FINAL REPORT GEOTECHNICAL STUDY HYDE STREET HARBOR FUEL DOCK

Transcription

1 FINAL REPORT GEOTECHNICAL STUDY LIFORNIA Prepared for: PORT OF SAN FRANCISCO Submitted by: AGS, INC. NOVEMBER 29

2 FINAL REPORT GEOTECHNICAL STUDY LIFORNIA AGS Job No. KF26 Prepared for: PORT OF SAN FRANCISCO Submitted by: AGS, INC. NOVEMBER New Montgomery St., Suite 5, San Francisco, CA 945 Phone (415) Fax (415)

3 AGS TABLE OF CONTENTS PAGE 1. INTRODUCTION GENERAL PROJECT DESCRIPTION WORK PERFORMED FINDINGS SITE CONDITIONS GEOLOGY FAULTS AND SEISMICITY Historical Seismicity Contributing Faults and Maximum Earthquakes SUBSURFACE CONDITIONS CONCLUSIONS AND RECOMMENDATIONS GENERAL SEISMIC DESIGN CONSIDERATIONS Site Coefficient Fault Rupture Hazard Liquefaction Hazard Liquefaction Potential Consequences of Liquefaction FOUNDATIONS Existing Wood Piles Proposed Pile Foundations Resistance to Lateral Loads GEOTECHNICAL SERVICES DURING CONSTRUCTION CLOSURE REFERENCES KF62 Final Report i 9/17/29

4 AGS PLATES Plate 1 - Plate 2 - Plate 3 - Plate 4 - Plate Through 5.8 Plate 6.1 Through 6.46 Site Location Map Boring Locations Map Earthquake Epicenter and Fault Map Geology Cross Section A-A Allowable Downward and Uplift Capacities Lateral Pile Capacities TABLES Table 1 Historical Earthquakes... 5 Table 2 Fault Seismicity... 6 KF62 Final Report ii 9/17/29

5 AGS 1. INTRODUCTION 1.1 GENERAL This report presents the results of the geotechnical study conducted by for the proposed improvements to the Hyde Street Harbor Fuel Dock (HSHFD). The location of the project site is shown on Plate 1 Site Location Map. This report includes geotechnical engineering conclusions and recommendations related to subsurface conditions, geoseismic hazards, foundations, resistance to lateral loads, and construction monitoring for the proposed project. The conclusions and recommendations presented in this report should not be extrapolated to other areas or used for other facilities without prior review by AGS. 1.2 PROJECT DESCRIPTION The proposed project involves construction of new structural elements to improve lateral resistance of the existing Hyde Street Harbor Fuel Dock Structure. The construction work is intended to improve the earthquake performance of the fuel dock structure, stiffen and strengthen the dock for vessel berthing, and repair the structure based on condition inspections and surveying. We understand new pile foundations will be installed as part of the proposed improvements; and the proposed project will include a new bilge pumpout, a new holding tank pumpout, and new drains. 1.3 WORK PERFORMED The purpose of our study is to evaluate subsurface conditions, and develop sitespecific geotechnical conclusions and recommendations for final design and construction of the project. did not perform additional borings or laboratory testing for this study. The conclusions and recommendations KF62 Final Report 1 9/17/29

6 AGS presented in this report are based on the data from previous geotechnical investigations, and available geologic information for the site vicinity. KF62 Final Report 2 9/17/29

7 AGS 2. FINDINGS 2.1 SITE CONDITIONS The HSHFD site is located along the San Francisco Bay waterfront just west of Pier 45. The site vicinity is relatively flat, with a pier deck elevation of about +9.4 feet (Mean Lower Low Water, MLLW, Datum). The mudline is approximately 13 feet below the pier deck (-3.6 ft. MLLW) at the landward edge of the pier and approximately 25 feet below the pier deck (-15.6 ft. MLLW) at the seaward edge. The HSHFD is triangular in shape and approximately 37 feet wide and 6 feet long, as shown on Plate 2. The structure is currently supported by four types of piles: bagged (concrete encased wooden piles, wood piles, caisson (concrete jacketed piles), and fender piles. 2.2 GEOLOGY The site is located in the northeastern portion of the City of San Francisco on the San Francisco Peninsula. The peninsula is part of the Coast Ranges geomorphic province, which is characterized by northwest-trending mountains and valleys, and is dominated by northwest-trending faults and other structures. The peninsula is bordered on the east by San Francisco Bay, a drowned, northwest-trending structural depression. The bay and much of the peninsula are underlain by the late Mesozoic age rocks of the Franciscan Complex. Tertiary and Quaternary formations occur locally in unconformable contact with the Franciscan, while other Mesozoic formations occur in fault contact with the Franciscan Complex. Beneath San Francisco Bay, and along much of its margin, the Franciscan bedrock is overlain by a young, geologically unconsolidated sedimentary sequence, which, in places, exceeds 4 feet in thickness. The sequence is KF62 Final Report 3 9/17/29

8 AGS often subdivided (Goldman, 1969) into three "natural" units - Older Bay Mud (or old bay clay), Bay Side sand, and Younger Bay Mud. Fill has been placed along the margins of the bay to claim marshland and land once covered by shallow water. 2.3 FAULTS AND SEISMICITY Historical Seismicity The project site is located in a seismically active region. Since 18 there is evidence of twenty-one earthquakes of Magnitude 6. or larger occurring in the greater San Francisco Bay Region, within miles of the Project Site (Ellsworth, W.L., et al., 1989). Regional faults are shown on Plate 3 Earthquake Epicenter and Fault Map. The San Andreas Fault, which passes about 15 km west of the site, dominates the tectonics, geology, and physiography of the San Francisco Bay region. The Hayward Fault passes about 15 km northeast of the site. Other major active faults, which could cause significant shaking at the project site, are the Concord- Green Valley, Calaveras, and Rodgers Creek Faults. Historical seismicity in the region is summarized on Table 1 Historical Earthquakes. KF62 Final Report 4 9/17/29

9 AGS TABLE 1 HISTORICAL EARTHQUAKES Date Magnitude Fault Epicenter Area June 24, Unknown Uncertain, San Francisco Bay Area June, , San Andreas San Juan Bautista June , 7. 5 San Andreas San Juan Bautista Nov. 26, Calaveras San Jose Area February 26, San Andreas South Santa Cruz Mountains March 26, San Andreas Santa Cruz Mountains October 8, , San Andreas South Santa Cruz Mountains October 21, ,5 Hayward Berkeley Hills, San Leandro February 17, San Andreas Los Gatos April 12, San Andreas South Diablo Range April 19, Great Valley Vacaville April 21, Great Valley Winters June 2, Calaveras Gilroy March 31, Rodgers Creek? Mare Island May 19, Concord-Green Vly? Antioch April San Andreas Pajaro Gap April 18, San Andreas Golden Gate July 1, , Calaveras Diablo Range, East of San Jose October 22, San Gregorio? Monterey Bay April 24, Calaveras Morgan Hill October 17, San Andreas Loma Prieta, Santa Cruz Mountains (1) Borchardt & Toppozada (1996) (2) Toppozada et al (1981) (3) Petersen (1996) (4) Real et al (1978), Toppozada (1984) (5) Ellsworth, W.L. (1989) Contributing Faults and Maximum Earthquakes The maximum moment magnitude earthquake (Mmax) is defined as the largest earthquake that a given fault is considered capable of generating. The largest Mmax generally corresponds to the longest length of rupture. Most major faults, such as the San Andreas, Hayward-Rodgers Creek, and the Calaveras have been subdivided into segments, each with a characteristic probability of rupture KF62 Final Report 5 9/17/29

10 AGS and slip rate (USGS, 28, WGCEP, 28). The Mmax is calculated based on multiple segments rupturing at once. The seismicity associated with each pertinent fault, including estimated slip rates for the individual segments, is summarized below in Table 2 - Fault Seismicity. Fault Distance to Site 1 (Km) TABLE 2 FAULT SEISMICITY Maximum Moment Magnitude 2 Contributing Segments San Andreas Offshore (SAO), North Coast (SAN), Peninsula (SAP), Santa Cruz Mountains (SAS) Hayward Northern (HN), Southern (HS) San Gregorio Northern (SGN), Southern (SGS) Calaveras Northern (CN), Central (CC), Southern (CS) Rodgers Creek Rodgers Creek (RC) Slip Rate 2 (mm/year) 24 ± 3, 24 ± 3, 17 ± 4, 17 ± 4 9 ± 2 7 ± 3, 3 ± 2 6 ± 2, 15 ± 3, 15 ± 3 9 ± 2 Concord Concord 4 ± 2 (CCD), Green Valley (GV) 1. Jennings (1992) 2. WGCEP (28), Working Group on California Earthquake Probabilities, Ellsworth Magnitude. 3. USGS (28), National Seismic Hazard Report. The Mmax on the San Andreas Fault would be a magnitude 7.9 event, with nearest primary rupture occurring approximately 15 km from the project site (Petersen, et al, 1996, USGS 28). This would correspond to a rupture of the Offshore (SAO), North Coast (SAN), Peninsular (SAP), and Santa Cruz KF62 Final Report 6 9/17/29

11 AGS Mountains (SAS) segments, (USGS, 28). Characteristic earthquakes have also been calculated for rupture of individual segments or various combinations of segments. The Mmax is of most interest in structural design in consideration of the generation of the largest possible ground motions at the project site. The Mmax on the Hayward Fault would be a magnitude 7.1 event, with primary rupture occurring approximately 15 km from the project site (Petersen, et al, 1996, USGS, 28). There are other active faults in the region, but these are either farther from the project site or smaller, and therefore would not be capable of causing shaking at the site as strong as that caused by the faults listed in Table SUBSURFACE CONDITIONS Elevations are based on the mean lower low water (MLLW) datum. The boring and probe locations performed from previous studies at the site are shown on Plate 2. One boring (LB-4) and one probe (OP-3) were drilled by in 1988 and one boring (B-4) by Trans Pacific Geotechnical Consultants, Inc. in Borings B-4 and LB-4 were drilled near the southwest corner of the HSHFD. Offshore probing, OP-3 was drilled approximately 16 feet northeast of the HSHFD. The results of the field exploration programs indicate the mud line is at a depth of approximately 13 feet from the pier deck (elevation of -3.6 ft. MLLW) at the southwest corner of the dock and the bottom slopes downward to a depth of approximately 25 feet below the pier deck (elevation of ft. MLLW) towards the north of the structure. In Boring B-4, very soft silty clay (Young Bay Mud) was penetrated from the mudline to a depth of approximately 4 feet from the pier deck (elevation of -3.6 ft. MLLW). A thickness of 8 feet of liquefiable clayey sand was penetrated from elevation of feet MLLW to an elevation of feet MLLW. Based on the available data, we estimate the top of the clayey sand layer occurs at a depth of KF62 Final Report 7 9/17/29

12 AGS 27 feet below the pier deck (elevation ft. MLLW) near the shore and slopes downward to a depth of 35 feet below the pier deck (elevation MLLW) at the north end of the pier deck. The data indicates the bottom of the sand layer occurs at a depth of 27 feet below the pier deck (elevation ft. MLLW), pinching out seaward of the northern end of the pier. Beneath the clayey sand layer the Young Bay Mud was again penetrated from 35 to 43 (elevation of to ft. MLLW). Beneath the Younger Bay Mud the data indicates approximately 2 feet of very dense sand, which is in turn underlain by approximately 26 feet of very stiff silty clay (Old Bay Mud). The Old Bay Mud is underlain by weathered sandstone to the maximum depth explored of 87 feet below the existing pier deck (elevation of ft. MLLW). In OP-3, Young Bay Mud was penetrated from the mud line to a depth approximately 18 feet (elevation of ft. MLLW). Beneath the Younger Bay Mud, very dense sand was penetrated to the maximum depth explored of approximately 25 feet (elevation of ft. MLLW). Plate 4 presents our interpretation of subsurface condition under the project site using previous work by and Trans Pacific Geotechnical Consultants Inc. KF62 Final Report 8 9/17/29

13 AGS 3. CONCLUSIONS AND RECOMMENDATIONS 3.1 GENERAL Based on the results of our engineering analysis, it is our opinion that the construction improvements to the Hyde Street Fuel Dock is feasible from a geotechnical point of view, provided the recommendations presented in this report are incorporated in the design and construction of the project. 3.2 SEISMIC DESIGN CONSIDERATIONS Site Coefficient The following design seismic parameters were updated based on the 27 California Building Code (CBC) (based on the 26 International Building Code (IBC)). Values are consistent with the subsurface conditions described in our previous geotechnical reports for this site. Soil Profile Type: Soft Soil Profile, Site Class E (Table of 27 CBC). Site Coefficients F a a and F v a :.9 and 2.4 (Tables (1) and (2) of 27 CBC). Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameters: Max. Spectral response short periods, S MS = 1.35 g. Max. Spectral response 1-second period, S M1 = 1.49 g. Design Spectral Response Acceleration Parameters: Short Period, S DS =.9 g (Eq ) 1-Second Period, S D1 =.99 g (Eq. 16-4). KF62 Final Report 9 9/17/29

14 AGS Site Classification for Seismic Design, Site Class E (Table ). Seismic Design Criteria D (Table (1)) Fault Rupture Hazard There is no evidence to indicate that the proposed site is located on identified active faults. Therefore, damage due to fault rupture at the site is considered unlikely Liquefaction Hazard Liquefaction Potential - Soil liquefaction is a phenomenon in which saturated (submerged) cohesionless soils are subjected to a temporary loss of strength due to the build up of excess pore water pressure due to the static or cyclic loadings induced by earthquakes. In the process, the soil acquires mobility sufficient to permit both horizontal and vertical movements. Soils most susceptible to liquefaction are loose, clean, saturated, fine, uniformly graded sands that lie within approximately 4 feet of the ground surface. Saturated silty and clayey sands may also liquefy during strong ground shaking. The results of the previous field explorations and, laboratory testing programs at the site indicate that approximately 8 feet of medium dense clayey fine sand exists below the site for approximate of feet to feet MLLW. The sand is confined by approximately 18 feet of younger bay mud and has a liquefaction potential under a major earthquake on the Bay Area faults Consequences of Liquefaction The consequences of liquefaction could be up to about 2 inches of seismically induced settlement, downdrag loads on piles and lateral deformation of the existing slope. There is not enough KF62 Final Report 9/17/29

15 AGS information from the existing borings to evaluate the magnitude and disturbance of lateral deformation at the site and its effects on the pile foundations 3.3 FOUNDATIONS Existing Wood Piles It is our understanding that the existing structure is currently supported upon 12 inch driven wood piles. The allowable downward and uplift capacities of the piles as a function of depth from the top of the pier deck are shown on Plate 5.1 and Plate 5.2. It is recommended that a liquefaction-induced downdrag load of 8 kips on each wood pile be considered in seismic safety evaluation of the pier structure Proposed Pile Foundations It is our understanding that 18-inch, 24-inch and 36-inch diameter pipe piles are being considered for improvement of the structure. The piles should have a minimum shell thickness as determined by the structural engineer. However, it should be noted that the Younger Bay Mud underlying the site is corrosive and a ¼ inch sacrificial thickness should be taken into consideration in design of the piles. We recommend the piles extend into the underlying stiff clay and dense sandy soils. The allowable downward and uplift capacities of the piles as a function of depth from the top of the pier deck are shown on Plate 5.3 through Plate 5.8. The estimated pile capacities should be checked by the structural engineer. Piles should be spaced at least three times the pile diameter, center to center. The allowable pile capacity should be reduced by group action when spaced closer than three times the diameter, and where this occurs additional geotechnical analyses will be necessary. A liquefaction-induced downdrag force KF62 Final Report 11 9/17/29

16 AGS of tons per pile should be taken into consideration in design of the pile foundation. Settlement of the pile foundations, when designed and constructed in accordance with the preceding recommendations, is estimated to be less than ½ -inch for static loads. Differential settlement between the pile supported elements across the building is expected to be about one-half of the total settlement. Most of the settlement will occur rapidly, after application of the dead load. Our experience with Younger Bay Mud in this area indicates that Younger Bay Mud is severely corrosive. The severely corrosive Younger Bay Mud may adversely affect the proposed pipe piles. The adverse effects may be mitigated for proposed pipe piles by the use of a proper material. The piles should be driven using a diesel hammer developing at least, foot-pounds of rated energy. For preliminary estimating purposes, a practical refusal of 6 blows per 1 foot or 4 blows per 1 foot for the last 3 feet of penetration is assumed, provided the hammer delivers at least 8 percent of the rated energy. It is further recommended that the same size and type of hammer should be used for indicator and production pile driving Resistance to Lateral Loads Resistance to lateral loads on piles will be provided by passive soil pressure against the pile and by the bending strength of the pile itself. Piles will be subjected to lateral horizontal intertia loads. The lateral deflection, shear force and bending moment distribution along 18- inch, 24-inch, and 36-inch steel pipe piles and 12-inch wood piles were computed for intertia case as described in the following sections. KF62 Final Report 12 9/17/29

17 AGS Plate 6.1 through Plate 6.4 Lateral Pile Capacities, show estimated lateral capacities and maximum induced bending moments and shear forces from the loads acting on top of the piles, for 18-inch, 24-inch, and 36-inch piles and 12- inch wood piles unrestrained from rotation (free head). Each pile size was analyzed with the mud line at a depth 13 feet (-3.6 ft. MLLW) and 25 feet (-13.6 ft. MLLW) from the pier deck. The lateral capacities for existing 12-inch wood piles are shown on Plates 6.1 through 6., 18-inch steel pipe piles are shown on Plates 6.11 through 6.2, 24-inch steel pipe piles are shown on Plates 6.21 through Plates 6.3 and 36-inch steel pipe piles are shown on Plates 6.31 and 6.4. Plates 6.41 through 6.46 present lateral load resistance data for fixed head condition. 3.4 GEOTECHNICAL SERVICES DURING CONSTRUCTION should review project plans and specifications prior to construction to ascertain that the geotechnical aspects of the project are consistent with the intent of the recommendations presented herein. AGS should also be retained during construction to observe the following pile driving and any earthwork activities. Our presence during construction will allow us to provide consultation regarding the geotechnical aspects of the project. Our representative will observe the soil conditions encountered during construction, verify the applicability of the recommendations presented in this report to the soil conditions encountered, and recommend appropriate changes in design or construction procedures, if the conditions differ from those described herein. In addition we will take field density tests during the placement and compaction of engineered fill and backfill. KF62 Final Report 13 9/17/29

18

19 AGS 5. REFERENCES, August 23, Geotechnical Study Report South Beach and Harbor Expansion Project, San Francisco, CA. Ellsworth, William L., 199, Earthquake History, , chapter 6 of Wallace, R.E., ed., The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, p Transpacific Geotechnical Consultants, Inc. with Appendix by, July 1997, Soil Boring Data Excerpt from the Geotechnical Report for the Hyde St. Harbor Improvement Project, San Francisco, CA. United States Geological Survey, 28, Documentation for the Update of the United States National Seismic Hazard Maps, Open File Report , Appendix I: Parameters for Faults In California. Working Group on California Earthquake Probabilities, 28, The Uniform California Earthquake Rupture Forecast, Version 2, USGS Open File Report , California Geological Survey (CGS) Special Report 23, SCEC Contribution 1138; Appendix A: California Fault Parameters for the National Seismic Hazard Maps and Working Group on California Earthquake Probabilities 27, Wills, C.J., Weldon II, R.J., and Bryant, W.A. KF62 Final Report 15 9/17/29

20 SITE LOCATION Printed from N SAN FRANCISCO SITE LOCATION MAP JOB NO. KF26 DATE: 5/8 PLATE 1

21

22

23 9.4 OP-3 PIER DECK B-4 LB-4 AIR NOTES: - SILTY CLAY (CH) YOUNGER BAY MUD WATER?????? (SM)???? SILTY CLAY (CH) YOUNGER BAY MUD ROCK RIPRAP CLAYEY SAND, MEDIUM DENSE (SC) 1- Borings OP-3 and LB-4 were drilled in a previous study by AGS Inc. in Boring B-4 was drilled by Trans Pacific Geotechnical Consultants in The boring and probe logs show subsurface conditions at the dates and locations indicated, and it is not warranted that they are representative of subsurface conditions at the other locations or times. The interpolation of soil and water conditions between widely spaced borings are for the estimate purposed only, and variations in the actual conditions from those assumed should be anticipated. -3 DEPTH BAY SIDE SAND, VERY DENSE (SP) SILTY CLAY (CL-CH) OLDER BAY MUD APX. SCALE - FEET 2-9 WEATHERED SANDSTONE HYDE STREET FUEL DOCK GEOLOGY CROSS SECTION A-A PROJECT NO.: KF26 DATE: 5/8 PLATE 4

24 Allowable Downward and Upward Capacities (kips) Depth from Top of Pile (feet) Downward Uplift 7 8 Mud Line at Depth of 13 Feet Below Deck 9 ALLOWABLE DOWNWARD AND UPLIFT CAPACITIES 12 INCH WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 5.1

25 Allowable Downward and Upward Capacities (kips) Depth from Top of Pile (feet) Downward Uplift Mud Line at Depth of 25 Feet Below Deck ALLOWABLE DOWNWARD AND UPLIFT CAPACITIES 12 INCH WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 5.2

26 Allowable Downward and Upward Capacities (kips) Depth from Top of Pier (feet) Downward Uplift 7 8 Mud Line at Depth of 13 Feet Below Deck 9 ALLOWABLE DOWNWARD AND UPLIFT CAPACITIES 18 INCH STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 5.3

27 Allowable Downward and Upward Capacities (kips) Depth from Top of Pier (feet) Downward Uplift Mud Line at Depth of 25 Feet Below Deck ALLOWABLE DOWNWARD AND UPLIFT CAPACITIES 18 INCH STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 5.4

28 Allowable Downward and Upward Capacities (kips) Depth from Top of Pier(feet) Downward Uplift 7 8 Mud Line at Depth of 13 Feet Below Deck 9 ALLOWABLE DOWNWARD AND UPLIFT CAPACITIES MUD LINE AT DEPTH OF 13 FEET BELOW DECK 24 INCH STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 5.5

29 Allowable Downward and Upward Capacities (kips) Depth from Top of Pier(feet) Downward Uplift Mud Line at Depth of 25 Feet Below Deck ALLOWABLE DOWNWARD AND UPLIFT CAPACITIES MUD LINE AT DEPTH OF 13 FEET BELOW DECK 24 INCH STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 5.6

30 Allowable Downward and Upward Capacities (kips) Depth from Top of Pier (feet) Downward Uplift 7 8 Mud Line at Depth of 13 Feet Below Deck 9 ALLOWABLE DOWNWARD AND UPLIFT CAPACITIES MUD LINE AT DEPTH OF 25 FEET BELOW DECK 36 INCH STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 5.7

31 Allowable Downward and Upward Capacities (kips) Depth from Top of Pier (feet) Downward Uplift Mud Line at Depth of 25 Feet Below Deck ALLOWABLE DOWNWARD AND UPLIFT CAPACITIES MUD LINE AT DEPTH OF 25 FEET BELOW DECK 36 INCH STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 5.8

32 Deflection (inch) Depth from Top of Pier Deck (feet) Kips.4 Kips.6 Kips.8 Kips 1 Kip 6 7 Mud Line at Depth of 13 Feet Below Deck PILE LATERAL RESISTANCE, FREE HEAD 12 INCH DIAMETER WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.1

33 Moment (foot-kips) Depth from Top of Pier Deck (feet) Kips.4 Kips.6 Kips.8 Kips 1 Kip 7 Mud Line at Depth of 13 Feet Below Deck 8 PILE LATERAL RESISTANCE, FREE HEAD 12 INCH DIAMETER WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.2

34 Shear (kips) Depth from Top of Pier Deck (feet) Kips.4 Kips.6 Kips.8 Kips 1 Kip 6 7 Mud Line at Depth of 13 Feet Below Deck PILE LATERAL RESISTANCE, FREE HEAD 12 INCH DIAMETER WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.3

35 1.2 1 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 13 Feet Below Deck Deflection at the Top of Pile (inch) PILE LATERAL RESISTANCE, FREE HEAD 12 INCH DIAMETER WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.4

36 1.2 1 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 13 Feet Below Deck Max Moment (foot-kips) PILE LATERAL RESISTANCE, FREE HEAD 12 INCH DIAMETER WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.5

37 Deflection (inch) Depth from Top of Pier Deck (feet) Kips.2 Kips.3 Kips.4 Kips.5 Kips 6 7 Mud Line at Depth of 25 Feet Below Deck PILE LATERAL RESISTANCE, FREE HEAD 12 INCH DIAMETER WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.6

38 Moment (foot-kips) Depth from Top of Pier Deck (feet) Kips.2 Kips.3 Kips.4 Kips.5 Kips 6 Mud Line at Depth of 25 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 12 INCH DIAMETER WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.7

39 Shear (kips) Depth from Top of Pier Deck (feet) Kips.2 Kips.3 Kips.4 Kips.5 Kips 6 Mud Line at Depth of 25 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 12 INCH DIAMETER WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.8

40 .6.5 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 25 Feet Below Deck Deflection at the Top of Pile (inch) PILE LATERAL RESISTANCE, FREE HEAD 12 INCH DIAMETER WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.9

41 .6.5 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 25 Feet Below Deck Max Moment (foot-kips) PILE LATERAL RESISTANCE, FREE HEAD 12 INCH DIAMETER WOOD PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.

42 Deflection (inch) Depth from Top of Pier Deck(feet) Kip 3 Kips 5 Kips Kips 15 Kips 6 7 Mud Line at Depth of 13 Feet Below Deck PILE LATERAL RESISTANCE, FREE HEAD 18 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.11

43 Moment (foot-kips) Depth from Top of Pier Deck (feet) Kip 3 Kips 5 Kips Kips 15 Kips 6 Mud Line at Depth of 13 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 18 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.12

44 Shear (kips) Depth from Top of Pier Deck (feet) Kip 3 Kips 5 Kips Kips 15 Kips 6 Mud Line at Depth of 13 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 18 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.13

45 16 14 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 13 Feet Below Deck Deflection at the Top of Pile (inch) PILE LATERAL RESISTANCE, FREE HEAD 18 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.14

46 16 14 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 13 Feet Below Deck Max Moment (foot-kips) PILE LATERAL RESISTANCE, FREE HEAD 18 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.15

47 Deflection (inch) Depth from Top of Pier Deck (feet) Kip 2 Kips 3 Kips 4 Kips 5 Kips 6 Mud Line at Depth of 25 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 18 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.16

48 Moment (foot-kips) Depth from Top of Pier Deck (feet) Kip 2 Kips 3 Kips 4 Kips 5 Kips 6 Mud Line at Depth of 25 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 18 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.17

49 Shear (kips) Depth from Top of Pier Deck (feet) Kip 2 Kips 3 Kips 4 Kips 5 Kips 6 Mud Line at Depth of 25 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 18 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.18

50 6 5 Lateral Load at the Top of Pier (kips) Mud Line at Depth of 25 Feet Below Deck Deflection at the Top of Pier (inch) PILE LATERAL RESISTANCE, FREE HEAD 18 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.19

51 6 5 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 25 Feet Below Deck Max Moment (foot-kips) PILE LATERAL RESISTANCE, FREE HEAD 18 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.2

52 Deflection (inch) Depth from Top of Pier Deck (feet) Kips Kips 2 Kips 25 Kips 3 Kips 6 7 Mud Line at Depth of 13 Feet Below Deck PILE LATERAL RESISTANCE, FREE HEAD 24 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.21

53 Moment (foot-kips) Depth from Top of Pier Deck (feet) Kips Kips 2 Kips 25 Kips 3 Kips 6 Mud Line at Depth of 13 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 24 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.22

54 Shear (kips) Depth from Top of Pier Deck (feet) Kips Kips 2 Kips 25 Kips 3 Kips 6 Mud Line at Depth of 13 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 24 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.23

55 35 3 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 13 Feet Below Deck Deflection at the Top of Pile (inch) PILE LATERAL RESISTANCE, FREE HEAD 24 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.24

56 35 3 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 13 Feet Below Deck Max Moment (foot-kips) PIER LATERAL RESISTANCE, FREE HEAD 24 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.25

57 Deflection (inch) Depth from Top of Pier Deck (feet) Kips 5 Kips 7.5 Kips Kips 12.5 Kips 6 7 Mud Line at Depth of 25 Feet Below Deck PIER LATERAL RESISTANCE, FREE HEAD 24 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.26

58 Moment (foot-kips) Depth from Top of Pier Deck (feet) Kips 5 Kips 7.5 Kips Kips 12.5 Kips 6 Mud Line at Depth of 25 Feet Below Deck 7 PIER LATERAL RESISTANCE, FREE HEAD 24 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.27

59 Shear (kips) Depth from Top of Pier Deck (feet) Kips 5 Kips 7.5 Kips Kips 12.5 Kips 6 7 Mud Line at Depth of 25 Feet Below Deck PIER LATERAL RESISTANCE, FREE HEAD 24 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.28

60 14 12 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 25 Feet Below Deck Deflection at the Top of Pile (inch) PIER LATERAL RESISTANCE, FREE HEAD 24 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.29

61 14 12 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 25 Feet Below Deck Max Moment (foot-kips) PIER LATERAL RESISTANCE, FREE HEAD 24 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.3

62 Deflection (inch) Depth from Top of Pier Deck (feet) Kips 25 Kips 5 Kips 65 Kips 8 Kips 6 Mud Line at Depth of 13 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 36 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.31

63 Moment (foot-kips) Depth from Top of Pier Deck (feet) Kips 25 Kips 5 Kips 65 Kips 8 Kips 6 7 Mud Line at Depth of 13 Feet Below Deck PILE LATERAL RESISTANCE, FREE HEAD 36 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.32

64 Shear (kips) Depth from Top of Pier Deck (feet) Kips 25 Kips 5 Kips 65 Kips 8 Kips 6 7 Mud Line at Depth of 13 Feet Below Deck PILE LATERAL RESISTANCE, FREE HEAD 36 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.33

65 9 8 7 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 13 Feet Below Deck Deflection at the Top of Pile (inch) PILE LATERAL RESISTANCE, FREE HEAD 36 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.34

66 9 8 7 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 13 Feet Below Deck Max Moment (foot-kips) PILE LATERAL RESISTANCE, FREE HEAD 36 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.35

67 Deflection (inch) Depth from Top of Pier Deck (feet) Kips 2 Kips 3 Kips 4 Kips 5 Kips 6 7 Mud Line at Depth of 25 Feet Below Deck PILE LATERAL RESISTANCE, FREE HEAD 36 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.36

68 Moment (foot-kips) Depth from Top of Pier Deck (feet) Kips 2 Kips 3 Kips 4 Kips 5 Kips 6 Mud Line at Depth of 25 Feet Below Deck 7 PILE LATERAL RESISTANCE, FREE HEAD 36 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.37

69 Shear (kips) Depth from Top of Pier Deck (feet) Kips 2 Kips 3 Kips 4 Kips 5 Kips 6 7 Mud Line at Depth of 25 Feet Below Deck PILE LATERAL RESISTANCE, FREE HEAD 36 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.38

70 6 5 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 25 Feet Below Deck Deflection at the Top of Pile (inch) PILE LATERAL RESISTANCE, FREE HEAD 36 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.39

71 6 5 Lateral Load at the Top of Pile (kips) Mud Line at Depth of 25 Feet Below Deck Max Moment (foot-kips) PILE LATERAL RESISTANCE, FREE HEAD 36 INCH DIAMETER STEEL PIPE PILE JOB NO. KF26 DATE: MAY 28 PLATE 6.4

72 Lateral Pile Head Load (lbs) Lateral Pile Head Deflection (in) Depth Below Pile Head (feet) Deflection (inches) Moment (kip-feet) Soil Reaction (kips/feet) Shear (kips) Notes: This evaluation applies to pile 6 feet long or longer. Modulus of Elasticity of steel was assumed 2,9, psi. Vertical Load of 171 kips was applied at the pile head. Sign Conventions (direction of positive load, moment, and shear) Applied Shear 5 Kips Kips 15 Kips 25 Kips 35 Kip LATERAL LOAD RESISTANCE 18-INCH DIAMETER CONCRETE PILE FIXED HEAD CONDITION MUD LINE AT DEPTH OF 13' BELOW DECK HYDE STREET HARBOR FUEL DUCK JOB NO. KF26 DATE: DEC. 28 PLATE 6.41

73 Lateral Pile Head Load (lbs) Lateral Pile Head Deflection (in) Depth Below Pile Head (feet) Deflection (inches) Moment (kip-feet) Soil Reaction (kips/feet) Shear (kips) Notes: This evaluation applies to pile 6 feet long or longer. Modulus of Elasticity of steel was assumed 2,9, psi. Vertical Load of 171 kips was applied at the pile head. Sign Conventions (direction of positive load, moment, and shear) Applied Shear 5 Kips Kips 15 Kips 25 Kips 35 Kip LATERAL LOAD RESISTANCE 18-INCH DIAMETER CONCRETE PILE FIXED HEAD CONDITION MUD LINE AT DEPTH OF 25' BELOW DECK HYDE STREET HARBOR FUEL DUCK JOB NO. KF26 DATE: DEC. 28 PLATE 6.42

74 Lateral Pile Head Load (lbs) Lateral Pile Head Deflection (in) Depth Below Pile Head (feet) Deflection (inches) Moment (kip-feet) Soil Reaction (kips/feet) Shear (kips) Notes: This evaluation applies to pile 6 feet long or longer. Modulus of Elasticity of steel was assumed 2,9, psi. Vertical Load of 171 kips was applied at the pile head. Sign Conventions (direction of positive load, moment, and shear) Applied Shear 5 Kips Kips 15 Kips 25 Kips 35 Kip LATERAL LOAD RESISTANCE 24-INCH DIAMETER CONCRETE PILE FIXED HEAD CONDITION MUD LINE AT DEPTH OF 13' BELOW DECK HYDE STREET HARBOR FUEL DUCK JOB NO. KF26 DATE: DEC. 28 PLATE 6.43

75 Lateral Pile Head Load (lbs) Lateral Pile Head Deflection (in) Depth Below Pile Head (feet) Deflection (inches) Moment (kip-feet) Soil Reaction (kips/feet) Shear (kips) Notes: This evaluation applies to pile 6 feet long or longer. Modulus of Elasticity of steel was assumed 2,9, psi. Vertical Load of 171 kips was applied at the pile head. Sign Conventions (direction of positive load, moment, and shear) Applied Shear 5 Kips Kips 15 Kips 25 Kips 35 Kip LATERAL LOAD RESISTANCE 24-INCH DIAMETER CONCRETE PILE FIXED HEAD CONDITION MUD LINE AT DEPTH OF 25' BELOW DECK HYDE STREET HARBOR FUEL DUCK JOB NO. KF26 DATE: DEC. 28 PLATE 6.44

76 Lateral Pile Head Load (lbs) Lateral Pile Head Deflection (in) Depth Below Pile Head (feet) Deflection (inches) Moment (kip-feet) Soil Reaction (kips/feet) Shear (kips) Notes: This evaluation applies to pile 6 feet long or longer. Modulus of Elasticity of steel was assumed 2,9, psi. Vertical Load of 171 kips was applied at the pile head. Sign Conventions (direction of positive load, moment, and shear) Applied Shear 5 Kips Kips 15 Kips 25 Kips 35 Kip LATERAL LOAD RESISTANCE 36-INCH DIAMETER CONCRETE PILE FIXED HEAD CONDITION MUD LINE AT DEPTH OF 13' BELOW DECK HYDE STREET HARBOR FUEL DUCK JOB NO. KF26 DATE: DEC. 28 PLATE 6.45

77 Lateral Pile Head Load (lbs) Lateral Pile Head Deflection (in) Deflection (inches) Moment (kip-feet) Soil Reaction (kips/feet) Shear (kips) Depth Below Pile Head (feet) Notes: This evaluation applies to pile 6 feet long or longer. Modulus of Elasticity of steel was assumed 2,9, psi. Vertical Load of 171 kips was applied at the pile head. Sign Conventions (direction of positive load, moment, and shear) Applied Shear 5 Kips Kips 15 Kips 25 Kips 35 Kip LATERAL LOAD RESISTANCE 36-INCH DIAMETER CONCRETE PILE FIXED HEAD CONDITION MUD LINE AT DEPTH OF 25' BELOW DECK HYDE STREET HARBOR FUEL DUCK JOB NO. KF26 DATE: DEC. 28 PLATE 6.46