Document Modesto_doc_c47c7ff912

CITY OF MODESTO DEL RIO WELL, TANK AND BOOSTER PUMP STATION PRELIMINARY DESIGN REPORT FINAL October 2012 ---PAGE BREAK--- October 2012 i City of Modesto Del Rio Well, Tank and Booster Pump Station PRELIMINARY DESIGN REPORT TABLE OF CONTENTS Page 1.0 1 2.0 SITE LAYOUT AND DRAINAGE 2 3.0 RESERVOIR 3 3.1 Reservoir Accessories 3 3.2 Reservoir Structural Requirements 4 4.0 BOOSTER PUMP STATION DESIGN CRITERIA 4 4.1 Pump Station Building 4 4.2 Booster Pumps 5 4.2.1 Pump Selection 5 4.2.2 Valve Selection 6 4.2.3 Flow Meters 6 4.2.4 Process Piping 7 4.2.5 Transmission Main 7 4.3 HVAC Design 7 4.3.1 Pump Room 7 4.3.2 Electrical Room 7 4.3.3 Chlorine Room 8 4.4 Chlorine Storage and Feed System 8 4.5 Well 8 5.0 PUMP STATION STRUCTURAL AND ARCHITECTURAL 9 5.1 Sound Attenuation Features 9 6.0 LANDSCAPING PLAN 10 7.0 ELECTRICAL SYSTEM CONTROLS / SCADA 11 7.1 Electrical Design Criteria 11 7.1.1 Main Switchboard Type and Capacity 12 7.1.2 MCC Type and Capacity 12 7.1.3 Electrical Design Standards 12 7.1.4 Grounding System 12 7.1.5 Standby Generator Sizing and Selection 13 7.1.6 Application of Conduit Materials and Minimum Sizes 13 7.1.7 Enclosures for Corrosive Locations 13 7.1.8 Switchboard and MCC One Line Diagrams 13 7.1.9 Conduit and Wiring schedules 14 7.2 Pump Station Control and Monitoring 14 7.2.1 SCADA Scheme 14 7.3 Security Design Criteria 14 7.3.1 Site Access and Control 14 7.3.2 CCTV System 15 7.3.3 Intrusion Detection 15 8.0 COST ESTIMATE 15 RECOMMENDATION 17 ---PAGE BREAK--- October 2012 ii LIST OF APPENDICES A - 35% Preliminary Design Drawings B - Technical Memorandum – DEL RIO TANK MATERIAL EVALUATION C - List of Specifications D - Design Data E - Geotechnical Report LIST OF TABLES Table 1 Reservoir Design Criteria 3 Table 2 Distribution System Pressure Criteria 5 Table 3 Booster Pump Selection Criteria 6 Table 4 Process Piping Design Criteria 7 Table 5 Chlorine Storage and Feed System 8 Table 6 Seismic Design Parameters 9 Table 7 Electrical Equipment Loads (Build-out) 11 Table 8 Project Cost Estimate Summary 16 Table 9 Permitting Agencies and Related Permits 18 ---PAGE BREAK--- October 2012 1 City of Modesto DEL RIO WELL, TANK AND BOOSTER PUMP STATION PRELIMINARY DESIGN REPORT 1.0 BACKGROUND In the mid 1990’s the City of Modesto acquired the former Del Este Water System, which included the Del Rio Water System. The City completed studies of the water system in 2002 and 2006. A Technical Memorandum1, dated March 30, 2010, by West Yost Associates summarizes the findings of these studies and recommends construction of two new 1,000 gallon per minute (gpm) production wells, installation of a new 0.23 Million Gallon (MG) storage tank, construction of a new 1.0 Million Gallon per Day (MGD) pump station, and construction of approximately 4,700 linear feet of new pipeline to meet existing system demands. The Del Rio Well, Tank and Booster Pump Station project will include a well, water storage tank and booster pump station to service the community of Del Rio and to help meet the recommendations of the aforementioned studies and Technical Memorandum (TM). The site is located on Ladd Road, near the intersection with St. John Road approximately one-half mile south of the Del Rio community and is located in an agricultural area. The 4.0 acre site will include a 0.25 MG tank, 2.45 MGD pump station, a 1,000 gpm production well, and a retention basin with a 1.4 ac-ft holding capacity. A 16-inch transmission main will convey water to the existing distribution system at the intersection of St. John Road and Country Club Drive. The potable water storage tank will have the following features:  0.25 MG usable capacity.  Welded steel construction.  Low profile sloped roof  55 foot diameter  Maximum height of 20 feet. A new pump building will house the well, electrical equipment, booster pumps, and a sodium hypochlorite room. In the vicinity of the pump building there will be a buried meter vault, an emergency generator with fuel tank, and a concrete pad for future GAC filters. A new MID transformer will also be located on the frontage of Ladd Road. The pump station will have the following features:  1,000 gallons per minute (gpm) production well  Firm capacity of 1700 gpm [2.45 MGD]. 1 City of Modesto’s 2010 Water System Engineer’s Report Appendix H - Del Rio TM ---PAGE BREAK--- October 2012 2  Three end suction pumps (two duty, one standby).  Space to add an additional pump at build-out. The project site will also allow for additional future improvements. The project features are discussed in more detail in the following sections of the Preliminary Design Report. 2.0 SITE LAYOUT AND DRAINAGE The project site is approximately 4.0 acres and is bounded by a Modesto Irrigation District canal on the south, agricultural and residential sites on the east, and a Union Pacific railroad on the west. The north portion of the site fronts Ladd Road. Refer to the civil site drawings in Appendix A for the project components discussed in this section. The site is currently occupied by a single family dwelling which consists of a house, garage, and out-buildings. The residence has a water well and septic system. The residence, well and septic system are to be abandoned and removed from the site. The remainder of the site mostly consists of open land with weeds and grass. The improvement will increase site runoff that will be contained in an on-site retention basin. The retention basin will be designed to contain the 50-year storm2 and the volume of the storage tank. The percolation rate at the basin site has been determined to be 0.6 gal/sq.ft. per hour by the Geotechnical Report composed by Blackburn Consulting dated August 2012. Surface runoff into Ladd Road will be reduced and limited to the entrance driveway. Rock lined drainage swales with shallow rock wells at one end will be located behind the right-of- way to collect runoff from the landscaped area north of the security fence. A drainage swale with periodic inlets will be located along the center of the site to convey surface runoff to the basin. The site will be graded to slope to the swale and basin. The inlets will be interconnected with each other and the basin with plastic piping. The storm water collection piping will be sized to also convey tank overflow/drain water and well waste water to the basin. The project site will use decorative wrought iron security fencing fronting Ladd Road. The wrought iron fencing will be placed approximately 65 feet from the right-of-way line. To deter trespassing, eight foot high “no-climb” security fencing topped with three strands of barbed- wire will be placed along the back and side property lines. A new 25-foot wide driveway on Ladd Road will provide site accessibility. The driveway will have a 20-foot wide motor operated sliding gate with a Knox box for emergency access. 2 Stanislaus County Department of Public Works Standards & Specifications 2007 Edition ---PAGE BREAK--- October 2012 3 Cement mortar lined and coated steel pipe conforming to AWWA C200 will be used for conveying potable water for all yard piping. 3.0 RESERVOIR The 0.25 MG reservoir will be built using welded steel construction in accordance with AWWA D-100. The reservoir will have an earth tone and non-reflective painted exterior and will not have any additional aesthetic treatment. The interior of the reservoir will be coated for protection from corrosion. In addition to the interior coating and exterior paint, the reservoir will be fitted with cathodic protection devices to prevent corrosion. The reservoir will be constructed ‘at grade’ with a concrete ring foundation and will have a sloped roof to encourage rain water run-off. Table 1 lists the overall design criteria of the reservoir. Table 1 Reservoir Design Criteria Item Quantity Usable Capacity, Million Gallons 0.25 Diameter of Tank, feet 55 Side-water depth, feet 15.08 Total height, feet 20.0 Construction Type AWWA D100 Welded Steel Roof Type Sloped Roof 3.1 Reservoir Accessories The reservoir will be equipped with the following accessories and appurtenances:  Fall Protection. The reservoir will have both an interior and exterior ladder; both ladders will have Saf-T-Climb rails installed for use with an anti-fall harness system. The exterior ladder will have an anti-climb cage around the ladder to prevent unauthorized access to the top of the reservoir. Near the top access hatch, the reservoir will have safety railing installed near the edge of the reservoir.  Water Quality Sampling. The reservoir will have a water sampling station provided on the exterior of the reservoir. The sampling station will be constructed of stainless steel and will contain three sampling stations to collect water at three different heights through the reservoir.  Level Control and Monitoring. The reservoir level will be controlled using a pressure transducer within the lowest part of the tank which will signal the well pump. The level ---PAGE BREAK--- October 2012 4 in the reservoir will be monitored by SCADA and the PLC via a pressure transducer that will also be located at the reservoir.  Cathodic Protection. The interior and exterior of the reservoir will be fitted with an impressed current cathodic protection to protect it from corrosion. Prior to design of the cathodic protection system, appropriate testing will be performed at the site to properly size and lay out the system so that the best level of protection will be provided.  Security. Intrusion alarms will be included at access hatches. Additionally, the reservoir level will be controlled using a combination altitude/pressure sustaining valve located in the pump building when the well is taken out of service for maintenance and the tank level is to be maintained via the distribution system 3.2 Reservoir Structural Requirements The reservoir will be constructed in accordance with the following standards:  2010 California Building Code (CBC).  AWWA D100-11. Geotechnical investigations concluded that a traditional perimeter ring footing will be adequate for soil conditions. The large site allows ample space for construction staging. The Geotechnical Report prepared for this project by Blackburn Consultants is contained in Appendix F of this PDR. Appropriate flexibility will be provided between the tank and connecting yard piping in accordance with the CBC. 4.0 BOOSTER PUMP STATION DESIGN CRITERIA 4.1 Pump Station Building The pump station building will contain the booster pumps, the new well, and electrical equipment. The pump station building will be built using CMU block construction with sound attenuation panels in the pump room and a metal truss roof system. The pump station will be approximately 40 feet wide by 50.5 feet long and will be approximately 21 feet tall. Below is a list of the major features of the pump station building:  One vertical turbine well pump.  Three horizontal end suction booster pumps with space for a fourth pump at build-out.  A bridge crane to allow operations and maintenance staff to pull booster pumps and valves from the pump room.  Calcium hypochlorite storage and feed equipment.  Security - intrusion alarms at exterior doors. ---PAGE BREAK--- October 2012 5 4.2 Booster Pumps As previously mentioned, this project is the result of recommendations of the Del Rio TM. The TM recommends the construction of a new 1,000 gpm well separately from a new 1.0 MGD (695 gpm) booster pump station and 0.25 MG tank. Combined, these two projects would provide a maximum flow of 1,695 gpm to the Del Rio water system. Because this project is combining the two recommended projects on one site, it is necessary to provide the maximum combined flow of 1,695 gpm to meet the requirements of the TM. During normal operation the well pump will fill the reservoir at a maximum rate of 1,000 gpm, controlled by a variable frequency drive and sensors in the reservoir. The booster pumps will be designed to provide a maximum flow to the system of 1,700 gpm. When the booster pumps are running at maximum flow the well will be simultaneously filling the reservoir. The tank, when full, will be drained in less than six hours (357 minutes) under maximum flow conditions. The Del Rio TM recommends an additional booster pump be installed in the pump station at build-out condition. The additional pump will deliver an additional 700 gpm of flow, increasing total delivery from the pump station to 2,400 gpm. With the well pump filling it, a full reservoir will be depleted in less than three hours (178 minutes) under maximum flow conditions. 4.2.1 Pump Selection Design criteria were selected for the pump station based on pressure requirements in the distribution system. The pumps were selected to deliver the maximum flow rate at the maximum pressure expected in the distribution system. Table 2 lists the pressure criteria used to select the pumps. Table 2 Distribution System Pressure Criteria Item Description Minimum Pressure (psi)(1) 55 Average Pressure (psi)(1) 62 Maximum Pressure(psi)(1) 70 Note: Based on pressures provided by Tom Kara 8/21/2012. Pressures taken at the intersection of St John Rd and Country Club Dr. Table 3 lists the booster pump design criteria. A general layout of the pump station is shown on sheet M01 in Appendix A. Pump curves and system curves for the pump station are included in Appendix D. ---PAGE BREAK--- October 2012 6 Table 3 Booster Pump Selection Criteria Item Description Configuration 2 duty + 1 standby(current, 1 additional duty pump at buildout) Pump Capacity(1) 850 gpm per pump Firm Capacity(1) 1,700 gpm Total Head(1) 167 feet Shutoff Head 180 feet Pump Type Horizontal End Suction Pumps Drive Variable Speed Motor Enclosure TEFC Motor hp (each pump) 60 hp Pump Efficiency 83% at Best Efficiency Point Note: Based Pump Model: Aurora Series 3800 4x5x13.5 4.2.2 Valve Selection  Standard AWWA check valves will be used to protect against reverse flow from the tank and distribution system.  When the well is out of service and the tank is being filled from the distribution system, a combination Altitude/Pressure Sustaining Valve will be used to control water height in the reservoir while maintaining system pressure. Flow through the valve will be controlled with the PLC and measured by flow through the magnetic flow meter. Singer will be the preferred supplier of the valve to match existing City equipment.  At times it will be necessary to remove the tank from service for maintenance. When this occurs, it will be necessary to isolate the tank and direct flow from the well pump to the booster pumps. Standard AWWA butterfly and gate valves will be used to isolate the various components such as the pumps, the well, and the tank. The pump station will be operated under manual control to isolate components. 4.2.3 Flow Meters The site will incorporate a magnetic flow meter of the pump station on the distribution line. The flow meter will be a totalizing flow meter that will measure flow to and from the distribution system. Additionally, a magnetic flow meter will be placed on the reservoir fill line of the well. All flow meters will be connected to the SCADA system. ---PAGE BREAK--- October 2012 7 4.2.4 Process Piping The pump station yard piping will be AWWA C200 cement mortar lined welded steel piping for above ground piping and cement mortar lined and coated piping for below grade piping. All piping will be sized to meet the velocity criteria in Table 4. An 8-inch bypass line, shown on Drawing C04 in Appendix A, will allow the City to manually operate the pump station if the reservoir is out of service. This bypass can only be used during manual operation. Table 4 Process Piping Design Criteria Item Quantity Maximum Suction Pipe Velocity 4 ft/s Maximum Discharge Pipe Velocity(1) 8 ft/s Notes: Velocity criteria may be exceeded at flow meter or at other process equipment. 4.2.5 Transmission Main A 16-inch transmission main will be constructed from the pump station along St. John Rd. to the intersection of St. John Rd and Country Club Dr. as shown on Drawings P01 through P04 in Appendix A. The transmission main will be AWWA C900 PVC DR 25. Gaskets will meet ASTM F 477 and joints will be in compliance with ASTM D 3139. 4.3 HVAC Design 4.3.1 Pump Room The heat generated within the pump room will be ventilated by one side-wall mounted exhaust fan on the south side of the pump station. The exhaust fan will operate using thermostat controls in the pump station; operating when temperatures in the pump station exceed 90 degrees Fahrenheit The exhaust fan will have a capacity of 4,500 cubic feet per minute (cfm) and will be specified to reduce exhaust noise. Intake louvers will be located on the east side of the pump station. These louvers will provide air-flow through the pump room. 4.3.2 Electrical Room The pump station electrical room will be air conditioned to maintain a maximum of 85 degrees F. A 3 ton air conditioning unit and air handling unit will be required to reduce the temperature to 85 degrees F from the heat generated by the VFDs, switchgear, well pump motor control center, and other electrical equipment used. A split system air conditioner will be used with an air handling unit inside of the pump station and a condensing unit placed at the exterior of the pump station building along the south face. ---PAGE BREAK--- October 2012 8 4.3.3 Chlorine Room The chlorine room will be ventilated by one side-wall mounted exhaust fan on the west side of the pump station. The exhaust fan will operate by thermostat control and will be interlocked with the rooms light switch to ensure a well-ventilated room upon entry. The fan will have a capacity of 3,000 cfm to meet a recommended ventilation rate of 60 air changes per hour (AC/hr). The fan will be chosen to reduce exhaust noise. A supply-side duct will pull air from near the floor, since chlorine gas is heavier than air. HVAC equipment materials will be selected to be compatible with chlorine vapor. 4.4 Chlorine Storage and Feed System A chlorine storage and feed system will be housed in the chlorine room. Calcium hypochlorite will be stored in tablet form in the room. Water will be passed over the tablets to create a chlorine solution. The solution will be pumped via vertical discharge pump inside the chlorine room to an injection point in the reservoir feed line of the well and the altitude valve to boost chlorine residual in the reservoir. The chlorine feed system will operate based on chlorine dose set-points chosen at SCADA and reservoir inflow data received from the flow meter. The feed system will be supplied with a 22 gallon medium density polyethylene solution tank that contains the chlorine mixture before it is pumped to the water reservoir. The design criteria for the chlorine storage and feed system are presented in Table 5. Table 5 Chlorine Storage and Feed System Item Quantity Chlorine Storage 75 lbs Calcium Hypochlorite tablets Chlorine Delivery Rate 0.3 – 2.0 lbs/hr. Pump Type Vertical Discharge Pumps Pump Configuration 1 Duty Pump + 1 Standby Pump Piping Double Contained CPVC Piping 4.5 Well A new 1,000 gpm well will be located within the building to provide water to the reservoir. It is anticipated that the well will be developed in December 2012 and that it will be between 400 and 600 feet deep. The well will be fitted with a vertical turbine pump to pump water from the well to the reservoir. A hatch will be located in the roof of the building to provide access to the well for maintenance purposes. ---PAGE BREAK--- October 2012 9 5.0 PUMP STATION STRUCTURAL AND ARCHITECTURAL The pump station will be constructed in accordance with the 2010 California Building Code (CBC). Geotechnical investigations have determined that a conventional spread footing and slab on grade construction will be adequate for the construction of the pump station. The building will be constructed of steel reinforced mortar filled Concrete Masonry Units (CMU) with a steel truss and metal roof. The foundation will be a conventional spread footing with a concrete slab on grade. Table 6 lists the seismic design parameters that will be used for the construction of the pump station building. Table 6 Seismic Design Parameters Item Quantity Ss, S1 – Acceleration Parameters 0.742g, 0.272g FA, FV – Site Coefficient 1.206, 1.856 SMS,sM1– Adjusted MCE* Spectral Response Acceleration Parameters 0.895 g, 0.504 g SDS,sD1– Design Spectral Acceleration Parameters 0.597 g, 0.336 g TL, Long Period Transition Period 12 s Importance Factor 1.50 Seismic Use Group IV (Essential Facility) The general aesthetics of the building will be constructed similar to other pump stations that the City has recently built. The building will be constructed of CMU block and the exterior of the building will be finished with split face block for the bottom six courses of block. The top half of the building will have a stucco finish and an additional course of split face block approximately 10’ above grade. Architectural layout and elevations are shown on drawing A01 and A02 in Appendix A. 5.1 Sound Attenuation Features The pump station will be constructed with various sound attenuation features including wall panels, fans, and louvers. Metal wall panels will be installed per ASTM C-423 on the inside walls of the pump room to reduce the noise emitted from the pump station. It is anticipated that the panels will achieve a noise reduction coefficient of .90. Exhaust fan noise comes from three main sources: the spinning of the motor and the fan blades, air traveling through the ductwork, and dirt on the vent screens and fan blades. Exhaust fan noise is measured in a unit called a sone. A higher sone rating represents a noisier fan. The pump station will be equipped with exhaust fans of the lowest sone value possible. Additionally, the ducting will be designed to reduce noise. ---PAGE BREAK--- October 2012 10 The sound caused by a louver in operation is directly proportional to the velocity of the air passing through it. By selecting louvers of proper sizes, air velocities can be controlled to limit the sound. The intake and exhaust louvers of the pump station will be sized to minimize air flow noise. 6.0 LANDSCAPING PLAN The landscape design for the Del Rio Well, Tank and Booster Pump Station will be focused primarily on screening and ease of maintenance. It will consist of all new landscape material. The plant selections will be arranged in a tiered format with low ground hugging shrubs in the foreground with smaller shrubs and finally taller screening trees for the backdrop. Plant selections will be chosen based on their proven survivability, hardiness, and ease of maintenance. The trees will be a mixture of screening conifers, evergreen broadleaf and smaller flowering deciduous broadleaf. An undulating soil berm on the east side of the project will aid in a natural aesthetic appeal. Plant selections were initially based on the species approved on previous City of Modesto tank projects and expanded to incorporate stakeholder’s comments during the public review process. Public concerns over the screening shrubs adjacent to neighbor’s horses were mitigated by substituting appropriate species. Additional measures were to pull plants further into the project site on the east property line. To provide year-round screening the initial deciduous tree selections on Ladd Road were changed to broadleaf evergreen trees to incorporate stakeholder comments. The irrigation system will be designed and adhere to applicable water conserving ordinances. The timer will have multi-station programming available. A rain/freeze/thaw shut-off switch will be installed. Quick-Coupler valves will be provided at key locations to provide water access in the landscape for maintenance purposes. ---PAGE BREAK--- October 2012 11 7.0 ELECTRICAL SYSTEM CONTROLS / SCADA 7.1 Electrical Design Criteria This section presents the power distribution requirements for the proposed Del Rio Well, Tank and Booster Pump Station including estimation of the total load associated with proposed facilities at full build-out. Also, it includes the criteria for the electrical materials and equipment to be used as a basis for the final design. A summary of the major electrical design criteria is provided here:  Main utility service for the proposed facilities shall be 480-volt.  Total new electrical connected load for the proposed facilities would be approximately 502 kilovolt-amperes (kVA) when all equipment is running (or approximately 755 amperes at 480 volts, 3 phase). However, the average electrical demand load will vary with the number of pumps running and related output.  A new service will be extended on to the site. The new location should allow access by the serving utility, Modesto Irrigation District (MID), as well as meet the site security needs. Also, the secondary of the new pad should include provisions for future secondary ties ins should a second electrical service be required.  The MID 480-volt power service entrance from the transformer to the electrical meter enclosure shall be with underground cables, to conform to their requirements. The pump motors will include ABB ACS 550, or equivalent, variable frequency drives on all pumps. The following Table 7 includes the connected electrical equipment loads and the estimated demand for the new pump station. Table 7 Electrical Equipment Loads (Build-out) New Process Load Connected Load (kVA) Demand Load (kVA) Miscellaneous Lighting, Controls, Mechanical, and Receptacles 60 60 Proposed Well Pump 250 250 Pump No. 1 64 64 Pump No. 2 64 64 Pump No. 3 64 64 Pump No. 4 64 Redundant – Standby Total 566 502 ---PAGE BREAK--- October 2012 12 7.1.1 Main Switchboard Type and Capacity The main switchboard (MSB) will be a NEMA 3R assembly located within the same yard as the MID pad mount transformer. It will contain the main service disconnect as well as the feeder to the automatic transfer switch (ATS). There will be an ATS connected for the operation and control of the standby generator. The ATS, an open transition type, should be located within the electrical room for environmental and security concerns. The initial equipment cost for either switchboard rating is very similar at the bidding time when specified manufacturers compete for supplying the products; therefore, the larger switchboard rating of 1,000 amperes should be specified because it will include ample spare capacity for any future changes. 7.1.2 MCC Type and Capacity The new MCC will be a NEMA 12 assembly with active ventilation where required. It will contain the feeder breakers, pump’s VFDs, well VFD, as well as all the miscellaneous loads. 7.1.3 Electrical Design Standards Electrical design shall duplicate the efforts of West Tank 12 and design improvement contained within Tank 13 for commonality of function and operation. Electrical design shall conform to the latest editions of the California Electrical Code and local ordinances. Where the requirements of more than one code or standard are applicable, the more restrictive shall govern. Exterior site lighting will be accomplished with the use of full cut-off LED fixtures and implement a HI-LOW scheme for control. The LOW setting will minimize errant and trespass lighting onto the adjoining neighbors by achieving lighting levels typically associated in rural environments. During periods of night time maintenance and repair work, the City will have the options to activate the HI setting to achieve illumination levels necessary to complete work. This HI setting would be of the typical illumination of what is currently installed at Tank 12 and other large municipal infrastructure facilities. 7.1.4 Grounding System An effective grounding system shall be designed to limit the maximum resistance from main service equipment to grounding electrodes to a magnitude less than 5 ohms. The minimum size of grounding electrode conductors will be No. 3/O AWG and it shall be used to connect the equipment to grounding rods. Also, the noncurrent carrying parts of all electrical equipment, devices, panel-boards, and metallic raceways shall be bonded to the grounding electrode system. ---PAGE BREAK--- October 2012 13 7.1.5 Standby Generator Sizing and Selection A standby diesel generator will be sized to provide electrical power to the entire pump station in case power is lost from the utility. The standby diesel engine generator shall be an outdoor sound attenuated packaged unit with belly tank. The generator will have the following design requirements:  Estimated Capacity. The estimated capacity of the generator will be 450 kW in order to run the entire facility.  Emission Requirements. The generator will need to meet Tier requirements as determined by the SJARB (San Joaquin Air Resources Board) during the final design. The current Tier requirement is Tier 3 for a generator this size.  Fuel Storage. The diesel storage tank will be housed in UL2085 belly tank, specified in accordance to City of Modesto Fire Prevention Department requirements. The diesel storage tank will be sized for 24 hours of operation with the gen-set at full load.  Sound Attenuation. Given that the site is located within a rural community with near residential neighbors, an attempt to control the sound will be implemented. The generator will be equipped with critical grade mufflers for the exhaust system and level 2 sound housing in order to achieve an approximate sound level of 75dB within 30 feet of the unit. 7.1.6 Application of Conduit Materials and Minimum Sizes Galvanized rigid steel conduit, flexible seal-tight conduit, polyvinyl chloride-coated rigid steel conduit, and rigid nonmetallic polyvinyl chloride conduit shall be used according to their suitable applications, in different parts of the pump station. All the related material such as couplings, connectors, and fittings shall be manufactured with same materials and process as corresponding conduit. 7.1.7 Enclosures for Corrosive Locations Electrical equipment, enclosures, and wiring materials installed outdoor or in wet or corrosive locations shall be listed as type NEMA 4X. 7.1.8 Switchboard and MCC One Line Diagrams Switchboard and MCC one line diagrams will indicate the rating or bus sizes, short circuit rating for each bus, connected motors or miscellaneous load, and size of conduit and wires (power and control) for each load. It will also show schematic and layout reference drawings. Switchboard and MCC elevations will indicate locations of feeder breakers or starters. Sheet E002 in Appendix A shows the one line drawing for the MCC. ---PAGE BREAK--- October 2012 14 7.1.9 Conduit and Wiring schedules The electrical design will include a conduit and wiring schedule with explicit information of all conduit identification and conduit sizes. Also, the wiring schedule will include data about the type of conductors, insulation, the quantity and sizes of conductors per raceway, as well as the origin and destination for each conduit section. 7.2 Pump Station Control and Monitoring A general overview of the Pump Station’s P&ID can be seen on Sheet I001 in Appendix A, which depicts the general configuration of the proposed tank and pumping station. A further level of detail can be reviewed on subsequent sheets. The new well will share common control infrastructure with the booster pumps for purposes of SCADA. 7.2.1 SCADA Scheme The SCADA for the project will consist of a HSQ RTU with radio communications to Public Works over the current licensed frequency. The SCADA RTU will also serve as the PLC for the pump station and well for automatic operation as well as monitoring. The RTU will be located within its own section in MCC line up. 7.3 Security Design Criteria This section presents the security requirements for the proposed Del Rio Well, Tank, and Booster Pump Station including a brief overview of the general systems anticipated being deployed. This shall be criteria for the electrical materials and equipment to be used as a basis for the final design. A summary of the major items are contained below. 7.3.1 Site Access and Control The site security should include a complete security fence and encompass the entire site. Access into the site shall be by motorized vehicular gate with control via HID card reader or keypad. The utility transformer and main switchboard will be located in a “sub- yard” to allow the serving utility access while keeping the balance of the site security. The “sub-yard” will have man door access into the City side for ease of access. The exact details of the configuration will be defined during the final design process with the City and MID such that all requirements are adequately satisfied. Security illumination will be accomplished with City standard light poles using LED lighting. Exterior lighting will use photocell control and occupancy sensors to adjust the main exterior lighting in a HI-LOW scheme. Under normal, unoccupied night time hours lighting levels will be reduced to 50-75% of full output. Whenever motion is detected in the vicinity of the pole the light level on the pole will increase to 100% until a delay timer reduces the levels ---PAGE BREAK--- October 2012 15 to the LO output. The other control method overrides the occupancy sensors via a switch in the control building and allows the lighting to remain at full output until switched off for long duration maintenance activities where staff doesn’t want to worry about varying lighting levels. 7.3.2 CCTV System The system shall consist of a DVR and various cameras located throughout the facility to monitor the activities throughout the facility at all times. Surveillance cameras shall be low- light type and suitable for outdoor use and located to monitor the following areas:  Main site entrance.  Tank perimeter and access ladder.  Generator.  Main entrances into control building. The system shall have the capability to record and store events for an extended period of time and future remote viewing from Internet/LAN (if available). The DVR shall also have an UPS attached to preserve operation during a utility outage while the generator comes online. 7.3.3 Intrusion Detection The system shall monitor various aspects of the site and send an alarm to SCADA and/or a monitoring company. The system shall be operated and controlled via a keypad located within the electrical room. The system shall monitor the following items within the facility:  Door contacts at all man and vehicle access doors.  Tamper alarm at tank access hatch. 8.0 COST ESTIMATE Given that the design of the pump station is still at a “preliminary” level of completion, this construction cost estimate is considered to be budget-level estimates with accuracies of -10 percent to +40 percent in accordance with the recommendations of the Association for the Advancement of Cost Engineering (AACE). The preliminary construction cost for this project is estimated at $ 4.442 million. ---PAGE BREAK--- October 2012 16 Table 8 Project Cost Estimate Summary Item Cost Pump Station $ 730,100 Reservoir $ 315,100 Civil and Site Work $ 1,010,400 Electrical and Instrumentation $ 945,000 Landscaping $ 151,500 DIRECT CONSTRUCTION COST $ 3,152,100 Contingency 20% $ 630,500 Subtotal $ 3,782,600 General Contractor Overhead, Profit & Risk 15% $ 567,400 Subtotal $ 4,350,000 Sales Tax (Applied to 35% of Direct Cost) 8.375% $ 92,400 TOTAL ESTIMATED CONSTRUCTION COST $ 4,442,400 Notes: 1 – Cost does not include property acquisition. 2 – Costs rounded to the next hundred. 2 – Cost Based on 20- Cities ENR of 9,351 August 2012 The cost estimate was prepared from the preliminary design concepts, selections of major equipment (pumps, generator, mechanical equipment, etc.), and estimates of temporary facilities required. To account for the preliminary nature of this work, we applied the following contingency factors to the construction cost estimates:  Design Contingency - 20 Percent - to account for the preliminary nature of the estimates.  General Contractor Overhead and Profit – 15 Percent – to account for overhead and profit for the Contractor. This value also includes general conditions such as mobilization, demobilization, temporary facilities, bonds, insurance, etc. ---PAGE BREAK--- October 2012 17 RECOMMENDATION In summary the development of the Del Rio Well, Tank and Booster Pump Station will conform to the 2010 Water System Engineer’s Report by assisting the City of Modesto in creating additional potable water and storage as well as providing reliable distribution system pressure. The Del Rio Well, Tank and Booster Pump Station will contain the following improvements:  0.25 MG usable capacity welded steel reservoir  Pump station building  Pump Room:  Firm capacity of 2.45 MGD  Three horizontal end suction pumps (two for duty, one backup) with room for an additional pump at build-out  1,000 gpm production well  Electrical Control Room  Chemical Room  450 kW diesel standby generator  1.4 ac-ft retention basin  Electric transformer pad  Perimeter fencing  Motor operated sliding gate with Knox Box  Yard Improvements  Security  Integrated SCADA The following table lists the agencies with permitting authority and the permits that will need to be obtained. ---PAGE BREAK--- October 2012 18 Table 9 Permitting Agencies and Related Permits Permitting Agency Permit Union Pacific Rail Road Encroachment Stanislaus County Department of Public Works Encroachment Stanislaus County Planning and Community Development Building Stanislaus County Department of Environmental Resources Well Destruction Septic Tank Destruction Modesto Regional Fire Authority Building Safety Permit ---PAGE BREAK--- October 2012 City of Modesto APPENDIX A – PRELIMINARY DESIGN DRAWINGS Drawing List: 1. Sheet G01 Cover Sheet 2. Sheet G02 General Notes 3. Sheet G03 Abbreviations 4. Sheet TC1Site Details 5. Sheet TC2 Site Details 6. Sheet TC3 City Standard Details 7. Sheet C01 Topographic and Demolition Plan 8. Sheet C02 Dimension Plan 9. Sheet C03 Grading Plan 10. Sheet C04 Utility Plan 11. Sheet P01 Ladd Road (Sta 3+00 to 5+50) & St. John Road (Sta 0+50 to 4+00) 12. Sheet P02 St. John Road Sta 4+00 to 11+00) 13. Sheet P03 St. John Road Sta 11+00 to 19+00) 14. Sheet P04 St. John Road Sta 19+00 to 27+00) 15. Sheet A01 Building Floor Plan 16. Sheet A02 Architectural Elevations 17. Sheet M01 Pump Station Mechanical Plan 18. Sheet E00 Electrical Plans 19. Sheet E001 Electrical Plans 20. Sheet E002 Electrical Plans 21. Sheet I001 Electrical Plans 22. Sheet I002 Electrical Plans 23. Sheet I003 Electrical Plans 24. Sheet I004 Electrical Plans 25. Sheet I005 Electrical Plans 26. Sheet L1 Landscape Plan ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- October 2012 City of Modesto APPENDIX B –TANK MATERIALS EVALUATION ---PAGE BREAK--- CITY OF MODESTO DEL RIO WELL, TANK AND PUMP STATION TANK MATERIAL EVALUATION FINAL October 2012 ---PAGE BREAK--- October 2012 i City of Modesto Del Rio Well, Tank and Pump Station CITY OF MODESTO DEL RIO TANK TANK MATERIAL EVALUATION TABLE OF CONTENTS Page No. 1.0 INTRODUCTION 1 2.0 EVALUATION CRITERIA 1 2.1 Capital Cost Evaluation 1 2.2 Operations and Maintenance Cost Evaluation 3 2.3 Life Cycle Cost 3 2.4 Reliability 4 3.0 WELDED STEEL TANK 4 3.1 Capital Cost 4 3.2 Operations and Maintenance Costs 5 3.3 Life Cycle Cost 6 3.4 Reliability Issues 7 4.0 PRESTRESSED CONCRETE TANK 7 4.1 Capital Cost 8 4.2 Operations and Maintenance Costs 8 4.3 Life Cycle Cost 9 4.4 Reliability 9 5.0 TANK MATERIAL EVALUATION 10 APPENDIX – Cost Proposals ---PAGE BREAK--- October 2012 ii City of Modesto Del Rio Well, Tank and Pump Station LIST OF TABLES Table 1 Operations and Maintenance Costs 3 Table 2 Welded Steel Tank Capital Costs 5 Table 3 Welded Steel Tank Operations and Maintenance Costs 6 Table 4 Welded Steel Tank Life Cycle Costs 6 Table 5 D 110 Type III Concrete Tanks Capital Cost 8 Table 6 Concrete D 110 Tank Operations and Maintenance Costs 9 Table 7 Life Cycle Cost for D 110 Type III Concrete Tank 10 Table 11 Tank Cost Analysis 11 LIST OF FIGURES Figure 1 – Del Rio Well, Tank and Pump Station Site 2 ---PAGE BREAK--- October 2012 1 City of Modesto Del Rio Well, Tank and Pump Station Del Rio Well, Tank and Pump Station TANK MATERIAL EVALUATION 1.0 INTRODUCTION The City of Modesto (City) has hired Engineering to prepare a preliminary design for the Del Rio well, tank and pump station. These facilities will provide emergency, operational, and fire flow storage for the Del Rio Community. The tank will receive water from a new on-site 1,000 gallon per minute (gpm) well, and will feed water to a new 1 million gallon per day (mgd) pump station at the tank site. The tank will hold a total usable volume of 0.25 million gallons (MG). This technical memorandum evaluates potential materials of construction for the 0.25-MG tank. Considerations include capital cost, operations and maintenance costs and reliability. Two types of tank construction will be evaluated in this report:  AWWA D 100 welded steel tank.  AWWA D 110 Type III prestressed concrete tank. It is assumed that the tank will be at-grade or partially recessed construction and the geotechnical evaluation will result in a traditional foundation design recommendation. Figure 1 shows the potential site layout for the Del Rio Well, Tank and Pump Station. This figure shows that space exists for siting multiple tank geometries with space remaining for future expansion. 2.0 EVALUATION CRITERIA This section of the report presents assumptions and evaluation criteria used for the comparison of each tank material type identified in the previous section of this memorandum. 2.1 Capital Cost Evaluation Capital cost estimates were prepared for each of the alternatives based on the conceptual design criteria presented herein. Costs are not intended to be inclusive of all project elements and should therefore not be used for project budgeting purposes. Only elements directly impacting tank material selection have been included to allow an accurate comparison to be made. Budgetary cost information was requested of and provided by suppliers for concrete and steel tanks. This information was used as a basis for capital costs presented in Sections 3 and 4. No subsurface investigations were conducted to verify geologic information. In addition, layouts are based on existing site boundary information. ---PAGE BREAK--- ---PAGE BREAK--- October 2012 3 City of Modesto Del Rio Well, Tank and Pump Station To account for the preliminary nature of this work, we applied a 10 percent design contingency to the capital cost estimates. 2.2 Operations and Maintenance Cost Evaluation Operations and maintenance costs vary among the three tank types. These costs will include cost of structural inspection, cleaning, expected structural repair, and recoating of the welded steel tanks. Table 1 lists the assumed unit costs for O&M tasks. Table 1 Operations and Maintenance Costs O&M Unit Cost Maintenance Required Steel Tank Concrete Tank Inspection / Cleaning Cost(1) $/Hr $100 X X Recoating Cost(2)(3) $/SF-Coated Surface Area $8.00 X Concrete Repair(4) $/Repair $10,000 X Notes: Cleaning and inspection cost based on inspection of the tank by a professional inspection company. Recoating costs based on recent competitive bids for stripping and recoating of steel tank with high solids epoxy. Recoating costs will include a 20% project implementation cost for design and construction management of recoating projects. Concrete repair assumes minor cosmetic and nonstructural cracking repair. Major structural repair is not assumed for this analysis. 2.3 Life Cycle Cost A life cycle analysis was performed to allow a direct comparison of both capital and O&M costs for all of the proposed alternatives. Annual and projected future costs related to O&M were adjusted to ‘present worth’ costs taking into account the ‘time value’ of money. This provides a good comparison of similar alternatives with different cash flow characteristics. For the purposes of the analysis the following criteria were used:  Discount Rate: 6 percent -The discount rate is based on historical bond rates available to most cities and municipalities.  Inflation Rate: 3 percent - Inflation rate is based on the consumer price index over the last 30 years.  Life Cycle period: 60 years – Well maintained tanks can have a useful life that can meet or exceed 60 years. Modern cathodic protection systems, coating systems, ---PAGE BREAK--- October 2012 4 City of Modesto Del Rio Well, Tank and Pump Station and modern construction methods have extended the life of steel and concrete tanks, therefore a 60-year life cycle was used. Future costs to present worth costs are calculated using the following equation: P = F * P = ‘Present worth’ Cost F = Future Cost i = Annualized interest rate n = Number of years * = Multiplied by 2.4 Reliability The analysis of each tank type or material also included a brief qualitative evaluation of reliability. If a type of tank construction offers more reliability than another, it was noted in the analysis. For the purposes of this analysis, down time for O&M procedures was determined to reduce a tank’s reliability. 3.0 WELDED STEEL TANK The City has historically used welded steel reservoirs to provide distribution system storage due to the lower initial cost compared to concrete. To estimate projected costs for a welded steel tank for the Del Rio project the following assumptions were used:  AWWA D 100. The tank will be constructed in accordance with AWWA D 100 standards. It is also assumed that the tank will include knuckle type roof and standard appurtenances, such as access hatches, vents, overflow pipe and weir, tank drain, unanchored foundation, sample nozzle, and ladders with safety climb devices.  Ring wall Foundation. It is an assumed that native soil conditions are such that a ring wall foundation can be used.  Impressed Current Cathodic Protection. It is assumed that an impressed current cathodic protection system will be used for both the underside and inside of the tank. 3.1 Capital Cost A Tank estimate was obtained from Spiess Construction Co, Inc. (SCCI) for this analysis, and is included in the Appendix. ---PAGE BREAK--- October 2012 5 City of Modesto Del Rio Well, Tank and Pump Station Table 2 Welded Steel Tank Capital Costs Item Tank Size Diameter of Tank, ft 55 Side-water depth, ft 16 Tank Wall Height, ft 20 Welded Steel Tank $ 272,400 Ring Wall Foundation(1) $ 35,000 Cathodic Protection(2) $ 7,500 Engineered Fill Under Tank $ 2,500 Subtotal of Capital Costs $ 317,400 Design Contingency(3) $ 31,740 Total Capital Cost $ 349,200 Capital Cost per Gallon of Capacity $1.40 Notes: Assumes a 3 foot deep ring wall, with a two foot width. Assumes impressed current cathodic protection system for inside and outside of the tank. Design contingency for items not identified in this level of analysis and are based on 10% of the capital cost. 3.2 Operations and Maintenance Costs It is expected that the City will have to perform annual inspection and maintenance on the tank. Based on experience with other municipalities, it is expected that an average of 16 hours of maintenance will be dedicated to the tank annually for cleaning and structural inspection. It is also assumed that every 15 years the tank will need to be recoated. Energy costs for an impressed current system were estimated at $500 per year. Table 3 lists the expected O&M costs of the welded steel tank O&M. ---PAGE BREAK--- October 2012 6 City of Modesto Del Rio Well, Tank and Pump Station Table 3 Welded Steel Tank Operations and Maintenance Costs Operations / Maintenance Item Unit Cost Amount Cost Annual Costs Inspection / Cleaning Costs $100 / hr 16 hr $ 1,600 Power costs $ 500 / year 1 year $ 500 Total Annual Costs $2,100 Recurring Costs Recoating Cost(1)(3) 8.00 / SF 14,032 SF $ 112,300 Project Implementation Costs(2) LS 1 $ 22,500 Total Recurring Costs $ 134,800 Notes: Recoating Includes costs of stripping and coating of interior and exterior of the tank. Costs rounded to nearest hundred dollars. Project Implementation Factor of 20% for design, implementation, construction management, and inspection of the recoating of the tank. Recoating was assumed every 15 years. 3.3 Life Cycle Cost Life cycle costs for the welded steel tank option include capital and O&M costs. Table 4 lists present worth costs for anticipated O&M over the life of the tank and total capital costs. Present worth O&M costs were calculated using the equations shown in Section 2.3. Table 4 Welded Steel Tank Life Cycle Costs Criteria Tank Cost(4) Capital Cost $ 349,200 Present Worth of Annual O&M Costs(1)(3) $ 58,200 Present Worth of Recoating at 15, 30, and 45 years(2)(3) $ 178,400 Total Life Cycle Cost $ 585,800 Notes: Present worth factor for annual O&M costs over 60 years: 27.675. Present worth factor for recoating costs at 15, 30 & 45 years: 0.641, 0.411, 0.264 respectively. Present worth = Future cost * present worth factor. Costs were rounded to the nearest hundred. ---PAGE BREAK--- October 2012 7 City of Modesto Del Rio Well, Tank and Pump Station 3.4 Reliability Issues It is expected that a welded steel tank will need to be recoated every 15 years. Each recoating process typically takes 6 to 10 weeks. During this time the tank would be completely out of service. The City should evaluate the reliability of the water supply system without the tank in service during these planned outages. Also during annual coating/structural inspection and cleaning, the tank is typically taken off line. If the tank cannot be taken offline, then professional divers can inspect and clean the tank without taking the tank out of service. It is fairly common for “elephant foot” type buckling to occur in earthquakes for unanchored welded steel tanks. Buckling and wall uplift frequently damage piping connected to the tank wall. The risk of earthquake damage to the steel tank wall and piping can be reduced by anchoring the tank to a foundation and by providing flexibility at piping connections. 4.0 PRESTRESSED CONCRETE TANK While welded steel tanks have always been lower in initial cost to construct than prestressed concrete tanks, life cycle cost comparisons have been much closer. With recently added competition in the prestressed concrete market, capital costs have been lowered to make costs more competitive to steel tanks. To estimate projected costs for a prestressed concrete tank the following assumptions were used:  AWWA D 110 Construction. It is assumed that the tank will be constructed to meet or exceed AWWA D 110. Due to the location of the tank in a Zone III seismic zone, it is also assumed that higher than minimum D 110 standards will be applied for added reliability. It is assumed a thicker roof, floor slab and shotcrete cover will be applied over the entire tank. No allowance for architectural features or exterior coating was provided in this analysis.  Conventional Foundation. It is assumed for this analysis that soils allow for a conventional spread footing and concrete base foundation.  Dome Roof. Dome roof construction can be a lower cost option for concrete tanks. However, dome roofs add additional height to the tank. If a lower profile is required a flat roof can be specified. Flat roofs on concrete tanks can add approximately 10% to the cost of a tank. The City may want to consider allowing for either a flat or domed roof during contract document preparation.  At-Grade Construction. Due to the area of construction, visual impacts and height restrictions will dictate the final height of the tank. Therefore, at grade construction was not used for the concrete tank. It is assumed that the foundation of a concrete tank would be lowered 3 to 5 feet below grade to meet height requirements. A budget quote from DYK/Natgun was obtained for this analysis, and is provided in the Appendix. AWWA D 110 Type III prestressed concrete tanks are constructed using a tilt up wall with vertical prestressing It is assumed that the tank will have the following design ---PAGE BREAK--- October 2012 8 City of Modesto Del Rio Well, Tank and Pump Station features: 8 to 10-inch total wall thickness, including corewall, prestressing, and shotcrete; 6- inch thick floor; 4-inch dome roof or 8-inch flat slab roof; and 18-inch wall footing. 4.1 Capital Cost The capital costs are listed in Table 5. The costs presented show both roof options. Table 5 D 110 Type III Concrete Tanks Capital Cost Item Buried Tank Flat Slab Roof Dome Roof Diameter of Tank, feet 44 44 49 Side-water depth, feet 22 22 18 Tank Wall Height, feet 23 23 20 Backfill Height Above Finished Floor, feet 24 3 5 Capital Cost $485,000 $ 445,000 $ 415,000 Excavation Cost to Lower Tank $27,200 $ 1,700 $ 3,500 Design Contingency(1) $51,220 $ 44,670 $ 41,850 Total Capital Cost $563,420 $ 491,370 $ 460,350 Capital Cost per Gallon of Capacity $2.26 $1.97 $1.84 Notes: Design Contingency based on 10% of the capital costs. 4.2 Operations and Maintenance Costs As with the steel tank alternative, some annual inspection and cleaning will be required. It is estimated that the annual tank cleaning and inspection will be the same for the concrete tank as for the welded steel tank. We have assumed some structural repairs may be required after 30 years, estimates of structural repairs vary widely, but it is expected that repairs will be minor (i.e. cosmetic cracking, grout repair and spalling), so we have assumed a cost of approximately $10,000 per repair. Recurring O&M costs for cleaning, structural inspection and repair are summarized in Table 6. ---PAGE BREAK--- October 2012 9 City of Modesto Del Rio Well, Tank and Pump Station Table 6 Concrete D 110 Tank Operations and Maintenance Costs Operations / Maintenance Unit Cost Amount Cost Annual Costs Inspection / Cleaning Costs(1)(3) $ 100 / hr 16/24 hrs $ 1,600/2,400 Total Annual Costs $ 1,600/2,400 Recurring Costs Concrete Repair(2) $10,000 / repair $ 10,000 Total Recurring Costs $ 10,000 Notes: Inspection and cleaning costs are expected to be similar to welded steel tank. Concrete repair assumes minor cosmetic and nonstructural cracking repair. Major structural repair is not assumed for this analysis. Buried tank inspection is estimated at 24 hrs. All other inspections estimated at 16 hrs. 4.3 Life Cycle Cost Life cycle costs for the concrete tank option include O&M costs. Capital cost and present worth costs of O&M are listed in Table 7. The break-even point for the partially buried concrete tank is after the second recoating of the welded steel tank, which is assumed at 30 years. The cost of the buried concrete tank exceeds the lifecycle cost of the welded steel tank, thus failing to break even. 4.4 Reliability Concrete tanks generally require much less maintenance than steel tanks due to the lack of coatings and cathodic protection systems to maintain, and therefore do not require as frequent downtime. A well constructed concrete tank will have to be taken out of service during structural repairs (expected at 30, and 45 years), and for as little as one week at a time. Professional tank diving services can perform routine tank inspections and cleanings without ever having to take the tank out of service. Concrete tanks are inherently more reliable than steel tanks due to the lower required downtime during the 60-year life cycle due to O&M activities, especially recoating. ---PAGE BREAK--- October 2012 10 City of Modesto Del Rio Well, Tank and Pump Station Table 7 Life Cycle Cost for D 110 Type III Concrete Tank Criteria Buried Tank cost Flat Roof Tank cost Domed Roof Tank Cost Capital Cost(4) $ 563,500 $ 491,400 $ 460,400 Present worth of Annual O&M Costs(1)(3)(4) $ 66,400 $ 44,300 $ 44,300 Present worth of Recurring Costs(2)(3)4) $ 6,800 $ 6,800 $ 6,800 Total Life Cycle Cost(4) $ 636,700 $ 542,500 $ 511,500 Notes: Present worth factor for annual O&M cost over 60 years: 27.675 Present worth factor for recurring repair costs at 30 & 45 years: 0.411, 0.264 respectively Present worth = Future cost * Present worth factor. Costs were rounded to the nearest hundred. Concrete tanks in general do not display similar buckling and uplift like failures seen in welded steel tank because of their inherent greater wall stiffness and weight. Type III tank use a precast wall system with a steel diaphragm. They are relatively new to the western United States. Currently information on the long term seismic exposure and performance history does not exist. This style of tank uses a somewhat similar seismic force resisting system to Type I tanks which have been in use for several decades in the western United States. The seismic cables are connected to the precast wall using layers of shotcrete. The seismic load must be transferred to the diaphragm and precast concrete wall by concrete bond. This is a more indirect load transfer mechanism that may have more risk of failure in an earthquake than a similar size Type I tank. 5.0 TANK MATERIAL EVALUATION Table 11 compares each tank evaluated for the Del Rio Tank project. This evaluation assumed that the flat roof concrete tank was preferred to the domed roof tank due to the height constraints. The following conclusions were made from the analysis: ---PAGE BREAK--- October 2012 11 City of Modesto Del Rio Well, Tank and Pump Station Table 11 Tank Cost Analysis Criteria Welded Steel Tank Buried Concrete Tank Flat Roof Concrete Tank Capital Cost $ 349,200 $ 563,500 $ 491,400 O&M Costs(1) $ 236,600 $ 73,200 $ 51,100 Total Life Cycle Cost $ 585,800 $ 636,700 $ 542,500 Reliability Less reliable due to recoating More reliable due to low frequency of tank down time More reliable due to low frequency of tank ‘down time’ Note: O&M Costs are presented as present worth values.  Welded Steel Tank Has Lower Capital Cost. The total capital cost of the welded steel tank is the lower of the alternatives. Capital cost of the steel tank is approximately $350k, while that of the above grade concrete tank is about $491k and the capital cost of a buried concrete tank is about $549k.  Concrete Tank Has Lower O&M Cost. The largest O&M cost in this analysis was for the recoating of the welded steel tank option. Concrete tanks require very little maintenance, mostly cleaning and periodic structural inspection of the tank.  Above Grade Concrete Tank Has Lower Life Cycle Cost. Above grade concrete tank options present lower life cycle costs. The life cycle cost of a welded steel tank is approximately $586k and the life cycle cost of a buried concrete tank is approximately $622k, while the life cycle cost of an above grade concrete tank is about $543k. The high cost of recoating the tank leads to a higher life cycle cost for the welded steel tank. While the above grade concrete tank is not entirely ‘maintenance free’, it is expected that the required maintenance will be significantly less than the steel tank alternative. It should be noted that even though the above grade concrete tank has a lower cost, the life cycle cost difference is less than  Concrete Tank Has Greater Reliability. Concrete tanks are not subject to the frequent recoating required for welded steel tanks. Recoating of a tank can take up ten weeks, which will require the tank to be taken out of service. In contrast concrete tanks only need to be taken out of service during minor structural repairs, which are expected to take place far into the service life of the tank and for significantly less time. Concrete tanks are also more resistant to seismic activity than the steel tank. Because aesthetics are an important consideration for this project, the profile of the different tank options should be weighed as part of the material evaluation. The profiles of ---PAGE BREAK--- October 2012 12 City of Modesto Del Rio Well, Tank and Pump Station the flat roof concrete tank and the welded steel tank are very similar; both are 20 feet tall and have similar diameters. However the buried concrete tank will have a minimal above ground profile, making it the most aesthetically pleasing option. Based on the results of the evaluation, it is recommended that a welded steel tank be selected for the Del Rio Project. The capital costs of the welded steel tank are 40% lower than those of the flat roof concrete tank and 61% lower than those of the buried concrete tank. Additionally, life cycle costs of the welded steel tank are nearly 9% lower than those of the buried concrete tank. The main advantage of a concrete tank is the ability to bury it for its aesthetic appearance. Despite the aesthetic appeal of the buried concrete tank, difficulties with inspection and repair(confined space entry), as well as the cost differentials listed above, make this option less desirable. ---PAGE BREAK--- October 2012 City of Modesto Del Rio Well, Tank and Pump Station Del Rio Well, Tank and Pump Station APPENDIX – COST PROPOSALS ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- 351 Cypress Lane El Cajon, CA 92020 Phone: [PHONE REDACTED] Fax: [PHONE REDACTED] October 9, 2012 North Star Engineering Group, Inc. Eric Boyd, P.E. 909 14th Street Modesto, CA 95354 REFERENCE: City of Modesto Del Rio Proposed Water Storage Tank Budget Letter Dear Mr. Boyd: Thank you for your interest in prestressed concrete water storage tanks. We have provided below budgeting for the Del Rio tank. The budget-estimating figures include the tank complete with a standard spread footing, 6” membrane slab, free spanning concrete dome or column supported flat slab roof tank, hatch, vent, and overflow and small piping appurtenances. If a deep foundation is required this budget may need to be re-evaluated. The figures do not include site work or additional tank appurtenances. Preliminary Tank Dimensions are as Follows:  6” membrane slab  5’ wide x 1’-6” deep spread footing (at Wall)  8”-10’ total wall thickness (Including Corewall, Prestressing, Shotcrete)  8” thick flat slab roof (option)  10” thick flat slab roof (buried  4” thick concrete dome roof (option) AWWA D110 Prestressed Concrete Tank Tank Capacity Roof Type Backfill Height Above Finish Floor Inside Diameter Side Water Depth Freeboard Tank Height Above Grade Standard Tank Estimate 0.25 MG Dome 5’ 49’ 18’ 2’ 20’ $415,000.00 0.25 MG Flat Slab 3’ 44’ 22’ 1’ 20’ $445,000.00 0.25 MG Flat Slab N/A 44’ 22’ 1’ Buried 1’ $485,000.00 ---PAGE BREAK--- If additional appurtenances are required we would recommend additional budgeting of $20,000.00 - $40,000.00 per tank. The above tank is designed and constructed in accordance with AWWA standard D110, ASCE 7-05, CBC, and National Standards. Thank you for this opportunity to be of service. Please feel free to contact me if you have any questions or if I can be of any further assistance. Sincerely, DYK INC. / NATGUN CORPORATION Divisions of DN Tanks Kevin Peacock Kevin G. Peacock Regional Manager 351 Cypress Lane El Cajon, CA 92020 Direct: [PHONE REDACTED] Email: [EMAIL REDACTED] ---PAGE BREAK--- October 2012 City of Modesto APPENDIX C – LIST OF SPECIFICATIONS ---PAGE BREAK--- October 2012 CITY OF MODESTO DEL RIO WELL, TANK AND BOOSTER PUMP STATION SPECIFICATIONS TABLE OF CONTENTS VOLUME 1 DIVISION 0 - BIDDING REQUIREMENTS CONTRACT FORMS, AND CONDITIONS OF THE CONTRACT TBD DIVISION 1 – GENERAL REQUIREMENTS TBD DIVISION 2 – SITE CONSTRUCTION 02050 BASIC SITE MATERIALS AND METHODS 02084 UTILITY STRUCTURES 02200 SITE PREPARATION 02240 DEWATERING 02260 EXCAVATION SUPPORT AND PROTECTION 02300 EARTHWORK 02312 CONTROLLED LOW STRENGTH MATERIAL 02318 TRENCHING 02620 FILTER FABRIC 02621 STABILIZATION FABRIC 02742 ASPHALTIC CONCRETE PAVING 02762 PAVEMENT MARKINGS 02772 CONCRETE CURBS, GUTTERS, AND SIDEWALKS 02810 IRRIGATION SYSTEM 02820 GATES AND AUTOMATIC OPERATORS 02821 CHAIN LINK FENCES AND GATES 02900 PLANTING 02952 PAVEMENT RESTORATION AND REHABILITATION DIVISION 3 CONCRETE 03055 EPOXY BONDING REINFORCING BARS AND ALL THREAD RODS IN CONCRETE 03071 EPOXIES 03072 EPOXY RESIN/PORTLAND CEMENT BONDING AGENT ---PAGE BREAK--- October 2012 CITY OF MODESTO DEL RIO WELL, TANK AND BOOSTER PUMP STATION SPECIFICATIONS TABLE OF CONTENTS 03102 CONCRETE FORMWORK 03150 CONCRETE ACCESSORIES 03200 CONCRETE REINFORCEMENT 03300 CAST-IN-PLACE CONCRETE 03366 TOOLED CONCRETE FINISHES 03600 GROUTS DIVISION 4 – MASONRY 04090 MASONRY ACCESSORIES 04100 MORTAR AND MASONRY GROUT 04220 CONCRETE MASONRY UNITS DIVISION 5 – METALS 05120 STRUCTURAL STEEL 05310 STEEL DECK 05500 METAL FABRICATIONS 05550 PREFABRICATED METAL ROOF TRUSSES DIVISION 6 – WOOD AND PLASTICS DIVISION 7 – THERMAL AND MOISTURE PROTECTION 07110 DAMPPROOFING 07190 WATER REPELLENTS 07214 BATT INSULATION 07220 ROOF AND DECK INSULATION 07260 VAPOR RETARDERS 07520 ROOFING UNDERLAYMENT 07600 FLASHING AND SHEET METAL 07650 SELF-ADHERED ROOF UNDERLAYMENT 07840 FIRESTOPPING 07900 JOINT SEALERS 07916 PRECAST CONCRETE JOINT SEALER ---PAGE BREAK--- October 2012 CITY OF MODESTO DEL RIO WELL, TANK AND BOOSTER PUMP STATION SPECIFICATIONS TABLE OF CONTENTS DIVISION 8 – DOORS AND WINDOWS 08110 STEEL DOORS AND FRAMES 08710 DOOR HARDWARE 08800 GLAZING DIVISION 9 – FINISHES 09250 GYPSUM BOARD 09220 PORTLAND CEMENT PLASTER 09652 RESILIENT BASE AND ACCESSORIES 09902 STEEL TANK INTERIOR AND EXTERIOR COATING 09910 PAINTS 09960 COATINGS DIVISION 10 – SPECIALTIES 10400 IDENTIFICATION DEVICES 10520 FIRE PROTECTION SPECIALTIES DIVISION 11 – EQUIPMENT 11060 ELECTRIC MOTORS 11308 VERTICAL TURBINE PUMPS 11312 HORIZONTAL END SUCTION PUMPS 11385 CHEMICAL METERING PUMPS AND ACCESSORIES DIVISION 13 – SPECIAL CONSTRUCTION 13100 CATHODIC PROTECTION 13208 WELDED STEEL TANKS 13410 BASIC MEASUREMENT AND CONTROL INSTRUMENTATION MATERIALS AND METHODS 13411 CONTROL STRATEGIES 13422 FLOW FIELD INSTRUMENTS 13423 LEVEL FIELD INSTRUMENTS 13424 PRESSURE FIELD INSTRUMENTS 13427 PANEL INSTRUMENTS ---PAGE BREAK--- October 2012 CITY OF MODESTO DEL RIO WELL, TANK AND BOOSTER PUMP STATION SPECIFICATIONS TABLE OF CONTENTS 13429 MISCELLANEOUS INSTRUMENTS AND ACCESSORIES 13442 INSTRUMENT AND CONTROL PANELS 13452 REMOTE TELEMETRY UNIT (RTU) 13453 PROGRAMMABLE LOGIC CONTROLLER (PLC) AND HUMAN MACHINE INTERACE (HMI) 13485 INSTRUMENT INDEX 13486 RTU INPUT/OUTPUT SCHEDULE AND LOCAL PLC INPUT/OUTPUT SCHEDULE DIVISION 15 – MECHANICAL 15050 BASIC MECHANICAL MATERIALS AND METHODS 15052 BASIC PIPING MATERIALS AND METHODS 15061 PIPE SUPPORTS 15062 PREFORMED CHANNEL PIPE SUPPORT SYSTEM 15075 MECHANICAL IDENTIFICATION 15082 PIPING INSULATION 15110 VALVES 15111 BALL VALVES 15112 BUTTERFLY VALVES 15114 CHECK VALVES 15115 GATE, GLOBE, AND ANGLE VALVES 15116 PLUG VALVES 15117 SPECIALTY VALVES 15119 AIR AND VACUUM RELIEF VALVES 15120 PIPING SPECIALTIES 15121 PIPE COUPLINGS 15122 FIRE HYDRANTS 15142 DISINFECTION OF DOMESTIC WATER LINES 15251 DUCTILE IRON PIPING 15252A STEEL PIPING 15255 STAINLESS STEEL PIPING AND TUBING 15260A REINFORCED CONCRETE GRAVITY PIPING 15265 PLASTIC PIPING AND TUBING ---PAGE BREAK--- October 2012 CITY OF MODESTO DEL RIO WELL, TANK AND BOOSTER PUMP STATION SPECIFICATIONS TABLE OF CONTENTS 15400 PLUMBING FIXTURES AND EQUIPMENT 15430 EMERGENCY EYE/FACE WASH AND SHOWER EQUIPMENT 15732 AIR CONDITIONING UNITS 15830 FANS 15852 LOUVERS 15855 AIR HANDLING UNITS 15936 HEATING, VENTILATING, AND AIR CONDITIONING CONTROLS 15954 HVAC SYSTEMS TESTING, ADJUSTING, AND BALANCING 15956 PIPING SYSTEMS TESTING 15958 MECHANICAL EQUIPMENT TESTING DIVISION 16 – ELECTRICAL 16050 GENERAL REQUIREMENTS FOR ELECTRICAL WORK 16060 GROUNDING AND BONDING 16075 ELECTRICAL IDENTIFICATION 16123 600 VOLT OR LESS WIRES AND CABLES 16130 CONDUITS 16133 DUCT BANKS 16134 BOXES 16140 WIRING DEVICES 16150 WIRE CONNECTIONS 16210 UTILITY COORDINATION 16222 LOW VOLTAGE MOTORS UP TO 500HP 16232 SINGLE DIESEL FUELED ENGINE GENERATOR ABOVE 200 KW 16272 DRY TYPE TRANSFORMERS 16285 TRANSIENT VOLTAGE SURGE SUPPRESSORS 16290 POWER MEASUREMENT 16305 ELECTRICAL SYSTEM STUDIES 16411 DISCONNECT SWITCHES 16412 LOW VOLTAGE MOLDED CASE CIRCUIT BREAKERS 16422 MOTOR STARTERS 16442 INDIVIDUALLY MOUNTED CIRCUIT BREAKER SWITCHBOARDS ---PAGE BREAK--- October 2012 CITY OF MODESTO DEL RIO WELL, TANK AND BOOSTER PUMP STATION SPECIFICATIONS TABLE OF CONTENTS 16444 LOW VOLTAGE MOTOR CONTROL CENTERS 16445 BRANCH CIRCUIT PANELBOARDS 16491 TRANSFER SWITCHES 16494 LOW VOLTAGE FUSES 16500 LIGHTING 16950 FIELD ELECTRICAL ACCEPTANCE TESTS ---PAGE BREAK--- October 2012 City of Modesto APPENDIX D – DESIGN DATA Pump Curves with System Curve Aurora Pump Cut Sheets ---PAGE BREAK--- Pump Data Sheet - AURORA PUMPS Company: Name: Date: 9/5/2012 Pump: Size: 4x5x13.5 Type: 3800 END SUCTION Speed: 1770 rpm speed: 1800 rpm Dia: 12.9375 in Curve: PC-187616 Impeller: 444A458 Specific Speeds: Ns: Nss: Dimensions: Suction: 5 in Discharge: 4 in Pump Limits: Temperature: 225 °F Power: Pressure: 175 psi g Eye area: Sphere size: 0.8 in Search Criteria: Flow: 850 US gpm Head: 167 ft Fluid: Water Temperature: 60 °F SG: 1 Vapor pressure: 0.2563 psi a Viscosity: 1.105 cP Atm pressure: 14.7 psi a NPSHa: Motor: Size: 60 hp Speed: 1800 Frame: 364T Standard: NEMA Enclosure: ODP Sizing criteria: Max Power on Design Curve Selected from catalog: Aurora Pumps.60 Vers: 4.2 Data Point Flow: 850 US gpm Head: 167 ft Eff: 83% Power: 42.9 hp 13.5 ft Design Curve Shutoff head: 180 ft Shutoff dP: 77.9 psi Min flow: BEP: 84% @ 957 US gpm NOL power: 52.4 hp @ 1188 US gpm Max Curve Max power: 59.9 hp @ 1250 US gpm US gpm - ft 1300 1200 1100 1000 900 800 700 600 500 400 300 0 200 25 100 50 Head - ft 1300 1200 1100 60 1000 80 900 100 800 120 700 600 140 500 160 400 180 300 200 200 220 100 84.4 12.9375 in 13.5 in 10 in 15 hp 20 hp 25 hp 30 hp 40 hp 50 hp 60 hp 40 40 50 50 60 60 65 65 70 70 75 75 78 78 80 80 81 81 82 82 84 84 Performance Evaluation: Flow Speed Head Efficiency Power US gpm rpm ft % hp ft 1020 1770 155 84 47.3 24.7 850 1770 167 83 42.9 13.5 680 1770 174 79 37.7 7.84 510 1770 179 72 32 5 340 1770 180 59 26.1 5 ---PAGE BREAK--- © 2012 Pentair Pump Group, Inc. Pump Size Discharge Suction D X Y Z CP Motor Frame C Approx. HL P.F. 1 P.F. 2 P.F. 3 P.F. 21A Steel Base No. Drip Rim Base No. 4x5x13.5  4 5 11.00 (279) 10.00 (254) 6.00 (152) 8.56 (217) 24.84 (631) 254T 24.00 (610) 1.00 (25) X 11 12 256T 25.00 (635) 1.00 (25) X 11 12 284T 27.00 (686) 1.00 (25) X 12 12 284TS 25.00 (635) 1.00 (25) X 12 12 286T 28.00 (711) 1.00 (25) X 12 12 286TS 26.00 (660) 1.00 (25) X 12 12 324T 29.00 (737) 1.00 (25) X 12 12 324TS 28.00 (711) 1.00 (25) X 12 12 326T 31.00 (787) 1.00 (25) X 12 12 326TS 29.00 (737) 1.00 (25) X 12 12 364TS 31.00 (787) 1.00 (25) X 14 16 32.63 (829) 365TS 32.00 (813) 1.00 (25) OO 15 16 404TS 34.00 (864) 1.00 (25) OO 18 21 405TS 36.00 (914) 1.00 (25) OO 18 21 444TS 41.00 (1041) 1.00 (25) OO 19 21 445T 46.00 (1168) 1.00 (25) OO 19 21 445TS 42.00 (1067) 1.00 (25) OO 19 21 447T 52.00 (1321) 1.00 (25) OO 23 23 447TS 49.00 (1245) 1.00 (25) OO 23 23 449TS 49.00 (1245) 1.00 (25) OO 23 23 5x6x7  5 6 10.00 (254) 8.50 (216) 5.81 (148) 6.25 (159) 21.28 (541) 182T 15.00 (381) 1.00 (25) X 3 6 184T 15.00 (381) 1.00 (25) X 3 6 25.39 (645) 213T 18.00 (457) 1.00 (25) X 10 11 215T 19.00 (483) 1.00 (25) X 10 11 254T 24.00 (610) 1.00 (25) XX 11 12 256T 25.00 (635) 1.00 (25) XX 11 12 284T 27.00 (686) 1.00 (25) XX 12 12 284TS 25.00 (635) 1.00 (25) XX 12 12 286T 28.00 (711) 1.00 (25) XX 12 12 286TS 26.00 (660) 1.00 (25) XX 12 12 324T 29.00 (737) 1.00 (25) XX 13 13 324TS 28.00 (711) 1.00 (25) XX 13 13 326T 31.00 (787) 1.00 (25) XX 13 13 326TS 29.00 (737) 1.00 (25) XX 13 13 364TS 31.00 (787) 1.00 (25) XX 14 16 365TS 32.00 (813) 1.00 (25) XX 14 16 NOTES: 1. Dimensions are approximate. 2. All dimensions are in inches (mm) and may vary ± 1/4 3. Conduit box is shown in approximate position. Dimensions are not specified as they vary with each motor manufacturer. 4. Not for construction purposes unless certified. 5.  Available in 250 lb./125 lb. flanges. 6. X – for 1750 RPM applications XX – for 3550 RPM applications XXX – for 1750 and 3550 RPM applications 7. HT is based on Aurora standard coupling. HT may vary from .25 to 3.25". 8. 00 – 2950 RPM operation only. AURORA MODEL 3800 PUMPS 3804 W/OPT BASE, CPLG, AND MOTOR Section 3800 Page 211A Date April, 2012 Supersedes Section 3800 Page 211A Dated March, 2012 DISCHARGE Z X D HG 1.50 (38) HA 1.50 (38) SUCTION 1.00 (25.4) HL Y CP C APPROX. HT HB 1.00 (25.4) HH DIA. HOLES. ---PAGE BREAK--- © 2012 Pentair Pump Group, Inc. Section 3800 Page 213 Date March, 2012 Supersedes Section 3800 Page 213 Dated June, 2011 AURORA MODEL 3800 PUMPS 3804 W/OPT BASE, CPLG, AND MOTOR DRIP RIM BASE BASE SIZE HA HB HE HF HG HH HK HP 4 11 x 30 11.00 (279) 30.50 (775) 15.88 (403) 29.13 (740) 3.00 (76) .88 (22) 1.50 (38) 0.69 (17) 5 11 x 36 11.00 (279) 36.50 (927) 15.88 (403) 35.13 (892) 3.00 (76) .88 (22) 1.50 (38) 0.69 (17) 6 11 x 42 11.00 (279) 42.50 (1080) 15.88 (403) 41.13 (1045) 3.00 (76) .88 (22) 1.50 (38) 0.69 (17) 8 14 x 42 14.00 (356) 42.50 (1080) 19.00 (483) 41.00 (1041) 3.00 (76) 1.00 (25) 1.50 (38) 0.75 (19) 9 14 x 48 14.00 (356) 48.50 (1232) 19.00 (483) 47.00 (1194) 3.00 (76) 1.00 (25) 1.50 (38) 0.75 (19) 10 14 x 56 14.00 (356) 56.50 (1435) 19.00 (483) 55.00 (1397) 3.00 (76) 1.00 (25) 1.50 (38) 0.75 (19) 11 18 x 46 18.00 (457) 46.50 (1181) 25.13 (638) 44.88 (1140) 4.00 (102) 1.13 (29) 2.00 (51) 0.81 (21) 12 18 x 54 18.00 (457) 54.50 (1384) 25.13 (638) 52.88 (1343) 4.00 (102) 1.13 (29) 2.00 (51) 0.81 (21) 13 18 x 64 18.00 (457) 64.50 (1638) 25.13 (638) 62.88 (1597) 4.00 (102) 1.13 (29) 2.00 (51) 0.81 (21) 16 22 x 64 22.00 (559) 64.50 (1638) 29.13 (740) 62.88 (1597) 4.50 (114) 1.13 (29) 2.00 (51) 0.81 (21) 17 22 x 74 22.00 (559) 74.50 (1892) 29.13 (740) 72.88 (1851) 4.50 (114) 1.13 (29) 2.00 (51) 0.81 (21) 22 26 x 54 26.00 (660) 54.50 (1384) 33.13 (841) 52.88 (1343) 4.50 (114) 1.13 (29) 2.00 (51) 0.81 (21) 21 26 x 72 26.00 (660) 72.50 (1842) 33.13 (841) 70.88 (1800) 4.50 (114) 1.13 (29) 2.00 (51) 0.81 (21) 23 26 x 84 26.00 (660) 84.50 (2146) 33.13 (841) 82.88 (2105) 4.50 (114) 1.13 (29) 2.00 (51) 0.81 (21) NOTES: 1. Dimensions are approximate. 2. All dimensions are in inches (mm) and may vary ± 1/4 3. Conduit box is shown in approximate position. Dimensions are not specified as they vary with each motor manufacturer. 4. Not for construction purposes unless certified. DISCHARGE SUCTION 1/2" NPT DRAINS HE HA HP HP HK HG D X Z HB HF HP HP HH DIA. HOLES. C APPROX. HT Y CP HL ---PAGE BREAK--- October 2012 City of Modesto APPENDIX E – GEOTECHNICAL REPORT ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station Modesto, California Prepared by: BLACKBURN CONSULTING 1720 G Street Modesto, CA 95354 (209) 522-6273 October 2012 Prepared for: Engineering Group 909 14th Street Modesto, CA 95354 ---PAGE BREAK--- ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station Modesto, California TABLE OF CONTENTS 1 1 1.1 1.2 Scope of 1.3 Site Description 1.4 Project Description 2 SUBSURFACE CONDITIONS 2 2.1 2.2 Ground 3 LABORATORY TEST 2 4 INFILTRATION RATES 3 5 3 5.1 2010 California Building Code (CBC) Seismic Design 5.2 Liquefaction 5.3 Seismic Settlement 6 RECOMMENDATIONS 5 6.1 Grading 6.1.1 Soil Excavatability 6.1.2 Original Ground and Subgrade 6.1.3 Fill and Compaction 6.2 Foundations 6.2.1 Booster Pump and Associated 6.2.2 Water Storage Tank 6.3 Utility 6.3.1 Trench Excavatability and 6.3.2 Backfill 6.3.3 Pipe 7 RISK MANAGEMENT 8 8 LIMITATIONS 8 FIGURES Figure 1 – Vicinity Map Figure 2 – Site Plan and Boring Location Map Figure 3 – Site Plan and Boring Location Map APPENDIX A Subsurface Exploration Boring Log Legend and Boring Logs APPENDIX B Geotechnical Laboratory Test Results ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 1 1 INTRODUCTION 1.1 Purpose Blackburn Consulting (BCI) prepared this Geotechnical Report for the Del Rio Water Tank and Pump Station project in Modesto, California. This report contains surface and subsurface condition descriptions, and geotechnical design/construction recommendations. This report is intended for Engineering Group (NSE), the design team, and the City of Modesto to use during design and construction. This report shall not be used or relied upon by others, or for different locations and/or projects without the written consent of BCI. 1.2 Scope of Services To prepare this report, BCI: 1. Reviewed available geologic maps of the site. 2. Discussed the project with Jeff Black and Eric Boyd of NSE. 3. Drilled, logged and sampled eight exploratory borings to depths ranging from 13½ to 61½ feet on July 19, 2012. 4. Performed laboratory tests on representative soil samples from the exploratory borings. 5. Performed geotechnical engineering calculations and analysis to develop our recommendations. 1.3 Site Description The site is approximately 4.5 acres and is located south of Ladd Road, in Modesto, California. The site plan is shown on Figure 2. An abandoned Union Pacific Railroad line is located along the west side of the property and an MID canal is along the south side. The site is relatively flat with approximate elevations from 106 to 107 feet above mean sea level (MSL). An existing single family house is located at the northeast corner of the site. There are also three barn structures just south of the house. The remainder of the site consists mainly of an open field with seasonal grass and weeds. 1.4 Project Description Based on our discussions with NSE, proposed improvements consist of the following: • One 250,000 gallon potable steel water storage tank, 20 ft high by 55 ft diameter, founded on a shallow ring foundation with 90 kip load empty and 2,325 kip load filled with water, • A booster pump station founded on a shallow mat foundation, • ½ mile of 16” diameter transmission line along St. John Road, • An on-site drainage basin. ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 2 2 SUBSURFACE CONDITIONS BCI observed eight exploratory borings to depths of 13½ to 61½ ft on July 19, 2012 to characterize the subsurface conditions at the site. The approximate locations of the exploratory borings are shown on Figure 2 and 3. Below, we summarize the subsurface conditions encountered in the exploratory borings. More detailed information is shown on the boring logs in Appendix A. 2.1 Soil In the near surface soil (upper 20 ft), we encountered loose to very dense silty sand to about 8 ft, and loose to medium dense poorly graded sand to about 13 to 20 ft below the ground surface (bgs). Underlying the near surface sand layers, we encountered a hard elastic silt with sand from about 38 to 48 ft, a hard sandy silt between 48 and 51 ft, a very dense silty sand between 51 and 54 ft, a dense clayey sand between 54 and 58 ft, and a dense to very dense poorly graded sand with clay layer to the depths explored. 2.2 Ground Water We encountered free ground water at 40 ft below the ground surface in Boring 1 during our subsurface exploration on July 19, 2012. The California Department of Water Resources website indicates a ground water level of approximately 44 ft bgs on November 2011 in the site vicinity. The ground water level is highly dependent on irrigation practices, rainfall, and seasonal changes. Ground water is not expected to detrimentally impact the proposed project design or construction. 3 LABORATORY TEST RESULTS BCI performed laboratory tests on some of the soil samples obtained from the exploratory borings to classify the soil and obtain parameters for analysis. Tests included: • Moisture Content and Unit Weight • Grain Size Analysis • Atterberg Limits • Triaxial Compression BCI performed laboratory tests in conformance with current ASTM and/or Caltrans test procedures. We present the laboratory test results in Appendix B. ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 3 4 INFILTRATION RATES Based on the planned detention basin depth of 10 feet, infiltration at the site will primarily be into fine to medium grained, loose to medium dense poorly graded sand. Based on the soil types that we logged and sampled and the web soil survey (http://websoilsurvey.nrcs.usda.gov/app/), we would expect infiltration rates of 1.98 to 5.95 inches per hour. BCI completed constant head tests in uncased boreholes to determine the infiltration rates. We used an infiltration test method and calculations based on the US Bureau of Reclamation field manual for gravity testing1. We followed the general test method as follows: • Drilled an 8-inch diameter hole to test depth. • Developed (cleaned) the borehole with water and a bailer (using water fed into the hole). • Placed a layer of coarse gravel at the bottom of the hole (minimum of 6 inches), and set a water feed pipe and an observation pipe (each 2-inch in diameter). • Saturated the bottom of the hole with approximately 50 gallons or more of water. • Provided a metered supply of water into the feed pipe until a minimum of three successive measurements of the water level, taken at 5-minute intervals, were within 0.2 feet of each other. The water flow rate was adjusted to obtain a stabilized water level within the hole. The test water height within the hole was a minimum of 5 times the borehole diameter to reduce influence from the bottom of the hole. Our field tests show generally high infiltration rates1 (approximately 1.92 to 4.73 inches per hour) for the poorly graded sands at proposed facility depth. This is likely partially due to the difficulty in completely saturating sandy soils during testing. Therefore, we recommend a design infiltration rate of 1 in/hr for this project. An infiltration rate of 1 inch per hour corresponds to 0.6 gallons per ft2 per hour. We recommend you consider the above rates as approximate and use an appropriate safety factor in design. Due to the alluvial nature of the soils underlying the sites, there can be significant lateral and vertical variation in soil type and infiltration rates. Further evaluation of soil profiles and infiltration rates may be necessary for final design. 5 SEISMICITY Based on the California Geologic Survey earthquake fault zone map, the project is located in an area of low seismic activity. The map indicates that no known faults cross the site, therefore ground rupture and/or fault creep are/is not expected to occur at the site. However, some degree of ground motion resulting from seismic activity in the region is expected. 1 United States Bureau of Reclamation, 1998, Engineering Geology Field Manual, Second Edition, Vol. 2 ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 4 The California Geological Survey, Probabilistic Seismic Hazards Mapping Ground Motion Page (www.conservation.ca.gov) indicates a maximum peak horizontal ground acceleration (PGA) on the order of 0.24g for a seismic event with a 10% probability of exceedance in 50 years (design basis earthquake). 5.1 2010 California Building Code (CBC) Seismic Design Parameters Based on our exploratory borings, we provide the California Building Code (CBC) design parameters below. Table 1 shows the 2010 California Building Code and ASCE 7-05 seismic design parameters for the site. BCI determined the values using a site latitude of N37.732004º and longitude of W121.003971° with the Earthquake Ground Motion Parameters - Version 5.1.0 developed by the United States Geological Survey. Table 1: Seismic Design Parameters Site Class D Ss – Acceleration Parameter 0.742 g S1 – Acceleration Parameter 0.272 g Fa – Site Coefficient 1.206 Fv – Site Coefficient 1.856 SMS – Adjusted MCE* Spectral Response Acceleration Parameter 0.895 g SM1 – Adjusted MCE* Spectral Response Acceleration Parameter 0.504 g SDS – Design Spectral Acceleration Parameter 0.597 g SD1 – Design Spectral Acceleration Parameter 0.336 g TL – Long-Period Transition Period** 12 * Maximum Considered Earthquake Figure 22-15, ASCE 7-05 5.2 Liquefaction Potential Liquefaction can occur when loose to medium dense, granular, saturated soils (generally within 50 ft of the surface) are subjected to ground shaking. Our subsurface exploration indicates that the site is underlain by medium dense to dense sands and very stiff to hard silts. Current ground water levels at the site are approximately 40 ft bgs. Based on the subsurface soil and groundwater conditions, we consider the potential for detrimental liquefaction to be very low to nonexistent. 5.3 Seismic Settlement Potential During a seismic event, ground shaking can cause seismic settlement of relatively loose granular soil above the water table, which can result in settlement of the ground surface. ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 5 BCI evaluated potential seismic settlement of the native medium dense to dense sand above the groundwater level using the Tokimatsu and Seed (1987) method outlined in “Geotechnical Earthquake Engineering Handbook”, Robert W. Day, 2002. Using this method and a PGA of 0.24g, our analysis indicates that seismic settlement of the native sand above the groundwater table would be negligible. 6 RECOMMENDATIONS 6.1 Grading Where referenced in this report, use the most current ASTM D 1557 test methods to determine relative compaction and optimum moisture. Compacted soil should not be considered suitable (even if it meets relative compaction requirements) if it is unstable and pumps or flexes excessively under construction equipment loads, as determined by BCI. 6.1.1 Soil Excavatability Based on the conditions observed in our subsurface explorations and our experience, the on-site soil should be excavatable with typical grading equipment such as scrapers, dozers, backhoes and excavators. 6.1.2 Original Ground and Subgrade Preparation Clear the site to remove vegetation, concrete, debris, abandoned utilities, soft or unstable areas, and other deleterious materials. Process and compact the exposed subgrade, cut, and fill areas as follows: 1. Scarify the exposed soil to a depth of 8 inches. 2. Moisture condition subgrade soil to within 2% of optimum moisture content and compact it to at least 90% relative compaction. Increase the minimum relative compaction to 93% in portions of fill deeper than 10 feet and upper 6 inches of pavement subgrade. 6.1.3 Fill and Compaction The on-site soil may be used as fill provided it is free of debris and visible concentrations of vegetation, and has a maximum particle size of 2 inches. Imported fill must meet the following requirements: • No concentrations of organics, debris, and other deleterious materials. • Maximum particle size of 2 inches. • Expansion index less than 20, per ASTM D4829. • Contain at least 25% passing the No. 4 Sieve and at least15% fines passing the No. 200 Sieve; Caltrans Class 2 aggregate base is considered acceptable and does not need to meet these gradation requirements. ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 6 Place and compact fill as follows: 1. Place fill in loose lifts no thicker than 8 inches prior to compaction. 2. Moisture condition fills to within 2% of optimum moisture content. 3. Compact fill to at least 90% relative compaction. Compact fill deeper than 10 feet below finish grade, the upper 6 inches of pavement subgrade to at least 93% relative compaction. Compact pavement aggregate base to at least 93% relative compaction. 6.2 Foundations The following footing dimensions are considered minimum recommendations based on the soil conditions at the site. The structural engineering should design the foundation dimensions based on the anticipated loads. 6.2.1 Booster Pump and Associated Building Building Building footings should be a minimum 18 inches wide and extend a minimum 24 inches below the lowest adjacent finished grade. Use an allowable bearing capacity of 1,000 psf to design the footings. This value may be increased by one-third if wind and/or seismic loads are included. For the above allowable bearing capacity, we estimate total settlement < ½” and differential settlement < To resist lateral movement, use a coefficient of friction of 0.37 and a passive earth pressure of 195 psf per foot of depth. Clean footing excavations of debris and loose soil prior to placing concrete. Slope the ground surface away from footings a minimum of 2% for a distance of 5 feet to prevent ponding of water next to the footings. Booster Pump Provided the mat foundation is designed to evenly distribute the load to the underlying soil, a subgrade modulus (kS) of 10 k/ft3 may be used for design. The subgrade modulus (KS) is equal to the load applied to the underlying soil in thousand pounds per square foot (ksf) divided by the induced settlement in feet. Two inches of immediate (elastic) settlement is typically acceptable for mat foundations. However, the designer should determine the magnitude of acceptable total and differential settlement. We estimate that differential settlement across the mat foundations will be equal to or less than half of the total settlement. The subgrade modulus may be increased by one-third if wind and/or seismic loads are included. The above subgrade modulus must include the weight of the contents, equipment, structure and foundation. To resist lateral movement, use a coefficient of friction of 0.37 and passive earth pressure of 195 psf per foot of embedment depth. ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 7 6.2.2 Water Storage Tank We understand the water tank walls will be supported on a perimeter ring foundation and the tank bottom will be founded on a layer of crushed rock or compacted aggregate base. The perimeter ring footing should be a minimum 18 inches wide and extend a minimum 24 inches below the lowest adjacent finished grade. Use an allowable bearing capacity of 1,000 psf to design the ring footing. This value may be increased by one-third if wind and/or seismic loads are included. For the indicated tank loads, we estimate that settlement will be nominal during construction with total settlement on order of ½” to 1” at the edge and 1” to 1½” at the center when the tank is filled. We do not anticipate detrimental long-term settlement. To resist lateral movement, use a coefficient of friction of 0.37 and a passive earth pressure of 195 psf per foot of depth. Clean footing excavations of debris and loose soil prior to placing concrete. Slope the ground surface away from footings at a minimum of 2% for a distance of 5 feet to prevent ponding of water next to the footings. 6.3 Utility Trenches 6.3.1 Trench Excavatability and Stability Based on our subsurface exploration and experience, the near surface sands and silts should be excavatable using conventional trenching equipment such as backhoes and excavators. Due to the presence of loose silty sands in the upper 10 ft of the alignment; trench walls will require shoring to prevent caving during construction. For planning and preliminary design, anticipate OSHA sloping requirements for Type C materials. The contractor is responsible for the safety of all temporary excavations and should provide excavation sloping and shoring in accordance with current Cal OSHA requirements. 6.3.2 Backfill On-site soil may be used for trench backfill provided it contains no rock fragments larger than 3” in maximum dimension and is free of concentrations of debris and vegetation. Import fill must meet the requirements in Section 6.1.3. Place trench backfill in maximum 8” lifts, moisture condition to within 2% of optimum and compact to a minimum 90% relative compaction. Compact portions of fill deeper than 10 feet and within the upper 6 inches of pavement subgrade to at least 95% relative compaction. We may allow a loose lift thickness of up to 18 inches for the first lift over the pipe if required by the manufacturer. Jetting is not acceptable for compaction. Compaction should be based on ASTM D 1557 test method. ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 8 6.3.3 Pipe Bedding Support the pipe on granular bedding, consistent with the provisions of the current City of Modesto standard specifications. Native soils will contain a significant amount of fines (passing #200 sieve) in the upper ten feet, and will likely not meet the City of Modesto specifications for use as bedding material. 7 RISK MANAGEMENT Our experience and that of our profession clearly indicates that the risks of costly design, construction, and maintenance problems can be significantly lowered by retaining the geotechnical engineer of record to provide additional services during design and construction. For this project, BCI should be retained as the Geotechnical Engineer of Record to: • Review and provide comments on the civil plans and specifications prior to construction. • Monitor construction to check and document our report assumptions. At a minimum, BCI should monitor grading, and foundation excavations. • Update this report if design changes occur, 2 years or more lapse between this report and construction, and/or site conditions have changed. If BCI is not retained to perform the above applicable services, we are not responsible for any other party’s interpretation of our report, and subsequent addendums, letters, and discussions. 8 LIMITATIONS BCI performed services in accordance with generally accepted geotechnical engineering principles and practices currently used in this area. Where referenced, we used ASTM or Caltrans standards as a general (not strict) guideline only. We do not warranty our services. BCI based this report on the current site conditions. We assumed the soil and ground water conditions are representative of the subsurface conditions on the site. Actual conditions between explorations could be different. Our scope did not include evaluation of on-site hazardous materials. Logs of our exploratory borings are presented in Appendix A. The lines designating the interface between soil types are approximate. The transition between soil types may be abrupt or gradual. Our recommendations are based on the final logs, which represent our interpretation of the field logs and general knowledge of the site and geological conditions. Modern design and construction are complex, with many regulatory sources/restrictions, involved parties, construction alternatives, etc. It is common to experience changes and delays. The owner should set aside a reasonable contingency fund based on complexities and cost estimates to cover changes and delays. ---PAGE BREAK--- File: 2342.1 October 2012 Figure 1 VICINITY MAP Del Rio Water Tank Pump Station Modesto, California 1720 G Street Modesto, CA 95354 Phone (209) 522 6273 Fax (209) 522 6274 www.blackburnconsulting.com Project Location Z:\Active Projects\2342.1-Del Rio Pump Station\CAD Drawings\2342.1-vicinity map.dwg, 10/12/2012 11:00:23 AM, DWG To PDF.pc3 ---PAGE BREAK--- Site Plan and Boring Location Map Figure 2 October 2012 File: 2342.1 Del Rio Water Tank and Pump Station Modesto, California 1720 G Street Modesto, CA 95354 Phone (209) 522-6273 Fax (209) 522-6274 www.blackburnconsulting.com Electronic media for plan view provided by Engineering 2012. Legend Approximate Boring Locations B1 B4 B2 B3 B8 B5 B6 Z:\Active Projects\2342.1-Del Rio Pump Station\CAD Drawings\2342.1-site plan.dwg, 10/12/2012 10:58:54 AM, DWG To PDF.pc3 ---PAGE BREAK--- Site Plan and Boring Location Map Figure 3 October 2012 File: 2342.1 Del Rio Water Tank and Pump Station Modesto, California 1720 G Street Modesto, CA 95354 Phone (209) 522-6273 Fax (209) 522-6274 www.blackburnconsulting.com Electronic media for plan view provided by Engineering 2012. Legend Approximate Boring Locations B8 B8 B7 Country Club Drive St. John Road Z:\Active Projects\2342.1-Del Rio Pump Station\CAD Drawings\2342.1-site plan.dwg, 10/12/2012 10:59:04 AM, DWG To PDF.pc3 ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 APPENDIX A Subsurface Exploration Boring Log Legend and Boring Logs ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 SUBSURFACE EXPLORATION Taber Drilling performed eight explorations with a CME 55 track mounted drill rig using 8-inch O.D. hollow-stem augers and 4-inch O.D. solid stem augers. At various intervals, Taber Drilling obtained relatively undisturbed soil samples using Modified California Samplers, equipped with 2.4-inch I.D. brass liners. The samplers were driven into the ground by the force of a 140-pound hammer falling approximately 30 inches. BCI assumed a hammer energy transfer ratio of 60% in the absence of recent hammer calibration data. BCI’s geologist Aaron Wood supervised the sampling and logged the borings. We sealed the Modified California Sampler liners with plastic caps. We delivered the soil samples to our laboratory for testing. ---PAGE BREAK--- BORING LOG / TEST PIT LEGEND AND SOIL DESCRIPTIONS 1720 G Street Modesto, CA 95354 Phone: (209) 522-6273 Fax: (209) 522-6274 www.blackburnconsulting.com UNIFIED SOIL CLASSIFICATION (ASTM D 2487-06) MATERIAL TYPES GROUP SYMBOL CRITERIA FOR ASSIGNING SOIL GROUP NAMES SOIL GROUP NAMES PI PLOTS BELOW LINE LL (oven dried)<0.75/LL (not dried) FINES CLASSIFY AS ML OR MH FINES CLASSIFY AS CL OR CH FINES CLASSIFY AS CL OR CH FINES CLASSIFY AS ML OR MH COARSE- GRAINED SOILS >50% RETAINED ON NO. 200 SIEVE FINE- GRAINED SOILS >50% PASSING NO. 200 SIEVE GRAVELS >50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE SANDS <50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE SILTS AND CLAYS LIQUID LIMIT <50 SILTS AND CLAYS LIQUID LIMIT >50 CLEAN GRAVELS FINES GRAVELS WITH FINES >12% FINES CLEAN SANDS FINES SANDS WITH FINES >12% FINES INORGANIC INORGANIC ORGANIC ORGANIC HIGHLY ORGANIC SOILS PRIMARILY ORGANIC MATTER, DARK COLOR, ORGANIC ODOR Cu > 4 AND 1 < Cc < 3 Cu < 4 AND/OR 1 > Cc > 3 Cu > 6 AND 1 < Cc < 3 Cu < 6 AND/OR 1 > Cc > 3 PI PLOTS ON OR ABOVE LINE LL (oven dried)<0.75/LL (not dried) GW GP GM GC SW SP SM SC CL ML OL CH MH OH PT POORLY-GRADED GRAVEL WELL-GRADED GRAVEL SILTY GRAVEL CLAYEY GRAVEL WELL-GRADED SAND POORLY-GRADED SAND SILTY SAND CLAYEY SAND LEAN CLAY SILT ORGANIC CLAY OR SILT FAT CLAY ELASTIC SILT PEAT ORGANIC CLAY OR SILT Auger or backhoe cuttings SAMPLE TYPES ADDITIONAL TESTS - Consolidation - Compaction Curve - Corrosivity Testing - Consolidated Undrained Triaxial - Direct Shear - Expansion Index - Permeability - Partical Size Analysis - Plasticity Index - Pocket Penetrometer - R-Value - Sand Equivalent - Specific Gravity - Shrinkage Limit - Swell Potential - Pocket Torvane Shear Test - Unconfined Compression - Unconsolidated Undrained Triaxial CL-ML PLASTICITY CHART ML or OL MH or OH LINE 10 0 40 4 7 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) NOTE: Cu=D /D Cc=(D ) / D xD 60 10 30 10 60 2 BLOW COUNT The number of blows of a 140-lb. hammer falling 30-inches required to drive the sampler the last 12-inches of an 18-inch drive. The notation 50/0.4 indicates 4-inches of penetration achieved in 50 blows. Shelby tube Standard Penetration (SPT) Modified California Rock core GROUND WATER LEVELS Water level at time of drilling Later water level after drilling LINE 20 30 40 60 70 80 90 100 110 50 10 0 20 30 50 60 16 CL or OL CH or OH For classification of fine-grained soils and fine-grained fraction of coarse-grained soils. Equation of "A"-line Horizontal at PI=4 to LL=25.5, then PI=0.73 (LL - 20) Equation of "U"-line Vertical at LL=16 to PI=7, then PI=0.9 (LL - 8) C CP CR CU DS EI P PA PI PP R SE SG SL SW TV UC UU GRAPHIC SYMBOL Bulk Sample Z:\Users\AutoCAD\Boring Test Pit Legend with Graphics.dwg, 9/8/2011 9:22:16 AM, DWG To PDF.pc3 ---PAGE BREAK--- SILTY SAND (SM); very loose; yellowish brown; moist; mostly medium to fine SAND. Poorly graded SAND (SP); medium dense; light yellowish brown; moist; trace fine GRAVEL; mostly medium to fine SAND. SILTY SAND (SM); very dense; yellowish brown; moist; mostly medium to fine SAND. Poorly graded SAND (SP); dense; light yellowish brown; moist; mostly medium to fine SAND. 100 100 100 100 100 1 2 3 4 5 9 2 3 2 3 4 7 10 13 22 32 6 18 21 111 95 AFTER DRILLING (DATE) DURING DRILLING 40.0 ft SURFACE ELEVATION DRILLING METHOD Hollow-Stem Auger DRILL RIG CME 55 SPT HAMMER TYPE Auto-hammer 140 lb BOREHOLE BACKFILL AND COMPLETION Grout GROUNDWATER READINGS BEGIN DATE 7-19-12 COMPLETION DATE 7-19-12 LOGGED BY AGW BOREHOLE LOCATION (Lat/Long or North/East and Datum) HOLE ID B1 DRILLING CONTRACTOR Taber HAMMER EFFICIENCY, ERi SAMPLER TYPE(S) AND SIZE(S) (ID) Cal Mod TOTAL DEPTH OF BORING 61.5 ft BOREHOLE DIAMETER 8 in BOREHOLE LOCATION (Offset, Station, Line) . Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B1 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D (continued) SHEET 1 of 3 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 5 17 54 39 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ---PAGE BREAK--- Poorly graded SAND (SP) (continued). Poorly graded SAND with SILT (SP-SM); medium dense; light yellowish brown; moist; mostly medium to fine SAND. Elastic SILT with SAND (MH); hard; olive gray; moist; few fine SAND. SANDY SILT (ML); hard; olive gray; moist; little fine SAND. SILTY SAND (SM); very dense; olive gray; moist; mostly fine SAND. CLAYEY SAND (SC); dense; olive gray; moist; mostly fine SAND. 100 100 100 100 100 100 6 7 8 9 10 11 3 8 28 Groundwater at 40 feet 76% Fines 58% Fines 13 18 20 9 14 17 8 16 15 6 12 25 18 50/3" 17 25 50 101 111 93 PP = +4.5 PP = +4.5 PP = +4.5 Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B1 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D (continued) SHEET 2 of 3 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 38 31 31 37 50/3 75 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 ---PAGE BREAK--- CLAYEY SAND (SC) (continued). Poorly graded SAND with CLAY (SP-SC); dense to very dense; yellowish brown; moist; mostly coarse to fine SAND. Bottom of borehole at 61.5 ft bgs This Boring Record was developed in accordance with the Caltrans Soil & Rock Logging, Classification, and Presentation Manual (June 2007) except as noted on the Soil or Rock Legend or below. 100 100 12 13 34 16 47% Fines 7 13 24 12 23 32 88 119 Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B1 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D SHEET 3 of 3 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 37 55 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 ---PAGE BREAK--- SILTY SAND (SM); very loose to loose; yellowish brown; moist; mostly medium to fine SAND. Poorly graded SAND (SP); medium dense; yellowish brown; moist; mostly medium to fine SAND. Trace fine GRAVEL. Bottom of borehole at 13.5 ft bgs This Boring Record was developed in accordance with the Caltrans Soil & Rock Logging, Classification, and Presentation Manual (June 2007) except as noted on the Soil or Rock Legend or below. 100 100 1 2 4 3 5 4 3 8 11 97 AFTER DRILLING (DATE) DURING DRILLING SURFACE ELEVATION DRILLING METHOD Hollow-Stem Auger DRILL RIG CME 55 SPT HAMMER TYPE Auto-hammer 140 lb BOREHOLE BACKFILL AND COMPLETION GROUNDWATER READINGS BEGIN DATE 7-19-12 COMPLETION DATE 7-19-12 LOGGED BY AGW BOREHOLE LOCATION (Lat/Long or North/East and Datum) HOLE ID B2 DRILLING CONTRACTOR Taber HAMMER EFFICIENCY, ERi SAMPLER TYPE(S) AND SIZE(S) (ID) Cal Mod TOTAL DEPTH OF BORING 13.5 ft BOREHOLE DIAMETER 8 in BOREHOLE LOCATION (Offset, Station, Line) . Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B2 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D SHEET 1 of 1 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 9 19 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ---PAGE BREAK--- SILTY SAND (SM); very loose to loose; yellowish brown; moist; mostly medium to fine SAND. Poorly graded SAND (SP); medium dense; yellowish brown; moist; mostly medium to fine SAND. Bottom of borehole at 13.5 ft bgs This Boring Record was developed in accordance with the Caltrans Soil & Rock Logging, Classification, and Presentation Manual (June 2007) except as noted on the Soil or Rock Legend or below. 100 100 1 2 4 4 6 5 3 7 9 106 AFTER DRILLING (DATE) DURING DRILLING SURFACE ELEVATION DRILLING METHOD Hollow-Stem Auger DRILL RIG CME 55 SPT HAMMER TYPE Auto-hammer 140 lb BOREHOLE BACKFILL AND COMPLETION GROUNDWATER READINGS BEGIN DATE 7-19-12 COMPLETION DATE 7-19-12 LOGGED BY AGW BOREHOLE LOCATION (Lat/Long or North/East and Datum) HOLE ID B3 DRILLING CONTRACTOR Taber HAMMER EFFICIENCY, ERi SAMPLER TYPE(S) AND SIZE(S) (ID) Cal Mod TOTAL DEPTH OF BORING 13.5 ft BOREHOLE DIAMETER 8 in BOREHOLE LOCATION (Offset, Station, Line) . Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B3 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D SHEET 1 of 1 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 11 16 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ---PAGE BREAK--- SILTY SAND (SM); very loose; yellowish brown; moist; mostly medium to fine SAND. Poorly graded SAND (SP); loose to medium dense; yellowish brown; moist; mostly medium to fine SAND. SILTY SAND (SM); medium dense; brown; moist; mostly medium to fine SAND. SANDY SILT (ML); hard; olive gray; moist; some fine SAND. Poorly graded SAND (SP); medium dense; yellowish brown; moist; mostly medium to fine SAND. 100 100 100 100 1 2 3 4 8 2 6 20% Fines 2 2 2 5 5 8 11 14 18 10 15 18 109 98 118 PP = +4.5 AFTER DRILLING (DATE) DURING DRILLING SURFACE ELEVATION DRILLING METHOD Hollow-Stem Auger DRILL RIG CME 55 SPT HAMMER TYPE Auto-hammer 140 lb BOREHOLE BACKFILL AND COMPLETION GROUNDWATER READINGS BEGIN DATE 7-19-12 COMPLETION DATE 7-19-12 LOGGED BY AGW BOREHOLE LOCATION (Lat/Long or North/East and Datum) HOLE ID B4 DRILLING CONTRACTOR Taber HAMMER EFFICIENCY, ERi SAMPLER TYPE(S) AND SIZE(S) (ID) Cal Mod TOTAL DEPTH OF BORING 31.5 ft BOREHOLE DIAMETER 8 in BOREHOLE LOCATION (Offset, Station, Line) . Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B4 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D (continued) SHEET 1 of 2 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 4 13 32 33 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ---PAGE BREAK--- Poorly graded SAND (SP) (continued). SANDY SILT (ML); hard; olive gray; moist; some fine SAND. Bottom of borehole at 31.5 ft bgs This Boring Record was developed in accordance with the Caltrans Soil & Rock Logging, Classification, and Presentation Manual (June 2007) except as noted on the Soil or Rock Legend or below. 100 100 5 6 5 27 11 12 20 6 14 25 89 94 PP = 2.0 Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B4 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D SHEET 2 of 2 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 32 39 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 ---PAGE BREAK--- SILTY SAND (SM); very loose; brown; moist; mostly medium to fine SAND. Poorly graded SAND (SP); medium dense; yellowish brown; moist; mostly coarse to fine SAND. SANDY SILT (ML); hard; olive gray; moist; little fine SAND. Poorly graded SAND (SP); dense; gray; moist; mostly fine SAND. Bottom of borehole at 21.5 ft bgs This Boring Record was developed in accordance with the Caltrans Soil & Rock Logging, Classification, and Presentation Manual (June 2007) except as noted on the Soil or Rock Legend or below. 100 100 100 100 1 2 3 4 5 23% Fines 2 2 3 4 7 8 5 9 12 12 22 25 106 AFTER DRILLING (DATE) DURING DRILLING SURFACE ELEVATION DRILLING METHOD Hollow-Stem Auger DRILL RIG CME 55 SPT HAMMER TYPE Auto-hammer 140 lb BOREHOLE BACKFILL AND COMPLETION GROUNDWATER READINGS BEGIN DATE 7-19-12 COMPLETION DATE 7-19-12 LOGGED BY AGW BOREHOLE LOCATION (Lat/Long or North/East and Datum) HOLE ID B5 DRILLING CONTRACTOR Taber HAMMER EFFICIENCY, ERi SAMPLER TYPE(S) AND SIZE(S) (ID) Cal Mod TOTAL DEPTH OF BORING 21.5 ft BOREHOLE DIAMETER 8 in BOREHOLE LOCATION (Offset, Station, Line) . Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B5 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D SHEET 1 of 1 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 5 15 21 47 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ---PAGE BREAK--- SILTY SAND (SM); very loose; brown; moist; mostly medium to fine SAND. Poorly graded SAND (SP); medium dense; yellowish brown; moist; trace fine GRAVEL; mostly coarse to fine SAND. SILTY SAND (SM); medium dense to dense; brown; moist; mostly medium to fine SAND. Gray. Bottom of borehole at 21.5 ft bgs This Boring Record was developed in accordance with the Caltrans Soil & Rock Logging, Classification, and Presentation Manual (June 2007) except as noted on the Soil or Rock Legend or below. 100 100 100 100 1 2 3 4 7 12 8 47% Fines 2 2 4 5 6 8 9 14 15 13 20 25 110 114 105 AFTER DRILLING (DATE) DURING DRILLING SURFACE ELEVATION DRILLING METHOD Hollow-Stem Auger DRILL RIG CME 55 SPT HAMMER TYPE Auto-hammer 140 lb BOREHOLE BACKFILL AND COMPLETION GROUNDWATER READINGS BEGIN DATE 7-19-12 COMPLETION DATE 7-19-12 LOGGED BY AGW BOREHOLE LOCATION (Lat/Long or North/East and Datum) HOLE ID B6 DRILLING CONTRACTOR Taber HAMMER EFFICIENCY, ERi SAMPLER TYPE(S) AND SIZE(S) (ID) Cal Mod TOTAL DEPTH OF BORING 21.5 ft BOREHOLE DIAMETER 8 in BOREHOLE LOCATION (Offset, Station, Line) . Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B6 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D SHEET 1 of 1 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 6 14 29 45 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ---PAGE BREAK--- SILTY SAND (SM); very loose; brown; moist; mostly medium to fine SAND. Poorly graded SAND (SP); medium dense; yellowish brown; moist; trace coarse to fine GRAVEL; mostly medium to fine SAND. Trace fine GRAVEL. Mostly coarse to fine SAND. Bottom of borehole at 21.5 ft bgs This Boring Record was developed in accordance with the Caltrans Soil & Rock Logging, Classification, and Presentation Manual (June 2007) except as noted on the Soil or Rock Legend or below. 100 100 100 100 1 2 3 4 3 3 23% Fines 2 2 3 7 9 9 7 12 12 8 11 13 110 102 AFTER DRILLING (DATE) DURING DRILLING SURFACE ELEVATION DRILLING METHOD Hollow-Stem Auger DRILL RIG CME 55 SPT HAMMER TYPE Auto-hammer 140 lb BOREHOLE BACKFILL AND COMPLETION GROUNDWATER READINGS BEGIN DATE 7-19-12 COMPLETION DATE 7-19-12 LOGGED BY AGW BOREHOLE LOCATION (Lat/Long or North/East and Datum) HOLE ID B7 DRILLING CONTRACTOR Taber HAMMER EFFICIENCY, ERi SAMPLER TYPE(S) AND SIZE(S) (ID) Cal Mod TOTAL DEPTH OF BORING 21.5 ft BOREHOLE DIAMETER 8 in BOREHOLE LOCATION (Offset, Station, Line) . Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B7 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D SHEET 1 of 1 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 5 18 24 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ---PAGE BREAK--- SILTY SAND (SM); very loose; brown; moist; mostly medium to fine SAND. Poorly graded SAND (SP); loose to medium dense; yellowish brown; moist; mostly medium to fine SAND. Medium dense; trace fine GRAVEL; mostly coarse to fine SAND. Mostly coarse to fine SAND; trace fines. Bottom of borehole at 21.5 ft bgs This Boring Record was developed in accordance with the Caltrans Soil & Rock Logging, Classification, and Presentation Manual (June 2007) except as noted on the Soil or Rock Legend or below. 100 100 100 100 1 2 3 4 4 3 1% Fines 2 2 2 4 5 7 4 7 11 7 10 10 97 107 AFTER DRILLING (DATE) DURING DRILLING SURFACE ELEVATION DRILLING METHOD Hollow-Stem Auger DRILL RIG CME 55 SPT HAMMER TYPE Auto-hammer 140 lb BOREHOLE BACKFILL AND COMPLETION GROUNDWATER READINGS BEGIN DATE 7-19-12 COMPLETION DATE 7-19-12 LOGGED BY AGW BOREHOLE LOCATION (Lat/Long or North/East and Datum) HOLE ID B8 DRILLING CONTRACTOR Taber HAMMER EFFICIENCY, ERi SAMPLER TYPE(S) AND SIZE(S) (ID) Cal Mod TOTAL DEPTH OF BORING 21.5 ft BOREHOLE DIAMETER 8 in BOREHOLE LOCATION (Offset, Station, Line) . Material Graphics Sample Location COUNTY STA DESCRIPTION Recovery Drilling Method Casing Depth PREPARED BY DATE 7-30-12 PROJECT OR BRIDGE NAME Del Rio Water Tank BRIDGE NUMBER HOLE ID B8 EA 10-2342.1 REPORT TITLE BORING RECORD DIST. 10 ROUTE POSTMILE D SHEET 1 of 1 RQD Sample Number Moisture Content Remarks Blows per 6 in. ELEVATION (ft) DEPTH (ft) Dry Unit Weight (pcf) Shear Strength (tsf) Blows per foot Blackburn Consulting 1720 G Street Modesto, CA 95354 Phone: (209) 529-6273 Fax: (209) 529-6274 5 BR - STANDARD 2342.1 DEL RIO.GPJ BCI 2010 LOG.GLB 08/15/12 4 12 18 20 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ---PAGE BREAK--- GEOTECHNICAL REPORT Del Rio Water Tank and Pump Station BCI File No. 2342.1 Modesto, California October 12, 2012 APPENDIX B Geotechnical Laboratory Test Results ---PAGE BREAK--- Blackburn Consulting W. Sacramento, CA Client: Project: Project No.: Figure Engineering Group, Inc Del Rio Water Tank 2342.1 SYMBOL SOURCE NATURAL USCS SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY NO. CONTENT LIMIT LIMIT INDEX SOIL DATA PLASTICITY INDEX 0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL or OL CH or OH ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 4 7 LIQUID AND PLASTIC LIMITS TEST REPORT B1 9 40.5-41.5' 32.5 29 51 22 MH B1 12 55.5-56.5' 25.2 21 52 31 SC B5 4 20.5-21.0' NP NP NP ML ---PAGE BREAK--- Blackburn Consulting W. Sacramento, CA Elastic SILT with SAND, dark brown SANDY SILT, olive gray CLAYEY SAND, olive gray inches number size size MH 51 29 22 ML SC 52 21 31 #200 76.1 58.2 47.6 Source of Sample: B1 Depth: 40.5-41.5' Sample Number: 9 Source of Sample: B1 Depth: 51.0-51.5' Sample Number: 11 Source of Sample: B1 Depth: 55.5-56.5' Sample Number: 12 Engineering Group, Inc Del Rio Water Tank 2342.1 PL PI % GRAVEL % SAND % SILT % CLAY USCS LL SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: Figure PERCENT FINER 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.001 0.01 0.1 1 10 100 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report ---PAGE BREAK--- Blackburn Consulting W. Sacramento, CA SILTY SAND, brown SILTY SAND, brown SILTY SAND, brown inches number size size SM SM SM #200 20.3 23.6 47.4 Source of Sample: B4 Depth: 16.0-16.5' Sample Number: 3 Source of Sample: B5 Depth: 5.5-6.0' Sample Number: 1 Source of Sample: B6 Depth: 16.0-16.5' Sample Number: 3 Engineering Group, Inc Del Rio Water Tank 2342.1 PL PI % GRAVEL % SAND % SILT % CLAY USCS LL SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: Figure PERCENT FINER 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.001 0.01 0.1 1 10 100 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report ---PAGE BREAK--- Blackburn Consulting W. Sacramento, CA SILTY SAND, brown Poorly-graded SAND, yellowish brown inches number size size SM SP #200 23.2 1.1 Source of Sample: B7 Depth: 6.0-6.5' Sample Number: 1 Source of Sample: B8 Depth: 11.0-11.5' Sample Number: 2 Engineering Group, Inc Del Rio Water Tank 2342.1 PL PI % GRAVEL % SAND % SILT % CLAY USCS LL SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: Figure PERCENT FINER 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.001 0.01 0.1 1 10 100 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report ---PAGE BREAK--- TRIAXIAL SHEAR TEST REPORT Blackburn Consulting W. Sacramento, CA Client: Engineering Group, Inc Project: Del Rio Water Tank Source of Sample: B1 Depth: 1.0-4.0' Sample Number: 1 Proj. No.: 2342.1 Date Sampled: 8/7/12 Type of Test: CU with Pore Pressures Sample Type: 2.4" CAL MOD (Remolded) Description: SILTY SAND, dark brown Assumed Specific Gravity= 2.7 Remarks: Figure Sample No. Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. Strain, % Strain, % Excess Pore Pr., psf Excess Pore Pr., psf Strain rate, in./min. Eff. Cell Pressure, psf Fail. Stress, psf Ult. Stress, psf s1 Failure, psf s3 Failure, psf Initial At Test 1 7.3 121.5 50.8 0.3871 2.401 4.960 14.8 120.5 100.0 0.3994 2.412 4.960 0.005 5.0 299.5 4113.1 -1382.4 1681.9 5795.0 2 7.3 120.7 49.6 0.3967 2.400 4.990 14.8 120.5 100.0 0.3990 2.403 4.984 0.005 5.0 600.5 6914.6 -1267.2 1867.7 8782.3 3 7.3 120.4 49.1 0.4005 2.411 5.030 14.8 120.4 100.0 0.4005 2.411 5.030 0.005 5.0 1199.5 7836.8 -1987.2 3186.7 11023.6 Deviator Stress, psf 0 1500 3000 4500 6000 7500 9000 Axial Strain, % 0 5 10 15 20 1 2 3 Shear Stress, psf 0 1900 3800 5700 Total Normal Stress, psf Effective Normal Stress, psf 0 1900 3800 5700 7600 9500 11400 C, psf f, deg Tan(f) Total Effective 687.8 43.5 0.95 233.7 33.2 0.65