North_and_South_Pier.pdf

Table of Contents

Title Page Station Galveston Condition Assessment Plan (Figure A-4) 1

Station Galveston, South Pier Plan and Section (Figure A-5) 2

Station Galveston, North Pier Plan and Section (Figure A-6) 3

Station Galveston Deck Inspection Notes (Figure A-7) 4

Exhibit 1: Load Rating Analysis Calculations, North Pier 5 – 27

Exhibit 2: Load Rating Analysis Calculations, South Pier 28 – 49

Exhibit 11: North Pier Drawings, dated 11/23/1965 50 - 60

Exhibit 12: North Pier Repair Drawings, dated 9/30/1975 61 – 62

Exhibit 13: South Pier Drawings, dated 6/19/1985 63 - 70

NORTH PIER INSPECTION NOTES:

1. FENDER WALER IS DETACHED FROM THE PILE. FAILED HARDWARE ON THE NORTH FACE OF TWO EAST PILES.

2. IMPENDING SPALL WITH RUST STAINING WAS OBSERVED ON THE NORTH FACE AND BOTTOM OF THE EDGE BEAM .

3. MISSING LOWER WALER.

4. CRACK IN EDGE BEAM WHICH MEASURED 5' LONG BY 1/8” WIDE.

5. CONCRETE SPALL IN EAST FACE OF CAP WHICH MEASURED 1 SQUARE FOOT WITH 2” OF PENETRATION.

6. POOR CONSOLIDATION OF CONCRETE ON THE UNDERDECK WHICH MEASURED 3' LONG BY 1' WIDE WITH UP TO 3” OF PENETRATION

WITH 4 EXPOSED REBAR.

7. SPALL WHICH MEASURED 5' LONG BY 1' WIDE WITH UP TO 1.5” OF PENETRATION WITH 1 EXPOSED REBAR WITH 100% LOSS OF

SECTION.

8. SPALL WHICH MEASURED 3' LONG BY 1' WIDE WITH UP TO 2” OF PENETRATION WITH 2 EXPOSED REBAR WITH 50% LOSS OF SECTION.

9. PILE A BENT 6 BROKEN.

10. NORTH AND SOUTH FACES OF THE CAP HAVE A SPALL WHICH MEASURED 2' LONG BY 1' WIDE WITH UP TO 3” OF PENETRATION AND 3

EXPOSED REBAR WITH 50% LOSS OF SECTION.

11. NORTH EDGE BEAM BETWEEN 6A AND 7, UNDERSIDE OF BEAM, SPALL 5' LONG BY 10” WIDE WITH UP TO 3” OF PENETRATION WITH 1

EXPOSED REBAR WITH 50% LOSS OF SECTION.

12. UNDERSIDE OF DECK SPALL 4' LONG BY 1' WIDE WITH UP TO 2” OF PENETRATION AND 1 EXPOSED REBAR WITH 50% LOSS OF SECTION.

13. UNDERSIDE DECK SPALL 1.5' DIAMETER WITH UP TO 2” OF PENETRATION WITH 1 EXPOSED REBAR WITH 50% LOSS OF SECTION.

14. UNDERSIDE DECK SPALL 4' LONG BY 1' WIDE WITH UP TO 2” OF PENETRATION WITH 1 EXPOSED REBAR WITH 50% LOSS OF SECTION.

15. NORTH EDGE BEAM SOUTH FACE SPALL 3' LONG BY 1' WIDE WITH UP TO 2” OF PENETRATION WITH 1 EXPOSED REBAR WITH 50% LOSS

OF SECTION.

16. DECK UNDERSDIE SPALL 5' LONG BY 18” WIDE WITH UP TO 4” OF PENETRATION WITH 3 EXPOSED REBAR WITH 75% LOSS OF SECTION.

17. UTILITY BOX UNDERSIDE SPALLING, 6 SQUARE FEET TOTAL WITH UP TO 5” OF PENETRATION WITH 5 EXPOSED REBAR WITH 100% LOSS

OF SECTION

18. SPALL IN UNDERSIDE 5' LONG BY 1' WIDE WITH UP TO 4” OF PENETRATION WITH 1 EXPOSED REBAR WITH 50% LOSS OF SECTION.

19. SOUTH EDGE BEAM NORTH FACE SPALL 2' LONG BY 6” WIDE WITH UP TO 4” OF PENETRATION WITH 1 EXPOSED BAR WITH 50% LOSS OF

SECTION.

20. SPALL DECK UNDERSIDE BETWEEN 12/12A PILE C 3' LONG BY 1' WIDE WITH UP TO 2” OF PENETRATION WITH 1 EXPOSED REBAR WITH

50% LOSS OF SECTION.

21. SPALL DECK UNDERSIDE BETWEEN 12/12A PILE D 3' LONG BY 1' WIDE WITH UP TO 4” OF PENETRATION WITH 2 EXPOSED REBAR WITH

100% LOSS OF SECTION.

22. SOUTH EDGE BEAM SOUTH FACE BENT 13/13A CRACK 15' LONG BY 1/8” WIDE WITH RUST STAINING AND EDGE SPALLING.

23. DECK UNDERSIDE BENT 13A/14 PILE A SPALL 2' LONG BY 1' WIDE WITH UP TO 2” OF PENETRATION WITH 1 EXPOSED REBAR WITH 25%

LOSS OF SECTION.

24. BENT 14 BATTERED PILE (NORTH) AT BRAVO SPALL SOUTHWEST CORNER 3' LONG BY 1' WIDE WITH UP TO 3” PENETRATION WITH 1

EXPOSED REBAR WITH 100% LOSS OF SECTION.

25. BENT 14 BATTERED PILE (SOUTH) AT 1' BELOW CAP, IMPENDING SPALL 2' LONG CRACKING 1/8” WIDE.

26. PILE 15D BROKEN - REPLACE WITH 2 PILES E/W

27. PILE 16D BROKEN - REPLACE WITH 2 PILES E/W. WEST PILE OF BRIDGE 1/4” WIDE CRACK BY 3' LONG CAP DOWN 3' ALL 4 CORNERS.

28. BENT 14-17 LOWER WALER MISSING SOUTH SIDE.

29. BENT 17 PILE D BRIDGE CAP UNDERSIDE CRAKING WITH IMPENDING SPALL, FULL WIDTH BY 1/4” WIDE.

30. UP TO 50% COATING LOSS ON ALL CLEATS AND MOORING HARDWARE (TYP.)

SOUTH PIER INSPECTION NOTES:

1. IMPACT SPALLING OF THE CONCRETE CURB AND CLEAT BASES OF APPROXIMATELY 1/2 SQUARE FOOT IN AREA AND 1 INCH

DEEP.

2. TRANSVERSE AND LONGITUDINAL DECK CRACKING SPACED APPROXIMATELY 8 FEET ON CENTER WITH A MAXIMUM WIDTH

OF 1/4 INCH.

3. LONGITUDINAL CRACKING OF THE UNDERSIDE OF THE DECK WAS NOTED IN SPANS 16 AND 17, WITH AN AVERAGE WIDTH OF

1/8 INCH.

4. TRANSVERSE CRACKING OF THE UNDERSIDE OF THE DECK WAS NOTED IN SPANS 16 AND 17, WITH AN AVERAGE WIDTH OF

1/8 INCH.

5. MISSING FILLER MATERIAL ALONG EXPANSION JOINT.

6. APPROXIMATELY 50% COATING LOSS ON CLEAT. 100% COATING LOSS UNDERSIDE OF HARDWARE WITH 5% LOSS OF

SECTION.

7. TIMBER FENDER PANEL APPROXIMATELY 12 FT LONG IMPACT DAMAGE BENT INWARD UNDER PIER, 3 TIMEBR PILES BROKEN

3 FT BELOW WATERLINE.

8. PILE NOT BEARING, 5 INCH GAP BETWEEN TOP OF PILE AND CAP.

9. BOTTOM CABLE 100% LOSS OF SECTION ALL STRANDS OUTBOARD FACE.

10. PILE BROKEN 5 FT BELOW WATERLINE.

11. PILE 50-60% LOSS OF SECTION 5-6 FT BELOW WATERLINE.

12. ONE STRAND OF 12 LEFT AT LOWER WRAP OF DOLPHIN.

13. MISSING/BROKEN WALER.

14. TIMBER PILE 80% LOSS OF SECTION 3 FT BELOW WATERLINE.

15. FENDER WALL - 2 BOARDS MISSING, 1 BROKEN.

16. ABANDONED UTILITY CONNECTION IN DECK CURB WITH CRACKING AND EDGE SPALLS.

LOAD RATING ANALYSIS

SFO Galveston • Fixed Piers, Bulkheads & Boat Ramp

Galveston, TX • November 2016

Exhibit 1: Load Rating Analysis Calculations: North Pier

Calculations

Sheet No.: 1 of 9

Project No.: 9887

Phase No.:

Revision No.:

Date: 12/2016

Project Title: Load Rating Analysis - US Coast Guard SFO Galveston: North Pier

Summary:

Based on the load rating analysis, the following load limits are recommended for this structure:

Originated By: ______________________________ Date: ___________

Printed Name: ___________________________

Checked By: _______________________________ Date: ___________

Printed Name: ___________________________

Reviewed By: ______________________________ Date: ___________

SEAL

NOTE: These calculations were prepared for the specific loadings and conditions associated with this specific site. Any reuse of these calculations or structure(s), without the express written consent of Collins Engineers, Inc., will be at the sole risk of the user and without liability or legal exposure to Collins Engineers, Inc.

Client: US Coast Guard

The following calculations were prepared under my direct supervision.

Sheet No.: 2 of 9

Project No.: 9887

Phase No.:

Revision No.:

Date: 12/2016

Assumptions:

The load rating analysis is based on the current condition of the structures, which was determined from inspection data obtained from a structure inspection performed by Collins Engineers, Inc. on November 7 – 10, 2016. The load rating analysis is valid for the current condition of the structures; however it should be updated periodically based on inspection data from routine inspections and any other known information about changes to the structure or loading.

The load rating includes only dead and live vertical loads on top of the structure and does not include lateral mooring loads.

Refer to calculation pages and Load Rating Analysis Report for additional assumptions.

Criteria and Material Properties:

Refer to calculations.

References and Codes:

AASHTO Standard Specifications for Highway Bridges, 17th Edition (AASHTO)

AASHTO Manual for Bridge Evaluation, 2nd Edition with 2016 Interim Revisions (MBE)

Unified Facilities Criteria 4-152-01 Design of Piers and Wharves, including Change 1, 1 September 2012 (UFC)

Attachments:

A – STAAD Analysis

B – Technical Specifications for Lift Truck

Refer to Exhibits 9 – 14 of the Load Rating Analysis Report for existing structure plans

Page:_____ of _____ By: CEK, DATE: 11/2016

Check: AMS , DATE: 11/2016

United States Coast Guard SFO Galveston, TX - North Pier Load Rating: Concrete Pier on Concrete Piles

Material Properties and Geometry :

ts 16in Slab thickness h 3ft Depth of bent cap and integral slab bcap 2ft Width of cap

Npiles 4 Number of piles per bent bcurb 10in Width of curb hcurb 8in Height of curb

L 20ft Span from center to center piles (not including intermediate piles installed after original construction)

Lclear L bcap 18 ft Clear span between bent caps

Ltotal 330ft Overall length of pier

B 40ft Out to out width

Bclear_0 B 2 10 in 38.33 ft Design clear width on top of structure (original)

NL_0 3 Design lanes (original construction) - AASHTO 3.6

Bclear B 2 16in 36in 8in( ) 30 ft Existing clear width on top of structure (with utility trench curbs)

NL 2 Design lanes (current condition)

Spile 10ft 3in Pile spacing b 1ft Width for analysis

A4 π in

0.2 in

Reinforcement steel area

A5 π

0.31 in

A6 π

0.44 in

A7 π

0.6 in

A8 π

0.79 in f'c 3.5ksi Concrete compressive strength (C.G.Drawing No. 1144, sheet 3 of 9) fs 20000psi Allowable reinforcement stress (C.G.Drawing No. 1144, sheet 3 of 9) fy 40ksi Yield strength of reinforcement - MBE Table 6B.5.2.3-1 and AASHTO 8.15.2.2

SFO Galveston - north pier.xmcd

3 9

Check: AMS , DATE: 11/2016

Loading:

Design Loading: 500 psf or H20-S16, 60 tons per pile (C.G.Drawing No. 1144, sheet 3 of 9)

Live Load:

Load Case 1: HS-20

Shear is considered satisfactory for design and legal loads per AASHTO 3.24.4 and MBE 6A.5.8

Load Distribution for Bending:

Sdist min L Lclear ts 19.33 ft Span length for moment distribution - AASHTO 8.8.1

E min 4ft 0.06 Sdist 7ft 5.16 ft Distribution width (per wheel) - AASHTO 3.24.3.1

M1 129.84kip ft Refer to STAAD analysis

M2 89.67kip ft

MLL_HS20_1 M1

b

2 E

12.58 kip ft Positive moment

MLL_HS20_2 M2

b

2 E

8.69 kip ft Negative moment (at face of pier cap per AASHTO)

IM 0.15 Impact - UFC 3-3.6.3

Load Case 2: Lift Truck (DOOSAN D80S-5):

PF 17320kg g 38.18 kip Front axle loaded weight

PR 2275kg g 5.02 kip Rear axle loaded weight

Saxle 2500mm 8.2 ft Axle spacing wheelF 1646mm 5.4 ft wheelR 1750mm 5.74 ft

The wheel spacing for the lift truck is greater than the calculated distribution width for the design truck wheel load, therefore the distribution width calculated per AASHTO is adequate for the lift truck and does not need to be reduced.

E 5.16 ft Distribution width for wheel load

M1 158.83kip ft Refer to STAAD analysis

M2 74.10kip ft

MLL_lift_1 M1 b

2 E

15.39 kip ft Positive moment

MLL_lift_2 M2 b

2 E

7.18 kip ft Negative moment (at face of pier cap per AASHTO)

IM 0.15 Impact - UFC 3-3.6.3

4 9

Check: AMS , DATE: 11/2016

Uniform Load - 500 psf:

wLL 500psf b 0.5 klf

M1 37.77kip ft Refer to STAAD analysis (forces based on 1 klf unit load)

M2 33.07kip ft

MLL_uniform_1 M1 wLL

1klf

18.89 kip ft Positive moment

MLL_uniform_2 M2 wLL

1klf

16.54 kip ft Negative moment (at face of pier cap per AASHTO)

Dead Load:

Dead load forces are calculated assuming dead load is resisted entirely by original bents.

wslab b ts 150 pcf 0.2 klf Weight of slab per foot width

Mslab1 0.078 wslab L

6.24 kip ft Positive moment

Mslab2 0.106 wslab L

8.48 kip ft Negative moment (assuming dead load is resisted entirely by original bents) wutil 50plf 0.05 klf Weight of utilities and misc. additional dead load

Mutil_1 0.078 wutil L

1.56 kip ft

Mutil_2 0.106 wutil L

2.12 kip ft

Weight of original curb, edge beam, and utility trench curb wcurb 50plf bcurb hcurb h ts 10 in 2 8 in 9 in 150 pcf 2 b

B

0.07 klf

Mcurb_1 0.078 wcurb L

2.25 kip ft

Mcurb_2 0.106 wcurb L

3.06 kip ft

MDL_1 Mslab1 Mutil_1 Mcurb_1 10.05 kip ft

MDL_2 Mslab2 Mutil_2 Mcurb_2 13.66 kip ft

Capacity:

ϕf 0.90 Flexural strength reduction factor - AASHTO 8.16.1.2.2 ϕv 0.85 Shear strength reduction factor - AASHTO 8.16.1.2.2

5 9

Check: AMS , DATE: 11/2016

Positive Moment:

As A7

A6

1.04 in

Steel area per foot in bottom of slab between original bents

Concrete cover cl 1.5in d1 ts cl 0.5 in 14.06 in β1 0.85 f'c 4000psiif max 0.65 0.85 0.05 f'c ksi otherwise

0.85

AASHTO 8.16.2.7

ρb

0.85 β1 f'c fy

87000

87000 fy psi

0.0433 Balanced reinforcement ratio for rectangular section - AASHTO (8-18) ρ As b d1

0.0062 Reinforcement ratio

check if ρ ρb "ok" "refer to MBE 6B.5.3.2"" "ok" a As fy

0.85 f'c b

1.17 in ϕMn_pos ϕf As fy d1 a

42.18 kip ft

Negative Moment:

As 3A6

1.33 in

Steel area per foot in top of slab over original bents cl 1.5in d2 ts cl 0.5 in 14.12 in ρ As b d2

0.0078 Reinforcement ratio

check if ρ ρb "ok" "refer to MBE 6B.5.3.2"" "ok" a As fy

0.85 f'c b

1.48 in ϕMn_neg ϕf As fy d2

53.21 kip ft

6 9

Check: AMS , DATE: 11/2016

Rating Factors:

C A1 D

A2 L 1 IM( )

Rating Factor for Moment/Shear Capacity - MBE (6B.4.1-1)

A1 1.3 Dead load factor - MBE 6B.4.2

A2_INV 2.17 Live load factor (inventory level) - MBE 6B.4.2

A2_OP 1.3 Live load factor (operating level) - MBE 6B.4.2

Load Case 1: HS-20

Inventory Rating - Positive Moment:

RFINV_M

ϕMn_pos 1.3 MDL_1

2.17 MLL_HS20_1 1 IM( )

0.93

Operating Rating - Positive Moment:

RFOP_M

ϕMn_pos 1.3 MDL_1

1.3 MLL_HS20_1 1 IM( )

1.55

Inventory Rating - Negative Moment:

RFINV_M

ϕMn_neg 1.3 MDL_2

2.17 MLL_HS20_2 1 IM( )

1.64

Operating Rating - Negative Moment:

RFOP_M

ϕMn_neg 1.3 MDL_2

1.3 MLL_HS20_2 1 IM( )

2.73

Load Case 2: Lift Truck

Inventory Rating - Positive Moment:

RFINV_M

ϕMn_pos 1.3 MDL_1

2.17 MLL_lift_1 1 IM( )

0.76

Operating Rating - Positive Moment:

RFOP_M

ϕMn_pos 1.3 MDL_1

1.3 MLL_lift_1 1 IM( )

1.27

7 9

Check: AMS , DATE: 11/2016

Inventory Rating - Negative Moment:

RFINV_M

ϕMn_neg 1.3 MDL_2

2.17 MLL_lift_2 1 IM( )

1.98

Operating Rating - Negative Moment:

RFOP_M

ϕMn_neg 1.3 MDL_2

1.3 MLL_lift_2 1 IM( )

3.30

Load Case 3: Uniform Load

Inventory Rating - Positive Moment:

RFINV_M

ϕMn_pos 1.3 MDL_1

2.17 MLL_uniform_1

0.71

Operating Rating - Positive Moment:

RFOP_M

ϕMn_pos 1.3 MDL_1

1.3 MLL_uniform_1

1.19

Inventory Rating - Negative Moment:

RFINV_M

ϕMn_neg 1.3 MDL_2

2.17 MLL_uniform_2

0.99

Operating Rating - Negative Moment:

RFOP_M

ϕMn_neg 1.3 MDL_2

1.3 MLL_uniform_2

1.65

8 9

Check: AMS , DATE: 11/2016

Evaluation of reinforcement section loss:

Section loss of reinforcement on the underside of the deck was present in several isolated areas within the areas of the pier where new intermediate bents had been constructed (from span 3 to the end of the pier). The positive moment is reduced by approximately 50%.

L0 20ft Original span from center to center of bents

L1 10ft Span from center to center of bents after the construction of the intermediate bents

Ratio of live load moment with the intermediate bents relative to the original live load moment

L1

L0

0.25

The maximum section loss of reinforcement within any localized area equal to the wheel distribution width for truck loading is 3 bars with 75% section loss. The moment capacity is reduced proportionally to the steel area; therefore the reduction of moment capacity due to section loss of reinforcement is as follows:

As A7

A6

1.04 in

Positive moment reinforcement per foot width of slab

E 5.16 ft Wheel distribution width

As_E As 2E b

10.76 in

Positive moment reinforcement within axle distribution width

As_R As_E 0.75 2 A7 0.75 A6 9.53 in

Reduced steel area within axle distribution width

Ratio of reduced positive moment capacity relative to the original moment capacity

As_R

As_E

0.89

The slab capacity in the areas with section loss is reduced by 11% due to the loss of reinforcement, however the live load moment forces in these areas are reduced by approximately 50% due to the construction of the intermediate bents; therefore these areas do not control the structure rating.

9 9

Monday, December 12, 2016, 03:50 PM

PAGE NO. 1

* STAAD.Pro V8i SELECTseries5 *

* Version 20.07.10.41 *

* Proprietary Program of *

* Bentley Systems, Inc. *

* Date= DEC 12, 2016 *

* Time= 15:50: 6 *

* USER ID: Collins Engineers, Inc. *

1. STAAD PLANE

INPUT FILE: north pier.STD

2. START JOB INFORMATION

3. ENGINEER DATE 12/2016

4. ENGINEER NAME CEK

5. JOB NAME USCG LOAD RATING SFO GALVESTON NORTH PIER (LIVE LOAD MODEL)

6. JOB CLIENT USCG

7. JOB NO 9887

8. END JOB INFORMATION

9. INPUT WIDTH 79

10. UNIT FEET KIP

11. JOINT COORDINATES

12. 1 0 0 0; 2 20 0 0; 3 40 0 0; 4 50 0 0; 5 60 0 0; 6 70 0 0; 7 80 0 0; 8 90 0 0

13. 9 100 0 0; 10 110 0 0; 11 120 0 0; 12 130 0 0; 13 140 0 0; 14 150 0 0

14. 15 160 0 0; 16 170 0 0; 17 180 0 0; 18 190 0 0; 19 200 0 0; 20 210 0 0

15. 21 220 0 0; 22 230 0 0; 23 240 0 0; 24 250 0 0; 25 260 0 0; 26 270 0 0

16. 27 280 0 0; 28 290 0 0; 29 300 0 0; 30 310 0 0; 31 320 0 0; 32 420 0 0

17. 33 -100 0 0; 34 19 0 0; 35 21 0 0; 36 41 0 0; 37 39 0 0

18. MEMBER INCIDENCES

19. 1 1 34; 2 2 35; 3 3 36; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11

20. 11 11 12; 12 12 13; 13 13 14; 14 14 15; 15 15 16; 16 16 17; 17 17 18; 18 18 19

21. 19 19 20; 20 20 21; 21 21 22; 22 22 23; 23 23 24; 24 24 25; 25 25 26; 26 26 27

22. 27 27 28; 28 28 29; 29 29 30; 30 30 31; 31 31 32; 32 33 1; 33 34 2; 34 35 37

23. 35 36 4; 36 37 3

24. DEFINE MATERIAL START

25. ISOTROPIC STEEL

26. E 4.176E+006

27. POISSON 0.3

28. DENSITY 0.489024

29. ALPHA 6.5E-006

30. DAMP 0.03

31. END DEFINE MATERIAL

32. MEMBER PROPERTY AMERICAN

33. 1 TO 36 TABLE ST W24X76

34. CONSTANTS

35. BETA 0 MEMB 4 TO 32

36. MATERIAL STEEL ALL

37. SUPPORTS

38. 1 TO 33 PINNED

Page 1 of 7C:\Users\ckois\Desktop\working flies for USCG\north pier.anl

Exhibit 1 - Attachment A - A1 of 7

STAAD PLANE -- PAGE NO. 2

39. MEMBER RELEASE

40. 32 END MX MY MZ

41. 31 START MX MY MZ

42. *HS20

43. DEFINE MOVING LOAD

44. TYPE 1 LOAD 16 32 32

45. DIST 14 14

46. TYPE 2 LOAD 16 32 32

47. DIST 14 16

48. TYPE 3 LOAD 16 32 32

49. DIST 14 18

50. TYPE 4 LOAD 16 32 32

51. DIST 14 20

52. TYPE 5 LOAD 16 32 32

53. DIST 14 22

54. TYPE 6 LOAD 16 32 32

55. DIST 14 24

56. TYPE 7 LOAD 16 32 32

57. DIST 14 26

58. TYPE 8 LOAD 16 32 32

59. DIST 14 28

60. TYPE 9 LOAD 16 32 32

61. DIST 14 30

62. TYPE 10 LOAD 38.18 5.02

63. DIST 8.2

64. *UNIFORM UNIT LOAD

65. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1

66. MEMBER LOAD

67. 1 TO 5 33 TO 36 UNI GY -1.

68. LOAD 2 LOADTYPE NONE TITLE LOAD CASE 2

69. MEMBER LOAD

70. 1 3 TO 5 33 35 UNI GY -1.

71. LOAD 3 LOADTYPE NONE TITLE LOAD CASE 3

72. MEMBER LOAD

73. 2 TO 5 34 TO 36 UNI GY -1.

74. LOAD 4 LOADTYPE NONE TITLE LOAD CASE 4

75. MEMBER LOAD

76. 1 33 UNI GY -1.

77. LOAD 5 LOADTYPE NONE TITLE LOAD CASE 5

78. MEMBER LOAD

79. 2 34 36 UNI GY -1.

80. LOAD GENERATION 100

81. TYPE 1 -28 0 0 XINC 1

82. LOAD GENERATION 100

83. TYPE 2 -30 0 0 XINC 1

84. LOAD GENERATION 100

85. TYPE 3 -32 0 0 XINC 1

86. LOAD GENERATION 100

87. TYPE 4 -34 0 0 XINC 1

88. LOAD GENERATION 100

89. TYPE 5 -36 0 0 XINC 1

90. LOAD GENERATION 100

91. TYPE 6 -38 0 0 XINC 1

92. LOAD GENERATION 100

93. TYPE 7 -40 0 0 XINC 1

94. LOAD GENERATION 100

Page 2 of 7C:\Users\ckois\Desktop\working flies for USCG\north pier.anl

Exhibit 1 - Attachment A - A2 of 7

STAAD PLANE -- PAGE NO. 3

95. TYPE 8 -42 0 0 XINC 1

96. LOAD GENERATION 100

97. TYPE 9 -44 0 0 XINC 1

98. LOAD GENERATION 100

99. TYPE 10 -8.2 0 0 XINC 1

100. PERFORM ANALYSIS

P R O B L E M S T A T I S T I C S

NUMBER OF JOINTS 37 NUMBER OF MEMBERS 36

NUMBER OF PLATES 0 NUMBER OF SOLIDS 0

NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 33

SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

ORIGINAL/FINAL BAND-WIDTH= 34/ 1/ 6 DOF

TOTAL PRIMARY LOAD CASES = 1005, TOTAL DEGREES OF FREEDOM = 45

SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS

REQRD/AVAIL. DISK SPACE = 15.2/ 74099.3 MB

101. LOAD LIST 1 TO 5

102. PRINT MAXFORCE ENVELOPE NSECTION 10 LIST 1 4 5 34 TO 35

Page 3 of 7C:\Users\ckois\Desktop\working flies for USCG\north pier.anl

Exhibit 1 - Attachment A - A3 of 7

STAAD PLANE -- PAGE NO. 4

MEMBER FORCE ENVELOPE

ALL UNITS ARE KIP FEET

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

1 MAX 8.73 0.00 2 31.98 19.00 1

0.00 0.00 1 0.00 0.00 1 0.00 0.00 1

MIN -11.18 19.00 1 -37.77 9.50 2

0.00 19.00 5 0.00 19.00 5 0.00 19.00 5

4 MAX 5.20 0.00 2 10.63 0.00 2

0.00 0.00 1 0.00 0.00 1 0.00 0.00 1

MIN -5.55 10.00 3 -5.57 4.17 3

0.00 10.00 5 0.00 10.00 5 0.00 10.00 5

5 MAX 5.58 0.00 3 9.81 0.00 3

0.00 0.00 1 0.00 0.00 1 0.00 0.00 1

MIN -4.56 10.00 2 -6.07 5.83 2

0.00 10.00 5 0.00 10.00 5 0.00 10.00 5

34 MAX 10.09 0.00 1 33.07 0.00 1

0.00 0.00 1 0.00 0.00 1 0.00 0.00 1

MIN -9.62 18.00 3 -27.52 9.00 5

0.00 18.00 5 0.00 18.00 5 0.00 18.00 5

35 MAX 6.55 0.00 3 23.63 0.00 5

0.00 0.00 1 0.00 0.00 1 0.00 0.00 1

MIN -6.56 9.00 2 -10.88 2.25 2

0.00 9.00 5 0.00 9.00 5 0.00 9.00 5

********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********

103. LOAD LIST 6 TO 905

104. PRINT MAXFORCE ENVELOPE NSECTION 10 LIST 1 4 5 34 TO 35

Page 4 of 7C:\Users\ckois\Desktop\working flies for USCG\north pier.anl

Exhibit 1 - Attachment A - A4 of 7

STAAD PLANE -- PAGE NO. 5

FZ DIST LD MY DIST LD FX DIST LD

1 MAX 38.56 0.00 20 89.35 19.00 133

0.00 0.00 6 0.00 0.00 6 0.00 0.00 6

MIN -41.10 19.00 25 -129.84 7.92 814

0.00 19.00 905 0.00 19.00 905 0.00 19.00 905

4 MAX 32.15 0.00 856 29.60 0.00 852

0.00 0.00 6 0.00 0.00 6 0.00 0.00 6

MIN -33.44 10.00 666 -61.40 5.00 461

0.00 10.00 905 0.00 10.00 905 0.00 10.00 905

5 MAX 30.01 0.00 489 29.10 0.00 73

0.00 0.00 6 0.00 0.00 6 0.00 0.00 6

MIN -32.43 10.00 576 -57.80 5.00 271

0.00 10.00 905 0.00 10.00 905 0.00 10.00 905

34 MAX 35.64 0.00 42 89.67 0.00 235

0.00 0.00 6 0.00 0.00 6 0.00 0.00 6

MIN -36.52 18.00 45 -106.03 9.00 836

0.00 18.00 905 0.00 18.00 905 0.00 18.00 905

35 MAX 31.40 0.00 48 61.15 0.00 53

0.00 0.00 6 0.00 0.00 6 0.00 0.00 6

MIN -31.12 9.00 855 -67.01 3.00 850

0.00 9.00 905 0.00 9.00 905 0.00 9.00 905

105. LOAD LIST 906 TO 1005

106. PRINT MAXFORCE ENVELOPE NSECTION 10 LIST 1 4 5 34 TO 35

Page 5 of 7C:\Users\ckois\Desktop\working flies for USCG\north pier.anl

Exhibit 1 - Attachment A - A5 of 7

STAAD PLANE -- PAGE NO. 6

FZ DIST LD MY DIST LD FX DIST LD

1 MAX 38.56 0.00 915 57.41 19.00 941

0.00 0.00 906 0.00 0.00 906 0.00 0.00 906

MIN -37.36 19.00 933 -158.83 7.92 922

0.00 19.00 1005 0.00 19.00 1005 0.00 19.00 1005

4 MAX 36.43 0.00 965 35.27 0.00 960

0.00 0.00 906 0.00 0.00 906 0.00 0.00 906

MIN -37.87 10.00 974 -62.27 5.83 970

0.00 10.00 1005 0.00 10.00 1005 0.00 10.00 1005

5 MAX 36.44 0.00 975 34.64 0.00 970

0.00 0.00 906 0.00 0.00 906 0.00 0.00 906

MIN -37.87 10.00 984 -62.21 5.83 980

0.00 10.00 1005 0.00 10.00 1005 0.00 10.00 1005

34 MAX 37.73 0.00 936 74.10 0.00 925

0.00 0.00 906 0.00 0.00 906 0.00 0.00 906

MIN -37.02 18.00 953 -124.62 9.00 944

0.00 18.00 1005 0.00 18.00 1005 0.00 18.00 1005

35 MAX 31.85 0.00 956 72.90 0.00 945

0.00 0.00 906 0.00 0.00 906 0.00 0.00 906

MIN -37.89 9.00 964 -68.06 3.75 959

0.00 9.00 1005 0.00 9.00 1005 0.00 9.00 1005

107. FINISH

Page 6 of 7C:\Users\ckois\Desktop\working flies for USCG\north pier.anl

Exhibit 1 - Attachment A - A6 of 7

STAAD PLANE -- PAGE NO. 7

*********** END OF THE STAAD.Pro RUN ***********

**** DATE= DEC 12,2016 TIME= 15:50:26 ****

* For technical assistance on STAAD.Pro, please visit *

* http://selectservices.bentley.com/en-US/ *

* Details about additional assistance from *

* Bentley and Partners can be found at program menu *

* Help->Technical Support *

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Page 7 of 7C:\Users\ckois\Desktop\working flies for USCG\north pier.anl

Exhibit 1 - Attachment A - A7 of 7

TTEECCHHNNIICCAALL SSPPEECCIIFFIICCAATTIIOONNSS

Pneumatic Forklift Trucks D60S / D70S-5 & D80S/ D90S-5

G60S / G70S-5

6,000kg to 9,000kg Capacity

EPA Tier-3 &

Stage-3A

NEW

Exhibit 1 - Attachment B - B1 of 6

6,000/7,000/8,000/9,000kg Capacities Engine Powered Forklift Trucks

Pneumatic Tire

MAIN VEHICLE SPECIFICATIONS

C H

A R

A C

T E

R

IS

T

IC

S D

IM

E

N S

IO

N

S P

E R

F O

R M

A N

C E

W E

IG

H

T C

H A

S S

IS

P

O W

E R

T R

A

IN

Note: Specification values quoted in this specification sheet has been rounded. Performance may vary due to operation conditions.

Products and specifications are subject to improvement and change without prior notices.

1 Manufacture

2 Model

3 Load Capacity at rated load center kg

4 Load Center mm

5 Power type Elec, Diesel, LPG, Gasoline

6 Operator type

7 Tire type P:Pnu, E:Solid Soft, C:Cush

8 Wheels (x=Driven) Front / Rear

9 Max. Fork Height with STD 2-stage mast mm

10 Free Lift mm

12 Fork Carriage ISO Class

13 Forks Length x Width x Thickness mm

Fork Spacing(Min x Max) mm

14 Tilt of Mast Forward / Backward deg

15 Length to Fork Face mm

16 Overall Width mm

17 Overall Dimensions Mast Lowered Height mm

18 Mast Extended Height mm

19 Overhead Guard Height mm

20 Seat Height mm

21 Turning Radius Minimum outside mm

22 Load Moment Center mm

23 Aisle 90 degree stacking(add load length & clearance) mm

24 Travel Speed Loaded / Unloaded km/h

25 Lifting Speed Loaded / Unloaded mm/s

26 Lowering Speed Loaded / Unloaded mm/s

28 Max. drawbar pull Loaded at 1.0 mph (1.6km / h) kg

30 Max. gradeability Loaded at 1.0 mph (1.6km / h) %

32 Total Service Weight, Unloaded kg

Axle Load

Loaded, Front / Rear kg

34 Unloaded, Front / Rear kg

35 Number of wheels(F / R)

36 Tires Size, Front

37 Size, Rear

38 Wheel Base Distance mm

39 Tread Width Front / Rear mm

Ground Clearance

Loaded at the lowest point mm

41 Loaded at center of wheelbase mm

Brakes

Service

43 Parking

45 Battery Voltage / Ampere V/AH

49 Model

50 Engine Rated Power(DIN) HP/rpm kW/rpm

51 Maximum Torque N-m/rpm

52 Cylinders / Displacements CC

55 Transmission Type

Number of Speed (Fwd / Rev)

57 Hydraulic Pressure System bar

Attachment bar

DOOSAN DOOSAN

D60S-5 D70S-5

6,000 7,000

600 600

Diesel Diesel

Driver-seated Driver-seated

P P x 4 / 2 x 4 / 2

3,000 3,000

205 205

IV IV

1,200x180x60 1,200x180x60

410x2,032 410x2,032

15 / 10 15 / 10

3,568 3,647

2,108 2,108

2,500 2,500

4,340 4,340

2,455 2,455

1,333 1,333

3,331 3,380

632 632

3,958 4,000

29.5 / 32.5 30 / 34 29 / 32 29 / 34

490 / 530 445 / 470

500 / 450 500 / 450 500 / 450 500 / 450

5,945 5,740 5,915 5,710

40.5 42 35.5 36.5

9,240 9,075 9,970 9,805

13,585 / 13,510 / 14,980 / 14,885 /

1,655 1,565 1,990 1,920

4,300 / 4,220 / 4,150 / 4,050 /

4,940 4,855 5,820 5,755

4 / 2 4 / 2

8.25x15-14PR 8.25x15-14PR

8.25x15-14PR 8.25x15-14PR

2,250 2,250

1,584 / 1,550 1,584 / 1,550

176 176

205 205

Foot / Hyd Foot / Hyd

Hand / Mech Hand / Mech

24 / 75 24 / 75

DB58S D439E DB58S D439E

100 / 2,200 100 / 2,300 100 / 2,200 100 / 2,300

74 / 2,200 74 / 2,300 74 / 2,200 74 / 2,300

363 / 1,400 373 / 1,600 363 / 1,400 373 / 1,600

6 / 5,785 4 / 3,900 6 / 5,785 4 / 3,900

FULL AUTO FULL AUTO

3 / 3 3 / 3

210 210

140 140

DOOSAN DOOSAN

D80S-5 D90S-5

8,000 9,000

600 600

Diesel Diesel

Driver-seated Driver-seated

P P x 4 / 2 x 4 / 2

3,100 3,100

215 215

V V

1,200x180x70 1,200x180x70

410x2,092 410x2,092

15 / 10 15 / 10

4,014 4,040

2,230 2,230

2,835 2,835

4,375 4,375

2,648 2,648

1,526 1,526

3,650 3,680

725 725

4,330 4,355

30 / 34 30 / 36 28 / 33.5 28 / 35.5

430 / 470 430 / 470

500 / 450 500 / 450 500 / 450 500 / 450

5,498 5,340 5,449 5,290

30.5 31.5 28.5 28

11,545 11,595 12,195 12,245

14,920 / 17,320 / 16,920 / 18,770 /

4,360 2,275 4,705 / 2,475

4,600 / 5,080 / 4,680 5,000 /

6,500 6,515 7,315 7,245

4 / 2 4 / 2

9.00x20-14PR 9.00x20-14PR

9.00x20-14PR 9.00x20-14PR

2,500 2,500

1 ,646 / 1,750 1,646 / 1,750

258 258

329 329

Foot / Hyd Foot / Hyd

Hand / Mech Hand / Mech

24 / 75 24 / 75

DB58S D439E DB58S D439E

100 / 2,200 100 / 2,300 100 / 2,200 100 / 2,300

74 / 2,200 74 / 2,300 74 / 2,200 74 / 2,300

363 / 1,400 373 / 1,600 363 / 1,400 373 / 1,600

6 / 5,785 4 / 3,900 6 / 5,785 4 / 3,900

FULL AUTO FULL AUTO

3 / 3 3 / 3

219 235

140 140

Exhibit 1 - Attachment B - B2 of 6

DOOSAN DOOSAN

G60S-5 G70S-5

6,000 7,000

600 600

LPG LPG

Driver-seated Driver-seated

P P x 4 / 2 x 4 / 2

3,000 3,000

205 205

IV IV

1,200x180x60 1,200x180x60

410x2,032 410x2,032

15 / 10 15 / 10

3,568 3,647

2,108 2,108

2,500 2,500

4,340 4,340

2,455 2,455

1,333 1,333

3,331 3,380

632 632

3,958 4,000

23.8 / 25.4 23.6 / 25.4

380 / 410 380 / 410

490 / 460 490 / 460

4,990 4,965

35.5 31.3

8,905 9,635

13,260 / 1,645 14,650 / 1,985

3,975 / 4,930 3,815 / 5,820

4 / 2 4 / 2

8.25x15-14PR 8.25x15-14PR

8.25x15-14PR 8.25x15-14PR

2,250 2,250

1,584 / 1,550 1,584 / 1,550

176 176

205 205

Foot / Hyd Foot / Hyd

Hand / Mech Hand / Mech

12 / 75 12 / 75

G643(E) G643(E)

93 / 2,450 93 / 2,450

69 / 2,450 69 / 2,450

297 / 1,400 297 / 1,400

6 / 4,294 6 / 4,294

Power Shift Power Shift

2 / 2 2 / 2

210 210

140 140

DOOSAN DOOSAN

D60S-5 D70S-5

6,000 7,000

600 600

Diesel Diesel

Driver-seated Driver-seated

P P x 4 / 2 x 4 / 2

3,000 3,000

205 205

IV IV

1,200x180x60 1,200x180x60

410x2,032 410x2,032

15 / 10 15 / 10

3,568 3,647

2,108 2,108

2,500 2,500

4,340 4,340

2,455 2,455

1,333 1,333

3,331 3,380

632 632

3,958 4,000

24.5 / 26.5 23 / 24.5 24.0 / 26.5 22.5 / 24.5

415 / 445 400 / 430 360 / 390 350 / 380

490 / 460 490 / 460

4,875 5,070 4,875 5,030

34 36.5 30.5 31.5

9,085 9,000 9,810 9,730

13,430 / 13,380 / 14,820 / 14,760 /

1,655 1,620 1,990 1,970

4,145 / 4,100 / 3,985 / 3,925 /

4,940 4,900 5,830 5,805

4 / 2 4 / 2

8.25x15-14PR 8.25x15-14PR

8.25x15-14PR 8.25x15-14PR

2,250 2,250

1,584 / 1,550 1,584 / 1,550

176 176

205 205

Foot / Hyd Foot / Hyd

Hand / Mech Hand / Mech

24 / 75 24 / 75

DB58S D439E DB58S D439E

94 / 2,400 92 / 2,300 94 / 2,400 92 / 2,300

69 / 2,400 68 / 2,300 69 / 2,400 68 / 2,300

324 / 1,600 324 / 1,600 324 / 1,600 324 / 1,600

6 / 5,785 4 / 3,900 6 / 5,785 4 / 3,900

Autoshift Autoshift

2 / 2 2 / 2

210 210

140 140

6,000/7,000kg Capacities Engine Powered Forklift Trucks

Pneumatic Tire

Exhibit 1 - Attachment B - B3 of 6

DIMENSIONAL DRAWING

MAST SPECIFICATIONS and RATED CAPACITIES

16 13

Maximum

Fork Height

Fully Lowered Height

Fully Extended Height

With Load Backrest

Free Lift Rated Load Capacities

D/G60S-5

Tilt Angle

Double Pneumatic

FWD BWD

Load Capacities

Double Pneumatic

LC 600mm

With Load Backrest

Mast type

STD

FFT

mm

3,000

3,500

3,700

4,000

4,500

5,000

5,500

6,000

4,550

5,000

5,600

6,050 mm

2,495

2,745

2,845

2,995

3,345

3,595

3,845

4,095

2,540

2,690

2,890

3,040 mm

4,275

4,775

4,975

5,275

5,775

6,275

6,775

7,275

5,570

6,020

6,620

7,070 mm

1,580

1,730

1,930

2,080 deg deg kg

6,000

6,000

6,000

6,000

6,000

6,000

5,875

5,675

5,900

5,725

5,500

5,300

D/G60S-5

D/G70S-5

Maximum Fork

Height Fully Lowered Height

Fully Extended Height

With Load Backrest

Free Lift Rated Load Capacities

D/G70S-5

Tilt Angle

Double Pneumatic

FWD BWD

Load Capacities

Double Pneumatic

LC 600mm

With Load Backrest

Mast type

STD

FFT

mm

3,000

3,500

3,700

4,000

4,500

5,000

5,500

6,000

3,000

3,500

3,700

4,000

4,500

5,500

6,000

4,550

5,000

5,600

6,050 mm

2,495

2,745

2,845

2,995

3,345

3,595

3,845

4,095

2,495

2,745

2,845

2,995

3,345

3,595

3,845

4,095

2,540

2,690

2,890

3,040 mm

4,275

4,775

4,975

5,275

5,775

6,275

6,775

7,275

4,275

4,775

4,975

5,275

5,775

6,275

6,775

7,275

5,570

6,020

6,620

7,070 mm

1,580

1,730

1,930

2,080 deg deg kg

7,000

7,000

7,000

7,000

7,000

7,000

7,000

6,900

7,000

7,000

7,000

7,000

7,000

7,000

7,000

6,900

7,000

7,000

6,725

6,500

Note : Mast Specifications & Rated Capacities are based on standard chassis with dual pneumatic tire and without side shifter.

Exhibit 1 - Attachment B - B4 of 6

Maximum Fork

Height Fully Lowered Height

Fully Extended Height

With Load Backrest

Free Lift Rated Load Capacities

D80S-5

Tilt Angle

Double Pneumatic

FWD BWD

Load Capacities

Double Pneumatic

LC 600mm

With Load Backrest

Mast type

STD

FFT

mm

3,100

3,300

3,600

4,100

4,600

5,100

5,600

4,350

4,800

5,400

5,850 mm

2,835

2,935

3,085

3,435

3,685

3,935

4,185

2,630

2,780

2,980

3,130 mm

4,375

4,575

4,875

5,375

5,875

6,375

6,875

5,625

6,075

6,675

7,125 mm

1,420

1,570

1,770

1,920 deg deg kg

8,000

8,000

8,000

8,000

8,000

8,000

8,000

8,000

8,000

8,000

7,900

D80S-5

Maximum Fork

Height Fully Lowered Height

Fully Extended Height

With Load Backrest

Free Lift Rated Load Capacities

D90S-5

Tilt Angle

Double Pneumatic

FWD BWD

Load Capacities

Double Pneumatic

LC 600mm

With Load Backrest

Mast type

STD

FFT

mm

3,100

3,300

3,600

4,100

4,600

5,100

5,600

4,350

4,800

5,400

5,850 mm

2,835

2,935

3,085

3,435

3,685

3,935

4,185

2,630

2,780

2,980

3,130 mm

4,375

4,575

4,875

5,375

5,875

6,375

6,875

5,625

6,075

6,675

7,125 mm

1,420

1,570

1,770

1,920 deg deg kg

9,000

9,000

9,000

9,000

9,000

9,000

9,000

9,000

9,000

9,000

8,850

D90S-5

Note : Mast Specifications & Rated Capacities are based on standard chassis with dual pneumatic tire and without side shifter.

Exhibit 1 - Attachment B - B5 of 6

AUTHORIZED DEALER

HHeeaadd OOffffiiccee : 7-11, Hwasu-Dong, Dong-Gu, Incheon, Korea.

Tel : 82-32-211-5011 Fax : 82-32-211-5412

SSeeoouull OOffffiiccee : 22nd floor, Doosan Tower Bldg, Euljiro 6-Ga Jung-Gu, Seoul, Korea.

Tel : 82-2-3398-8633 Fax : 82-2-3398-8619

WWeebb ssiittee : http://iv.doosaninfracore.co.kr/eng

PSC0807B2 (July.2008)

Product and specifications are subject to improvement and change without notice.

R

GG6600SS // GG7700SS--55

6,000kg 7,000kg Pneumatic Tire

DD6600SS // DD7700SS--55 && DD8800SS // DD9900SS--55

6,000kg 7,000kg 8,000kg 9,000kg

Exhibit 1 - Attachment B - B6 of 6

Exhibit 2: Load Rating Analysis Calculations: South Pier

Sheet No.: 1 of 8

Project No.: 9887

Phase No.:

Revision No.:

Date: 12/2016

Project Title: Load Rating Analysis - US Coast Guard SFO Galveston: South Pier

Summary:

Loading

Controll ing

Member

Inventory

RF Inventory Load

Operating

RF Operating Load

South Pier 500 psf Uniform Load Deck slab (‐M) 0.97 485 psf 1.62 810 psf

HS‐20 Truck Deck slab (+M) 1.11 35 k/axle, 79 k total 1.85 59 k/axle, 133 k total

17 kip Lift Truck Deck slab (+M) 0.96 16k rated load 1.60 27k rated load

Originated By: ______________________________ Date: ___________

Printed Name: ___________________________

Checked By: _______________________________ Date: ___________

Printed Name: ___________________________

Reviewed By: ______________________________ Date: ___________

SEAL

NOTE: These calculations were prepared for the specific loadings and conditions associated with this specific site. Any reuse of these calculations or structure(s), without the express written consent of Collins Engineers, Inc., will be at the sole risk of the user and without liability or legal exposure to Collins Engineers, Inc.

Client: US Coast Guard

The following calculations were prepared under my direct supervision.

Sheet No.: 2 of 8

Project No.: 9887

Phase No.:

Revision No.:

Date: 12/2016

Assumptions:

The load rating analysis is based on the current condition of the structures, which was determined from inspection data obtained from a structure inspection performed by Collins Engineers, Inc. on November 7 – 10, 2016. The load rating analysis is valid for the current condition of the structures; however it should be updated periodically based on inspection data from routine inspections and any other known information about changes to the structure or loading.

The load rating includes only dead and live vertical loads on top of the structure and does not include lateral mooring loads.

Refer to calculation pages and Load Rating Analysis Report for additional assumptions.

Criteria and Material Properties:

Refer to calculations.

References and Codes:

AASHTO Standard Specifications for Highway Bridges, 17th Edition (AASHTO)

AASHTO Manual for Bridge Evaluation, 2nd Edition with 2016 Interim Revisions (MBE)

Unified Facilities Criteria 4-152-01 Design of Piers and Wharves, including Change 1, 1 September 2012 (UFC)

Attachments:

A – STAAD Analysis

B – Technical Specifications for Lift Truck

Refer to Exhibits 9 – 14 of the Load Rating Analysis Report for existing structure plans

By: CEK, DATE: 12/2016

Check: AMS, DATE: 12/2016

United States Coast Guard SFO Galveston, TX - South Pier Load Rating: Concrete Pier on Concrete Piles

Material Properties and Geometry :

ts_min 16.75in Slab thickness at curb line ts_max 19.25in Slab thickness at crown h 4ft Depth of bent cap and integral slab bcap 3ft Width of cap bcurb 10in Width of curb hcurb 8in Height of curb

L 16ft Span from center to center piles

Lclear L bcap 13 ft Clear span between bent caps

B1 20ft Out to out width at shore line (east end)

B2 40ft Out to out width at outboard end (west end)

Bclear_1 B1 2 10 in 18.33 ft Clear width on top of structure (east end)

NL_1 2 Design lanes (east end) - MBE 6B.6.2.2

Bclear_2 B2 2 10 in 38.33 ft Existing clear width on top of structure (west end)

NL_2 3 Design lanes (west end)

Spile_1 8ft Pile spacing (east end)

Spile_2 8ft 6in Pile spacing (west end) b 1ft Width for analysis

A4 π

0.2 in

Reinforcement steel area

A5 π

0.31 in

A6 π

0.44 in

A7 π

0.6 in

A8 π

0.79 in f'c 4ksi Concrete compressive strength fy 60ksi Yield strength of reinforcement

SFO Galveston - south pier.xmcd

3 8

Check: AMS, DATE: 12/2016

Loading:

Design Loading: 500 psf / H20

Live Load:

Load Case 1: HS-20

Shear is considered satisfactory for design and legal loads per AASHTO 3.24.4 and MBE 6A.5.8

Load Distribution for Bending:

Sdist min L Lclear ts_min 14.4 ft Span length for moment distribution - AASHTO 8.8.1

E min 4ft 0.06 Sdist 7ft 4.86 ft Distribution width (per wheel) - AASHTO 3.24.3.1

M1 108.42kip ft Refer to STAAD analysis

M2 89.67kip ft

MLL_HS20_1 M1

b

2 E

11.15 kip ft Positive moment

MLL_HS20_2 M2

b

2 E

9.22 kip ft Negative moment

IM 0.15 Impact - UFC 3-3.6.3

Load Case 2: Lift Truck (DOOSAN D80S-5):

ratedload 8000kg g 17.64 kip

PF 17320kg g 38.18 kip Front axle loaded weight

PR 2275kg g 5.02 kip Rear axle loaded weight

Saxle 2500mm 8.2 ft Axle spacing wheelF 1646mm 5.4 ft wheelR 1750mm 5.74 ft

The wheel spacing for the lift truck is greater than the calculated distribution width for the design truck wheel load, therefore the distribution width calculated per AASHTO is adequate for the lift truck and does not need to be reduced.

E 4.86 ft Distribution width for wheel load

M1 125.25kip ft Refer to STAAD analysis

M2 63.54kip ft

MLL_lift_1 M1 b

2 E

12.88 kip ft Positive moment

MLL_lift_2 M2 b

2 E

6.53 kip ft Negative moment

IM 0.15 Impact - UFC 3-3.6.3

4 8

Check: AMS, DATE: 12/2016

Uniform Load - 500 psf:

wLL 500psf b 0.5 klf

M1 25.36kip ft Refer to STAAD analysis (forces based on 1 klf unit load)

M2 26.24kip ft

MLL_uniform_1 M1 wLL

1klf

12.68 kip ft Positive moment

MLL_uniform_2 M2 wLL

1klf

13.12 kip ft Negative moment

Dead Load:

wslab b ts_max 150 pcf 0.24 klf Weight of slab per foot width

Mslab1 0.078 wslab L

4.8 kip ft Positive moment

Mslab2 0.106 wslab L

6.53 kip ft Negative moment wutil 50plf 0.05 klf Weight of utilities and misc. additional dead load

Mutil_1 0.078 wutil L

1 kip ft

Mutil_2 0.106 wutil L

1.36 kip ft

Weight of curb and edge beam wcurb bcurb hcurb h ts_min 16 in 150 pcf 2 b

B1

0.06 klf

Mcurb_1 0.078 wcurb L

1.21 kip ft

Mcurb_2 0.106 wcurb L

1.64 kip ft

MDL_1 Mslab1 Mutil_1 Mcurb_1 7.01 kip ft

MDL_2 Mslab2 Mutil_2 Mcurb_2 9.53 kip ft

5 8

Check: AMS, DATE: 12/2016

Capacity:

ϕf 0.90 Flexural strength reduction factor - AASHTO 8.16.1.2.2 ϕv 0.85 Shear strength reduction factor - AASHTO 8.16.1.2.2

Positive Moment:

As A5

0.61 in

Steel area per foot in bottom of slab

Concrete cover cl 1.5in d1 ts_min cl 0.5 in 14.94 in β1 0.85 f'c 4000psiif max 0.65 0.85 0.05 f'c ksi otherwise

0.85

AASHTO 8.16.2.7

ρb

0.85 β1 f'c fy

87000

87000 fy psi

0.0285 Balanced reinforcement ratio for rectangular section - AASHTO (8-18) ρ As b d1

0.0034 Reinforcement ratio

check if ρ ρb "ok" "refer to MBE 6B.5.3.2"" "ok" a As fy

0.85 f'c b

0.9 in ϕMn_pos ϕf As fy d1

40 kip ft

Negative Moment:

As 2A5

0.61 in

Steel area per foot in top of slab over bents cl 1.5in d2 ts_min cl 0.5 in 14.94 in ρ As b d2

0.0034 Reinforcement ratio

check if ρ ρb "ok" "refer to MBE 6B.5.3.2"" "ok" a As fy

0.85 f'c b

0.9 in ϕMn_neg ϕf As fy d2

40 kip ft

6 8

Check: AMS, DATE: 12/2016

Rating Factors:

C A1 D

A2 L 1 IM( )

Rating Factor for Moment/Shear Capacity - MBE (6B.4.1-1)

A1 1.3 Dead load factor - MBE 6B.4.2

A2_INV 2.17 Live load factor (inventory level) - MBE 6B.4.2

A2_OP 1.3 Live load factor (operating level) - MBE 6B.4.2

Load Case 1: HS-20

Inventory Rating - Positive Moment:

RFINV_M

ϕMn_pos 1.3 MDL_1

2.17 MLL_HS20_1 1 IM( )

1.11

Operating Rating - Positive Moment:

RFOP_M

ϕMn_pos 1.3 MDL_1

1.3 MLL_HS20_1 1 IM( )

1.85

Inventory Rating - Negative Moment:

RFINV_M

ϕMn_neg 1.3 MDL_2

2.17 MLL_HS20_2 1 IM( )

1.20

Operating Rating - Negative Moment:

RFOP_M

ϕMn_neg 1.3 MDL_2

1.3 MLL_HS20_2 1 IM( )

2.00

Load Case 2: Lift Truck

Inventory Rating - Positive Moment:

RFINV_M

ϕMn_pos 1.3 MDL_1

2.17 MLL_lift_1 1 IM( )

0.96

Operating Rating - Positive Moment:

RFOP_M

ϕMn_pos 1.3 MDL_1

1.3 MLL_lift_1 1 IM( )

1.60

7 8

Check: AMS, DATE: 12/2016

Inventory Rating - Negative Moment:

RFINV_M

ϕMn_neg 1.3 MDL_2

2.17 MLL_lift_2 1 IM( )

1.69

Operating Rating - Negative Moment:

RFOP_M

ϕMn_neg 1.3 MDL_2

1.3 MLL_lift_2 1 IM( )

2.83

Load Case 3: Uniform Load

Inventory Rating - Positive Moment:

RFINV_M

ϕMn_pos 1.3 MDL_1

2.17 MLL_uniform_1

1.12

Operating Rating - Positive Moment:

RFOP_M

ϕMn_pos 1.3 MDL_1

1.3 MLL_uniform_1

1.87

Inventory Rating - Negative Moment:

RFINV_M

ϕMn_neg 1.3 MDL_2

2.17 MLL_uniform_2

0.97

Operating Rating - Negative Moment:

RFOP_M

ϕMn_neg 1.3 MDL_2

1.3 MLL_uniform_2

1.62

8 8

Monday, December 12, 2016, 07:16 PM

PAGE NO. 1

* STAAD.Pro V8i SELECTseries5 *

* Version 20.07.10.41 *

* Proprietary Program of *

* Bentley Systems, Inc. *

* Date= DEC 12, 2016 *

* Time= 18:49: 7 *

* USER ID: Collins Engineers, Inc. *

1. STAAD PLANE

INPUT FILE: south pier.STD

2. START JOB INFORMATION

3. ENGINEER DATE 12/2016

4. ENGINEER NAME CEK

5. JOB NAME USCG LOAD RATING SFO GALVESTON SOUTH PIER

6. JOB CLIENT USCG

7. JOB NO 9887

8. END JOB INFORMATION

9. INPUT WIDTH 79

10. UNIT FEET KIP

11. JOINT COORDINATES

12. 1 0 0 0; 2 16 0 0; 3 32 0 0; 4 48 0 0; 5 64 0 0; 6 80 0 0; 7 96 0 0; 8 112 0 0

13. 9 128 0 0; 10 144 0 0; 11 160 0 0; 12 176 0 0; 13 192 0 0; 14 208 0 0

14. 15 224 0 0; 16 324 0 0; 17 -100 0 0

15. MEMBER INCIDENCES

16. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11

17. 11 11 12; 12 12 13; 13 13 14; 14 14 15; 15 15 16; 16 17 1

18. DEFINE MATERIAL START

19. ISOTROPIC STEEL

20. E 4.176E+006

21. POISSON 0.3

22. DENSITY 0.489024

23. ALPHA 6.5E-006

24. DAMP 0.03

25. END DEFINE MATERIAL

26. MEMBER PROPERTY AMERICAN

27. 1 TO 16 TABLE ST W24X76

28. CONSTANTS

29. BETA 0 MEMB 1 TO 16

30. MATERIAL STEEL ALL

31. SUPPORTS

32. 1 TO 17 PINNED

33. MEMBER RELEASE

34. 16 END MX MY MZ

35. 15 START MX MY MZ

36. *HS20

37. DEFINE MOVING LOAD

38. TYPE 1 LOAD 16 32 32

Page 1 of 7C:\Users\ckois\Desktop\working flies for USCG\south pier.anl

Exhibit 2 - Attachment A - A1 of 7

STAAD PLANE -- PAGE NO. 2

39. DIST 14 14

40. TYPE 2 LOAD 16 32 32

41. DIST 14 16

42. TYPE 3 LOAD 16 32 32

43. DIST 14 18

44. TYPE 4 LOAD 16 32 32

45. DIST 14 20

46. TYPE 5 LOAD 16 32 32

47. DIST 14 22

48. TYPE 6 LOAD 16 32 32

49. DIST 14 24

50. TYPE 7 LOAD 16 32 32

51. DIST 14 26

52. TYPE 8 LOAD 16 32 32

53. DIST 14 28

54. TYPE 9 LOAD 16 32 32

55. DIST 14 30

56. TYPE 10 LOAD 38.18 5.02

57. DIST 8.2

58. *UNIFORM UNIT LOAD

59. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1

60. MEMBER LOAD

61. 1 TO 5 UNI GY -1.

62. LOAD 2 LOADTYPE NONE TITLE LOAD CASE 2

63. MEMBER LOAD

64. 1 3 TO 5 UNI GY -1.

65. LOAD 3 LOADTYPE NONE TITLE LOAD CASE 3

66. MEMBER LOAD

67. 2 TO 5 UNI GY -1.

68. LOAD 4 LOADTYPE NONE TITLE LOAD CASE 4

69. MEMBER LOAD

70. 1 UNI GY -1.

71. LOAD 5 LOADTYPE NONE TITLE LOAD CASE 5

72. MEMBER LOAD

73. 2 UNI GY -1.

74. LOAD GENERATION 100

75. TYPE 1 -28 0 0 XINC 1

76. LOAD GENERATION 100

77. TYPE 2 -30 0 0 XINC 1

78. LOAD GENERATION 100

79. TYPE 3 -32 0 0 XINC 1

80. LOAD GENERATION 100

81. TYPE 4 -34 0 0 XINC 1

82. LOAD GENERATION 100

83. TYPE 5 -36 0 0 XINC 1

84. LOAD GENERATION 100

85. TYPE 6 -38 0 0 XINC 1

86. LOAD GENERATION 100

87. TYPE 7 -40 0 0 XINC 1

88. LOAD GENERATION 100

89. TYPE 8 -42 0 0 XINC 1

90. LOAD GENERATION 100

91. TYPE 9 -44 0 0 XINC 1

92. LOAD GENERATION 100

93. TYPE 10 -8.2 0 0 XINC 1

94. PERFORM ANALYSIS

Page 2 of 7C:\Users\ckois\Desktop\working flies for USCG\south pier.anl

Exhibit 2 - Attachment A - A2 of 7

STAAD PLANE -- PAGE NO. 3

P R O B L E M S T A T I S T I C S

NUMBER OF JOINTS 17 NUMBER OF MEMBERS 16

NUMBER OF PLATES 0 NUMBER OF SOLIDS 0

NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 17

SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

ORIGINAL/FINAL BAND-WIDTH= 16/ 1/ 2 DOF

TOTAL PRIMARY LOAD CASES = 1005, TOTAL DEGREES OF FREEDOM = 17

SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS

REQRD/AVAIL. DISK SPACE = 13.4/ 73858.8 MB

95. LOAD LIST 1 TO 5

96. PRINT MAXFORCE ENVELOPE NSECTION 10 LIST 1 TO 5

Page 3 of 7C:\Users\ckois\Desktop\working flies for USCG\south pier.anl

Exhibit 2 - Attachment A - A3 of 7

STAAD PLANE -- PAGE NO. 4

FZ DIST LD MY DIST LD FX DIST LD

1 MAX 7.14 0.00 2 26.24 16.00 1

0.00 0.00 1 0.00 0.00 1 0.00 0.00 1

MIN -9.64 16.00 1 -25.36 6.67 2

0.00 16.00 5 0.00 16.00 5 0.00 16.00 5

2 MAX 8.37 0.00 1 26.24 0.00 1

0.00 0.00 1 0.00 0.00 1 0.00 0.00 1

MIN -8.87 16.00 3 -19.14 8.00 5

0.00 16.00 5 0.00 16.00 5 0.00 16.00 5

3 MAX 8.24 0.00 3 24.10 16.00 2

0.00 0.00 1 0.00 0.00 1 0.00 0.00 1

MIN -9.07 16.00 2 -16.97 6.67 2

0.00 16.00 5 0.00 16.00 5 0.00 16.00 5

4 MAX 8.07 0.00 2 24.10 0.00 2

0.00 0.00 1 0.00 0.00 1 0.00 0.00 1

MIN -8.24 16.00 3 -9.95 8.00 3

0.00 16.00 5 0.00 16.00 5 0.00 16.00 5

5 MAX 8.83 0.00 3 23.94 0.00 3

0.00 0.00 1 0.00 0.00 1 0.00 0.00 1

MIN -7.24 16.00 2 -15.19 9.33 2

0.00 16.00 5 0.00 16.00 5 0.00 16.00 5

97. LOAD LIST 6 TO 905

98. PRINT MAXFORCE ENVELOPE NSECTION 10 LIST 1 TO 5

Page 4 of 7C:\Users\ckois\Desktop\working flies for USCG\south pier.anl

Exhibit 2 - Attachment A - A4 of 7

STAAD PLANE -- PAGE NO. 5

FZ DIST LD MY DIST LD FX DIST LD

1 MAX 34.28 0.00 20 89.67 16.00 29

0.00 0.00 6 0.00 0.00 6 0.00 0.00 6

MIN -36.94 16.00 22 -108.42 8.00 844

0.00 16.00 905 0.00 16.00 905 0.00 16.00 905

2 MAX 32.78 0.00 37 89.67 0.00 29

0.00 0.00 6 0.00 0.00 6 0.00 0.00 6

MIN -34.24 16.00 52 -89.41 8.00 830

0.00 16.00 905 0.00 16.00 905 0.00 16.00 905

3 MAX 32.58 0.00 53 78.78 16.00 61

0.00 0.00 6 0.00 0.00 6 0.00 0.00 6

MIN -34.20 16.00 68 -93.08 8.00 846

0.00 16.00 905 0.00 16.00 905 0.00 16.00 905

4 MAX 32.56 0.00 69 78.79 16.00 77

0.00 0.00 6 0.00 0.00 6 0.00 0.00 6

MIN -34.21 16.00 70 -91.98 8.00 862

0.00 16.00 905 0.00 16.00 905 0.00 16.00 905

5 MAX 32.56 0.00 85 78.80 16.00 93

0.00 0.00 6 0.00 0.00 6 0.00 0.00 6

MIN -34.21 16.00 86 -91.99 8.00 878

0.00 16.00 905 0.00 16.00 905 0.00 16.00 905

99. LOAD LIST 906 TO 1005

100. PRINT MAXFORCE ENVELOPE NSECTION 10 LIST 1 TO 5

Page 5 of 7C:\Users\ckois\Desktop\working flies for USCG\south pier.anl

Exhibit 2 - Attachment A - A5 of 7

STAAD PLANE -- PAGE NO. 6

FZ DIST LD MY DIST LD FX DIST LD

1 MAX 37.53 0.00 915 63.54 16.00 924

0.00 0.00 906 0.00 0.00 906 0.00 0.00 906

MIN -38.31 16.00 930 -125.25 6.67 921

0.00 16.00 1005 0.00 16.00 1005 0.00 16.00 1005

2 MAX 38.95 0.00 931 63.54 0.00 924

0.00 0.00 906 0.00 0.00 906 0.00 0.00 906

MIN -38.35 16.00 946 -102.90 8.00 938

0.00 16.00 1005 0.00 16.00 1005 0.00 16.00 1005

3 MAX 39.03 0.00 947 55.89 0.00 941

0.00 0.00 906 0.00 0.00 906 0.00 0.00 906

MIN -38.35 16.00 962 -101.97 8.00 954

0.00 16.00 1005 0.00 16.00 1005 0.00 16.00 1005

4 MAX 39.03 0.00 963 55.52 0.00 957

0.00 0.00 906 0.00 0.00 906 0.00 0.00 906

MIN -38.36 16.00 978 -101.92 8.00 970

0.00 16.00 1005 0.00 16.00 1005 0.00 16.00 1005

5 MAX 39.04 0.00 979 55.51 0.00 973

0.00 0.00 906 0.00 0.00 906 0.00 0.00 906

MIN -38.36 16.00 994 -101.92 8.00 986

0.00 16.00 1005 0.00 16.00 1005 0.00 16.00 1005

101. FINISH

Page 6 of 7C:\Users\ckois\Desktop\working flies for USCG\south pier.anl

Exhibit 2 - Attachment A - A6 of 7

STAAD PLANE -- PAGE NO. 7

*********** END OF THE STAAD.Pro RUN ***********

**** DATE= DEC 12,2016 TIME= 18:49:24 ****

* For technical assistance on STAAD.Pro, please visit *

* http://selectservices.bentley.com/en-US/ *

* Details about additional assistance from *

* Bentley and Partners can be found at program menu *

* Help->Technical Support *

* Copyright © 1997-2013 Bentley Systems, Inc.

* http://www.bentley.com *

Page 7 of 7C:\Users\ckois\Desktop\working flies for USCG\south pier.anl

Exhibit 2 - Attachment A - A7 of 7

TTEECCHHNNIICCAALL SSPPEECCIIFFIICCAATTIIOONNSS

Pneumatic Forklift Trucks D60S / D70S-5 & D80S/ D90S-5

G60S / G70S-5

6,000kg to 9,000kg Capacity

EPA Tier-3 &

Stage-3A

NEW

Exhibit 1 - Attachment B - B1 of 6

6,000/7,000/8,000/9,000kg Capacities Engine Powered Forklift Trucks

Pneumatic Tire

MAIN VEHICLE SPECIFICATIONS

C H

A R

A C

T E

R

IS

T

IC

S D

IM

E

N S

IO

N

S P

E R

F O

R M

A N

C E

W E

IG

H

T C

H A

S S

IS

P

O W

E R

T R

A

IN

Note: Specification values quoted in this specification sheet has been rounded. Performance may vary due to operation conditions.

Products and specifications are subject to improvement and change without prior notices.

1 Manufacture

2 Model

3 Load Capacity at rated load center kg

4 Load Center mm

5 Power type Elec, Diesel, LPG, Gasoline

6 Operator type

7 Tire type P:Pnu, E:Solid Soft, C:Cush

8 Wheels (x=Driven) Front / Rear

9 Max. Fork Height with STD 2-stage mast mm

10 Free Lift mm

12 Fork Carriage ISO Class

13 Forks Length x Width x Thickness mm

Fork Spacing(Min x Max) mm

14 Tilt of Mast Forward / Backward deg

15 Length to Fork Face mm

16 Overall Width mm

17 Overall Dimensions Mast Lowered Height mm

18 Mast Extended Height mm

19 Overhead Guard Height mm

20 Seat Height mm

21 Turning Radius Minimum outside mm

22 Load Moment Center mm

23 Aisle 90 degree stacking(add load length & clearance) mm

24 Travel Speed Loaded / Unloaded km/h

25 Lifting Speed Loaded / Unloaded mm/s

26 Lowering Speed Loaded / Unloaded mm/s

28 Max. drawbar pull Loaded at 1.0 mph (1.6km / h) kg

30 Max. gradeability Loaded at 1.0 mph (1.6km / h) %

32 Total Service Weight, Unloaded kg

Axle Load

Loaded, Front / Rear kg

34 Unloaded, Front / Rear kg

35 Number of wheels(F / R)

36 Tires Size, Front

37 Size, Rear

38 Wheel Base Distance mm

39 Tread Width Front / Rear mm

Ground Clearance

Loaded at the lowest point mm

41 Loaded at center of wheelbase mm

Brakes

Service

43 Parking

45 Battery Voltage / Ampere V/AH

49 Model

50 Engine Rated Power(DIN) HP/rpm kW/rpm

51 Maximum Torque N-m/rpm

52 Cylinders / Displacements CC

55 Transmission Type

Number of Speed (Fwd / Rev)

57 Hydraulic Pressure System bar

Attachment bar

DOOSAN DOOSAN

D60S-5 D70S-5

6,000 7,000

600 600

Diesel Diesel

Driver-seated Driver-seated

P P x 4 / 2 x 4 / 2

3,000 3,000

205 205

IV IV

1,200x180x60 1,200x180x60

410x2,032 410x2,032

15 / 10 15 / 10

3,568 3,647

2,108 2,108

2,500 2,500

4,340 4,340

2,455 2,455

1,333 1,333

3,331 3,380

632 632

3,958 4,000

29.5 / 32.5 30 / 34 29 / 32 29 / 34

490 / 530 445 / 470

500 / 450 500 / 450 500 / 450 500 / 450

5,945 5,740 5,915 5,710

40.5 42 35.5 36.5

9,240 9,075 9,970 9,805

13,585 / 13,510 / 14,980 / 14,885 /

1,655 1,565 1,990 1,920

4,300 / 4,220 / 4,150 / 4,050 /

4,940 4,855 5,820 5,755

4 / 2 4 / 2

8.25x15-14PR 8.25x15-14PR

8.25x15-14PR 8.25x15-14PR

2,250 2,250

1,584 / 1,550 1,584 / 1,550

176 176

205 205

Foot / Hyd Foot / Hyd

Hand / Mech Hand / Mech

24 / 75 24 / 75

DB58S D439E DB58S D439E

100 / 2,200 100 / 2,300 100 / 2,200 100 / 2,300

74 / 2,200 74 / 2,300 74 / 2,200 74 / 2,300

363 / 1,400 373 / 1,600 363 / 1,400 373 / 1,600

6 / 5,785 4 / 3,900 6 / 5,785 4 / 3,900

FULL AUTO FULL AUTO

3 / 3 3 / 3

210 210

140 140

DOOSAN DOOSAN

D80S-5 D90S-5

8,000 9,000

600 600

Diesel Diesel

Driver-seated Driver-seated

P P x 4 / 2 x 4 / 2

3,100 3,100

215 215

V V

1,200x180x70 1,200x180x70

410x2,092 410x2,092

15 / 10 15 / 10

4,014 4,040

2,230 2,230

2,835 2,835

4,375 4,375

2,648 2,648

1,526 1,526

3,650 3,680

725 725

4,330 4,355

30 / 34 30 / 36 28 / 33.5 28 / 35.5

430 / 470 430 / 470

500 / 450 500 / 450 500 / 450 500 / 450

5,498 5,340 5,449 5,290

30.5 31.5 28.5 28

11,545 11,595 12,195 12,245

14,920 / 17,320 / 16,920 / 18,770 /

4,360 2,275 4,705 / 2,475

4,600 / 5,080 / 4,680 5,000 /

6,500 6,515 7,315 7,245

4 / 2 4 / 2

9.00x20-14PR 9.00x20-14PR

9.00x20-14PR 9.00x20-14PR

2,500 2,500

1 ,646 / 1,750 1,646 / 1,750

258 258

329 329

Foot / Hyd Foot / Hyd

Hand / Mech Hand / Mech

24 / 75 24 / 75

DB58S D439E DB58S D439E

100 / 2,200 100 / 2,300 100 / 2,200 100 / 2,300

74 / 2,200 74 / 2,300 74 / 2,200 74 / 2,300

363 / 1,400 373 / 1,600 363 / 1,400 373 / 1,600

6 / 5,785 4 / 3,900 6 / 5,785 4 / 3,900

FULL AUTO FULL AUTO

3 / 3 3 / 3

219 235

140 140

Exhibit 1 - Attachment B - B2 of 6

DOOSAN DOOSAN

G60S-5 G70S-5

6,000 7,000

600 600

LPG LPG

Driver-seated Driver-seated

P P x 4 / 2 x 4 / 2

3,000 3,000

205 205

IV IV

1,200x180x60 1,200x180x60

410x2,032 410x2,032

15 / 10 15 / 10

3,568 3,647

2,108 2,108

2,500 2,500

4,340 4,340

2,455 2,455

1,333 1,333

3,331 3,380

632 632

3,958 4,000

23.8 / 25.4 23.6 / 25.4

380 / 410 380 / 410

490 / 460 490 / 460

4,990…