2-Appendices_1-16_MOTCO_Repair_Pier_3-Phases_II-III_2_of_7.pdf

23110058.12 Task: OW

Reserve Capacity Calculations MOTCO Pier 3 US Army ERDC M:\2011\23110058.12

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132 P 417 MBD 50% 3 14.13 30

134 H 423 MBD 1 2 6.28 31

135 G 425 MBD 1 1.5 3.5325 32

138 J 437 MBD 50% 2 6.28 33

138.8 S.5 440 MBD 1.7 4 25.12 34

140 P 445 MBD 50% 2 6.28 35

142 H 448 MBD 3 1.5 3.5325 36

143 J 453 MBD 0.4 4 25.12 37

143 T 454 MBD 100% 1 1.57 38

144 S 458 MBD 0.1 2 6.28 39

144 T 459 MBD 50% 5 39.25 40

146 H 463 MBD 50% 3 14.13 41

148 J 465 MBD 1 3 14.13 42

149 H 468 MBD 0.5 6 56.52 43

149.8 S.2 473 MBD 0.5 3 14.13 44

150.8 S.2 474 MBD 1 3 14.13 45

152 J 476 MBD 75% 5 39.25 46

156 S 484 MBD 50% 3 14.13 47

156.8 P.2 485 MBD 1 3 14.13 48

160 S 500 MBD 1 4 25.12 49

161 G 501 MBD 1.4 3 14.13 50

161 T 502 MBD 0.3 3 14.13 51

165 P 506 MBD 0.5 2 6.28 52

166 T 512 MBD 0.2 3 14.13 53

169 J 516 MBD 2 6.28 54

170 P 518 MBD 2 3 14.13 55

170 T 519 MBD 0.2 3 14.13 56

173 P 526 MBD 6 3 14.13 57

173 S 527 MBD 1 2 6.28 58

173 T 528 MBD 1 2 6.28 59

180 H 546 MBD 1 1 1.57 60

181 T 551 MBD 0.7 1 1.57 61

182 T 553 MBD 1 2 6.28 62

184 P 557 MBD 2 2 6.28 63

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184.8 P.2 559 MBD 1 3 14.13 64

186 G 565 MBD 3 3 14.13 65

186.8 P.2 567 MBD 2 4 25.12 66

187 S 569 MBD 3 3 14.13 67

188.8 P.2 574 MBD 50% 4 25.12 68

189.8 P.2 576 MBD 50% 1.5 3.5325 69

190 T 577 MBD 50% 2 6.28 70

190.8 P.2 580 MBD 1 2 6.28 71

191 G 581 MBD 0.2 1.5 3.5325 72

194 H 588 MBD 1 4 25.12 73

194 P 589 MBD 3 2 6.28 74

194.8 P.2 591 MBD 100% 1 1.57 75

197 S 599 MBD 3 3 14.13 76

198 J 600 MBD 1 2 6.28 77

199.8 P.2 606 MBD 50% 1 1.57 78

201 G 611 MBD 6 56.52 79

201 S 613 MBD 1 3 14.13 80

201 T 615 MBD 50% 1 1.57 81

202 J 620 MBD 0.25 1 1.57 82

203 H 625 MBD 50% 1 1.57 83

203 P 627 MBD 3 3 14.13 84

203.8 P.2 629 MBD 100% 1 1.57 85

204 T 631 MBD 5 39.25 86

205 G 632 MBD 100% 1 1.57 87

206 G 638 MBD 50% 1 1.57 88

207 H 643 MBD 0.4 .5 0.3925 89

207.8 P.2 646 MBD 100% 1 1.57 90

208 S 651 MBD 100% 1 1.57 91

209 G 653 MBD 1 1 1.57 92

209 J 655 MBD 1 1 1.57 93

210 G 658 MBD 2 3 14.13 94

210 S 661 MBD 0.3 1 1.57 95

210.8 P.2 662 MBD 100% 1.5 3.5325 96

211 G 663 MBD 1 2 6.28 97

211.8 P.2 665 MBD 100% 2 6.28 98

212 G 666 MBD 1 1 1.57 99

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212 P 669 MBD 1 1.57 100

214 G 676 MBD 50% 3 14.13 101

214 P 677 MBD 50% 1 1.57 102

215 H 681 MBD 1.25 1 1.57 103

216 G 683 MBD 50% 3 14.13 104

218 G 686 MBD 1 6 56.52 105

219 G 690 MBD 1 2 6.28 106

219 P 694 MBD 100% 1 1.57 107

219.8 P.2 695 MBD 100% 0.5 0.3925 108

220 H 697 MBD 1.5 6 56.52 109

221 S 699 MBD 100% 1 1.57 110

222 S 701 MBD 4 25.12 111

222 T 702 MBD 50% 1 1.57 112

224 H 706 MBD 1 1.5 3.5325 113

225 G 708 MBD 1 3 14.13 114

225 J 709 MBD 0.5 3 14.13 115

225 P 710 MBD 100% 1 1.57 116

225.8 P.2 711 MBD 1 1 1.57 117

226 G 712 MBD 50% 3 14.13 118

226.8 H.8 715 MBD 100% 1 1.57 119

227 H 717 MBD 0.5 2 6.28 120

227.8 P.2 720 MBD 100% 1 1.57 121

228 G 721 MBD 100% 1.5 3.5325 122

228 H 722 MBD 50% 2 6.28 123

233 H 729 MBD 3 3 14.13 124

234 G 733 MBD 1 3 14.13 125

239 H 740 MBD 0.2 3 14.13 126

242 AH 743 MBD 1 1.57 127

243 AH 744 MBD 100% 1 1.57 128

243 J 745 MBD 5 39.25 129

245 AC 749 MBD 1 2 6.28 130

Sum of Section Loss = 1675.975 Average Section Loss = 12.89212

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Area of 14 in diameter Pile = 153.86 in2

Area - Worst case marine borer damage section loss = 125.2127 in2

Radius of worst case pile section = 6.314797 Diameter of worst case pile section = 12.62959

% reduction of pile section for analysis = 10% vs.

Figure 1. Assumed Loss Area, in2 Figure 2. Actual Loss Area, in2

Assumption: The loss area was obtained by using the marine borer damage depths from the 2012 MOTCO Pier 3 underwater inspection report. The assumed loss area is half of a circle area using the MBD depths as a radius, see Figure 1. The actual loss of section would be much less because the widths of the MBD tend to be less than the depths at the affected areas, see Figure 2. This conservative assumed section loss was used due to a large variation in widths of each area of MDB and also to account for other defects such as checks, splits, and fungal damage.

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Project No.: 23110058.12 Task: OW Proj. Descrip.: Load Rating

MOTCO Pier 3 US Army ERDC

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Analysis Criteria Purpose

Reference Manuals National Design Specification for Wood Construction 2012 Edition (NDS) NDS Design Values for Wood Construction Supplement, 2012 Edition (NDS SUP) AASHTO Standard Specification for Highway Bridges 17th Edition (AASHTO) AASHTO Manual for Bridge Evaluation, 2nd Edition (MBE)

Parameters Loads: Dead loads, HS20 Truck, 124T Locomotive, TJ5000 with bombcart, TEREX TFC 45 Analysis Method: Allowable Stress Software: Microsoft Excel 2010 See pages E-1 to E-148 for reserve capacity calculations.

The purpose of this analysis is to determine the current operational load capacity of Pier 3. The vehicles analyzed include the HS-20 truck, a 124 Ton Locomotive (SW1200), a TJ5000 tractor/bombcart with a 23,000 lb container on the front and a 40,000 lb container on the rear, and an unloaded Terex TFC 45 Super Stacker.

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Assumptions Element Densities

Asphalt = 140 lbs/ft3 AASHTO Table 3.3.6 Timber = 50 lbs/ft3 AASHTO Table 3.3.6

Rail Weight = 80 lbs/yard ASCE 80 See page E-9 for utility pipe weights.

● Berthing and Mooring loads are carried by the fender system, outboard crane rail, and outboard concrete upper deck and therefore not considered in this analysis

● The rail loads are carried equally by each member of the track stringers due to the distribution of the load through the 6x12 transverse deck boards

● Deck boards are analyzed as a simple span for max moment and max shear equations

● The sum of the stringer loads is distributed evenly across the pile caps

● Average pile lengths along each row are used to model a representative cross section of the bents for analysis

● A pile with the maximum load and a pile with the maximum average length are used to determine the allowable stress for the piles

● The pile caps are considered continuous over the piles

● Reduced design values are used based on lab results, refer to the Evaluation of Timber Pilings, Appendix D

● All dimensions are field measured, see Appendix C Drawings 3.1-6, 3.1-7

● Only the timber portions of the Main Approach and Main Platform are analyzed

● CD value of 1 is obtained by using a 10 year cumulative live load (NDS Table 2.3.2)

● Timber railing loads (and utilities supported by them) are uniformly distributed along the length of the pier caps

● Two locomotives are used at MOTCO. By inspection, only the EMD SW1200 (124 Tons) was analyzed

● No stream flow, earthquake, temperature, creep, shrinkage or wind effects are considered (MBE 6B.6.7)

● By inspection the longitudinal pile caps and half bent caps will not control and therefore are not analyzed

● Per the laboratory evaluation, the timber species of the piles is Douglas Fir Larch (North)

● Refer to page E-142 to E-148 for assumed pile section losses

● All vehicle specifications provided by SDDCTEA

● Only wheel loads were analyzed due to the close stringer spacing

● By inspection, rail cars were not analyzed

● A minimum spacing of 4' between vehicles was assumed

● TJ5000 tractor/bombcart with a 23,000 lb container on the front and a 40,000 lb container on the rear

● Unloaded Terex TFC 45 Super Stacker

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Project No.: 23110058.1 Task: OW

MOTCO Pier 3 US Army ERDC

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HS-20 (36 TONS)

14' 14'-30'

8K 32K 32K 16K 16K

EMD SW1200 LOCOMOTIVE (124 TONS)

22'

62K 62K 62K 62K 31K 31K

EMD GP-10 LOCOMOTIVE (120 TONS)

WILL NOT CONTROL BY INSPECTION

31'

60K 60K 60K 60K 30K 30K

TJ5000 WITH BOMBCART (23K AND 40K CONTAINERS) (45.3 TONS)

32'

13.2K 30K 23.7K 23.7K 11.9K 11.9K

TEREX TFC 45 SUPER STACKER (UNLOADED) (68.6 TONS)

62.4K 74.8K 37.4K 37.4K

6'

8' 8' 4'-8"

9' 9' 4'-8"

10' 4' 6'

19'-8" 9'-11"

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Results

HS-20 (36 TONS)

Controlling Element Controlling

Design Rating Factor

(RF)

Weight X RF

(TONS)

OK or N.G.

Deck Boards Moment 1.15 41.40 OK 12' Track Stringers Moment 1.50 54.00 OK 12' Int. Stringers Moment 0.33 11.88 N.G.

Pile Caps (Section A-A) Shear 1.63 58.68 OK Pile Caps (Section B-B) Shear 1.50 54.00 OK

Piles (Section A-A) Compression 1.95 70.20 OK Piles (Section B-B) Compression 1.75 63.00 OK

Deck Boards Moment 1.15 41.40 OK 12' Track Stringers Moment 1.49 53.64 OK 12' Int. Stringers Moment 0.34 12.24 N.G.

Pile Caps Shear 1.73 62.28 OK Piles Compression 9.39 338.04 OK

Deck Boards Moment 1.15 41.40 OK 6' Track Stringers Shear 1.75 63.00 OK 6' Int. Stringers Shear 0.55 19.80 N.G.

Pile Caps Shear 1.75 63.00 OK Piles Compression 9.39 338.04 OK

Deck Boards Shear 1.47 52.92 OK 12' Stringers Moment 0.45 16.20 N.G.

Pile Caps Shear 1.49 53.64 OK Piles Compression 4.02 144.72 OK

Section

Main Approach

Main Platform within 18'-6" of the South

Crane Rail (12' Bent Spacing)

Main Platform within 26'-0" of the South

Crane Rail (6' Bent Spacing)

Upper Platform

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EMD SW1200 LOCOMOTIVE (124 TONS)

Controlling Element Controlling

Design Rating Factor

(RF)

Weight X RF

(TONS)

OK or N.G.

12' Track Stringers Shear 0.70 86.80 N.G.

Pile Caps (Section A-A) Shear 0.54 66.96 N.G.

Pile Caps (Section B-B) Shear 0.49 60.76 N.G.

Piles (Section A-A) Compression 1.28 158.72 OK Piles (Section B-B) Compression 2.75 341.00 OK 12' Track Stringers Shear 0.68 84.32 N.G.

Pile Caps Shear 0.97 120.28 N.G.

Piles Compression 6.18 766.32 OK

6' Track Stringers Shear 0.90 111.60 N.G.

Pile Caps Shear 0.97 120.28 N.G.

Piles Compression 6.18 766.32 OK

Main Approach

Main Platform within 18'-6" of the South

Crane Rail (12' Bent Spacing)

Main Platform within 26'-0" of the South

Crane Rail (6' Bent Spacing)

Section

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TJ5000 WITH BOMBCART (23K AND 40K CONTAINERS) (45.3 TONS)

Controlling Element Controlling

Design Rating Factor

(RF)

Weight X RF

(TONS)

OK or N.G.

Deck Boards Moment 1.54 87.16 OK 12' Track Stringers Moment 1.45 82.07 OK 12' Int. Stringers Moment 0.32 18.11 N.G.

Pile Caps (Section A-A) Shear 1.25 70.75 OK Pile Caps (Section B-B) Shear 1.16 65.66 OK

Piles (Section A-A) Compression 1.49 84.33 OK Piles (Section B-B) Compression 2.11 119.43 OK

Deck Boards Moment 1.54 87.16 OK 12' Track Stringers Shear 1.41 79.81 OK 12' Int. Stringers Moment 0.33 18.68 N.G.

Pile Caps Shear 1.66 93.96 OK Piles Compression 7.22 408.65 OK

Deck Boards Moment 1.54 87.16 OK 6' Track Stringers Shear 1.97 111.50 OK 6' Int. Stringers Shear 0.55 31.13 N.G.

Pile Caps Shear 1.66 93.96 OK Piles Compression 7.22 408.65 OK

Deck Boards Shear 1.98 112.07 OK 12' Stringers Shear 0.37 20.94 N.G.

Pile Caps Shear 0.57 32.26 N.G.

Piles Compression 3.09 174.89 OK

Main Platform within 18'-6" of the South

Crane Rail (12' Bent Spacing)

Main Platform within 26'-0" of the South

Crane Rail (6' Bent Spacing)

Upper Platform

Main Approach

Section

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TEREX TFC 45 SUPER STACKER (UNLOADED) (68.6 TONS)

Controlling Element Controlling

Design Rating Factor

(RF)

Weight X RF

(TONS)

OK or N.G.

Deck Boards Moment 0.49 33.57 N.G.

12' Track Stringers Moment 0.99 67.82 N.G.

12' Int. Stringers Moment 0.22 15.07 N.G.

Pile Caps (Section A-A) Shear 0.75 51.38 N.G.

Pile Caps (Section B-B) Shear 0.75 51.38 N.G.

Piles (Section A-A) Compression 1.94 132.89 OK Piles (Section B-B) Compression 2.75 188.38 OK

Deck Boards Moment 0.49 33.57 N.G.

12' Track Stringers Shear 0.96 65.76 N.G.

12' Int. Stringers Moment 0.15 10.28 N.G.

Pile Caps Shear 0.80 54.80 N.G.

Piles Compression 9.37 641.85 OK

Deck Boards Moment 0.49 33.57 N.G.

6' Track Stringers Moment 0.75 51.38 N.G.

6' Int. Stringers Shear 0.23 15.76 N.G.

Pile Caps Shear 0.80 54.80 N.G.

Piles Compression 9.37 641.85 OK

Deck Boards Moment 0.63 43.16 N.G.

12' Stringers Moment 0.19 13.02 N.G.

Pile Caps Shear 0.88 60.28 N.G.

Piles Compression 4.02 275.37 OK

Main Platform within 18'-6" of the South

Crane Rail (12' Bent Spacing)

Main Platform within 26'-0" of the South

Crane Rail (6' Bent Spacing)

Upper Platform

Section

Main Approach

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DECK

MAIN APPROACH/MAIN PLATFORM

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Moment

Member Properties A = 63.25 in.2

Sy=(bd2/6) = 57.98 in.3 d = 5.5 in.

Live Load Bending Stress

W= HS-20 = 16K/31" = 0.52 kip/in

SW1200 = NA kip/in TJ5000 = 11.9K/31" = 0.38 kip/in

TFC45 = 37.4K/31" = 1.21 kip/in

M=WL2/8

HS-20 = 62.00 kip-in

SW1200 = NA kip-in TJ5000 = 46.11 kip-in TFC45 = 144.93 kip-in fb,LL=M/Sy Rating Factor HS-20 = 1.07 ksi < 1.23 OK 1.15

SW1200 = NA ksi NA TJ5000 = 0.80 ksi < 1.23 OK 1.54 TFC45 = 2.50 ksi > 1.23 N.G. 0.49

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.23 ksi Page E-16

Main Approach and Main Platform Deck Boards

W

L = 31"

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Shear

V=(W(L-2d))/2 per AISC Table 3-23/NDS 3.4.3

HS-20 = 5.16 kips SW1200 = NA kips

TJ5000 = 3.84 kips TFC45 = 12.06 kips fV,LL = 3V/2A Rating Factor HS-20 = 0.12 ksi < 0.15 OK 1.23

SW1200 = NA ksi NA TJ5000 = 0.09 ksi < 0.15 OK 1.66 TFC45 = 0.29 ksi > 0.15 N.G. 0.53

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.15 ksi Page E-18

Main Approach and Main Platform Deck Boards

E-150

DECK

UPPER PLATFORM

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Moment

Member Properties A = 63.25 in.2

Sy=(bd2/6) = 57.98 in.3 d = 5.5 in.

Live Load Bending Stress

W= HS-20 = 16K/24" = 0.67 kip/in

SW1200 = NA kip/in TJ5000 = 11.9K/24" = 0.50 kip/in

TFC45 = 37.4K/24" = 1.56 kip/in

M=WL2/8

HS-20 = 48.00 kip-in

SW1200 = NA kip-in TJ5000 = 35.70 kip-in TFC45 = 112.20 kip-in fb,LL=M/Sy Rating Factor HS-20 = 0.83 ksi < 1.23 OK 1.48

SW1200 = NA ksi NA TJ5000 = 0.62 ksi < 1.23 OK 1.99 TFC45 = 1.94 ksi < 1.23 OK 0.63

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.23 ksi Page E-22

Upper Platform Deck Boards

W

L = 24"

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Shear

V=(W(L-2d))/2 per AISC Table 3-23/NDS 3.4.3

HS-20 = 4.33 kips SW1200 = NA kips

TJ5000 = 3.22 kips TFC45 = 10.13 kips fV,LL = 3V/2A Rating Factor HS-20 = 0.10 ksi < 0.15 OK 1.47

SW1200 = NA ksi NA TJ5000 = 0.08 ksi < 0.15 OK 1.98 TFC45 = 0.24 ksi > 0.15 N.G. 0.63

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.15 ksi Page E-24

Upper Platform Deck Boards

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MAIN APPROACH STRINGERS

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Main Approach Track Stringers 12' Span Moment

Member Properties A = 312 in.2

Sy=(bd2/6) = 676.00 in.3 d = 13 in. b Live Load Stress (HS-20) P=16kips

P

L= 144"

MLL = PL/4

= 576 kip-in

Live Load Stress (TFC 45) P=37.4kips

MLL = PL/4

= 1346.4 kip-in

Live Load Stress (SW1200) P=31kips a=96"

P P x=24"

L= 144" when a (96") > 0.586L (84.35") AISC Table 3-23 MmaxLL = PL/4

= 1116 kip-in d a x

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Main Approach Track Stringers 12' Span Moment

Live Load Stress (TJ5000) P=11.9kips a=48" x=48" when a (48") < 0.586L (84.35") AISC Table 3-23 MmaxLL = (P/2L)(L-a/2)2

= 595 kip-in fb,LL=M/Sy Rating Factor HS-20 = 0.85 ksi < 1.28 OK 1.50

SW1200 = 1.65 ksi > 1.28 N.G. 0.78 TJ5000 = 0.88 ksi < 1.28 OK 1.45 TFC45 = 1.99 ksi > 1.28 N.G. 0.64

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.28 ksi Page E-28

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Main Approach Track Stringers 12' Span Shear

Live Load Stress (HS-20) 16 kips

L= 144"

VLL = P kip = 16.00 kip

Live Load Stress (TFC 45) P=37.4kips

VLL = P kip = 37.40 kip

Live Load Stress (SW1200) P=31kips a=96"

P P x=0"

L= 144"

VmaxLL = P(2-a/L) AISC Table 3-23 = 41.33 kip-in

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Main Approach Track Stringers 12' Span Shear

Live Load Stress (TJ5000) P=11.9kips a=48" x=0"

VmaxLL = P(2-a/L) AISC Table 3-23 = 19.83 kip-in fV,LL = 3V/2A Rating Factor HS-20 = 0.08 ksi < 0.14 OK 1.82

SW1200 = 0.20 ksi > 0.14 N.G. 0.70 TJ5000 = 0.10 ksi < 0.14 OK 1.47 TFC45 = 0.18 ksi > 0.14 N.G. 0.78

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.14 ksi Page E-30

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Main Approach Intermediate Stringers 12' Span Moment

Member Properties A = 78 in.2

Sy=(bd2/6) = 169.00 in.3 d = 13 in. b Live Load Stress (HS-20) P=16kips

P

L= 144"

MLL = PL/4

= 576 kip-in

Live Load Stress (TFC 45) P=37.4kips

MLL = PL/4

= 1346.4 kip-in d d

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Main Approach Intermediate Stringers 12' Span Moment

Live Load Stress (TJ5000) P=11.9kips a=48"

P P x=48"

L= 144" when a (48") < 0.586L (84.35") AISC Table 3-23 MmaxLL = (P/2L)(L-a/2)2

= 595 kip-in fb,LL=M/Sy Rating Factor HS-20 = 3.41 ksi > 1.12 N.G. 0.33

SW1200 = NA ksi NA TJ5000 = 3.52 ksi > 1.12 N.G. 0.32 TFC45 = 7.97 ksi > 1.12 N.G. 0.14

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.12 ksi Page E-33

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Main Approach Intermediate Stringers 12' Span Shear

Live Load Stress (HS-20) 16 kips

L= 144"

VLL = P kip = 16.00 kip

Live Load Stress (TFC 45) P=37.4kips

VLL = P kip = 37.40 kip

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Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Intermediate Stringers 12' Span Shear Live Load Stress (TJ5000) P=11.9kips a=48" P P x=0"

L= 144"

VmaxLL = P(2-a/L) AISC Table 3-23 = 19.83 kip-in fV,LL = 3V/2A Rating Factor HS-20 = 0.31 ksi > 0.13 N.G. 0.42

SW1200 = NA ksi NA TJ5000 = 0.38 ksi > 0.13 N.G. 0.34 TFC45 = 0.72 ksi > 0.13 N.G. 0.18

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.13 ksi Page E-35

E-162

MAIN PLATFORM STRINGERS

(LOWER)

E-163

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Track Stringers 12' Span Moment

Member Properties A = 312 in.2

Sy=(bd2/6) = 676.00 in.3 d = 13 in. b Live Load Stress (HS-20) P=16kips

P

L= 144"

MLL = PL/4

= 576 kip-in

Live Load Stress (TFC 45) P=37.4kips

MLL = PL/4

= 1346.4 kip-in d

E-164

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Track Stringers 12' Span Moment

Live Load Stress (SW1200) P=31kips a=96"

P P x=24"

L= 144" when a (96") > 0.586L (84.35") AISC Table 3-23 MmaxLL = PL/4

= 1116 kip-in

Live Load Stress (TJ5000) P=11.9kips a=48" x=48" when a (48") < 0.586L (84.35") AISC Table 3-23 MmaxLL = (P/2L)(L-a/2)2

= 595 kip-in fb,LL=M/Sy Rating Factor HS-20 = 0.85 ksi < 1.27 OK 1.49

SW1200 = 1.65 ksi > 1.27 N.G. 0.77 TJ5000 = 0.88 ksi < 1.27 OK 1.44 TFC45 = 1.99 ksi > 1.27 N.G. 0.64

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.27 ksi Page E-39

E-165

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Track Stringers 12' Span Shear

Live Load Stress (HS-20) 16 kips

L= 144"

VLL = P kip = 16.00 kip

Live Load Stress (TFC 45) P=37.4kips

VLL = P kip = 37.40 kip

Live Load Stress (SW1200) P=31kips a=96"

P P x=0"

L= 144"

VmaxLL = P(2-a/L) AISC Table 3-23 = 41.33 kip-in

E-166

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Track Stringers 12' Span Shear

Live Load Stress (TJ5000) P=11.9kips a=48" x=0"

VmaxLL = P(2-a/L) AISC Table 3-23 = 19.83 kip-in fV,LL = 3V/2A Rating Factor HS-20 = 0.08 ksi < 0.14 OK 1.75

SW1200 = 0.21 ksi > 0.14 N.G. 0.68 TJ5000 = 0.10 ksi < 0.14 OK 1.41 TFC45 = 0.19 ksi > 0.14 N.G. 0.75

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.14 ksi Page E-41

E-167

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Track Stringers 6' Span Moment

Member Properties A = 312 in.2

Sy=(bd2/6) = 676.00 in.3 d = 13 in. b Live Load Stress (HS-20) P=16kips

P

L= 72"

MLL = PL/4

= 288 kip-in

Live Load Stress (TFC 45) P=37.4kips

MLL = PL/4

= 673.2 kip-in

Live Load Stress (SW1200) P=31kips

MmaxLL = PL/4 = 558 kip-in

E-168

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Track Stringers 6' Span Moment

Live Load Stress (TJ5000) P=11.9kips

MmaxLL = PL/4 = 214.2 kip-in fb,LL=M/Sy Rating Factor HS-20 = 0.43 ksi < 1.37 OK 3.22

SW1200 = 0.83 ksi < 1.37 OK 1.66 TJ5000 = 0.32 ksi < 1.37 OK 4.32 TFC45 = 1.00 ksi < 1.37 OK 1.38

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.37 ksi Page E-44

E-169

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Track Stringers 6' Span Shear

Live Load Stress (HS-20) P

L= 72"

VLL = P kip = 16.00 kip

Live Load Stress (TFC 45) P=37.4kips

VLL = P kip = 37.40 kip

Live Load Stress (SW1200) P=31kips

VmaxLL = P AISC Table 3-23 = 31.00 kip

E-170

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Track Stringers 6' Span Shear Live Load Stress (TJ5000) P=11.9kips a=48" P P x=0"

L= 72"

VmaxLL = P(2-a/L) AISC Table 3-23 = 15.87 kip-in fV,LL = 3V/2A Rating Factor HS-20 = 0.08 ksi < 0.15 OK 1.88

SW1200 = 0.16 ksi > 0.15 N.G. 0.97 TJ5000 = 0.08 ksi < 0.15 OK 1.97 TFC45 = 0.19 ksi > 0.15 N.G. 0.80

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.15 ksi Page E-46

E-171

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Intermediate Stringers 12' Span Moment

Member Properties A = 78 in.2

Sy=(bd2/6) = 169.00 in.3 d = 13 in. b Live Load Stress (HS-20) P=16kips

P

L= 144"

MLL = PL/4

= 576 kip-in

Live Load Stress (TFC 45) P=37.4kips

MLL = PL/4

= 1346.4 kip-in

Live Load Stress (TJ5000) P=11.9kips a=48"

P P x=48"

L= 144" when a (48") < 0.586L (84.35") AISC Table 3-23 MmaxLL = (P/2L)(L-a/2)2

= 595 kip-in d a x

E-172

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Intermediate Stringers 12' Span Moment fb,LL=M/Sy Rating Factor HS-20 = 3.41 ksi > 1.17 N.G. 0.34

SW1200 = NA ksi NA TJ5000 = 3.52 ksi > 1.17 N.G. 0.33 TFC45 = 7.97 ksi > 1.17 N.G. 0.15

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.17 ksi Page E-49

E-173

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Intermediate Stringers 12' Span Shear

Live Load Stress (HS-20) 16 kips

L= 144"

VLL = P kip = 16.00 kip

Live Load Stress (TFC 45) P=37.4kips

VLL = P kip = 37.40 kip

E-174

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Intermediate Stringers 12' Span Shear Live Load Stress (TJ5000) P=11.9kips a=48" P P x=0"

L= 144"

VmaxLL = P(2-a/L) AISC Table 3-23 = 19.83 kip-in fV,LL = 3V/2A Rating Factor HS-20 = 0.31 ksi > 0.13 N.G. 0.42

SW1200 = NA ksi NA TJ5000 = 0.38 ksi > 0.13 N.G. 0.34 TFC45 = 0.15 ksi > 0.13 N.G. 0.88

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.13 ksi Page E-51

E-175

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Intermediate Stringers 6' Span Moment

Member Properties A = 90 in.2

Sy=(bd2/6) = 225.00 in.3 d = 13 in. b Live Load Stress (HS-20) P=16kips

P

L= 72"

MLL = PL/4

= 288 kip-in

Live Load Stress (TFC 45) P=37.4kips

MLL = PL/4

= 673.2 kip-in

Live Load Stress (TJ5000) P=11.9kips

MmaxLL = PL/4 = 214.2 kip-in fb,LL=M/Sy Rating Factor HS-20 = 1.28 ksi < 1.35 OK 1.05

SW1200 = NA ksi NA TJ5000 = 0.95 ksi < 1.35 OK 1.42 TFC45 = 2.99 ksi > 1.35 N.G. 0.45

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.35 ksi Page E-54

E-176

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Intermediate Stringers 6' Span Shear

Live Load Stress (HS-20) 16 kips

L= 72"

VLL = P kip = 16.00 kip

Live Load Stress (TFC 45) P=37.4kips

VLL = P kip = 37.40 kip

Live Load Stress (TJ5000) P=11.9kips a=48"

P P x=0"

L= 72"

VmaxLL = P(2-a/L) AISC Table 3-23 = 15.87 kip-in fV,LL = 3V/2A Rating Factor HS-20 = 0.27 ksi > 0.15 N.G. 0.55

SW1200 = NA ksi NA TJ5000 = 0.26 ksi > 0.15 N.G. 0.55 TFC45 = 0.62 ksi > 0.15 N.G. 0.23

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.15 ksi Page E-56

E-177

UPPER PLATFORM STRINGERS

E-178

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Upper Platform Stringers 12' Span Moment

Member Properties A = 82.5 in.2

Sy=(bd2/6) = 206.25 in.3 d = 15 in. b Live Load Stress (HS-20) P=16kips

P

L= 144"

MLL = PL/4

= 576 kip-in

Live Load Stress (TFC 45) P=37.4kips

MLL = PL/4

= 1346.4 kip-in

E-179

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Upper Platform Stringers 12' Span Moment Live Load Stress (TJ5000) P=11.9kips a=48" P P x=48"

L= 144" when a (48") < 0.586L (84.35") AISC Table 3-23 MmaxLL = (P/2L)(L-a/2)2

= 595 kip-in fb,LL=M/Sy Rating Factor HS-20 = 2.79 ksi > 1.26 N.G. 0.45

SW1200 = NA ksi NA TJ5000 = 2.88 ksi > 1.26 N.G. 0.44 TFC45 = 6.53 ksi > 1.26 N.G. 0.19

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.26 ksi Page E-60

E-180

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Upper Platform Stringers 12' Span Shear

Live Load Stress (HS-20) 16 kips

L= 144"

VLL = P kip = 16.00 kip

Live Load Stress (TFC 45) P=37.4kips

VLL = P kip = 37.40 kip

Live Load Stress (TJ5000) P=11.9kips a=48"

P P x=0"

L= 144"

VmaxLL = P(2-a/L) AISC Table 3-23 = 19.83 kip-in

E-181

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Upper Platform Stringers 12' Span Shear fV,LL = 3V/2A Rating Factor HS-20 = 0.29 ksi > 0.14 N.G. 0.48

SW1200 = NA ksi NA TJ5000 = 0.38 ksi > 0.14 N.G. 0.37 TFC45 = 0.68 ksi > 0.14 N.G. 0.21

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.14 ksi Page E-62

E-182

PILE CAPS

E-183

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section A-A Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment

Member Properties A = 175.5 in.2

Sy=(bd2/6) = 394.88 in.3 d = 13.5 in. b Live Load Stress (HS-20) w= 0.778 kip/in a = 12in b = 24in

R1

Assume a truck with an axle directly over the bent and a truck 4' behind 16 4 w = (16kips +4*.67kips)/24in

R1 = 9.335kips

R

MLL = R1(a+R1/2w) AISC Table 3-23 = 168.024 kip-in d

48 in a b

48 in

4'

12' 12'

E-184

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section A-A Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment Live Load Stress (SW1200) Assume a locomotive with the rear axle directly over the bent and another locomotive 6' behind

31 31 31

R

R = 31+(.33x31)+(.5x31) = 56.73 w = R/24in = 2.364 kips/in

R1 = w/24in = 28.365

MLL = R1(a+R1/2w) AISC Table 3-23 = 510.570 kip-in

6' 8'

E-185

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section A-A Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment Live Load Stress (TJ5000) Assume a bombcart with the rear axle directly over the bent and a TJ5000 4' behind.

11.9 11.9 6.6

R

R = 11.9 + (.67 x 11.9) + (.67 x 6.6) Reaction at the bent = 24.295 w = R/24in = 1.012 kips/in

R1 = 12.148

MLL = R1(a+R1/2w) AISC Table 3-23 = 218.655 kip-in

4' 4'

E-186

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section A-A Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment

Live Load Stress (TFC 45)

R = 37.4 w = R/24in

= 1.558 kips/in R1 = 18.700

MLL = R1(a+R1/2w) AISC Table 3-23

= 336.600 kip-in fb,LL=M/Sy Rating Factor HS-20 = 0.43 ksi < 1.12 OK 2.63

SW1200 = 1.29 ksi > 1.12 N.G. 0.87 TJ5000 = 0.55 ksi < 1.12 OK 2.02 TFC45 = 0.85 ksi < 1.12 OK 1.31

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.12 ksi Page E-69

E-187

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section A-A Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Shear

Live Load Stress (HS-20)

VLL = R1 kip = 9.34 kip

Live Load Stress (SW1200)

VLL = R1 kip = 28.37 kip

Live Load Stress (TJ5000)

VLL = R1 kip = 12.15 kip

Live Load Stress (TFC 45)

VLL = R1 kip = 18.70 kip

E-188

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section A-A Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Shear fV,LL=3V/2A Rating Factor HS-20 = 0.08 ksi < 0.13 OK 1.63

SW1200 = 0.24 ksi > 0.13 N.G. 0.54 TJ5000 = 0.10 ksi < 0.13 OK 1.25 TFC45 = 0.16 ksi > 0.13 N.G. 0.81

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.13 ksi Page E-71

E-189

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section B-B Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment

Member Properties A = 175.5 in.2

Sy=(bd2/6) = 394.88 in.3 d = 13.5 in. b

Live Load Stress (HS-20) w = (16kips + 2.67kips)/24in R1 = 9.335kips w= 0.778 kip/in a = 12in b = 24in

R1

Assume a truck with an axle directly over the bent and a truck 4' behind See Main Approach Pile Cap Section A-A for vehicle position.

MLL = R1(a+R1/2w) AISC Table 3-23 = 168.024 kip-in d

21" 31" 48" 54.33' Full Section Width

24 in

48 in

12 in

E-190

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section B-B Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment Live Load Stress (SW1200) Assume a locomotive with the rear axle directly over the bent and another locomotive 6' behind See Main Approach Pile Cap Section A-A for vehicle position.

R = 31+(.33x31)+(.5x31) = 56.73 w = R/24in = 2.364 kips/in

R1 = 28.365

MLL = R1(a+R1/2w) AISC Table 3-23 = 510.570 kip-in

Live Load Stress (TJ5000) Assume a bombcart with the rear axle directly over the bent and a TJ5000 4' behind.

See Main Approach Pile Cap Section A-A for vehicle position.

R = 11.9 + (.67 x 11.9) + (.67 x 6.6) Reaction at the bent = 24.295 w = R/24in = 1.012 kips/in

R1 = 12.148

MLL = R1(a+R1/2w) AISC Table 3-23 = 218.655 kip-in

E-191

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section B-B Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment Live Load Stress (TFC 45)

R = 37.4 w = R/24in

= 1.558 kips/in R1 = 18.700

MLL = R1(a+R1/2w) AISC Table 3-23

= 336.600 kip-in fb,LL=M/Sy Rating Factor HS-20 = 0.43 ksi < 1.14 OK 2.68

SW1200 = 1.29 ksi > 1.14 N.G. 0.88 TJ5000 = 0.55 ksi < 1.14 OK 2.06 TFC45 = 0.85 ksi < 1.14 OK 1.34

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.14 ksi Page E-82

E-192

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section B-B Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Shear

Live Load Stress (HS-20)

VLL = R1 kip = 9.34 kip

Live Load Stress (SW1200)

VLL = R1 kip = 28.37 kip

Live Load Stress (TJ5000)

VLL = R1 kip = 12.15 kip

Live Load Stress (TFC45)

VLL = R1 kip = 18.70 kip fV,LL=3V/2A Rating Factor HS-20 = 0.08 ksi < 0.12 OK 1.50

SW1200 = 0.24 ksi > 0.12 N.G. 0.49 TJ5000 = 0.10 ksi < 0.12 OK 1.16 TFC45 = 0.16 ksi > 0.12 N.G. 0.75

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.12 ksi Page E-84

E-193

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Lower Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment

Member Properties A = 175.5 in.2

Sy=(bd2/6) = 394.88 in.3 d = 13.5 in. b

Live Load Stress (HS-20) Assume a truck with an axle directly over the bent and a truck 4' behind

R1 = 8.66kips w= 0.727 kip/in a = 12in b = 24in

R1

Because the 12' intermediate stringers have rating factors lower than 1, only the 6' bent spacing under the track stringers will be will be considered.

d b

48 in a

E-194

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Lower Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment Assume a truck with an axle directly over the bent and a truck 4' behind

16 4 w = (16kips +4*.33kips)/24in

R

MLL = R1(a+R1/2w) AISC Table 3-23 = 155.856 kip-in

Live Load Stress (SW1200) Assume a locomotive with the rear axle directly over a bent.

P = 31 kips R = P

= 31 w = R/24in

= 1.292 kips/in R1 = 15.500

MLL = R1(a+R1/2w) AISC Table 3-23

= 279.000 kip-in

4'

6' 6'

E-195

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Lower Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment Live Load Stress (TJ5000) Assume a bombcart with the rear axle directly over the bent and a TJ5000 4' behind.

11.9 11.9 6.6

R

R = 11.9 + (.33 x 11.9) + (.33 x 6.6) Reaction at the bent = 18.005 w = R/24in = 0.750 kips/in

R1 = 9.003

MLL = R1(a+R1/2w) AISC Table 3-23 = 162.045 kip-in

4' 4'

6' 6'

E-196

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Lower Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Moment Live Load Stress (TFC 45)

R = 37.4 w = R/24in

= 1.558 kips/in R1 = 18.700

MLL = R1(a+R1/2w) AISC Table 3-23

= 336.600 kip-in fb,LL=M/Sy Rating Factor HS-20 = 0.39 ksi < 1.27 OK 3.22

SW1200 = 0.71 ksi < 1.27 OK 1.80 TJ5000 = 0.41 ksi < 1.27 OK 3.09 TFC45 = 0.85 ksi < 1.27 OK 1.49

Remaining Bending Capacity for Live Load (Piles A-G) fb,LL = F'b - fb,DL

= 1.27 ksi Page E-97

E-197

MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Lower Pile Cap (14" x 14" nominal, 13" x 13.5" field measured) Shear

Live Load Stress (HS-20)

VLL = R1 kip = 8.660 kip

Live Load Stress (SW1200)

VLL = R1 kip = 15.500 kip

Live Load Stress (TJ5000)

VLL = R1 kip = 9.003 kip

Live Load Stress (TFC 45)

VLL = R1 kip = 18.700 kip fV,LL=3V/2A Rating Factor HS-20 = 0.07 ksi < 0.13 OK 1.73

SW1200 = 0.13 ksi > 0.13 N.G. 0.97 TJ5000 = 0.08 ksi < 0.13 OK 1.66 TFC45 = 0.16 ksi > 0.13 N.G. 0.80

Remaining Shear Stress for Live Load (Piles G-T) fV,LL = F'V - fV,DL

= 0.13 ksi Page E-100

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Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Upper Pile Cap (14" x 14" nominal, 11.5" x 13" field measured) Moment

Member Properties A = 149.5 in.2

Sy=(bd2/6) = 323.92 in.3 d = 13 in. b

Live Load Stress (HS-20) Assume wheel load evenly distributed across pile spacing.

Assume a truck with an axle directly over the bent and a truck 4' behind See Main Approach Pile Cap Section A-A for vehicle position.

w= 0.389 kip/in

R1

MLL = WL2/8

= 112.032 kip-in d

48 in

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Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Upper Pile Cap (14" x 14" nominal, 11.5" x 13" field measured) Moment

Live Load Stress (TJ5000) Assume wheel load evenly distributed across pile spacing.

Assume a bombcart with an axle directly over the bent and a TJ5000 4' behind See Main Approach Pile Cap Section A-A for vehicle position.

W = R/24 = 1.01

MLL = WL2/8

= 291.540 kip-in

Live Load Stress (TFC 45)

R = 37.4 w = R/24in

= 1.558 kips/in R1 = 18.700

MLL = R1(a+R1/2w) AISC Table 3-23

= 336.600 kip-in fb,LL=M/Sy Rating Factor HS-20 = 0.35 ksi < 1.35 OK 3.90

SW1200 = NA NA

TJ5000 = 0.90 ksi < 1.35 OK 1.50 TFC45 = 1.04 ksi < 1.35 OK 1.30

Remaining Bending Capacity for Live Load fb,LL = F'b - fb,DL

= 1.35 ksi Page E-113

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MOTCO Pier 3 US Army ERDC

Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Upper Pile Cap (14" x 14" nominal, 11.5" x 13.5" field measured) Shear

Live Load Stress (HS-20)

VLL = WL/2 kip = 9.335 kip

Live Load Stress (TJ5000)

VLL = WL/2 kip = 24.295 kip

Live Load Stress (TFC 45)

VLL = R1 kip = 18.700 kip fV,LL=3V/2A Rating Factor HS-20 = 0.09 ksi < 0.14 OK 1.49

SW1200 = NA

TJ5000 = 0.24 ksi > 0.14 N.G. 0.57 TFC45 = 0.16 ksi > 0.14 N.G. 0.88

Remaining Shear Stress for Live Load fV,LL = F'V - fV,DL

= 0.14 ksi Page E-115

E-201

PILES

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Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section A-A Pile

Member Properties A = 125.22 in.2

Live Load Stress (HS-20) fc,LL = PLL/A PLL = 18.667 kips from two HS20s spaced 4' apart

= 0.149 ksi

Live Load Stress (SW1200) fc,LL = PLL/A PLL = 28.365 kips from two Locomotives spaced 6' apart

= 0.227 ksi

Live Load Stress (TJ5000) fc,LL = PLL/A PLL = 24.295 kips from two bombcarts spaced 4' apart

= 0.194 ksi

Live Load Stress (TFC 45) fc,LL = PLL/A PLL = 18.7 kips

= 0.149 ksi fC,LL=P/A Rating Factor HS-20 = 0.15 ksi < 0.29 OK 1.95

SW1200 = 0.23 ksi < 0.29 OK 1.28 TJ5000 = 0.19 ksi < 0.29 OK 1.49 TFC45 = 0.15 ksi < 0.29 OK 1.94

Remaining Compression Stress for Live Load fC,LL = F'C - fC,DL

= 0.29 ksi Page E-123

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Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Approach Section B-B Pile

Member Properties A = 125.22 in.2

Live Load Stress (HS-20) fc,LL = PLL/A PLL = 18.667 kips from two HS20s spaced 4' apart

= 0.149 ksi

Live Load Stress (SW1200) fc,LL = PLL/A PLL = 28.365 kips from two Locomotives spaced 6' apart

= 0.227 ksi

Live Load Stress (TJ5000) fc,LL = PLL/A PLL = 24.295 kips from two bombcarts spaced 4' apart

= 0.194 ksi

Live Load Stress (TFC 45) fc,LL = PLL/A PLL = 18.7 kips

= 0.149 ksi fC,LL=P/A Rating Factor HS-20 = 0.15 ksi < 0.41 OK 2.75

SW1200 = 0.23 ksi < 0.41 OK 1.81 TJ5000 = 0.19 ksi < 0.41 OK 2.11 TFC45 = 0.15 ksi < 0.1 OK 2.75

Remaining Compression Stress for Live Load fC,LL = F'C - fC,DL

= 0.41 ksi Page E-126

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Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Lower Section Pile

Member Properties A = 125.22 in.2

Live Load Stress (HS-20) fc,LL = PLL/A PLL = 18.667 kips from two HS20s spaced 4' apart

= 0.149 ksi

Live Load Stress (SW1200) fc,LL = PLL/A PLL = 28.365 kips from two Locomotives spaced 6' apart

= 0.227 ksi

Live Load Stress (TJ5000) fc,LL = PLL/A PLL = 24.295 kips from two bombcarts spaced 4' apart

= 0.194 ksi

Live Load Stress (TFC45) fc,LL = PLL/A PLL = 18.7

= 0.149 ksi fC,LL=P/A Rating Factor HS-20 = 0.15 ksi < 1.40 OK 9.39

SW1200 = 0.23 ksi < 1.40 OK 6.18 TJ5000 = 0.19 ksi < 1.40 OK 7.22 TFC45 = 0.15 ksi < 1.40 OK 9.37

Remaining Compression Stress for Live Load fC,LL = F'C - fC,DL

= 1.40 ksi Page E-129

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Proj. File Path: M:\2011\23110058.12

Designed By: CJL Date: 3/12/2013 Checked By: RAW Date: 3/14/2013

Main Platform Upper Section Pile

Member Properties A = 125.22 in.2

Live Load Stress (HS-20) fc,LL = PLL/A PLL = 18.667 kips from two HS20s spaced 4' apart

= 0.149 ksi

Live Load Stress (TJ5000) fc,LL = PLL/A PLL = 24.295 kips from two bombcarts spaced 4' apart

= 0.194 ksi

Live Load Stress (TFC45) fc,LL = PLL/A PLL = 18.7

= 0.149 ksi fC,LL=P/A Rating Factor HS-20 = 0.15 ksi < 0.60 OK 4.02

SW1200 = NA NA

TJ5000 = 0.19 ksi < 0.60 OK 3.09 TFC45 = 0.15 ksi < 0.60 OK 4.02

Remaining Compression Stress for Live Load fC,LL = F'C - fC,DL

= 0.60 ksi Page E-132

E-206

Appendix F

Repair Cost Estimates

Project: Pier 3 Level III Inspection

Location: Military Ocean Terminal Concord (MOTCO) at Port Chicago in Concord, CA

Date : 03/2013 Estimator: J. Ikaika Kincaid

F-1

Description Repair Priority

Quantity Material

& UOM

Material Total Labor (Days)

Labor Total Total Contigency Project Total Rounded Total

Replace the perimeter walkway around Building A22. R 1,035 SF 49,680$ 20 74,520$ 124,200$ 31,050$ 155,250$ 155,250$

Replace the broken utility hangers from Bents 66 to 72.

U 72 LF 2,304$ 1 3,456$ 5,760$ 1,440$ 7,200$ 7,200$

Enclose or otherwise protect the exposed transformers in the electrical room.

U 1 LS 2,560$ 2 3,840$ 6,400$ 1,600$ 8,000$ 8,000$

Remove and replace the broken concrete fender pile and timber chock top at Bent 31.5.

R 1 LS 4,800$ 3 7,200$ 12,000$ 3,000$ 15,000$ 15,000$

Replace the rotten portions of the handrails and curbs along the pedestrian walkway.

R 900 LF 28,800$ 10 43,200$ 72,000$ 18,000$ 90,000$ 90,000$

Replace the perimeter walkway around Building 102. R 480 SF 23,040$ 10 34,560$ 57,600$ 14,400$ 72,000$ 72,000$

Seal the cracks throughout the pavement. L 900 LF 9,600$ 5 14,400$ 24,000$ 6,000$ 30,000$ 30,000$ Patch all potholes in pavement. L 1 LS 3,520$ 2 5,280$ 8,800$ 2,200$ 11,000$ 11,000$

Replace the severely decayed portions of timber fascia along the south edge of the upper platform.

L 1 LS 3,200$ 2 4,800$ 8,000$ 2,000$ 10,000$ 10,000$

Repair or replace all missing and broken utility hanger supports, junction box covers, loose wires, and corroded hardware. Clean and repaint corroded areas of conduits and hardware.

H 1 LS 4,800$ 2 7,200$ 12,000$ 3,000$ 15,000$ 15,000$

Install a high-density polyethylene (HDPE) jacket/wrap system on all the timber piles along the Main Approach and Platform. Remove all existing urethane wrap repairs prior to installing new jacket.

H 3883 EA 2,485,120$ 260 3,727,680$ 6,212,800$ 1,553,200$ 7,766,000$ 7,766,000$

Install a high-density polyethylene (HDPE) jacket/wrap system on all the timber piles along the Walkway. Remove all existing urethane wrap repairs prior to installing new jacket.

L 183 EA 117,120$ 13 175,680$ 292,800$ 73,200$ 366,000$ 366,000$

Repair the beams and pile caps that have overstressing cracks.

H 50 LF 4,000$ 2 6,000$ 10,000$ 2,500$ 12,500$ 12,500$

Recommendations and Cost Estimate for Pier 3 - Table 7-1

Project: Pier 3 Level III Inspection

Location: Military Ocean Terminal Concord (MOTCO) at Port Chicago in Concord, CA

Date : 03/2013 Estimator: J. Ikaika Kincaid

F-2

Description Repair Priority

Quantity Material

& UOM

Material Total Labor (Days)

Labor Total Total Contigency Project Total Rounded Total

Install shims on the piles that are currently non-bearing with the pile cap.

H 43 EA 2,752$ 2 4,128$ 6,880$ 1,720$ 8,600$ 8,600$

Seal the transverse hairline cracks in the top of the crane rails with a penetrating concrete sealer.

L 1 LS 1,280$ 1 1,920$ 3,200$ 800$ 4,000$ 4,000$

Replace broken/missing fender system hardware. H 1 LS 2,560$ 1 3,840$ 6,400$ 1,600$ 8,000$ 8,000$

Repair the spalled areas on the fender piles. L 1 LS 3,200$ 1 4,800$ 8,000$ 2,000$ 10,000$ 10,000$ Repair spalled and delaminated areas on the piles, pile caps, and curbs.

L 1 LS 16,000$ 7 24,000$ 40,000$ 10,000$ 50,000$ 50,000$

Install guardrail along the west side of the road leading up to the concrete approach.

H 120 LF 3,840$ 2 5,760$ 9,600$ 2,400$ 12,000$ 12,000$

Replace the timber sheeting and fill the eroded area at the southeast corner at the entrance to the concrete approach.

H 1 LS 2,560$ 1 3,840$ 6,400$ 1,600$ 8,000$ 8,000$

Replace the rotten deck planks along the pedestrian walkway.

R 400 SF 2,560$ 1 3,840$ 6,400$ 1,600$ 8,000$ 8,000$

8,666,550$ 8,666,550$ Pier 3 - Pile Repair Cost Estimate

Note: The estimates for the pile jacket/wrap repairs shown above, including labor days, are based on an approximate 10-person work/dive team. The estimates do not take into account any work-window restrictions, such as during missions or time-of-year in-water construction restrictions in Suisun Bay. Nevertheless, the total number of work days required can vary greatly depending on the time limits specified in a contract and the manpower assigned by a particular contractor. However, the tighter the constraints on the contractor, the higher the contractor's price may become.

It is also important to note that the piles that remain unprotected during the construction period would still be “very susceptible” to continued attack from marine borers.