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HomeMy WebLinkAboutXC2023-0105 - Fire Hazard Docs (2) 800-419-4923 www.PARTNEResi.com March 11, 2022 Kevin Bass Newport Beach Fire Department 100 Civic Center Drive Newport Beach, California 92660 Subject: Geotechnical Recommendation Letter No. 2 Newport Landing Underground Storage Tanks 503 Edgewater Place Newport Beach, California Partner Project No. 255648 Dear Kevin Bass: Partner Assessment Corporation (Partner) is pleased to submit this letter to discuss the decommissioning of underground tanks at the subject property as shown on the attached sketch. The subject tanks are roughly 8 feet in diameter and have a capacity of 12,000 gallons. They are embedded 14 feet into native beach sand, with a groundwater elevation of approximately 4 feet below ground surface at mean tide. The sand soils are OSHA type C soils, and as such will readily cave, especially below the water table. Given the proximity of the Newport Beach Restaurant foundations within 18 feet of the tanks, removal of the tanks without proper shoring would likely result in damage to the existing structures and would create an unsafe working condition. Due to the presence of shallow groundwater and the proximity of the existing buildings on site, a cantilevered sheet pile shoring system should be used for excavation support. The sheet pile shoring system should be driven to an approximate depth of 40 to 50 feet around the perimeter of the tanks in order to provide adequate lateral support. Given the saturated gravelly soils located on site, the vibrations of the pile driving are likely to cause some localized settlement that could damage the adjacent buildings and pavement in addition to excess noise, and inconvenience to the neighboring residents. Excavation operations would also require dewatering to create a safe and dry work area for the tank removal. The act of dewatering the excavation could cause heaving in the saturated gravelly materials located at the bottom of the excavation and pose a hazard risk to the workers and adjacent buildings. We strongly recommend that the tanks be abandoned in place in lieu of removal. This will be significantly safer, would pose no risk of damage to existing structures, and would cause only minimal disruption of the commercial activities. In addition, from a structural point of view, the abandoned tanks (grouted in place) would provide the equivalent structural capacity as if the tanks were removed and replaced with slurry. The tanks should be carefully purged and cleaned of all contaminants and then be drained of any standing water. Following this, they should be fully grouted with a 2-sack soil cement slurry or lean concrete mix that is approved for use in the City of Newport Beach. The tanks should be filled over the top to verify that they are completely full, with no air voids present. The work should be done by a qualified, licensed contractor Geotechnical Recommendation Letter No. 2 Project No. 255648 March 11, 2022 Page 2 following the City or Caltrans standard specifications for such work. The work should be inspected by a Partner representative to verify compliance. We appreciate the opportunity to be of service on this site. In the event that full tank removal is required the design of the shoring system should be performed by the contractor performing the work, and should consider the impacts of installing anchors, deflection of the soil behind the walls, and dealing with groundwater and surface water that may enter the excavation during inclement weather. All of these factors could result in damage to surrounding properties. The design can use soil data provided below: Parameters for Laterally Loaded Structures Depending on the types of structures and soil types encountered, different lateral stress distributions may be needed. For this project we anticipate the below information will be used to design cantilevered shoring systems. Passive pressures, active pressures, and static pressure on the unrestrained walls have triangular stress distributions. A more complex stress distribution should be used with the active pressure for braced or anchored walls if used. In addition to the lateral loads from the table below, surcharge loads will also need to be applied to account for seismic forces, traffic, etc. We recommend that a specialty contractor with in-house engineering capability perform the design of temporary shoring. Lateral Earth Pressuresa Soil Type Coefficient of Friction (μ) Static Fluid Pressure (pcf) Active Fluid Pressure (pcf) Passive Fluid Pressure (pcf) Gravelly Material (Above Groundwater Table) 0.40 50 35 375 Gravelly Material (Above Groundwater Table) 0.45 50+62.4b 35+62.4b 375 a These values are unfactored, “raw” numbers and appropriate safety factors should be applied by the wall designer. Assumed GW table at approximately 4 feet below grade, for underground structures where water is only on one side, the hydrostatic pressure of 62.4 psf should be added b This applies to cases where free standing water is located on only one side of the wall. For shoring or permanent retaining walls surcharges from traffic and adjacent buildings should be considered as shown in the below equations. The distribution of soil pressures on ret aining structures will depend on the type of systems used, and whether they are braced or anchored. The shoring and retaining wall designer should be familiar with the appropriate distribution diagrams to be used and use care in the selection of the appropriate model. Geotechnical Recommendation Letter No. 2 Project No. 255648 March 11, 2022 Page 3 Building Foundation Surcharge Loading Equation Resultant Lateral force: 𝑹=𝟎.𝟎𝑷𝒉𝟎 𝒙𝟎+𝒉𝟎 Location lateral resultant: 𝒅=𝒙[(𝒙𝟎 𝒉𝟎+𝟎)(𝒔𝒂𝒏−𝟎𝒉 𝒙)−(𝒙 𝒉)] Where: R = Resultant lateral force measured in pounds per foot of wall width. P = Resultant surcharge loads of continuous or isolated footings measured in pounds per foot of length to the wall. x = Distance of resultant load from back face of wall measured in feet. h = depth below point of application of surcharge loading to top of wall footing measured ion feet. d = Depth of lateral resultant below point of application of surcharge loading measured in feet. tan-1 ℎ 𝑥 = The angle in radians whose tangent is equal to ℎ 𝑥. Loads applied within a horizontal distance equal to the wall stem height, measured from the back face of the wall, shall be considered as surcharge. For isolated footings having a width parallel to the wall less than 3 feet, “R” may be reduced to one-sixth the calculated value. Vertical pressure due to surcharge applied to the top of the wall footing may be considered to spread uniformly within the limits of the stem and planes making an angle of 45 degrees with the vertical Traffic Surcharge Loading Equation 𝒒=𝒌× 𝜸𝒔× 𝑯𝒅𝒒 Where: q = Lateral surcharge pressure measured in pounds per square foot in a rectangular distribution. k = Active or at-rest earth pressure coefficient as presented in section 5.2 of this report. γs = Total unit weight of soil measured in pounds per cubic foot Heq = Equivalent height of soil from the below table. Geotechnical Recommendation Letter No. 2 Project No. 255648 March 11, 2022 Page 4 *From Table 3.11.6.4-2 of the AASHTO LRFD Bridge Design Specifications Seismic Surcharge Equations Combined effect of static and seismic lateral forces: 𝑷𝑨𝑬=𝑬𝟎+𝑬𝟎 𝑬𝟎=𝟎 𝟎× 𝑨× 𝑯𝟎 Resultant acting at a distance of 𝐻 3 from base of the wall 𝑬𝟎=𝟎 𝟖× 𝑲𝒉× 𝜸× 𝑯𝟎 Resultant acting at a distance of (0.6 × 𝐻) from base of the wall Where: F1 = Static force, measured in pounds per linear foot, based on active pressure. F2 = Seismic Lateral Force, measured in pounds per linear foot, based on seismic pressure γ = 120 pounds per square foot Kh = 𝑆𝐷𝑆2.5⁄ A = Active Pressure, measured in pounds per cubic foot. H = Height of retained soil, measured in feet. Sincerely, Matthew Marcus, PE, GE, PG Andrew J. Atry Principal Geotechnical Engineer Project Engineer Attachment: Site Sketch Boring Logs Direct Shear Test Results Equivalent Height of Soil for Vehicular Loading on Retaining Wall and Shoring Parallel to Traffic * Excavation/Wall Height (ft) Distance from the edge of Excavation (ft) 0.0 ft ≥1.0 ft 5.0 5.0 2.0 10.0 3.5 2.0 ≥20.0 2.0 2.0 DOCK BO A R D W A L K SIDEWALK CURB SIDEWALK DOCK DOCK RA M P RA M P CONCRETE RETAIL SALES PATIO AREA WATER CA S H I E R BAIT TANK BO A R D W A L K SEA WALL SEA WALL / BULK HEAD SW A L E ST A I R S OFFICE ELECT. RM AB A N D O N E D ( 4 / 9 5 ) 7, 5 0 0 0 G A L L O N FU E L T A N K PREVIOUSLY ABANDONED 7,5000 GALLON FUEL TANK (4) VENT LINES 12,000 GALLON UST DUAL COMPARTMENT 6,000 GALLON EA. ELEC. TRANSFORMER STORM DRAIN ELEC (E ) C L A R I F I E R (E) SEWER SE W E R L I N E 10 " S E W E R L I N E NEWPORT LANDING RESTAURANT FUEL LINES FUEL LINES P 1 P 2 P3 P1A P4 P5 P6 P7 TOTAL DEPTH: DRILLING INFORMATION BORING: 15' P-4 PROJECT INFORMATION DATES DRILLED:PROJECT:Newport Beach Landing January 25, 2022 JOB NO.: DEPTH TO GROUNDWATER: LOCATION: DRILLER: SITE ADDRESS: RIG TYPE: SM19-255648 4.5' Eastern portion of the site, northwest of the clarifier M&R Drilling 503 East Edgewater Avenue Drill Rig - CME 95 Newport Beach, California 92661 Hollow Stem Auger A. Bottecchia 2" Cali Split Spoon and 6" Sleeves and Rings REVIEWED BY: METHOD OF DRILLING: 8.25"BORING DIAMETER: SAMPLING METHODS:LOGGED BY: CO U N T BORING COMPLETIONSOIL DESCRIPTION CO D E BORING LOG US C S US C S SY M B O L PI D BL O W DE P T H (p p m ) LAB RE C O V E R Y SAMPLE NOTES:Upper 5' hand-augered Page 1 of 1 Concrete to 8" Brown, SAND with trace silt, poorly graded, moist (fill). Brown, pea GRAVEL (<0.25" stone blended with fine grained sand) with trace silt, compact, moist (fill). 0.0 0.0 32.0 1.0 10 12 14 10 10 12 12 13 15 Well Box Concrete Pad Wellhead Cap Bentonite Pug 2" Diameter Schedule 40 PVC Riser #3 Sand Pack 2" Diameter 0.010" Slotted Schedule 40 PVC Screen PVC End Cap - becomes wet to saturated, with trace TPH like odor. P-4-2.5' P-4-5' P-4-10' P-4-15' 0 5 10 15 20 25 SP GW TOTAL DEPTH: DRILLING INFORMATION BORING: 12.5' P-5 PROJECT INFORMATION DATES DRILLED:PROJECT:Newport Beach Landing January 25, 2022 JOB NO.: DEPTH TO GROUNDWATER: LOCATION: DRILLER: SITE ADDRESS: RIG TYPE: SM19-255648 4.5' South portion of the site, north of 12,000-gallon UST M&R Drilling 503 East Edgewater Avenue Drill Rig - CME 95 Newport Beach, California 92661 Hollow Stem Auger A. Bottecchia 2" Cali Split Spoon and 6" Sleeves and Rings REVIEWED BY: METHOD OF DRILLING: 8.25"BORING DIAMETER: SAMPLING METHODS:LOGGED BY: CO U N T BORING COMPLETIONSOIL DESCRIPTION CO D E BORING LOG US C S US C S SY M B O L PI D BL O W DE P T H (p p m ) LAB RE C O V E R Y SAMPLE NOTES:Upper 5' hand-augered Page 1 of 1 Concrete to 8" Brown, SAND with trace silt, poorly graded, moist (fill). Brown, pea GRAVEL (<0.25" stone blended with fine grained sand) with trace silt, wet. 0.0 0.8 0.0 10 10 14 9 13 13 Well Box Concrete Pad Wellhead Cap Bentonite Pug 2" Diameter Schedule 40 PVC Riser 2" Diameter 0.010" Slotted Schedule 40 PVC Screen #3 Sand Pack PVC End Cap - becomes gray and saturated. P-5-2.5' P-5-5' P-5-10' 0 5 10 15 20 25 SP GW TOTAL DEPTH: DRILLING INFORMATION BORING: 12.5' P-6 PROJECT INFORMATION DATES DRILLED:PROJECT:Newport Beach Landing January 25, 2022 JOB NO.: DEPTH TO GROUNDWATER: LOCATION: DRILLER: SITE ADDRESS: RIG TYPE: SM19-255648 4.5' Eastern portion of the site, southwest of abandoned UST M&R Drilling 503 East Edgewater Avenue Drill Rig - CME 95 Newport Beach, California 92661 Hollow Stem Auger A. Bottecchia 2" Cali Split Spoon and 6" Sleeves and Rings REVIEWED BY: METHOD OF DRILLING: 8.25"BORING DIAMETER: SAMPLING METHODS:LOGGED BY: CO U N T BORING COMPLETIONSOIL DESCRIPTION CO D E BORING LOG US C S US C S SY M B O L PI D BL O W DE P T H (p p m ) LAB RE C O V E R Y SAMPLE NOTES:Upper 5' hand-augered Geotech ring sample collected at 10' bgs Page 1 of 1 Concrete to 8" Brown, SAND with trace silt, poorly graded, moist (fill). Brown, pea GRAVEL (<0.25" stone blended with fine grained sand) with trace silt, moist to wet. 1.0 0.0 2.0 8 9 10 Well Box Concrete Pad Wellhead Cap Bentonite Pug 2" Diameter Schedule 40 PVC Riser 2" Diameter 0.010" Slotted Schedule 40 PVC Screen #3 Sand Pack PVC End Cap - becomes gray and saturated. P-6-2.5' P-6-5' P-6-10' 0 5 10 15 20 25 SP GW TOTAL DEPTH: DRILLING INFORMATION BORING: 15' P-7 PROJECT INFORMATION DATES DRILLED:PROJECT:Newport Beach Landing January 25, 2022 JOB NO.: DEPTH TO GROUNDWATER: LOCATION: DRILLER: SITE ADDRESS: RIG TYPE: SM19-255648 4.5' Southwestern portion of the site M&R Drilling 503 East Edgewater Avenue Drill Rig - CME 95 Newport Beach, California 92661 Hollow Stem Auger A. Bottecchia 2" Cali Split Spoon and 6" Sleeves and Rings REVIEWED BY: METHOD OF DRILLING: 8.25"BORING DIAMETER: SAMPLING METHODS:LOGGED BY: CO U N T BORING COMPLETIONSOIL DESCRIPTION CO D E BORING LOG US C S US C S SY M B O L PI D BL O W DE P T H (p p m ) LAB RE C O V E R Y SAMPLE NOTES:Upper 5' hand-augered Page 1 of 1 Concrete to 8" Brown, SAND with trace silt, poorly graded, moist (fill). 39.0 30.0 48.0 12 13 15 12 13 13 Well Box Concrete Pad Wellhead Cap Bentonite Pug 2" Diameter Schedule 40 PVC Riser #3 Sand Pack 2" Diameter 0.010" Slotted Schedule 40 PVC Screen PVC End Cap - becomes gray with trace gravel, trace TPH like odor, moist to wet. - becomes dark gray, compact, saturated. P-7-2.5' P-7-5' P-7-10' P-7-15' 0 5 10 15 20 25 SP Boring Depth (ft)Sample Type USCS Soil Type Cohesion (pcf)Firction Angle P-5 5 Undisturbed & Saturated SM 178 32 Confining Pressure Peak Shear Stress Ultimate Shear Stress (psf) (psf) (psf) 498 505 487 3,000 2042 2042 Key Direct Shear Results 0.0 1000.0 2000.0 3000.0 0.00 0.05 0.10 0.15 0.20 0.25 St r e s s ( p s f ) Horizontal Displacment (inches) Stress - Displacement Diagram y = 0.6214x + 177.62 0 500 1000 1500 2000 2500 3000 0 500 1000 1500 2000 2500 3000 Sh e a r S t r e s s ( p s f ) Confining Pressure (psf) Peak Shear Stress Ultimate Shear Stress Geotechnical Report Project No. 21-341542.1 2/25/2022 Page B-i www.PARTNEResi.com | (800) 419-4923 March 11, 2022 Newport Beach Fire Department 100 Civic Center Drive Newport Beach, California 92660 Subject: Summary of Field Activities and Conclusions Amendment – Additional Assessment – Newport Landing 503 E. Edgewater Newport Beach, California 92661 Partner Project No. SM19-255648 Dear Kevin Bass, The following is a summary of the results and conclusions for the additional assessment requested by the Orange County Health Care Agency (OCHCA) for 503 E. Edgewater in Newport Beach, California (Site) as well as discussion points for next steps pertaining to the underground storage tank (UST) removal at the Site. Field Activities On January 25, 2022, four boreholes P4, P5, P6 and P7 were advanced to approximately 15 feet below ground surface (bgs) and approximately 2 feet adjacent to the north, south, east, and west sides of the UST area. Boreholes were advanced into the subsurface by M&R Drilling (M&R) using a hollow-stem auger under the direction of a California licensed Professional Geologist (PG) at Partner. Permanent groundwater monitoring wells (GMWs) were installed in the four borings. The GMWs were constructed of 2-inch diameter schedule 40 polyvinyl chloride (PVC) casing with a 0.020-inch slotted screen from approximately 4 to 15 feet bgs. Well development and a rising head test were performed the day after well installation on January 26, 2022 such that groundwater samples were representative. Groundwater samples were collected on January 26, 2022, shortly after well development. Fourteen soil samples were collected from the borings at depths of approximately 2.5, 5, 10, and 15 feet bgs with the exception of boring P5 and P6 where samples were not collected at 15 feet bgs due to encountering a concrete pad anchor at the bottom of the UST tank pit at approximately 12.5 feet bgs. Summary of Field Activities and Conclusions Amendment – Additional Assessment – Newport Landing 503 E. Edgewater Newport Beach, California 92661 Partner Project No. SM19-255648 March 11, 2022 2 | P a g e Groundwater and soil samples were analyzed for the following: • Volatile Organic Compounds (VOCs) in accordance with EPA Method 8260B; • Total Recoverable Petroleum Hydrocarbons (TRPH) in accordance with EPA Method 8015M; • Total Petroleum Hydrocarbons-carbon chain in accordance with EPA Method 8015M; • Polycyclic Aromatic Hydrocarbons (PAH) in accordance with EPA Method 8270C SIM; and • Title 22 Metals (CAM17) in accordance with EPA Method 6010B. Groundwater Analytical Results VOCs were detected at varying concentrations in groundwater samples. VOCs with applicable maximum contaminant levels (MCLs) were not detected above their respective MCLs with the exception of benzene. Benzene was detected at a concentration of 5.4 micrograms per liter (ug/L) in sample P6, which is above the California and Federal MCLs of 1.0, and 5.0 ug/L, respectively. The following VOCs were detected in groundwater samples: • n-Butylbenzene was detected in 2 samples at concentrations ranging from 4.7 to 25.1 ug/L; • Sec-butylbenzene was detected in 2 samples at concentrations ranging from 1.9 to 20.6 ug/L; • Tert-butylbenzene was detected in P4 at a concentration of 0.6 g/L; • Isopropylbenzene was detected in 2 samples at concentrations ranging from 7.8 to 63.1 ug/L; • P-Isopropyltoluene was detected in sample P4 at a concentration of 0.6 g/L; • Napthalene was detected in 2 samples at concentrations ranging from 38.1 to 141 ug/L; • N-Propylbenzene was detected in 2 samples at concentrations ranging from 23.7 to 114 ug/L; • 1,3,5-trimethylbenzene was detected in sample P7 at a concentration of 4.0 ug/L; • 1,2,4-trimethylbenzene was detected in 2 samples at concentrations ranging from 1.0 to 52.2 ug/L; and • Toluene, ethylbenzene, and total xylenes were also detected at varying concentrations. TRPH and individual carbon ranges from C10 to C40 were not detected in groundwater samples. Gasoline range organic compounds within the C4 to C12 carbon range were detected in 2 groundwater samples at concentrations ranging from 0.62 to 2.30 ug/L. Metals were detected at varying concentrations below their respective MCLs in groundwater samples. The following metals were detected in groundwater samples: • Barium was detected in 4 samples at concentrations ranging from 110 to 210 ug/L; • Copper was detected in sample P6 at a concentration of 54 ug/L; • Vanadium was detected in 4 samples at concentrations ranging from 70 to 97 ug/L; and Summary of Field Activities and Conclusions Amendment – Additional Assessment – Newport Landing 503 E. Edgewater Newport Beach, California 92661 Partner Project No. SM19-255648 March 11, 2022 3 | P a g e • Zinc was detected in 4 groundwater samples at concentrations ranging from 53 to 210 ug/L. PAHs including naphthalene was detected in 2 groundwater samples at concentrations ranging from 22.9 to 82.0 ug/L. California and Federal MCLs have not been established for naphthalene. Other PAHs were not detected in the 14 soil samples submitted for analysis. Groundwater sample analytical results are summarized in the attached Tables 1 through 4. Soil Analytical Results VOCs were detected at varying concentrations in soil samples. VOCs with applicable screening levels (SLs) were not detected above their respective residential or commercial SLs. The following VOCs were detected in soil samples: • n-Butylbenzene was detected in 3 soil samples at concentrations ranging from 28.5 to 134 micrograms per kilogram (ug/kg); • Sec-butylbenzene was detected in 3 soil samples at concentrations ranging from 11.1 to 73.3 ug/kg; • Isopropylbenzene was detected in 3 soil samples at concentrations ranging from 21.2 to 20.4 ug/kg; • Naphthalene was detected in 3 soil samples at concentrations ranging from 32.0 to 166 ug/kg; • N-propylbenzene was detected in 3 soil samples at concentrations ranging from 53.3 to 216 ug/kg; and • P-isopropyltoluene, 1,3,5-Trimethylbenzene, 1,2,4-Trimethylbenzene, ethylbenzene, and total xylenes were detected in P7 at 15 feet bgs at concentrations of 1.7, 12.2, 146, 42.1, and 4.3 ug/kg, respectively. TRPH was detected in 9 soil samples at concentrations ranging from 16.9 milligrams per kilogram (mg/kg) to 1500 mg/kg. In addition to TRPH, total petroleum hydrocarbons (TPH) was analyzed based on carbon ranges and was detected in P7 at 5 feet bgs, with the highest co ncentration of 322 mg/kg detected within the C23-C40 range. Metals were detected at varying concentrations in soil samples below applicable residential and commercial SLs. The following metals were detected in soil samples: • Barium was detected in 14 soil samples at concentrations ranging from 3,100 to 27,000 ug/kg; • Chromium was detected in 8 soil samples at concentrations ranging from 2,000 to 10,000 ug/kg; Summary of Field Activities and Conclusions Amendment – Additional Assessment – Newport Landing 503 E. Edgewater Newport Beach, California 92661 Partner Project No. SM19-255648 March 11, 2022 4 | P a g e • Copper was detected in 13 soil samples at concentrations ranging from 1,400 to 6,200 ug/kg; • Lead was detected in 7 soil samples at concentrations ranging from 3,000 to 50,000 ug/kg; • Nickel was detected in 4 soil samples at concentrations ranging from 2,000 to 2,900 ug/kg; • Vanadium was detected in 10 soil samples at concentrations ranging from 5,100 to 7,900 ug/kg; • Zinc was detected in 14 soil samples at concentrations ranging from 1,700 to 22,000 ug/kg; PAHs were not detected in the 14 soil samples submitted for analysis. Soil sample analytical results summarized in the attached Tables 5 through 8. Conclusions In soil, detections of VOCs, metals, TPH, and PAHs were below applicable screening levels. In groundwater, benzene was detected slightly above the California MCL in only one sample (P6) and was not detected above the laboratory detection limit in remaining groundwater samples. Partner did not observe benzene impacts in groundwater neither upgradient nor down gradient of sample P6. Furthermore, detections of remaining constituents in groundwater samples were below applicable MCLs. Partner concludes that the site owner has generally demonstrated that an unauthorized release has not occurred and meets the Closure Requirements under California Code of Regulations, Title 23, Division 3, Chapter 16. Partner requests that a No Further Action determination be granted while waiting for the Newport Beach Fire Department to review Partners submitted Geotechnical report requesting abandon in place for the USTs located at the Site. Please let us know if you have any questions. Partner Engineering and Science, Inc. Chris Carson Anthony Bottecchia Project Engineer Senior Assessor Robert Traylor, PG, CHg – Principal Technical Director – Site Mitigation Attachments: Tables 1 through 8