201712:02 PM180

97.50 in46.50 in






Sx min. 204.3 in^3





268.4 in^3

Calculation of general section properties for an I-SectionVassalboro, Stringer-2 section properties, member only see positive bending, (Member CB24x87), f'c=3000psiOnly the section properties from the 3n section are used from these sheets.

Negative reinforcing data



Slab n = Top Cover = Bot. Cover =Slab t = Top Trans. Bar Dia. = Bot. Trans. Bar Dia. =


Sx flange min.






Date

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5/28/14

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5/28/14

JMA





Stringer Properties



Material Properties



Resistance Factors





0.63 ft 2.63 ft



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4/19/201712:08 PM182


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STRINGER 3

24WF x 84









Area = 24.72 in² Areac = 53.69 in²

Ix = 2367.00 in^4 Ixc = 5830.00 in^4

Iy = 94.49 in^4 Iyc = 4639.00 in^4

Ixy = 0.00 in^4 Ixyc = 2187.00 in^4

rx = 9.79 in rxc = 10.42 in

ry = 1.96 in ryc = 9.30 in



Sy+ = 20.96 in^3 Sy+c = 204.20 in^3

Sy- = 20.96 in^3 Sy-c = 352.50 in^3

Xc = 0.00 in Xcc = 5.60 in

Yc = 0.00 in Ycc = 8.52 in N.A = 12.05 in From bottom of flange N.A = 20.57 in From bottom of flange

Dc = 1.98 in


Noncompact Web






= 1.0 (AASHTO Eq. 6.10.1.10.2-3)





161.8) ≤ 1.01200+300*0.3

= 1 - (0.3

)( -

= 0.3 (AASHTO 6.10.1.10.2-5)9.0 * 0.772

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

5.7*√[29000/36]

0.7 * 36

=2 * 2.0 * 0.47

9.015''

0.772''

24.09''

9.015''0.772''

0.47''

22.546''


4/19/201712:08 PM183


Date

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Shear-Buckling 5 5


= 5.0 (AASHTO Eq. 6.10.9.3.2-7)



Shear-Buckling to


= 1.00 (AASHTO Eq. 6.10.9.3.2-6)




1.12*√[29000*5.0/36]=

1.40*√[29000*5.0/36]=

0.58*36*22.5*0.47

36.00*(1.00)*221

5 + = 5 +


4/19/201712:08 PM184

97.50 in39.00 in






Sx min. 196.3 in^3





254.0 in^3

bot. Long. Bar Dia. =

Sx flange min.








Calculation of general section properties for an I-SectionVassalboro, Stringer-3 added later, section properties, member only see positive bending, (Member W24x84), f'c=3000psi

Negative reinforcing dataSlab n = Top Cover = Bot. Cover =

Only the section properties from the 3n section are used from these sheets.

Slab t = Top Trans. Bar Dia. = Bot. Trans. Bar Dia. =Slab effective width = Top Long. Bar Dia. =

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File Name: Stringer Rating_Crane.xlsxSheet: 3n_SectProp_3



Stringer Properties



Material Properties



Resistance Factors





2.63 ft 3.25 ft



Date

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Vassalborro - Refined Load Rating


4/19/201712:15 PM186


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STRINGER 4

B24 x 87









Area = 25.59 in² Areac = 82.56 in²

Ix = 2470.00 in^4 Ixc = 7162.00 in^4

Iy = 99.10 in^4 Iyc = 23980.00 in^4

Ixy = 0.00 in^4 Ixyc = 1040.00 in^4

rx = 9.83 in rxc = 9.31 in

ry = 1.97 in ryc = 17.04 in



Sy+ = 21.96 in^3 Sy+c = 658.20 in^3

Sy- = 21.96 in^3 Sy-c = 702.70 in^3

Xc = 0.00 in Xcc = 2.57 in

Yc = 0.00 in Ycc = 10.92 in N.A = 12.08 in From bottom of flange N.A = 23.00 in From bottom of flange

Dc = -0.45 in


Noncompact Web





Factor, Rb = tw2*-0.50.48

= 0.99 (AASHTO Eq. 6.10.1.10.2-3)





169.0) ≤ 1.01200+300*-0.1

= 1 - (-0.1

)( -

1 - (awc

)( - λrw ) ≤ 1.01200+300awc

=2 * -0.5 * 0.48

= -0.1 (AASHTO 6.10.1.10.2-5)9.0 * 0.807

5.7*√[29000/33]

0.7 * 33

9.025''

0.807''

24.16''

9.025''0.807''

0.48''

22.546''


4/19/201712:15 PM187


Date

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TJP

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63738-DS-661

2/11/14

DAD




Shear-Buckling 5 5


= 5.0 (AASHTO Eq. 6.10.9.3.2-7)



Shear-Buckling to


= 1.00 (AASHTO Eq. 6.10.9.3.2-6)




1.12*√[29000*5.0/33]=

1.40*√[29000*5.0/33]=

0.58*33*22.5*0.48

33.00*(1.00)*207

5 + = 5 +


4/19/201712:15 PM188

97.50 in70.50 in






Sx min. 204.3 in^3





281.2 in^3

Calculation of general section properties for an I-SectionVassalboro, Stringer-4 section properties, member only see positive bending, (Member CB24x87), f'c=3000psiOnly the section properties from the 3n section are used from these sheets.

Negative reinforcing data



Slab n = Top Cover = Bot. Cover =Slab t = Top Trans. Bar Dia. = Bot. Trans. Bar Dia. =


Sx flange min.






Date

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JMA




Sbot


99 144.0 in 314 in³


φc = 1.00

φs = 1.00


C = 33.00 ksi

Capacity

Flexural



φcφs≥0.85

CSI Output Non-Comp. Sx

Stringer-1: governed by net positve bend. Controlling members 99 (Span 2).Controlling shear members 97 (Span 2).

VASSALBORO STRINGER RATING


System Factor

Moments & Stresses

3N-Comp. Sx

Live Loads + impactDead Loads


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Stringer Rating_Crane.xlsxStringer-1 Rating 1 of 2

4/19/201711:41 AM196



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Shears ShearsDC1 -7 kips Crane -16 kipsDC2 0.20 kipsDW 0 kips

φc = 1.00

φs = 1.00


C = 207.13 kips

C= DC=

DW=LL=IM=

γDC = 1.25γDW = 1.5

1.26MBE Table 6A.4.2.2-1


Moment Crane 7.35 ksi 2.93

Shear Crane 207.13 kips 7.49 kips 0.20 kips 0.36 kips 16.49 kips 9.48

Shears

Critical Section

φcφs≥0.85

C - (γDC)(DC) - (γDW)(DW)(γLL)(LL+IM)

CapacityDead load effect due to structural componentsDead load effect due to wear surface and utilitiesLive load effect

MBE 6A.4.2.1-1



Dynamic load allowance

Ratings

3.12 ksi


γLL_Permit = live load factor

Condition Factor

System Factor



Capacity

Shear

Live Loads + impactDead Loads

0.48 ksi 0.89 ksi33.00 ksi

RF =

CSI Output


4/19/201711:41 AM197

Sbot


111 144.0 in 301 in³

Moment Stress Moment StressDC1 561.04 k-in 2.74 ksi Crane 2671.88 k-in 8.89 ksiDC2 113.86 k-in 0.42 ksiDW 227.21 k-in 0.85 ksi

φc = 1.00

φs = 1.00


C = 33.00 ksi

Capacity



φcφs≥0.85




Flexural


Moments & Stresses



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4/19/201712:01 PM198



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Date

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TJP


Shears ShearsDC1 -6 kips Crane -31 kipsDC2 -0.01 kipsDW -1 kips

φc = 1.00

φs = 1.00


C = 207.13 kips

C= DC=

DW=LL=IM=

γDC = 1.25γDW = 1.5

1.26



Shear Crane 207.13 kips 5.78 kips 0.01 kips 1.01 kips 30.70 kips 5.13

0.85 ksi33.00 ksi 2.74 ksi 0.42 ksi

MBE Table 6A.4.2.2-1γLL_Permit = live load factor





Capacity

Capacity



φcφs≥0.85

MBE 6A.4.2.1-1

Ratings


(γLL)(LL+IM)

Live Loads + impact

Shear

Critical Section

CSI Output

Shears

Dead Loads


4/19/201712:01 PM199

Sbot


122 144.0 in 283 in³


φc = 1.00

φs = 1.00


C = 36.00 ksi

Capacity



φcφs≥0.85




Flexural


Moments & Stresses



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4/19/201712:06 PM200



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Date

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TJP


Shears ShearsDC1 -4 kips Crane -20 kipsDC2 0.00 kipsDW -1 kips

φc = 1.00

φs = 1.00


C = 221.26 kips

C= DC=

DW=LL=IM=

γDC = 1.25γDW = 1.5

1.26



Shear Crane 221.26 kips 4.32 kips 0.00 kips 0.90 kips 20.33 kips 8.370.82 ksi36.00 ksi 2.24 ksi 0.41 ksi






Capacity

Capacity



φcφs≥0.85

MBE 6A.4.2.1-1

Ratings


(γLL)(LL+IM)

Live Loads + impact

Shear

Critical Section

CSI Output

Shears

Dead Loads


4/19/201712:06 PM201

Sbot


133 144.0 in 311 in³


φc = 1.00

φs = 1.00


C = 33.00 ksi

Capacity



φcφs≥0.85




Flexural


Moments & Stresses



Date

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4/19/201712:14 PM202



Date

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Date

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63738‐DS‐661

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Shears ShearsDC1 -8 kips Crane -14 kipsDC2 0.19 kipsDW 0 kips

φc = 1.00

φs = 1.00


C = 207.13 kips

C= DC=

DW=LL=IM=

γDC = 1.25γDW = 1.5

1.26



Shear Crane 207.13 kips 7.71 kips 0.19 kips 0.21 kips 14.34 kips 10.900.84 ksi33.00 ksi 3.19 ksi 0.45 ksi






Capacity

Capacity



φcφs≥0.85

MBE 6A.4.2.1-1

Ratings


(γLL)(LL+IM)

Live Loads + impact

Shear

Critical Section

CSI Output

Shears

Dead Loads


4/19/201712:14 PM203

VASSALBORO FLOORBEAM RATING SUMMARY

EffectCondition

FactorSystem Factor

DC Factor

DW Factor

LL+I Factor

Member FDC1 FDC2 FDW FLL+IM φFn C R.FStringer 1 3.12 ksi 0.48 ksi 0.89 ksi 7.35 ksi 33.00 ksi 33.00 ksi 2.93Stringer 2 2.74 ksi 0.42 ksi 0.85 ksi 8.89 ksi 33.00 ksi 33.00 ksi 2.48Stringer 3 2.24 ksi 0.41 ksi 0.82 ksi 8.23 ksi 36.00 ksi 36.00 ksi 3.03Stringer 4 3.19 ksi 0.45 ksi 0.84 ksi 6.74 ksi 33.00 ksi 33.00 ksi 3.20

Member VWeb,DC1 VWeb,DC2 VWeb,DW VWeb,LL+IM ΦVn C R.FStringer 1 7 kips 0 kips 0 kips 16 kips 207 kips 207 kips 9.48Stringer 2 6 kips 0 kips 1 kips 31 kips 207 kips 207 kips 5.13Stringer 3 4 kips 0 kips 1 kips 20 kips 221 kips 221 kips 8.37Stringer 4 8 kips 0 kips 0 kips 14 kips 207 kips 207 kips 10.90

VWeb,DC1 VWeb,DC2 VWeb,DW VWeb,LL+IM ΦVn C Stringer 2 6 kips 0 kips 1 kips 31 kips 145 kips 145 kips 3.53



FLOORBEAM RATING

MOMENT 1.00 1.00 1.25 1.50 1.26

Permit (Crane)

Permit (Crane)

SHEAR 1.00 1.00 1.25 1.50 1.26

MemberCONNECTION OPERATING

R.F

For

Made by



4/29/14

Sheet No.


Job No. 63738-DS-661

Revised by TJP

2/27/17Date

Stringer Rating_Crane.xlsxPERMIT LOAD RATINGS SUMMARY 1 of 1

4/20/201710:17 AM204

APPENDIX A

BRIDGE DRAWINGS

205

APPENDIX B

STRUCTURE INVENTORY AND APPRAISAL SHEET

236

Structure Inventory and Appraisal Sheet (English Units)

Maine Department of Transportation Maintenance & Operations

Bridge Maintenance

Bridge Key: 3657 Agency ID: 3657 SR: 77 SD/FO: ND

State 1: 23 Maine Struc Num 8: 3657 Frequency 91: Next Inspection:

Facility Carried 7: 201-100 Location 9: 1.4 MI N TOWNLINEFC Frequency 92A: FC Inspection Date 93A: Next FC Inspection: NA

Rte.(On/Under)5A: Route On Structure Rte. Signing Prefix 5B: UW Inspection Date 93B: Next UW Inspection:

1 Mainline 00201

3 State Hwy UW Frequency 92B: NA

Level of Service 5C: Rte. Number 5D: SI Frequency 92C: SI Date 93C: Next SI: NA

Directional Suffix 5E: 0 N/A (NBI) % Responsibility : 0

SHD District 2: 02 Mid-Coast County Code 3: 011 KennebecElement Frequency: Element Inspection Date: Next Elem. Insp. Due: 11/01/2014

Place Code 4: 11220 Vassalboro Mile Post 11: 38.060 mi

Border Bridge Number 99: n/a

Number of Approach Spans 46:

STRUCTURE TYPE AND MATERIALS0 Number of Spans Main Unit 45: 3

Deck Type 107:

Wearing Surface 108A:

Membrane 108B:

Deck Protection 108C:

AGE AND SERVICE

Type of Service on 42A: 1 Highway

Type of Service under 42B: 5 Waterway

Lanes on 28A: 2 Lanes Under 28B: Detour Length 19: 5.0 mi

ADT 29: 4,450 Truck ADT 109: 9 % Year of ADT 30: 2012

GEOMETRIC DATALength Max Span 48: 120.0 ft Structure Length 49: 265.0 ft

Curb/Sdwlk Width L 50A: Curb/Sidewalk Width R 50B: 0.1 ft

Width Curb to Curb 51: Width Out to Out 52:

0

Main Span Material/Design 43A/B:

4 Steel Continuous 03 Girder-Floorbeam

11/01/2014

1 Concrete-Cast-in-Place

2 Preformed Fabric

6 Bituminous

None

33.7 ft

NA

NA

NA

11/01/201224 months

NA

NA

NA

24 months

Year Built 27: 1939 Year Reconstructed 106: 1993

Inspection Date 90: 11/1/2012

Feature Intersected 6: SEVEN MILE BROOK

Latitude 16: 44d 23' 41" Longitude 17: 069d 42' 40"

Owner 22:

IDENTIFICATION INSPECTION

Custodian 21:

Toll Facility 20:

Direction of Traffic 102:

Defense Highway 100:

Defense Hwy 110:

2 2-way traffic Temporary Structure 103:

0 Not a STRAHNET hwy Parallel Structure 101:

State Highway Agency

CLASSIFICATION

State Highway Agency

Deck 58:7 Good 6 Satisfactory Sub 60: 6 Satisfactory

Culvert 62: N N/A (NBI) 7 Minor Damage

Super 59:

Channel/Channel Protection 61:

CONDITION

Inventory Rating Method 65: Operating Rating Method 63: 2 AS Allowable Stress

Inventory Rating 66: Operating Rating 64: HS26.6

Design Load 31: Posting 70: 5 At/Above Legal Loads

Posting status 41:

2 AS Allowable Stress

HS16.7

4 M 18 (H 20)

A Open, no restriction

LOAD RATING AND POSTING

Bridge Rail 36A:

Transition 36B:

Str. Evaluation 67:

Scour Critical 113:

Approach Rail 36C: 1 Meets Standards

Approach Rail Ends 36D: 1 Meets Standards

Deck Geometry 68: 4 Tolerable

N Not applicable (NBI)

Waterway Adequacy 71: Approach Alignment 72: 8 Equal Desirable Crit

0 Substandard

1 Meets Standards

6

Underclearance, Vertical and Horizontal 69:

9 Above Desirable

9 On Dry Land

APPRAISAL

PROPOSED IMPROVEMENTS

Navigation Control 38:

Vertical Clearance 39: Horizontal Clearance 40: 0.0 ft

Pier Protection 111: Lift Bridge Vertical Clearance 116: 0.0 ft

0

0.0 ft

Not Applicable (P)

Permit Not Required

NAVIGATION DATA

Deck Area: 8,930.8 sq. ft

Skew 34:

Approach Roadway Width 32:(w/ shoulders)

38.0 ft Median 33:

0.00 °

0 No median

Minimum Vertical Clearance Over Bridge 53:

Minimum Vertical Underclearance Reference 54A:

Minimum Vertical Underclearance 54B:

Minimum Lateral Underclearance Reference R 55A:

Minimum Lateral Underclearance R 55:

Minimum Lateral Underclearance L 56:

327.8 ft

N Feature not hwy or RR

0.0 ft

N Feature not hwy or RR

327.8 ft

327.8 ft

Vertical Clearance 10: Horiz. Clearance 47:

Structure Flared 35: 0 No flare

Functional Class 26:

Historical Significance 37:

3 On free road

0 Not a STRAHNET hwy

No || bridge exists

Not Applicable (P)

06 Rural Minor Arterial

2 Br eligible for NRHP

Long EnoughBorder Bridge Code 98: Not Applicable (P)

Highway System 104: 0 Not on NHS NBIS Length 112:

ELEMENT CONDITION STATE DATA

Total Cost 96:

Year of Cost Estimate 97: Unknown

Bridge Cost 94:

Roadway Cost 95:

Unknown

Unknown

NA Unknown (P)

6,230

2032

% in 5Qty. St. 4Qty. St. 2% in 2Qty. St. 1% in 1Total Qty % in 4Qty. St. 3% in 3 Qty. St. 5UnitsStr Unit Elm/Env Description

0 %8,931100 %8,931 0 % 0 %00 00 %01 (SF)14/2 P Conc Deck/AC Ovly

18 %61558 %1,060 10 % 0 %106148 014 %1911 (LF)113/2 Paint Stl Stringer

0 %00 %530 35 % 5 %185318 2760 %01 (LF)131/2 Paint Stl Deck Truss

12 %22255 %404 9 % 0 %3697 024 %481 (LF)152/2 Paint Stl Floor Beam

20 %380 %4 0 % 0 %00 00 %11 (EA)205/2 R/Conc Column

50 %2030 %67 0 % 0 %013 020 %341 (LF)215/2 R/Conc Abutment

01

01

30.00 ft

Type of Work 75:

Length of Improvement 76:

Future ADT 114:

Year of Future ADT 115:

0.1 ft

30.0 ft

99.99 ft

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INSP007_Inspection_SIA_English Agency ID: 3657

237



Bridge Maintenance

BRIDGE NOTES

Three span steel riveted deck girder/ floor beam/ stringer system. Concrete deck, abutments, piers and wing walls. Bituminous wearing surface.

% in 5Qty. St. 4Qty. St. 2% in 2Qty. St. 1% in 1Total Qty % in 4Qty. St. 3% in 3 Qty. St. 5UnitsStr Unit Elm/Env Description

15 %2585 %30 0 % 0 %00 00 %51 (LF)218/2 Undefined Wall Elem.

10 %6090 %67 0 % 0 %00 00 %71 (LF)234/2 R/Conc Cap

10 %3190 %34 0 % 0 %00 00 %31 (LF)302/2 Compressn Joint Seal

60 %120 %8 0 % 0 %02 020 %51 (EA)311/2 Moveable Bearing

10 %42480 %530 5 % 0 %2626 05 %531 (LF)330/2 Metal Rail Uncoated

0 %1100 %1 0 % 0 %00 00 %01 (EA)363/2 Section Loss SmFlag

5 %7,55395 %7,950 0 % 0 %00 00 %3981 (SF)383/2 Wear.Surf- AC+Membr.

0 %00 %25,320 100 % 0 %25,3200 00 %01 (SF)388/2 Paint

33 %2,94733 %8,931 0 % 0 %03,037 034 %2,9471 (SF)389/2 Reinfor conc dk/slab

Description Element NotesStr Unit Elm/Env

Concrete Deck - Protected w/ AC OMinor cracking of bituminoius wearing surface and approach pavement. Bottom of deck is ingood condition.

1 14/2

Painted Steel Stringer Approximately 30% paint system distress with minor/ isolated moderate rusting at high corrosionareas.

1 113/2

Painted Steel Deck Truss Approximately 70% paint system distress with minor/ isolated moderate rusting at high corrosionareas Bottom plate rusted through over north pier upstream bearing.

1 131/2

Painted Steel Floor Beam Approximately 30% paint system failures with isolated moderate rusting.1 152/2

Reinforced Conc Column or Pile ExMinor cracking & stained areas.1 205/2

Reinforced Conc Abutment Moderate scaling with minor scaling & delaminated areas of south abutment bridge seat.1 215/2

Undefined Wall Elem (Incl. Wing-, H< none >1 218/2

Reinforced Conc Cap Minor cracking & staining areas.1 234/2

Compression Joint Seal Minor leakage of seals.1 302/2

Moveable Bearing (roller, sliding, etBoth south abutment bearings are tipped to the limit (see photos). Remaining bearings havemoderate paint system distress.

1 311/2

Metal Bridge Railing - Uncoated (Alrail is torn due to plow damage (see photos). 6 foot section of pails missing W side.1 330/2

Section Loss < none >1 363/2

Wearing Surface - AC & Membrane<none>1 383/2

Paint (Dummy Element) < none >1 388/2

Reinforced Concrete Deck/Slab <none>1 389/2

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238



Bridge Maintenance

PAST INSPECTION

Element:

Inspection Date: 11/01/2012

Inspector: DT2HARR

Scope:

Other:

Fracture Critical:

INSPECTION NOTES

Pontis User Key:

Type: 1 Regular NBI

DT2HARR - SCOT

NBI:

Underwater:

Structure is in overall satisfactory condition with minor/ isolated moderate areas of deterioration. largest concern at this time is the high percentage of paint system failure to the main girders. There is pack rust at the north pier upstream bearing area has rusted out bottom plate. Plow damage to DS bridge rail needs repairs. Both south abutment bearings are tipped out of alignmentand should be reset. See individual elements & photos for details.

PAST INSPECTION

Element:


Inspector: DTPBELA

Scope:

Other:

Fracture Critical:

INSPECTION NOTES

Pontis User Key:

Type: 1 Regular NBI

DTPBELA - PAUL

NBI:

Underwater:

Structure is in satisfactory condition. Minor crack in N pier cap. Pack rust @ N US pier bearing area has rusted out bottom plate. Plow damage to DS bridge rail.

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239



Bridge Maintenance

PAST INSPECTION

Element:


Inspector: DTJHANN

Scope:

Other:

Fracture Critical:

INSPECTION NOTES

Pontis User Key:

Type: 1 Regular NBI

DTJHANN - JAMIE

NBI:

Underwater:

Structure is in overall Satisfactory condition.Collision damage has ripped open two areas of the aluminum bridge rail 7¿-12¿ long each.There is approximately 40% paint distress or loss on the outside girders and 10-25% paint loss on the remainder superstructure elements.The concrete piers are in good condition with minor cracking.1/16" Wide crack under down stream bearing, pier 1, that extends down cap, see photo.Expansion joint at the South end has dropped approximately 1 3/4" the entire length.Spill thru abutment at the North end has minor erosion, see photo.The bearings at both abutments have pack rust, cleaning and paint is needed.

PAST INSPECTION

Element:


Inspector: DTPBELA

Scope:

Other:

Fracture Critical:

INSPECTION NOTES

Pontis User Key:

Type: 1 Regular NBI

DTPBELA - PAUL

NBI:

Underwater:

Structure is in satisfactory condition. The bearings at both abutments have pack rust cleaning and paint is needed. Recent overlay of W/S covered joints S joint is failing seal falling out. There's a 6 foot section of bridge rail missing pails pedestrian hazard. Paint is failing peeling off.

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240



Bridge Maintenance

Work Candidate ID Action Object AgencyStatus

AgencyPriority

Assigned toa Project

Rec.Date

Rehab Elem R/Conc Cap Approved Medium No 11/1/2012A-DOT001-141B68CD-00000090

Rehab Elem Moveable Bearing Approved Medium No 11/1/2012A-DOT001-0A0C9716-0000001D

Repl Paint Paint Stl Deck Truss Approved High No 11/1/2012A-DOT001-0A0C9716-0000001B

Pr Maint Compressn Joint Seal Approved High No 9/9/2010A-DOT001-0F4EDDD9-0000001D

Min Repair Metal Rail Uncoated Approved High No 11/1/2012A-DOT001-0F4EDDD9-0000001F

PAST INSPECTION

Element:


Inspector: DTPVERR

Scope:

Other:

Fracture Critical:

INSPECTION NOTES

Pontis User Key:

Type: 1 Regular NBI

DTPVERR - PAUL

NBI:

Underwater:

Fracture Critical Rec's : Complete paint.

General : Refer to various elements for comments.

PAST INSPECTION

Element:


Inspector: -1

Scope:

Other:

Fracture Critical:

INSPECTION NOTES

Pontis User Key:

Type: 1 Regular NBI

JVW

NBI:

Underwater:

_

INSPECTOR WORK CANDIDATES

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241

APPENDIX C

Lateral Bracing Caused by Intermediate Stiffeners

242

1 of 3

Introduction & Background

The Vassalboro, Seven Mile Brook Bridge is a 260’ composite three-span continuous structure consisting of two built up girders, rolled floorbeams and stringers, and a cast-in-place concrete deck. The girders have multiple cover plates in the negative and positive moment regions and the web is fully stiffened with transverse stiffeners.

HNTB was asked to conduct a routine permit evaluation for a five-axle crane and, if the evaluation resulted in a rating factor below 1.0, determine whether refined analysis or strengthening could be completed to achieve a rating above 1.0 for the crane. HNTB previously rated the bridge in 2014 for the Department resulting in an HL-93 inventory rating of 0.68 and an operating rating of 0.88. All Maine State Legal Loads had rating factors of at least 1.03.

Initial Analysis The five-axle crane was added to the existing bridge model and resulted in a controlling rating of 0.74. The rating is controlled by negative moment flexure of the girders. The controlling location occurs at the termination of a coverplate adjacent to a floorbeam as shown in Figure 1. The rating factor is also less than 1.0 between the field splice and adjacent floorbeam. All other superstructure components have a rating factor of at least 1.0 for the crane.

Figure 1 – Controlling Rating Location

Date

February 10, 2017 To

Michelle Boone, MaineDOT

From

Tim Cote, P.E.

Subject

MaineDOT Vassalboro, Seven Mile Brook Bridge Strengthening

Project Correspondence

CL. Brg. Abut.

CL. Brg. Pier

Floorbeam (Typ.)

Span 1

Span 1

Controlling Locations

243

2 of 3

The rating is governed by lateral torsional buckling (LTB) of the girder compression flange at both locations. Therefore, reducing the unbraced length of the girder bottom flange in the negative moment region will increase the section capacity and, in turn, increase the rating factor. Two options to reduce unbraced length were identified: strengthening through the addition girder bracing or completing refined analysis. Each of these options are discussed below.

Strengthening Girder strengthening would include adding bracing to the girder bottom flange at intermediate locations between floorbeams. This additional bracing would be connected to the adjacent floorbeams or stringers. Additional bracing would be required at eight locations to increase the rating factor to above 1.0 for the five-axle crane. The estimated cost for this work is $32,000.

Refined Analysis Research and analysis of the existing transverse stiffeners and composite reinforced concrete deck was completed to determine if the section provides sufficient strength and stiffness to prevent twist of the girder section. The analysis evaluates the combination of the stiffness of the deck and stiffener system to determine if it is sufficient to function as a torsional brace. This advanced analysis of the beam’s behavior was completed using two methods.

The first method is found in Appendix 6 of the American Institute of Steel Construction’s (AISC) Steel Construction Manual, 14th Ed. AISC provides equations to determine the strength and stiffness required for the deck and stiffener system to serve as a torsional brace against LTB. This calculated strength and stiffness is then compared to the demand of the section to determine if the system acts as a torsional brace.

The transverse stiffener adjacent to the controlling rating was evaluated by HNTB in accordance with AISC. Our analysis found that the section has sufficient strength and stiffness to act as a torsional brace and, therefore, the stiffener effectively reduces the unbraced length of the compression flange at the critical location. Using this reduced unbraced length in the load rating evaluation increases the section capacity and improves the rating factor to 1.03 for the five-axle crane.

A second method was evaluated based on guidance from the Guide to Stability Design Criteria for Metal Structures (Ziemian, 2010). This method is based on an analogous through-girder system where the compression flange is braced by full height stiffeners at discrete locations and lateral braces are provided close to the tension flange rather than the compression flange. Ziemian provides equations to determine an effective unbraced length based on the transverse stiffener and concrete deck stiffness.

When this approach is applied, the calculated effective unbraced length was shorter than used in the initial permit evaluation. Similar to the AISC method, using this unbraced length in the load rating evaluation increases the section capacity and improves the rating factor to 1.03 for the five-axle crane.

Both refined analysis methods assume that the bridge deck and stiffeners are in good condition and positively attached to the girders. A visual inspection of the controlling locations was completed from the ground level. The inspection did not identify any locations where the deck and stiffener connections are compromised such that this refined analysis would be invalid.

Conclusion The refined analysis of the girder behavior completed by HNTB determined that the intermediate transverse stiffeners and the concrete deck provide sufficient strength and stiffness to reduce the unbraced length of the bridge girders at the controlling location. Although HNTB is unaware of a case where MaineDOT has treated transverse stiffeners as a brace point, we believe it is reasonable to treat the stiffeners and deck at these locations as a torsional brace. We therefore believe this refined analysis approach is reasonable and that strengthening is not required.

244

3 of 3

References

Steel Construction Manual (14th Ed.). (2011). Chicago, IL: American Institute of Steel Construction.

Ziemian, Ronald D. (2010) Guide to Stability Design Criteria for Metal Structures (6th Ed.). Hoboken, NJ: John Wiley and Sons.

245

250

TJP 2/7/17

APPENDIX D

CRANE LOADING

251

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