Dr. Fine Bridge Replacement Project. Jack and Slide Translation Beam Supports ... When a pile...

Dr. Fine Bridge Replacement Project

Hydroacoustic Assessment

01-DN-101-35.8/36.5 01-43640

June 14, 2017

Prepared By: Ryan Pommerenck California Department of Transportation - District 03 Office of Environmental Engineering 703 B Street Marysville, California 95901

Table of Contents

Section 1. Introduction ............................................................................................................. 1 Section 2. Description of Pile Driving Activities .................................................................... 1 2.1. Construction Trestles .............................................................................................. 1 2.2. Detour Structure ...................................................................................................... 2 2.3. Jack and Slide ......................................................................................................... 2 2.4. New Bridge ............................................................................................................. 2 Section 3. Fundamentals of Underwater Noise ........................................................................ 3 Section 4. Methodology ........................................................................................................... 5 Section 5. Underwater Thresholds for Fish ............................................................................. 6 Section 6. Underwater Noise Levels from Construction ......................................................... 7 6.1. Winter/Spring before First Construction Season .................................................... 7 6.1.1. Detour Structure ...................................................................................................... 7 6.2. First Construction Season ....................................................................................... 8 6.2.1. Temporary Construction Trestles............................................................................ 8 6.2.2. Main Span of the Detour Structure ....................................................................... 12 6.2.3. Jack and Slide Translation Beam Supports ........................................................... 12 6.3. Second Construction Season ................................................................................. 14 6.3.1. New Structure Pier 2, Pier 3 and Pier 4 ................................................................ 14 6.3.2. Falsework Piles ..................................................................................................... 15 6.4. Third and Fourth Construction Season ................................................................. 17 Section 7. Attenuation ............................................................................................................ 17 Section 8. Demolition Noise .................................................................................................. 17 8.1. Demolition Noise .................................................................................................. 18 8.1.1. Old Bridge ............................................................................................................. 18 8.1.2. Detour Structure .................................................................................................... 20 8.1.3. Construction Trestle and Falsework ..................................................................... 20 Section 9. References ............................................................................................................. 21

Appendix A. Underwater Noise Source Levels ................................................................... 22 Appendix B. Layout Sheet .................................................................................................. 28

List of Figures

Figure 1. Acoustical Descriptors Associated with a Pile Driving Waveform ................................ 4

List of Tables

Table 1. Adopted Impact Pile Driving Acoustic Criteria for Fish ................................................... 6 Table 2. Distance to Various NMFS Criteria for Impact Driving of 48-inch Piles ........................ 8 Table 3. Distance to NMFS Criteria for Unattenuated Impact Pile Driving of 24-inch Steel Pipe

Piles ....................................................................................................................................... 11 Table 4. Distance to NMFS Criteria for Attenuated Impact Pile Driving of 24-inch Steel Pipe

Piles ....................................................................................................................................... 12 Table 5. Distance to NMFS Criteria for Oscillating 48-inch CIDH Piles .................................... 12 Table 6. Distances to Various NMFS Criteria for Impact Pile Driving for the Translation Beam

Supports ................................................................................................................................. 14 Table 7. Distances to Various NMFS Criteria Oscillating in 108-Inch Steel Shell Pile .............. 15 Table 8. Distances to Various NMFS Criteria for Impact Pile Driving of H-Piles for the

Falsework .............................................................................................................................. 16 Table 9. Distances to Various NMFS Criteria for Demolition of Old Bridge .............................. 19 Table 10. Distances to Various NMFS Criteria for Demolition of Detour Structure ................... 20 Table 11. Source Levels for 24-inch Steel Pipe Construction Trestle Piles ................................. 23 Table 12. Source Levels for 48-inch CISS Piles Driven on Land for the Detour Structure ......... 23 Table 13. 24-inch Steel Pile Translation Beam Supports ............................................................. 24 Table 14. H-Pile Translation Beam Supports ............................................................................... 24 Table 15. H-Piles for Falsework Structure ................................................................................... 25 Table 16. Hoe Ram Demolition Reference Levels for Old Bridge .............................................. 26 Table 17. Transmission Loss Coefficient Data ............................................................................ 27

Dr. Fine Bridge Replacement Project Hydroacoustic Assessment 1

Section 1. Introduction This project proposes to replace the physically deficient and functionally obsolete Dr. Fine Bridge and also improve the roadway just North and South of the new bridge. The new bridge will be built on the same alignment as the current or “old” bridge. In order to construct the new bridge along the existing alignment, the old bridge will be moved to the East and utilized as the detour. This detour will be demolished once the new bridge is put into service along the existing alignment. The project is expected to take 4 years to construct.

Section 2. Description of Pile Driving Activities This project will require five separate temporary structures that will be constructed over four construction seasons to complete the new bridge. The temporary structures include two construction trestles, a detour structure, a structure for the jack and slide operation, and the falsework structure. In addition to the temporary structures, gravel pads will be constructed in some locations instead of a temporary construction trestle. The gravel pad layouts will vary by construction season.

The assumptions listed below for the temporary structures are based on the construction engineer's best estimate on where the piles will be located, how the piles will be installed, how many piles will be required and type of pile that will be used. The breakdown of work by construction season is based on an estimated work schedule and may be altered during construction. The layout sheet in appendix B shows the approximate pile location for the construction trestle, detour structure and falsework. The final pile layouts will be determined by the contractor at the time of construction and the actual layouts may vary from what is shown in appendix B.

2.1. Construction Trestles Two 36 to 45-foot wide temporary construction trestles will be installed to span the mussel bed and thalweg along the southern side of the river, one upstream and one downstream of the existing bridge alignment. The upstream trestle is estimated to require sixteen 24-inch diameter steel pipe piles and the downstream trestle is estimated to require twelve 24-inch steel pipe piles.

The remainder of the Smith River will be accessed using a temporary gravel pad installed from the northwest bank. Temporary gravel pad configurations will change each year depending on the in-water construction activities to occur. The average footprint will be approximately 26,000 square feet (0.6 acre) each year. The edges of the gravel pad will be contained using either sheet piles, k-rail, or a water bladder. Additionally, there will be extensions of the gravel pad, approximately 30 feet wide, roughly perpendicular to the bridge for access to pier locations. The gravel pad will be installed and removed each year.

The trestles will be constructed during the first construction season and will be removed in the fourth construction season.


2.2. Detour Structure The detour structure will consist of the south abutment, south approach, existing relocated main span, north approach, and the north abutment. The detour structure will be supported by fourteen piers that contain two 48-inch Cast in Steel Shell (CISS) piles or two 48-inch Cast in Drilled Hole (CIDH). Each abutment will be supported by eight H-piles or 2-foot diameter CIDH piles if needed.

The south and north approaches for the detour structure will be constructed in the winter/spring prior to the first construction season. The remainder of the detour structure will be constructed during the first construction season. The detour structure will be removed during the third and fourth construction seasons.

2.3. Jack and Slide There will be a substructure system constructed to support the Jack and Slide bridge moving apparatus. This will consist of translation beams supported by the existing piers and newly constructed detour piers orientated in the direction the bridge will move. If needed, there may be an additional thirty 24-inch pipe piles or 12x58 H-piles that will be used for support once the existing piers are cut. These piles will sit on a pre-cast concrete pad or be driven in the ground to support the mid span of the translation beams.

The piles used for the jack and slide operation will be installed in the first construction season.

2.4. New Bridge Pier 2 is located on the south side of the river approximately 300 feet from the edge of water. Pier 2 is at 38 feet elevation which is well above Ordinary High Water elevation of 22.5 feet (NAVD88, North American Vertical Datum, 1988), and close to the 100-year water surface elevation of 41.95 feet. There is approximately 110 feet of soil above the bedrock at this location. Pier 2 will likely be constructed between October 15th and June 15th because it is above the Ordinary High Water Mark. Pier 3 is located on the Smith River south bank and is adjacent to the Ordinary High Water elevation and near the active river channel. The projected soil thickness is from approximately 50 to 100 feet. Pier 4 will be located in the active river channel between the middle of the channel and the north bank of the Smith River. The projected depth to bedrock is approximately from 15 to 50 feet.

Cofferdam Cofferdams provide a box to keep both soil and water out of the work area while constructing the foundations. Cofferdams will be constructed for the south and north abutments and around pier 2 and pier 3. The sheet piles for the cofferdams will most likely be installed with a vibratory hammer.


Abutment 1 and 5 Abutment 1 and 5 will be located at the south and north ends of the bridge respectively. The abutments will likely be concrete seats with steel H-piles. During the construction of Abutment 5 it may be determined that H-piles will not work due to the shallow depth of bedrock. If H-piles are not feasible, then 4-foot diameter CIDH piles may be used. The CIDH piles would be similar to the ones used for the detour supports. The nearest abutment is located beyond 30 meters from the edge of water. Underwater noise levels from the abutments piles are not expected to exceed the NMFS criteria.

Install Foundation for Piers 2, 3, 4 The foundation for each pier includes two 108-inch diameter Cast in Drilled Hole (CIDH) piles. These piles extend from just below ground level to bedrock. A 7-foot diameter rock socket will then tie the 108-inch diameter CIDH pile into the bedrock below. The CIDH pile will be oscillated to bedrock. At this time, no impact or vibratory driving is anticipated. An estimated 4 oscillation anchor piles, most likely steel H-piles, will be required at the corners of the oscillator. It is estimated the oscillation anchor piles will require 300 blows per pile. A crane mounted drill rig with a rock auger will likely be used to drill the piles from the temporary gravel work pad for pier 4 and from the bank for piers 2 and 3. A drilling bucket may be used to extract material that cannot be removed with an auger.

Install Falsework Falsework is needed to temporarily support the superstructure construction. The contractor will design the falsework for review and approval by the Structures Representative. The falsework foundation will likely be a combination of driven steel or wooden piles with concrete and/or timber pads if over land.

The falsework for the superstructure will be installed in construction season 2 and may remain in the river for two winter seasons.

Section 3. Fundamentals of Underwater Noise This section provides a brief description of the fundamentals of underwater noise. The information presented in this section is from the Caltrans Technical Guidance for Assessment of the Hydroacoustic Effects of Pile Driving on Fish (Caltrans 2015).

Sound is defined as small disturbances in a fluid from ambient conditions through which energy is transferred away from a source by progressive fluctuations of pressure (or sound waves). Sound waves are always produced by vibrating objects. As the vibrating surface moves, it compresses the molecules in the adjacent medium, creating a high-pressure region. As the object vibrates back to its original position, the molecules in contact with the vibrating surface produce a low-pressure region. These areas are known as “compressions” and “rarefactions,” respectively. In fluids (e.g.,


gases and liquids), sound waves can only be longitudinal. In solids, sound can exist as either a longitudinal or a transverse wave. The pressure fluctuations are expressed in standard units of pressure (e.g., pounds per square inch [psi], Pascals, and bars).

When a pile driving hammer strikes a pile, a vibratory motion is created that propagates through the pile and radiates a pulse into the water and the ground substrate, as well as into the air. The rise and fall of the sound pressure pulse, represented in the time domain, is referred to as the waveform. Figure 1 shows a sample pile driving waveform and the various acoustical descriptions associated with the signal.

Figure 1. Acoustical Descriptors Associated with a Pile Driving Waveform

The waveform shown in the first panel (Figure 1a) of Figure 1 presents the variation in pressure over time from a single pulse. Figure 1b shows the peak pressure for this sample pulse and the portion of the waveform from which the effective pressure is calculated. Figure 1c shows how acoustical energy accumulates over the duration of the pulse. It can be seen that the energy accumulates most rapidly at the beginning of the pulse, coinciding with the time when the peak pressure occurs. The rate of accumulation of energy varies, depending on the rise time to the peak pressure and the frequency content in the pulse. Figure 1d summarizes the equations used to calculate the descriptors.

Airborne environmental noise descriptors typically are based on human hearing. The A-scale frequency weighting network, abbreviated dBA, was developed to provide a single-number measure of a sound level in air across the human audible frequency spectrum. The A-weighting filter network has no direct application to assessing the effects of underwater pile driving noise on


fish and marine mammals. The noise descriptors that are used to assess hydroacoustic noise are based on the linear (un-weighted) frequency spectrum.

All sound levels represented in decibels are related to a reference pressure. For airborne sound, the reference pressure is 20 micro-Pascals (μPa) (threshold of hearing human). For underwater sound, the reference pressure is 1-μPa. The 1-μPa reference pressure is mathematically convenient but results in a mathematical offset of +26 dB when compared to decibels based on the 20-μPa reference pressure.

Underwater sound is typically characterized using the following noise descriptors:

Peak Sound Pressure Level: The maximum absolute value of the instantaneous sound pressure that occurs during a specified time interval, measured in dB re: 1-µPa.

Effective Root Mean Square Sound Pressure Level: A decibel measure of the square root of mean square (RMS) pressure. For pulses, the average of the squared pressures over the time that comprises that portion of the wave form containing 90 percent of the energy of the impulse in dB re: 1-µPa.

Sound Exposure Level (SEL): The integral over time of the squared pressure of a transient waveform, in dB re: 1-µPa2-sec.

Cumulative SEL: The summation of the sound energy associated with all pile strikes that occur over a given day. The cumulative SEL for pile driving can be estimated using the following equation:

SELCUMULATIVE = SELSINGLE STRIKE + 10 log (# of pile strikes)

For example, if pile driving produces a single strike SEL of 180 dB and it takes 1000 strikes to drive the pile the cumulative SEL can be calculated as follows:

SELCUMULATIVE = 180 dB+ 10 log (1000)

SELCUMULATIVE = 180 + 30

SELCUMULATIVE = 210 dB

Section 4. Methodology Assessing the hydroacoustic effects of pile driving on fish is complicated by a number of factors. These factors include the type of water body (e.g., open water versus river or stream environments, deep versus shallow water), uncertainties associated pile driving sound pressure levels, and uncertainties associated with determining the mobility and behavioral responses of the fish being evaluated.

The propagation of pile driving sound underwater is highly complex due to many factors including the fact that the river or ocean bed and the surface of the water are distinct boundaries that can


affect propagation. In addition, the pile that is driven by an impact driver generates ground vibration in the substrate which can re-radiate sound energy back into the water. (Caltrans 2015).

The practical spreading loss model was used to predict sound levels at various distances from a pile and the distance at which pile driving sound attenuates to a specific criterion level. The basic practical spreading loss model is:

Transmission Loss (dB) = F*log (D1/D2) Where:

D1 = The distance from which transmission loss is calculated

D2 = The distance at which the targeted transmission loss occurs

F = A site specific attenuation factor based on several conditions, including water depth, pile type, pile length, substrate type and other factors

Transmission Loss (TL) = The initial sound pressure level (dB) produced by a source minus the target sound pressure level. TL is the change in sound pressure between D1 and D2

The data used to estimate the transmission loss is based on information compiled from past pile driving projects with similar pile types and site characteristics. This information is summarized in the Caltrans Technical Guidance for Assessment of the Hydroacoustic Effects of Pile Driving on Fish. The peak level reported represents the worst-case maximum noise level. The RMS and single strike SELs represent noise levels from a typical pile strike. Typical pile strike levels are developed by averaging a range of data that was collected from past projects.

Section 5. Underwater Thresholds for Fish On June 12, 2008, the National Marine Fisheries Service (NMFS); U.S. Fish and Wildlife Service; the California, Oregon, and Washington Departments of Transportation; the California Department of Fish and Wildlife; and the U.S. Federal Highway Administration generally agreed in principal to interim criteria to protect fish from pile driving activities. Table 1 summarizes these criteria.

Table 1. Adopted Impact Pile Driving Acoustic Criteria for Fish

Interim Criteria for Injury Agreement in Principle

Peak 206 dB for all size of fish

Cumulative SEL 187 dB for fish size of two grams or greater 183 dB for fish size of less the two grams

Source: Fisheries Hydroacoustic Working Group. 2008

NMFS assumes that pile strikes with single strike SELs of less than 150 dB do not accumulate to cause injury. The adopted criteria listed in Table 1 are for pulse-type sounds (e.g., impact pile


driving). These criteria do not address sound from vibratory pile driving. There are no acoustic thresholds for fish that apply to the lower amplitude noise produced by vibratory pile driving.

In addition to the interim criteria for injury, NMFS has identified that 150 dBRMS should be used to determine whether pile driving operations will have a behavioral effect on fish.

Section 6. Underwater Noise Levels from Construction 6.1. Winter/Spring before First Construction Season

6.1.1. Detour Structure Construction of the south and north approach for the detour structure will begin prior to the first construction season. Abutment 1 through pier 9 will be installed for the south approach and bent 13 through abutment 16 will be installed for the north approach. The south and north approach may be constructed simultaneously.

Abutments

Steel sheet pile walls will be constructed near the abutments to reduce the height of the outboard wing walls. The closest abutment to the river is located on the north side of the river approximately 60 meters from the edge of water. The H-piles for the abutments will be installed half the length with a vibratory hammer and the remainder of the pile will be installed with an impact hammer. The abutment piles are not expected to cause exceedances of the NMFS injury criteria.

South Approach

The south approach will be supported by fourteen 48-inch CISS piles. These piles will be installed with a vibratory hammer approximately half the length and the remainder of the pile will be installed with an impact hammer. It is estimated that each pile will required 800 blows to install and one pile would be installed per day. All piles for the south approach will be installed on land. The nearest 48-inch CISS pile to the river is located at pier 9 which is approximately 24 meters from the edge of water. All other 48-inch CISS piles are located beyond 70 meters from the water's edge and are not expected to cause exceedances of the NMFS injury criteria.

Impact Driving at Pier 8 and Pier 9

Noise levels generated from pile driving at pier 8 and pier 9 will be below the 206 dB peak criteria; however, levels at pier 9 may exceed the 187 dB and 183 dB cumulative SEL injury criteria and 150 dB RMS behavioral criteria. The estimated distance to the 187 dB cumulative SEL criteria is 37 meters from the pile and the distance to the 183 dB cumulative SEL criteria is estimated to be 69 meters from the pile. Table 2 shows the estimated distances to NMFS criteria for impact pile driving on land.


Table 2. Distance to Various NMFS Criteria for Impact Driving of 48-inch Piles

Location Pile Type Distance to Water

(m)

Estimated Number of Strikes per

Day

Distance to 187 dB

Cumulative SEL

Criteria (m)

Distance to 183 dB

Cumulative SEL

Criteria (m)

Distance to 150

dB RMS Criteria

(m)

Distance to 206 dB

Peak Criteria

(m)

Pier 8 48-inch CISS 70 800 1 1 176 <10

Pier 9 48-inch CISS 24 800 37 69 586 <10

1Single Strike SELs below 150 dB do not accumulate to cause injury to fish

North Approach

There will be six 48-inch CIDH piles with rock sockets installed on the north side of the river to support the north approach structure. These piles will be oscillated to final depth. Once the steel shells are in place the rock sockets will be drilled. All piles installed during this time will be on land. The nearest 48-inch CIDH pile to the river is at bent 13 which is approximately 18 meters from the edge of water.

There is limited data available for piles installed in the water using this method of pile driving and no data available for piles on land or at the edge of water. It is difficult to estimate underwater noise levels without data from previous projects that have similar pile size and site conditions to use as source levels.

Underwater noise levels were measured during oscillation of 12-foot steel casings installed in water for the Gilmerton Bridge Replacement Project in Chesapeake Virginia1. The data collected from this project shows that oscillating piles produces continuous noise that is quieter than impact driving and vibratory driving. The RMS levels collected during this project ranged from 116 dB to 142 dB (re: 1 µPa) measured at 30 meters and the mean RMS level was 122 dB at 30 meter. Using the practical spreading loss model presented in Section 4 and the 122 dBRMS level measured at 30 meters from the Gilmerton Bridge Replacement project, 10 meter sound levels were estimated. The estimated average RMS level at 10 meters for oscillation pile driving is 129 dB. Since the 12-foot casings did not exceed the 150 dB criteria in water, it was assumed that the 48-inch casings on land would not cause an exceedance of the 150 dB harassment criteria.

6.2. First Construction Season 6.2.1. Temporary Construction Trestles

Noise levels generated from impact driving in water or near the edge of water may exceed the criteria for cumulative SEL. The upstream trestle is estimated to require four bents with four piles 1 Noise Measurements of an Oscillator System for Drilled Shafts, Prepared for Knik Arm Bridge and Toll Authority, Anchorage; Prepared by HDR Alaska, Inc., Anchorage. March 2011.


per bent. Two of the bents will be on land, one bent will be on the water's edge and one bent will be in water near the edge of the temporary gravel pad. The downstream trestle is estimated to require four bents with three piles per bent. Two of the bents will be on land, one bent will be on the water's edge and one bent will be in water near the edge of the temporary gravel pad. Piles will be installed as far as possible with a vibratory hammer, however it is anticipated that the piles will also need to be impact driven to the required final depth. It is estimated that a total of twenty-eight 24-inch diameter steel shell piles will be required for the construction trestles. Seven piles will be installed in the river and seven piles will be installed at the edge of water. Each pile will require approximately 200 blows to install and four to eight piles could be installed per day. This assessment assumes that one trestle bent will be installed per day and that the upstream and downstream trestles will constructed at separate times.

Unattenuated Impact Driving

The peak level for unattenuated impact driving of the 24-inch piles in water may reach 208 dB at 10 meters and the distance to the 206 dB peak criteria is estimated to be 14 meters from the pile. The cumulative SEL at 10 meters is estimated to be 204 dB. The distance to the 187 dB cumulative SEL criteria would be approximately 146 meters from the pile and the distance to the 183 dB cumulative SEL criteria would be approximately 270 meters from the pile.

The peak level for unattenuated impact driving of the 24-inch piles at the edge of water may reach 198 dB at 10 meters and the distance to the 206 dB peak criteria is estimated to be less than 10 meters from the pile. The cumulative SEL at 10 meters is estimated to be 202 dB. The distance to the 187 dB cumulative SEL criteria would be approximately 107 meters from the pile and the distance to the 183 dB cumulative SEL criteria would be approximately 198 meters from the pile.

There is limited data available that shows noise levels from small diameter piles driven on land away from the edge of water. To estimate source levels at these locations, the attenuation between the pile and the measurement location was estimated using the practical spreading loss model and then subtracted from a known noise level measured at a set distance for a pile driven at the water's edge.

For example, the construction trestle requires impact pile driving 24-inch steel pipe piles on land 24 meters from the edge of water. There is no data available that represents this scenario so piles driven for the Stockton Waste Water Treatment Plant (WWTP) were chosen as representative source levels. Piles for this project were driven on land at the edge of water. Underwater noise levels were collected at 10 meters and 20 meters from the pile. This is not a good representation of noise levels for a pile driven 24 meters on land, so the levels were adjusted. The practical spreading loss model was used to adjust the source levels. A sample calculation is shown below:


Transmission Loss (dB) = F*log (D1/D2)

D1 = 10 meters (reference distance from Stockton WWTP)

D2 = 34 meters (10 m reference distance + 24 m distance on land)

F = 25

TL = 25*log (10/34) = -13.3 dB

Source Levels from Stockton WWTP:

Peak = 198 dB

RMS = 183 dB

SEL = 171 dB

Adjusted Source Levels for Construction Trestle:

Peak = 198 dB - 13.3 dB = 185 dB

RMS = 182 dB - 13.3 dB = 169 dB

SEL = 171 dB - 13.3 dB = 158 dB

Typically transmission loss coefficients are larger on land than in the water; however, to simplify this calculation it was assumed that the coefficient remained constant between the pile and the measurement location in the water. For this assessment, it was assumed that transmission loss coefficient for land based piles was 25. This assumption was made because the transmission loss coefficients for piles installed at the Stockton WWTP were calculated to be 33 for the peak levels, 33 for the RMS levels and 27 for the SEL. Information about transmission loss coefficients are shown in Table 17 of Appendix A

The cumulative SEL and distance to the cumulative SEL criteria were estimated based on the adjusted source levels shown above. A sample calculation is shown below:

SELCUMULATIVE = SELSINGLE STRIKE + 10 log (# of pile strikes)

SELCUMULATIVE = 158 + 10 log (1,400) = 189.5 dB measured at 10 meters in the water

Distance 187 Cumulative SEL = Reference Distance*10^ [(SELCUMULATIVE -187)/F

F = 15 since the sound is traveling through the water

Distance 187 Cumulative SEL = 10*10^ [(189.5-187)/15] = 13.6 meters from the edge of water

13.6 meters is the distance from the edge of water to the 187 dB cumulative SEL impact zone. However, the distance that is required is the distance from the pile located 24 meters on land to the impact zone. Since the reference pile is at the edge of water, the distance from the edge of water to the 24 meter pile must be added to the distance shown above. The total distance from


the pile 24 meters on land to the 187 dB cumulative SEL isopleth is 38 meters (13.6 meters plus 24 meters).

The distances to the impact zones were calculated using the procedure shown above. The peak level for impact driving of the 24-inch piles on land 12 meters from the edge of water is estimated to be less than 190 dB. The distance to the 206 dB peak criteria is estimated to be less than 10 meters from the pile. The distance to the 187 dB cumulative SEL criteria is estimated to be 41 meters from the pile. The distance to the 183 dB cumulative SEL criteria is estimated to be 65 meters from the pile.

The peak level for impact driving of the 24-inch piles on land 24 meters from the edge of water is estimated to be less than 190 dB. The distance to the 206 dB peak criteria is estimated to be less than 10 meters from the pile. The distance to the 187 dB cumulative SEL criteria is estimated to be less than 38 meters from the pile. The distance to the 183 dB cumulative SEL criteria is estimated to be 50 meters from the pile.

Table 3 summarizes the estimated distances to NMFS criteria for impact pile driving of 24-inch steel pipe piles.

Table 3. Distance to NMFS Criteria for Unattenuated Impact Pile Driving of 24-inch Steel Pipe Piles

Distance to Water

(m)

Number of Piles per

Day

Estimated Number of Blows per

Day

Distance to 187 dB

Cumulative SEL

Criteria (m)

Distance to 183 dB

Cumulative SEL

Criteria (m)

Distance to 150

dB RMS Criteria

(m)

Distance to 206

dB Peak Criteria

(m)

In Water 7 1400 146 270 1 14

At Edge of Water 7 1400 107 198 1 <10

12 7 1400 41 65 377 <10

24 7 1400 38 50 201 <10

1Maximum distance is limited to 750 meters downstream and 650 meters upstream due to curves in river

Attenuated Impact Driving

Table 4 summarizes the estimated distances to NMFS criteria for impact pile driving of 24-inch steel pipe piles assuming 5 dB of attenuation. For the piles driven in water, the distance to the 206 dB peak criteria is estimated to be approximately 10 meters from the pile. The cumulative SEL is estimated to be 199 dB and impact zone for the 187 dB cumulative SEL criteria is estimated to be 68 meters from the pile. The impact zone for the 183 dB cumulative SEL criteria is estimated to


be 125 meters from the pile. The piles driven on land or near the water's edge cannot be attenuated and the impact zones would remain the same as shown in Table 3.

Table 4. Distance to NMFS Criteria for Attenuated Impact Pile Driving of 24-inch Steel Pipe Piles

Distance to Water

Number of Piles per

Day


Day

Distance to 187 dB

Cumulative SEL

Criteria

Distance to 183 dB

Cumulative SEL

Criteria

Distance to 150

dB RMS Criteria

Distance to 206

dB Peak Criteria

In Water 7 1400 68 125 1 <10

At Edge of Water 7 1400

Piles on Land or Near the Edge of Water Cannot be Attenuated 12 7 1400

24 7 1400

1Maximum distance is limited to 750 meters downstream and 650 meters upstream due to curves in river

6.2.2. Main Span of the Detour Structure There will be six 48-inch CIDH piles with rock sockets installed in the river to support the existing relocated main span. These piles will be oscillated to final depth. Once the steel shells are in place the rock sockets will be drilled. At this time, no impact or vibratory driving is anticipated. As shown above in the north approach section, oscillating piles produces low noise levels. Table 5 shows the estimated distance to NMFS criteria for oscillating CIDH piles.

Table 5. Distance to NMFS Criteria for Oscillating 48-inch CIDH Piles

Distance to Water Distance to 150 dB RMS Criteria (m)

In water <10

6.2.3. Jack and Slide Translation Beam Supports The translation beams for the jack and slide system will require intermediate supports between the detour structure and the existing structure. These supports will rest on concrete footings or will be driven into the ground through the temporary gravel pad. If these piles are driven, half of the pile will be installed with a vibratory hammer and the remainder will be installed with an impact hammer. If pile driving is required, it is estimated that there will be 6 piles at each location and each pile will require 600 blows to install. The piles will be driven near the existing bridge piers 11-15. Existing pier 11 and 12 are on land. The existing piers 13 through 15 are typically in the


water, but a temporary gravel berm will surround these piers during construction. The pile type has not been determined but the piles will most likely be 24-inch steel pipe piles or 12x58 H-piles.

The translation beam support piles will be installed in the active river channel through the temporary gravel pad. There is limited data available that shows noise levels from piles driven through temporary gravel pads. The Mad River Bridge project near McKinleyville, California and a bridge replacement project over the North Fork of the Payette River near Cascade, Idaho both have data for piles driven in temporary gravel pads. However, the piles driven for the Mad River project were 87-inch steel shell piles and the piles driven for the Payette River project were 36-inch closed-ended steel shell piles. Neither of these projects give a good representation of noise levels for 24-inch piles or 12x58 H-piles driven in a temporary gravel pad because the pile types are substantially different. Since representative data is not available, it is assumed that the noise levels for these piles will be similar to the levels produced from piles driven on land.


The peak level for impact driving of the 24-inch piles in the gravel pad near the water may reach 198 dB at 10 meters. The distance to the 206 dB peak criteria is estimated to be less than 10 meters from the pile. The distance to the 187 dB cumulative SEL criteria would be approximately 201 meters from the pile and the distance to the 183 dB cumulative SEL criteria would be approximately 251 meters from the pile.

The peak level for impact driving of the 24-inch piles on land 17 meters from the edge of water is estimated to be less than 190 dB at 10 meters. The peak levels would not exceed the 206 dB peak criteria for piles driven on land. The distance to the 187 dB cumulative SEL criteria would be approximately 55 meters from the pile and the distance to the 183 dB cumulative SEL criteria would be approximately 65 meters from the pile.

The peak level for impact driving of the 24-inch piles on land 63 meters from the edge of water is estimated to be less than 190 dB at 10 meters. The peak levels would not exceed the 206 dB peak criteria for piles driven on land. At this distance, the single strike SELs are estimated to be below 150 dB and will not accumulate to cause injury to fish.

Table 6 shows the distances to NMFS criteria for both 24-inch steel pipe piles and H-piles installed using an impact pile hammer.


Table 6. Distances to Various NMFS Criteria for Impact Pile Driving for the Translation Beam Supports

Pile Type Distance to Water

(m)

Number of Piles per Day


Day

Distance to 187 dB

Cumulative SEL

Criteria (m)

Distance to 183 dB

Cumulative SEL

Criteria (m)

Distance to 150 dB

RMS Criteria

(m)

Distance to 206 dB

Peak Criteria

(m)

24-inch Steel Pipe Pile

In Gravel Pad (2 m from edge of water)

6 3600 201 251 1 <10

24-inch Steel Pipe Pile 17 6 3600 55 65 277 <10

24-inch Steel Pipe Pile 63 6 3600 2 2 112 <10

12x58 H-Pile

In Gravel Pad (2 m from edge of water)

6 3600 31 38 206 <10

12x58 H-Pile 17 6 3600 2 2 57 <10

12x58 H-Pile 63 6 3600 2 2 63 <10 1 Maximum distance is limited to 750 meters downstream and 650 meters upstream due to curves in river 2 Single Strike SELs below 150 dB do not accumulate to cause injury to fish


All jack and slide support piles will be installed on land or in the temporary gravel pad. Piles on land cannot be attenuated.

6.3. Second Construction Season

6.3.1. New Structure Pier 2, Pier 3 and Pier 4

Cofferdam It is estimated that there will be ninety-three sheet piles installed for pier 2 and ninety-six sheet piles will be installed for pier 3. Some of the sheet piles for the cofferdam around pier 3 may be installed in the water. Pier 3 is located on the south side of the river. The river channel drops off quickly near pier 3 and it is assumed that if sheet piles are installed in water, the water will be greater than one foot in depth. The sheet piles will be installed with a vibratory hammer. 108-inch CIDH Piles


108-inch CIDH Piles Two CIDH piles will be installed at each pier. These piles will be installed using an oscillating pile driver. Pier 2 is located on land, pier 3 is located on the south bank of the river and pier 4 is located in the river channel. At this time, no impact or vibratory driving is anticipated.

As discussed in previous sections, there is limited data available for piles installed in the water using this method of pile driving and no data available for piles on land or at the edge of water. Due to the lack of information about piles installed on land using this method of pile driving, a conservation approach was used to assess the impacts of installing these piles at the edge of water. It is assumed that piles installed near the edge of water will produce similar sound levels as piles installed in the water. Table 7 shows the distance to the impact zones for piles installed at piers 3 and 4 using an oscillating pile driver.

Table 7. Distances to Various NMFS Criteria Oscillating in 108-Inch Steel Shell Pile

Location Distance to water

(m)

Distance to 150 dB RMS

Criteria (m)

Pier 2 78 <10

Pier 3 Edge of Water <10

Pier 4 In Water <10

6.3.2. Falsework Piles The falsework foundation will support a system of steel and timber posts, beams and joists. Falsework piles will be vibrated in half of the length and then driven to final elevation using an impact hammer. The falsework will need an estimated 78 12x58 steel H-piles and each pile will require approximately 500 blows to install. It is estimated that a maximum of eight piles will be installed per day.

Falsework piles will be installed on land and in the active river channel through the temporary gravel pad. The source levels for the falsework piles were developed using the same methodology described for the jack and slide supports.

The maximum impact zone for the falsework piles will occur during the installation of the piles on the edge of the mussel bed. There will be five piles driven in shallow water on the south bank of the river and five piles driven in water at the edge of the gravel pad. The falsework bents located on land or in the gravel pad further from the mussel bed are estimated to have smaller impact zones.

It is assumed that falsework bents will be constructed completely before moving to the next bent. The falsework piles driven on the upstream side of the gravel pad will be approximately 1.5 meters


from the edge of the water and will be louder than the piles located towards the center of the gravel pad.

Since piles at each bent are at various distances from the water, each pile has a different source level. To estimate the daily cumulative SEL, the cumulative SEL was estimated for each pile and then summed up to get the daily cumulative SEL. The estimated cumulative SEL for piles driven towards the center of the gravel pad were more than 10 dB lower than the estimated cumulative SEL for the piles nearest to the water. When adding noise levels that have a difference of 10 dB or greater, the lower level does not significantly contribute to the overall noise level. Therefore not all of the piles driven in the gravel pad for the falsework contributed to the daily cumulative SEL.


The peak level for impact driving H-piles near the edge of water may reach 190 dB at 10 meters. The distance to the 206 dB peak criteria is estimated to be less than 10 meters from the pile. The cumulative SEL at 10 meters is estimated to be 194 dB. The distance to the 187 dB cumulative SEL criteria would be approximately 29 meters from the pile and the distance to the 183 dB cumulative SEL criteria would be approximately 46 meters from the pile.

The peak level for impact driving H-piles in the gravel pad may reach 182 dB at 10 meters. The distance to the 206 dB peak criteria is estimated to be less than 10 meters from the pile. The distance to the 187 dB cumulative SEL criteria would be approximately 17 meters from the pile located 1.5 meters in the gravel pad and the distance to the 183 dB cumulative SEL criteria would be approximately 30 meters from the pile located 1.5 meters in the gravel pad.

The peak level for impact driving H-piles on land 12 meters or greater from the water's edge may reach 175 dB at 10 meters. The peak levels would not exceed the 206 dB peak criteria for piles driven on land. The single strike SELs are estimated to be below 150 dB and will not accumulate to cause injury to fish. Table 8 shows the distances to NMFS criteria for H-piles installed using an impact pile hammer.

Table 8. Distances to Various NMFS Criteria for Impact Pile Driving of H-Piles for the Falsework

Location Distance to Water

(m)

Number of Piles per Day


Day

Distance to 187 dB

Cumulative SEL

Criteria (m)

Distance to 183 dB

Cumulative SEL

Criteria (m)

Distance to 150 dB

RMS Criteria

(m)

Distance to 206 dB

Peak Criteria

(m) Near Mussel

Bed Edge of Water 5 2500 29 46 464 <10

In Gravel Pad 1.5 to 15 6 30002 17 30 208 <10

On Land 12 6 3000 1 1 52 <10 1Single Strike SELs below 150 dB do not accumulate to cause injury to fish 2Not all 3000 blows contributed to the daily cumulative SEL



All falsework piles will be installed on land or in the temporary gravel pad. Piles on land cannot be attenuated.

6.4. Third and Fourth Construction Season Construction activities that may generate underwater noise in season 3 and season 4 include demolition of the detour structure, removal of the construction trestle and removal of the falsework piles. Noise impacts from demolition and removal of the temporary structure are addressed in Section 8.

Section 7. Attenuation The amount of reduction from attenuation devices depends on numerous factors. These factors include water conditions (depth, flow, etc.), attenuation design and attenuation deployment. According to the Caltrans Technical Guidance for Assessment and Mitigation of the Hydroacoustic Effects of Pile Driving on Fish (2015), sound reductions from attenuation systems greater than 10 dB cannot be reliably predicted. Standard practice, for assessment purposes, is to assume between 5 dB and 10 dB reduction from attenuation. Since the water depth where the piles would be installed is unknown, it is difficult to predict the effectiveness of an attenuation device. For this reason, it was assumed that a maximum of 5 dB reduction could be achieved with implementation of an attenuation system for the piles that will be impact driven in water.

If a bubble curtain is used, it should be deployed inside an isolation casing. The water within the casing will be isolated from the river and will have little to no flow. This will prevent the bubbles from drifting away from the pile while the bubble curtain is in operation.

Section 8. Demolition Noise For this project the primary source of demolition noise will be caused by operation of hydraulic hammers (also known as hoe rams or hammer hoes). There is limited data that shows underwater noise impacts associated with hoe ram activities. However, there are several Caltrans projects and one Washington Department of Transportation project where underwater noise monitoring was conducted during demolition of bridge piers. This information was summarized in a technical advisory prepared by ICF for Caltrans in March 2016. This technical advisory is still in draft form, but it provides the latest available information on how to address noise impacts from demolition operations.

According to the March 2016 technical advisory, the transmission of sound energy from hoe rams are similar to the energy from impact pile driver. From an acoustic standpoint, the main difference between a hoe ram and an impact pile driver is that noise levels from hoe rams are lower than impact pile drivers but have a higher impact frequency. A typical hammer hoe with an energy


rating ranging between 1,000 ft-lbf and 6,000 ft-lbf can deliver between 320 and 1,650 blows per minute.2 A typical diesel impact pile driver can deliver between 35 and 50 blows per minute.3 This is an important because the daily cumulative SEL is dependent on the sound level and the impact frequency. While typical hoe ram operations are quieter than impact pile driving operations, the duration of demolition activities and hoe ram operation have the potential to be much longer than the duration of a pile driving operation. Even though the average source levels for a hoe ram are low, there is a potential to exceed the daily cumulative sound exposure level (SEL) criteria due to the large number of blows.

8.1. Demolition Noise Demolition activities could occur during all four construction seasons. The contractor will be required to design a bridge demolition plan for review and approval by the Caltrans Structure Representative. Demolition activities will include removal of the old bridge, removal of the temporary detour structure, removal of the falsework and removal of the construction trestle. Equipment used for the removal will likely include a crane and hoe ram.

8.1.1. Old Bridge Demolition of the existing bridge will consist of removal of the bridge deck, removal of the superstructure, removal of the piers and removal of the pile caps. There are a total of 19 foundations supporting the existing bridge: 14 concrete bents on land and 5 piers below ordinary high water mark (OHW). There are also two abutments and seismic retrofit piles on land to be removed. The 14 bents that are outside the river channel will have their concrete columns, and foundations removed.

Demolition for the on land piers may occur during winter and spring months; therefore, it is assumed that the river will be at the OHW mark during demolition activities. The nearest pier to the water is pier 17. Pier 17 is approximately 14 meters from the OHW mark.

Data collected for Caltrans during the demolition operations for the Mad River Bridge Project represents similar site conditions for piers demolished on land. Data from the Mad River Project shows there were over 11,000 blows from the hoe ram in ten hours of operation. However, the majority of the blows had single strike SELs below 150 dB, only 469 blows had single strike SELs above 150 dB.

The number of blows above 150 dB is dependent on a variety of site conditions that are unknown. Since there is limited data available a conservative approach was used and it was assumed that the cumulative SEL would be exceeded out to the estimated distance to the

2 http://www.cat.com/en_US/products/new/attachments/hammers.html# 3 http://www.hammersteel.com/delmag-diesel-pile-hammers.html


effective quiet. The levels from the Mad River Bridge Project were adjusted using the practical spreading loss model to estimate the demolition noise levels for this project.

The impact zones in Table 9 represent the maximum impact zone that could occur during demolition of the old bridge. The actual impact zones will most likely be smaller, however there is not enough research or data to evaluate demolition activities in a less conservative manner.

Table 9. Distances to Various NMFS Criteria for Demolition of Old Bridge


(m)

Distance to 187 dB

Cumulative SEL

Criteria (m)

Distance to 183 dB

Cumulative SEL

Criteria (m)

Distance to 150 dB

RMS Criteria

(m)

Distance to 206 dB

Peak Criteria

(m)

Pier 1 through Pier 10 75 to 140 1 1 109 <10

Pier 11 58 1 1 108 <10

Pier 12 through 15 In Gravel Pad 107 107 543 <10

Pier 16 10 61 61 299 <10

Pier 17 14 51 51 243 <10

Pier 18 22 44 44 177 <10

Pier 19 28 43 43 150 <10

North and South Approach Bridge

Deck >30 1 1 143 <10


The maximum noise levels for the old bridge will occur during the removal of the piers and pile caps. During demolition of the bridge deck and rails, vibrations will travel from the bridge deck into the bridge pier into the ground and then into the water. The distance vibrations will travel during demolition of the bridge decks, rails and superstructures for the north and south approach are greater than 30 meters and are not expected to exceed the NMFS criteria. The bridge deck over the river channel will be used as part of the detour structure and will be demolished with the detour structure.

The peak level during demolition of the old bridge is estimated to remain below the 206 dB peak criteria. The maximum cumulative SEL impact zone is estimated to reach the distance to the effective quiet. This estimate represents the worst case scenario for each location. The distance varies by pier location, but the largest impact zone will occur during demolition of the piers in the


gravel pads. The cumulative SEL was not estimated because the number of blows with a single strike SEL above 150 dB are unknown.

8.1.2. Detour Structure An excavator positioned on the detour bridge deck will likely be used to remove the concrete barrier railing. The bridge deck will be saw cut, and the concrete deck removed in portions with a crane. The existing steel bracing will be cut and removed. The steel girders will be cut and removed in portions with a crane positioned on the temporary gravel pad or leveled ground surface. The 4-foot diameter CISS detour piles will be cut 3 feet below native ground or below river channel mud line and removed. The detour structure will be removed during the third and fourth construction seasons.

Demolition of the concrete bridge rail is assumed to occur during the summer months when the gravel pad is in place around the detour structures piers. The nearest pier to the water when the gravel pad is in place is pier 9, which is located 24 meters from the edge of water. The bridge rail is approximately 11 meters above the ground at pier 9, so the total distance to the water from the bridge rail is estimated to be 35 meters. Table 10 shows the estimated maximum distance to the NMFS criteria. The distances for the cumulative SEL represent the distance to the effective quiet. During demolition of the bridge rail noise levels are not expected to cause exceedances of the NMFS criteria in water.

Table 10. Distances to Various NMFS Criteria for Demolition of Detour Structure


(m)

Distance to 187 dB

Cumulative SEL

Criteria (m)

Distance to 183 dB

Cumulative SEL

Criteria (m)

Distance to 150 dB

RMS Criteria

(m)

Distance to 206 dB

Peak Criteria

(m) On Bridge Deck to Demolish Railing >351 2 2 92 <10

1Represents distance vibration will be transmitted. Vibrations will travel from the bridge rail into the bridge pier into the ground and then into the water.


8.1.3. Construction Trestle and Falsework The construction trestle, falsework, temporary gravel pad material, containment systems, equipment, materials, and other temporary items will be removed and hauled from the project site. The CT and FW piles will be removed by vibration or if this is not possible cut at least 3 feet below finish grade. These structures will be removed during the third and fourth construction seasons. No impacts from demolition of the construction trestle or falsework are anticipated.


Section 9. References Caltrans 2015. Technical Guidance for Assessment of the Hydroacoustic Effects of Pile Driving

on Fish. Prepared by ICF International and Illingworth and Rodkin, Inc. November 2015. http://www.dot.ca.gov/hq/env/bio/files/bio_tech_guidance_hydroacoustic_effects_110215.pdf

Fisheries Hydroacoustic Working Group (FHWG). 2008. Memorandum: Agreement in Principle for Interim Criteria for Injury to Fish from Pile Driving Activities. http://www.dot.ca.gov/hq/env/bio/files/fhwgcriteria_agree.pdf

Illingworth & Rodkin, Inc. 2006. Russian River at Geyserville – Underwater Sound Measurements Data for Driving Permanent 48-Inch CISS Piles. Report to Caltrans District 4 (Chuck Morton), dated August 3, 2006.

HDR Alaska, Inc. 2011. Noise Measurements of an Oscillator System for Drilled Shafts, Prepared for Knik Arm Bridge and Toll Authority, Anchorage.

Caltrans 2016. Caltrans Engineering DRAFT Technical Brief Evaluation of Hydroacoustic Effects from Demolition Operations. Prepared by ICF and Caltrans March 2016.


Appendix A. Underwater Noise Source Levels


Table 11. Source Levels for 24-inch Steel Pipe Construction Trestle Piles

Pile Location

Type of Hammer

Average Drive

Length (ft)

Estimated Total Number of Piles

Piles Per Day

Estimated Strikes per Day

Data Source4

Reference Distance

for Source Data (m)5

Source Data at Reference Distance

(dB)

Distance on Land to Evaluated

Pile (m)

Adjusted Data for Evaluated Pile

(dB)

Cumulative SEL at 10

meters from the Source or Land (dB)

Transmission Loss

Coefficient

Distance to Threshold (m) Onset of Physical Injury Behavior

Peak Cumulative SEL RMS Fish≥ 2 g Fish< 2 g

Peak RMS SEL Peak RMS SEL 206 dB 187 dB 183 dB 150 dB

In Water Unattenuated Impact 25 7 7 1,400

Caltrans 2015 Table I.2-3 24" Steel Pipe Pile Northern Rail Extension/Tounge Point

10 208 188 173 0 Data not adjusted 204 15 in Water 14 146 270 6

In Water Attenuated (5 dB reduction)

Impact 25 7 7 1,400 Caltrans 2015 Table I.2-3

24" Steel Pipe Pile Northern Rail Extension/Tounge Point

10 208 188 173 0 203 185 168 199 15 in Water <10 68 125 6

Edge of Water Impact 25 7 7 1,400

Caltrans 2015 Table I.2-3 20" Steel Pipe Pile Stockton

WWTP Pipeline 10 198 182 171 0 Data not adjusted 202 15 in Water <10 107 198 6

12 m from the Edge of

Water Impact 25 7 7 1,400

Caltrans 2015 Table I.2-3 Adjusted 20" Steel Pipe Pile Stockton WWTP Pipeline

10 198 182 171 12 <190 173 162 194 15 in Water 25 on Land <10 41 65 377

24 m from the Edge of

Water Impact 25 7 7 1,400

Caltrans 2015 Table I.2-3 Adjusted 20" Steel Pipe Pile Stockton WWTP Pipeline

10 198 182 171 24 <190 169 158 189 15 in Water 25 on Land <10 38 50 201

Table 12. Source Levels for 48-inch CISS Piles Driven on Land for the Detour Structure

Pile Location

Type of Hammer

Average Drive

Length (ft)

Estimated Total

Number of Piles

Piles Per Day


Data Source

Reference Distance



(dB)


Pile (m)


(dB)



Transmission Loss

Coefficient




Pier 8 (70 m from

the Edge of Water

Impact 40 2 1 800 7 60 <190 157 147 70 Data not adjusted 8 15 in Water <10 8 8 176

Pier 9 (24 m from

the Edge of Water

Impact 40 2 1 800 7 20 191 172 162 24 Data not adjusted 191 15 in Water <10 37 69 586

4Caltrans. 2015. "Technical Guidance for Assessment and mitigation of the Hydroacoustic Effects of Pile Driving on Fish." 5The reference distance is the distance between the reference pile and the monitoring location. 6Maximum distance is limited to 750 meters downstream and 650 meters upstream due to curves in river 7Illingworth & Rodkin, Inc. 2006. Russian River at Geyserville – Underwater Sound Measurements Data for Driving Permanent 48-Inch CISS Piles. Report to Caltrans District 4 (Chuck Morton), dated August 3, 2006 8Single Strike SELs below 150 dB do not accumulate to cause injury to fish


Table 13. 24-inch Steel Pile Translation Beam Supports

Pile Location

Type of Hammer

Average Drive

Length (ft)

Estimated Total

Number of Piles

Piles Per Day


Data Source9

Reference Distance



(dB)


Pile (m)


(dB)



Transmission Loss

Coefficient




In Gravel Pad (2 m from the edge of water)

Impact 25 18 6 3600 Caltrans 2015 Table I.2-3

20" Steel Pipe Pile Stockton WWTP Pipeline

10 198 182 171 0 Data not adjusted 207 15 in Water <10 201 251 6

17 m from the Edge of Water


Adjusted 20" Steel Pipe Pile Stockton WWTP Pipeline

10 198 182 171 17 <190 171 160 196 15 in Water 25 on Land <10 55 65 277



Adjusted 20" Steel Pipe Pile Stockton WWTP Pipeline

10 198 182 171 63 <190 160 149 11 15 in Water 25 on Land <10 11 11 112

Table 14. H-Pile Translation Beam Supports

Pile Location

Type of Hammer

Average Drive

Length (ft)

Estimated Total

Number of Piles

Piles Per Day


Data Source9

Reference Distance



(dB)


Pile (m)


(dB)



Transmission Loss

Coefficient




In Gravel Pad (2 m from the edge of water)

Impact 25 18 6 3600 Caltrans 2015 Section I.4.11

H-Piles Petaluma River Bridge

13 182 168 157 0 Data not adjusted 193 15 in Water <10 31 38 206


Impact 25 6 6 3600 Caltrans 2015 Section I.4.11 Adjusted H-Piles Petaluma

River Bridge 22 175 159 147 17 173 157 145 11 15 in Water

20 on Land <10 11 11 57



River Bridge 22 175 159 147 63 166 150 138 11 15 in Water

20 on Land <10 11 11 63

9 Caltrans. 2015. "Technical Guidance for Assessment and mitigation of the Hydroacoustic Effects of Pile Driving on Fish." 10 The reference distance is the distance between the reference pile and the monitoring location. 11Single Strike SELs below 150 dB do not accumulate to cause injury to fish


Table 15. H-Piles for Falsework Structure

Pile Location

Type of Hammer

Average Drive

Length (ft)

Estimated Total

Number of Piles

Piles Per Day


Data Source12

Reference Distance



(dB)


Pile (m)


(dB)



Transmission Loss

Coefficient




Edge of Water Impact 25 10 5 2500 Caltrans 2015 Table I.2-1

12" Steel H-Piles 10 190 177 160 Data not adjusted 15 in Water <10 29 46 464

In Gravel Pad (1.5 to 15 m from the edge of water)


River Bridge 13 182 168 157 Varies 173-

182 157-168

145-157 18914 15 in Water

20 on Land <10 17 30 208


Impact 25 6 6 3000 Caltrans 2015 Section I.4.11

H-Piles Petaluma River Bridge

22 175 159 147 12 Data not adjusted 15 15 in Water 20 on Land <10 15 15 78

12Caltrans. 2015. "Technical Guidance for Assessment and mitigation of the Hydroacoustic Effects of Pile Driving on Fish." 13The reference distance is the distance between the reference pile and the monitoring location. 14Not all 3000 blows contributed to the daily cumulative SEL 15Single Strike SELs below 150 dB do not accumulate to cause injury to fish


Table 16. Hoe Ram Demolition Reference Levels for Old Bridge

Pile Location

Type of Hammer


Data Source16

Reference Distance



(dB)


Pile (m)


(dB) Cumulative SEL at 10

meters (dB)

Transmission Loss

Coefficient



Peak RMS18 SEL Peak RMS SEL 206 dB 187 dB 183 dB 150 dB

Pier 1 through Pier

10 Demolition 19

Caltrans 2016 Table 4 Demolition of Pier at Mad River on Land 15 m from the Edge of Water Measured at 27 m from

the Source

27 176 164 154 >75 166 154 144 19 15 in Water 20 on Land <10 20 20 109

Pier 11 Demolition 19 27 176 164 154 58 168 156 146 19 15 in Water 20 on Land <10 20 20 108

Pier 12 through Pier

15 Demolition 19 27 176 164 154 2 182 170 160 19 15 in Water

20 on Land <10 107 107 543





North and South

Approach Bridge Deck

Demolition 19 27 176 164 154 >3021 171 159 149 19

15 in Water 25 on

Land/Through Structure

<10 20 20 143

27 176 164 154 >3521 170 158 148 19

15 in Water 25 on

Land/Through Structure

<10 20 20 92

16Caltrans 2016. Caltrans Engineering DRAFT Technical Brief Evaluation of Hydroacoustic Effects from Demolition Operations. Prepared by ICF and Caltrans March 2016. 17The reference distance is the distance between the reference pile and the monitoring location. 18 RMS levels were not reported for the Mad River project, RMS levels were estimated using data from Washington Department of Transportation during demolition operations for the Manette Bridge Project 19 Number of strikes above 150 dB cannot be estimated. 20Single Strike SELs below 150 dB do not accumulate to cause injury to fish 21Represents distance vibration will be transmitted. Vibrations will travel from the bridge deck into the bridge pier into the ground and then into the water.


Table 17. Transmission Loss Coefficient Data

Reference22 Pile Type Represented

Water Depth (m)

Reference Distance

(m)

Peak (dB)

RMS (dB)

SEL (dB)

Calculated Transmission

Loss Coefficient for Peak Levels


Loss Coefficient for RMS Levels


Loss Coefficient for SEL Levels

Transmission Loss Coefficient used in

Assessment Represents


WWTP Pipeline

24-inch Steel Pipe On Land

10 198 182 171 33 33 27 25 on Land

24-inch Steel Pipe Pile Impact Driven Near the

Edge of Water 20 188 172 163


WWTP Pipeline

24-inch Steel Pipe On Land

10 198 182 171 33 33 27 25 on Land

24-inch Steel Pipe Pile Impact Driven >10 m

from the Edge of Water 20 188 172 163

Caltrans 2015 Table I.2-3 24" Steel Pipe Pile Northern

Rail Extension

24-inch Steel Pipe <1

10 208 180 170 27 27 27

15 in Water

24-inch Steel Pipe Piles Driven in Water

20 200 172 162

Caltrans 2015 Table I.2-3 24" Steel Pipe Pile Tounge

Point

24-inch Steel Pipe 3 to 4

10 205 188 173 23 27 37

20 198 180 162

Caltrans 2015 Table I.2-3 24" Steel Pipe Pile Rodeo

Dock

24-inch Steel Pipe 5

10 203 189 178 20 16 17

50 191 178 167

23 48-inch Steel Shell Pile On Land

24 191 172 162 49 32 32 15 in Water

20 on Land

48-inch Steel Shell Piles Driven >20 m from the

Edge of Water - 70 168 157 147

Caltrans 2015 Table I.2-3 12" H-Pile Noyo H-Pile On Land

25 174 159 149 29 24 24

15 at Edge of Water 20 On Land or in

Gravel Pad

H-piles Impact Driven on Land and Near the

Edge of Water

95 157 145 135

Caltrans 2015 Table I.2-3 12" H-Pile Noyo H-Pile 1 to 2

30 179 165 155 31 35 35

85 165 149 139

Caltrans 2015 Table I.2-3 10" H-Pile San Rafael Canal H-Pile 2

10 190 175 165 66 50 50

20 170 160 150

Caltrans 2015 Table I.2-3A H-Pile Parson Slough H-Pile 4

10 200 178 166 33 13 13

20 190 174 162

Transmission Loss Coefficient Calculation: TL=(S1-S2)/[(log(D1/D2)] Where, S1 = Near source level (dB) S2 = Far source level (dB) D1 = Near measurement site (m) D2 = Far measurement site (m)

22Caltrans. 2015. "Technical Guidance for Assessment and mitigation of the Hydroacoustic Effects of Pile Driving on Fish." 23Illingworth & Rodkin, Inc. 2006. Russian River at Geyserville – Underwater Sound Measurements Data for Driving Permanent 48-Inch CISS Piles. Report to Caltrans District 4 (Chuck Morton), dated August 3, 2006


Appendix B. Layout Sheet

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