Amd_3_att_Final_Calculations_Eppleton_Hall_Mooring_Replacements_0003.pdf

Seattle 9706 4th Ave NE Suite 300

Seattle, WA 98115 tel 206.523.0024

Mount Vernon 2210 Riverside Dr, Suite 110 Mount Vernon, WA 98273 tel 360.899.1110

Federal Way 31620 23rd Ave S, Suite 307

Federal Way, WA 98003 tel 206.523.0024

Whidbey Island 1796 E Main St, Suite 105

Freeland, WA 9824 tel 360.331.4131

STRUCTURAL CALCULATIONS

FOR

SAN FRANCISCO MARITIME

NATIONAL HISTORICAL PARK

SAN FRANCISCO, CALIFORNIA

EPPLETON HALL MOORING REPLACEMENT

PARK SAFR

PMIS NO. 214907

MARCH 8, 2022

ITEM PAGE

Eppleton Hall Mooring Analysis and Anchor Sizing ..................................... D1-1 to D1-12 03/08/2022

Cover Sheet 1 Vessel Design Criteria and Load Determinations 2

Wind Load Design Criteria 3 Current Load Design Criteria 4

Wave Load Design Criteria 5 ASCE Design of Marine Facilities (DMF) Reference Sheet 6

ATC Hazards By Location 7 ASCE DMF Reference Fig 6-9. Wind Coefficient for Typical Vessels 8

ASCE DMF Reference Fig 6-13. Current Coefficient for Typical Vessels 9 Helical Anchor Soil Classification Chart 10

Helical Anchor Sizing Chart 11 Seaflex Final Design 12

Safety Factor Standard Safety Factor Determined Mooring Force Sum Of Forces

Mooring Design Load Product

Anchor Design Load LOAD / 2

LOAD 58.05 kips

(Dead Load + Uniform Live Load + Point Live Load + Wind Load + Wave Load + Current Load) * Safety Factor

F 36.28 Kips

Eppleton Hall Mooring LRFD Design Load

1.6 1.60

D I C I G M a r i n e G r o u p

D I C I G M a r i n e G r o u p

EPPLETON HALL

MOORING

REPLACEMENT

Design Justifying Calculations Prepared For

San Francisco Maritime National Historical Park

Prepared By: D. McDonald Reviewed By: E. Dahl

Eppleton Hall Mooring Analysis and Anchor Sizing Cover Sheet

Sheet Index

SHEET TITLE PAGES

ANCHOR

LOAD

29.03 kips

Dead Load: No Horizontal Dead Load Uniform Live Load: No Horizontal Live Load

Point Live Load: Basis of Design Report Length: Basis of Design Report Beam: Basis of Design Report Draft: Basis of Design Report

Mooring Water Depth: Basis of Design Report Relative Wind and Current Direction: Basis of Design Report

Wind Velocity: ATC Hazards by location Projected End Sail Area: Vessel Info (NPS) Projected Side Sail Area: Vessel Info (NPS)

Wind Longitudinal Force Coefficient: ASCE DMF Fig 6-9 Wind Lateral Force Coefficient: ASCE DMF Fig 6-9 Wind Yaw Moment Coefficient: ASCE DMF Fig 6-9

Wind Force X Direction Wind Force Y Direction ASCE DMF 6-10 Wind Yawing Moment ASCE DMF 6-11

Current Velocity: Basis of Design Report Projected End Underwater Area: Basis of Design Report Projected Side Underwater Area: Basis of Design Report

Current Longitudinal Force Coefficient: ASCE DMF Fig 6-13 Current Lateral Force Coefficient: ASCE DMF Fig 6-13 Current Yaw Moment Coefficient: ASCE DMF Fig 6-13

Current Force X Direction ASCE DMF 6-15 Current Force Y Direction ASCE DMF 6-16

Current Yawing Moment ASCE DMF 6-17

Wave Force Per LF: ASCE DMF 4-5 Wave Force X Direction ASCE DMF 4-5 Wave Force Y Direction ASCE DMF 4-5

Dead Load + Uniform Live Load + Point Live Load + Wind Load + Wave Load + Current Load Mooring Force X Direction Sum Of Forces X Mooring Force Y Direction Sum Of Forces Y Determined Mooring Force Sum Of Forces

Determined Mooring Yawing Moment Sum Of MomentsMY 0.00 Kip Ft

FY 36.28 Kips F 36.28 Kips

FWaveY 12.86 Kips Eppleton Hall Mooring Load Determination

FX 0.00 Kips

Eppleton Hall Wave Load Determination PWAVE 128.00 lb/ft FWaveX 0.00 Kips

FCY 4.67 Kips MCY 0.00 Kip Ft

CYMC 0.00

FCX 0.00 Kips

CCX 0.00

CCY 1.00

ACX 125.00 ft2 ACY 725.00 ft2

MWY 0.00 Kip Ft Eppleton Hall Current Load Determination

Uc 1.50 Knots

FWX 0.00 Kips ASCE DMF 6-9 FWY 18.35 Kips

CDY 1.00

CYM 0.00

AY 1,175.00 ft2

CDX 0.00

Eppleton Hall Wind Load Determination VW 67.78 Knots AX 500.00 ft2 d 15.00 ft θ 90.00 Deg

B 21.08 ft D 8.00 ft

PLL 0.40 Kips LOA 100.50 ft

Eppleton Hall Design Criteria DL 0.00 Kips

ULL 0.00 Kips

VARIABLE SYMBOL VALUE UNIT REFERENCE

D I C I G M a r i n e G r o u p

EPPLETON HALL

MOORING

REPLACEMENT

Design Justifying Calculations Prepared For

National Park Service

Prepared By: D. McDonald Reviewed By: E. Dahl

Eppleton Hall Mooring Analysis

Vessel Design Criteria Load Determinations

Wind Velocity: ATC Hazards by location Wind Velocity: ATC Hazards by location

Wind Direction Basis of Design Report

Wind direction is determined to be perpendicular to the vessel. This will be the worst case loading direction. This will be analyzed as unshielded by neighboring structures or vessels. Shielded loads are typically reduced by 50% to 80%.

"For permanently moored vessels, such as floating dry docks, floating piers or storage vessels, and mothballed vessels, the maximum winds associated with 100-year return periods should be used."

ASCE DMF 6.1

Pg. 242

VW 78.00 mph VW 67.78 Knots

Basis of Design Report

Design Wind Direction Determination

VARIABLE SYMBOL VALUE UNIT

θ 90 Deg

REFERENCE

D I C I G M a r i n e G r o u p

EPPLETON HALL

MOORING

REPLACEMENT

Design Justifying Calculations Prepared For

National Park Service

Prepared By: D. McDonald Reviewed By: E. Dahl

Eppleton Hall Mooring Analysis

Wind load Design Criteria

Design Wind Velocity Determination

VARIABLE SYMBOL VALUE UNIT REFERENCE

Current Velocity: Basis of Design Report Current Velocity: Basis of Design Report

Current Direction Basis of Design Report

Uc 1.50 Knots

Design Current Direction Determination

VARIABLE SYMBOL VALUE UNIT REFERENCE

Current direction is determined to be perpendicular to the vessel. This will be the worst case loading direction. This will be analyzed as unshielded by neighboring structures or vessels. Shielded loads are typically reduced by 50% to 80%.

Basis of Design Report θ 90 Deg

D I C I G M a r i n e G r o u p

EPPLETON HALL

MOORING

REPLACEMENT

Design Justifying Calculations Prepared For

National Park Service

Prepared By: D. McDonald Reviewed By: E. Dahl

Eppleton Hall Mooring Analysis

Current Load Design Criteria

Design Current Velocity Determination

VARIABLE SYMBOL VALUE UNIT REFERENCE

The largest current condition at the site is documented in the Basis of Design Report and is based on NPS reported observed values and 1994 USACE Breakwall study. Basis of Design Report

Uc 2.53 ft/sec

Significant Wave Height: Basis of Design Report Wave Period: Basis of Design Report Wavelength: L = (gT2/2π) tanh (2πd/L)

Average Mooring Water Depth: Assumed Water Depth Acting on Vessel: Hydrostatic Equilibrium

Gravitational Acceleration: Constant Unit Weight of Water: Constant

Pi: Constant

Design Wave Load calculations using: ASCE Design of Marine Facilities (ASCE DMF):

Chapter 4: Operational and Environmental Loads: 4.5 Environmental Loads:

Wave Force on Walls (Conservative assumption of fully reflected standing wave)

Wave Pressure at SWL:

Wave Pressure at SWL: ASCE DMF 4.5 Wave Pressure at Wave Crest: ASCE DMF 4.5

Average Wave Pressure : (PSWL + PCREST) / 2

Wave Force Per LF: (PAVE ) (HS)

REFERENCE

PSWL 128.00 lb/ft2

PCREST 0.00 lb/ft2

SYMBOL VALUE UNIT

D I C I G M a r i n e G r o u p

EPPLETON HALL

MOORING

REPLACEMENT

Design Justifying Calculations Prepared For

National Park Service

Prepared By: D. McDonald Reviewed By: E. Dahl

Eppleton Hall Mooring Analysis

Wave Load Design Criteria

The largest wave condition at the site is documented in the Basis of Design Report and is based on NPS reported observed values and 1994 USACE Breakwall study. Basis of Design Report lb./ft3

Hs

Design Wave Determination

VARIABLE SYMBOL VALUE UNIT REFERENCE

dv 0.00 ft

Wavelength Equation from:

Robert M. Sorensen, "Basic Wave Mechanics for Coastal and Ocean Engineers" (John Wiley & Sons, 1993), Chapter 2.

d 15.00

L 96.30 ft g 32.17 ft/s2

2.00 ft T 5.00 sec

3.14

PSWL = γdV + γH / cosh(2πdV/L):

Design Wave Pressure Per LF Determination Equation

ASCE DMF 4.5

VARIABLE

64.00 lb/ft2

Design Wave Pressure Determination Equation VARIABLE Equation REFERENCE π ft γ 64.00

PWAVE 128.00 lb/ft

PAVE

Wave

Seiche and long-period wave effects

Operational loads

Ice

Operational loading are negligible.

Large operational loads are not anticipated at the site.

Not Analyzed ASCE DMF 6.11 Ice loading is negligible.

Ice is not anticipated to form at the site.

Tidal variations and vessel draft changes Not Analyzed ASCE DMF 6.11

Tidal variations and vessel draft changes is negligible.

The site is not exposed to large tidal variations nor large vessel draft changes.

Not Analyzed ASCE DMF 6.11

Seiche and long-period wave effects is negligible.

Site is not exposed to seiche and long-period waves.

Passing Vessel Effect Not Analyzed ASCE DMF 6.7 Passing vessel effect is negligible.

Passing vessel effect shall be analyzed when large vessels traveling at high speeds are anticipated at the site.

Hydrodynamic standoff Not Analyzed ASCE DMF 6.6 Hydrodynamic standoff is negligible.

Hydrodynamic standoff shall be analyzed when vessel is moored alongside a river or narrow tidal estuary with strong currents.

Analyzed ASCE DMF 4.5

Not Analyzed ASCE DMF 6.8

Wind Analyzed ASCE DMF 6.5 Current Analyzed ASCE DMF 6.6

Mooring forces acting on a ship at berth arise from the following sources: ASCE DMF 6.1 Pg. 235

D I C I G M a r i n e G r o u p

EPPLETON HALL

MOORING

REPLACEMENT

Design Justifying Calculations Prepared For

National Park Service

Prepared By: D. McDonald Reviewed By: E. Dahl

Eppleton Hall Mooring Analysis

ASCE DMF

Reference Sheet

Site Mooring Analysis per the ASCE Design of Marine Facilities (DMF) - Chapter 6 Mooring Loads and Design Principles

Mooring Analysis Mooring Forces Description REFERENCE effect occurs on large tankers with cylindrical bow shapes in ballast condition with the wind direction approximately 60 to 80 degrees from ahead: There is actually a component of the resultant force that pulls the vessel ahead, toward the wind direction, as well as pushing the bow away from the wind.

For the case of similar size vessels moored almost alongside one another such that one is directly downwind, it is often assumed for design purposes that the wind load on the downwind, shielded vessel is reduced by 50% to 80%. The shielding

Fig. 6-9. Range of values and variation with wind direction of the lateral and longitudinal force coefficients and yaw moment coefficient for typical merchant vessels

MOORING LOADS AND DESIGN PRINCIPLES 263

D ow nl oa de d fr om a sc el ib ra ry

.o rg b y

St ev en R ob er t o n

/2

6/

. C op yr ig ht A

SC

E

. F or p er so na l u se o nl y;

a ll ri gh ts r es er ve d.

Cdy = 1

Cdx = 0

Cym = 0 current loads. Some important conclusions from Palo’s work are that the lateral force coefficients are relatively insensitive to hull shape but show a significant dependence upon the vertical distribution of current velocity, also referred to as current shear. Palo further notes that the usual shallow water correction factors do not adequately represent actual shallow water behavior, but without further actual prototype testing, an improved design methodology cannot be devised. Other factors

Fig. 6-13. Range of values and variation with current direction of the lateral and longitudinal force coefficients and yaw moment coefficient for typical vessels in deep water

272 DESIGN OF MARINE FACILITIES

D ow nl oa de d fr om a sc el ib ra ry

.o rg b y

St ev en R ob er t o n

/2

6/

. C op yr ig ht A

SC

E

. F or p er so na l u se o nl y;

a ll ri gh ts r es er ve d.

Myc = 0

Ccx = 0

Ccy = 1

Hubbell Power Systems, Inc. | hubbellpowersystems.com

©Copyright 2017 Hubbell Incorporated. Because Hubbell has a policy of continuous product improvement, we reserve the right to change design and specifications without notice.

HOLDING CAPACITY

CHARTS

CHANCE® ANCHORING PRODUCTS

SOIL CLASSIFICATION CHART

SOIL CLASSIFICATION DATA

Class Common Soil-Type Description

Geological Soil Classi-fication

Probe Values ft-lbs.

in.-lbs.

(NM)

Typical Blow Count “N” per ASTM-D1586

0 Sound hard rock un-weathered (bedrock)

Granite, Basalt, Massive Limestone N.A. N.A.

Very dense and/or ce-mented sands; coarse gravel and cobbles

Caliche, (Nitrate-bear-ing gravel/rock)

63 - 39

60-100+750 - 1600

(85-181)

Dense fine sands; very hard silts and clays (may be preloaded)

Basal till; boulder clay;

caliche; weathered laminated rock

50 - 63

45-60600 - 750

(68-85)

3 Dense sands and grav-el; hard silts and clays

Glacial till; weathered shales, schist, gneiss and siltstone

42 - 50

35-50500 - 600

(56 - 68)

Medium dense sand and gravel; very stiff to hard silts and clays

Glacial till; hardpan;

marls

33 - 42

24-40400 - 500

(45 - 56)

Medium dense coarse sands and sandy grav-els; stiff to very stiff silts and clays

Saprolites, residual soils

25 - 33

14-25300 - 400

(34 - 45)

6*

Loose to medium dense fine to coarse sands to stiff clays and silts

Dense hydraulic fill;

compacted fill; residual soils

17 - 25

7-14200 - 300

(23 - 34)

Loose fine sands; Al-luvium; loess; medium

- stiff and varied clays;

fill

Flood plain soils; lake clays; adobe; gumbo, fill

42964

4-8100 - 200

(11 - 23)

Peat, organic silts; inun-dated silts, fly ash very loose sands, very soft to soft clays

Miscellaneous fill, swamp marsh

<8

0-5<100

(0 - 11)

Class 1 soils are difficult to probe consistently and the ASTM blow count may be of questionable value.

*In areas only seasonally wet with slow drain as in fairly flat terrain.

Hubbell Power Systems, Inc. | hubbellpowersystems.com

©Copyright 2017 Hubbell Incorporated. Because Hubbell has a policy of continuous product improvement, we reserve the right to change design and specifications without notice.

LOAD CAPACITY1 BASED ON INSTALLATION TORQUE2

LOAD CAPACITY OF SS ANCHORS IN SOIL (POUNDS TENSION (kN))

Helix Combinations In. (mm)

Installation Torque ft-lb (kN-m) (2)

(2.7)

(3.4)

(4.1)

(4.7)

(5.4)

(6.1)

(6.8)

(7.5)

8 (203) - 10 (254) 17,000 (75.6)

23,000 (102.3)

29,000 (129.0)

34,000 (151.2)

40,000 (177.9)

46,000 (204.6)

52,000 (231.3)

58,000 (258.0)

63,000 (280.2)

10 (254) - 12 (305) 18,000 (80.1)

24,000 (106.8)

30,000 (133.4)

36,000 (160.1)

42,000 (186.8)

48,000 (213.5)

54,000 (240.2)

60,000 (266.9)

66,000 (293.6)

8 (203) - 10 (254) - 12 (305)

19,000 (84.5)

25,000 (111.2)

31,000 (137.9)

38,000 (169.0)

44,000 (195.7)

50,000 (222.4)

56,000 (249.1)

62,000 (275.8)

68,000 (302.5)

10 (254) - 12 (305) - 14 (356)

20,000 (89.0)

26,000 (115.7)

32,000 (142.3)

39,000 (173.5)

46,000 (204.6)

52,000 (231.3)

58,000 (258.0)

65,000 (289.1)

70,000 (311.4)

8 (203) - 10 (254) - 12 (305) - 14 (356)

20,000 (89.0)

27,000 (120.1)

34,000 (151.2)

40,000 (177.9)

47,000 (209.1)

54,000 (240.2)

61,000 (271.3)

68,000 (302.5)

70,000 (311.4)

10 (254) - 12 (305) - 14 (356) - 14 (356)

21,000 (93.4)

28,000 (124.6)

35,000 (155.7)

42,000 (186.8)

49,000 (218.0)

56,000 (249.1)

63,000 (280.2)

70,000 (311.4)

70,000 (311.4)

Note 1: Load capacities listed above are ultimate values based on average test data and are offered as an application guide. Typical deflection at ultimate load ranges between 2 and 4 inches. The listed values should be reduced by an appropriate factor of safety.

More specific data on soils and anchor performance in any site condition can be obtained by contacting Hubbell Power Systems.

Minimum installation depth of top helix is 5 x diameter of top helix. For example, if top helix is 12”, the top helix should be 5’ vertically below grade.

Note 2: The torque values shown are steady values in homogeneous soils soils. The torque values shown are obtained by averaging the readings from the last 2 feet of anchor penetration.

SS5 (SQUARE-SHAFT) ANCHORS

HOLDING CAPACITY CHART FOR SS5 (SQUARE-SHAFT) ANCHORS

Catalog No. Length Ft.(m)

Helix Combinations

In. (mm)

Std. Pkg.

/ Pallet

Holding Capacity - (lb. (kN)) vs. Soil Class

Class 7 Class 6 Class 5 Class 4 Class 3 Class 2

012642AE* 3

(0.9)

8 (203) - 10

(254) 1/20 19,000

(84.5) 23,000 (102.3)

27,000 (120.1)

32,000 (142.3)

36,000 (160.1)

41,000 (182.4)

012642EJ 3.5

(1.1)

10 (254) - 12

(305) 1/20 21,000

(93.4) 26,000 (115.7)

31,000 (137.9)

36,000 (160.1)

41,000 (182.4)

46,000 (204.6)

012642AEJ* 5.5

(1.7)

8 (203) - 10

(254) -

12 (305) 1/20 26,000

(115.7) 32,000 (142.3)

39,000 (173.5)

46,000 (204.6)

51,000 (226.9)

58,000 (258.0)

012642EJN* 7

(2.1)

10 (254) - 12

(305) - 14 (356)

1/20 29,000 (129.0)

37,000 (164.6)

45,000 (200.2)

53,000 (235.8)

61,000 (271.3)

69,000 (306.9)

012642AEJN 10.5

(3.2)

8 (203) - 10

(254) -

12 (305) - 14 (356)

1/20 31,000 (137.9)

40,000 (177.9)

49,000 (218.0)

58,000 (258.0)

67,000 (298.0) N/A

012642EJNS* 10.5

(3.2)

10 (254) - 12

(305) - 14

(356) - 14 (356)

1/20 40,000 (177.9)

51,000 (226.9)

62,000 (275.8)

70,000 (311.4) N/A N/A

ROCK-IT™ Square Shaft Lead Sections includes forged carbide tip to improve penetration

C1101290 3 (0.9)

6 (152) - 8 (203) 1/20 16,700

(74.3) 20,600 (91.6)

23,500 (104.5)

28,400 (126.3)

31,400 (139.7)

36,300 (161.5)

C1101291 3 (0.9)

8 (203) - 10 (254) 1/20 19,000

(84.5) 23,000 (102.3)

27,000 (120.1)

32,000 (142.3)

36,000 (160.1)

41,000 (182.4)

C1101292 5.5 (1.7)

8 (203) - 10 (254) 1/20 19,000

(84.5) 23,000 (102.3)

27,000 (120.1)

32,000 (142.3)

36,000 (160.1)

41,000 (182.4)

*RUS Accepted.

See holding capacity notes 1 & 2 at bottom of page.

†Packaging note: Lead sections are banded to wood blocks to facilitate forklift handling.