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Home My WebLink AboutX2017-0393 - SoilsX,2017-0393 600 /1aJr, �ar Dr COLEMAN GEOTECHNICAL 470 WALD IRVINE, CA 92618 PHONE (949) 872-2582 LAshoemaker@cs.com GEOTECHNICAL ENGINEERING SERVICES April 16, 2019 Suzanne Malherbe 207 181h St. Huntington Beach, CA 92648 Attention: Ms. Suzanne Malherbe Mr. Steve Welsh Subject: Final Geotechnical Report New Residence 600 Malabar Drive Newport Beach, CA Plan Check No. 1240-2016 Job No. 3169 Reference: Geotechnical Report of Precise Grading, New Residence 600 Malabar Drive, Newport Beach, CA. dated June 7, 2017, by Coleman Geotechnical Inc., JN. 3169. Dear Ms. Malherbe and Mr. Welsh: This letter presents the results of our final observations and testing performed on this project since the completion of precise grading. This report provides our observations and testing of the footing excavations, presaturation testing, retaining wall backfill test- ing, plumbing backfill observations, etc. Details concerning our observations and test- ing performed during precise grading and installation of shoring are provided in the ref- erenced report. Earthwork Observations The following geotechnical observations were made subsequent to precise grading: Footing Excavations The footing excavations for the new building structure were observed by this firm. Probing of the footing excavations revealed that the excavations were firm and unyield- i 3169Final.doc ing and considered suitable for the intended design bearing pressure. The footings were embedded into compacted manmade fill. Buildina Pad Presaturation The lower floor and garage floor subgrade soils were presaturated as recommended in our Geotechnical Investigation Report for expansive soil purposes. The soil moisture was tested prior to the installation of the underlayment items and found acceptable after a few days of soaking with a water hose. Our tests revealed that the subgrade soil moisture meets our recommended minimum moisture content. East and West Building Walls and East Corner Yard Backfill Extensive backfilling was needed behind the west and east building walls which are in part retaining and are not supported on piles as is the longer northerly "shotcrete" re- taining building wall. Both the west and east walls were initially installed with a sub - drain which consisted of a 4 inch perforated Schedule 35 PVC Pipe enveloped in 1 cu- bic foot per lineal foot of open -graded gravel. The gravel and pipe were enveloped in filter fabric and placed near the base of each wall. Next, waterproofing bitumen sheets were placed against the wall followed by the placement of Mira drain. The Mira drain was tied into the subdrain. Next, the backcut voids were then filled with both imported gravel and onsite native soils. The'/ to % inch open -graded gravel was placed within a 2-3 foot wide strip from the bottom of the wall to within 2 feet of the wall top. Beyond the non -expansive gravel blanket, the balance of the void- which was quite extensive at the east corner of the property; the backfill and compacted with onsite soils which consisted mostly of mixed clays and silts. The soils portion of the backfill was placed and compacted in 6 to 8 inch loose lifts which was compacted with hand -operate tampers (wackers). Moisture was applied as needed to facilitate compaction. North Buildina Wall The north building wall was constructed as a pile—supported "shotcrete" retaining wall and is approximately 13 feet in height. Prior to placement of concrete, the wood lagging was installed with hanger bolts and installed with Miradry waterproofing and a Miradrain drainage mat. The lower portion of the Miradrain containing a number of evenly spaced collection outlets which manifold into a single solid Schedule 80 PVC Pipe which runs parallel and inside the front of the wall in a trench which was then backfilled with sand/cement slurry. The outlet subdrain then is drained to the front of the property into the storm drain retention basin. No significant backfill was needed behind the north building wall except to fill the small void between the vertical backcut and the back of the wood lagging which was grouted. Lower Floor Slab Subarade The subgrade soils were probed and found to be firm and unyielding. The soils were then covered by the underlayment items such as the 4 inch gravel layer, sand layers, and 15 mil Stego wrap vapor barrier. 2 3169Final.doc The interior Plumbing Trenches Imported pea gravel was placed within the pluming trenches and watered to obtain compaction. These trenches are less than 18 inches deep. The trenches were ran- domly probed and found to be form and unyielding. Exterior Landscape Walls A set of stacked segmental walls were constructed along the northwest and southeast sides of the house as shown on the Precise Grading Plan. Each wall was s construct- ed to a maximum height of 4 feet. Each wall was embedded at least 12 inches below grade and placed on a 12 inches layer of gravel. 12 inches of gravel was also placed behind each wall for drainage purposes. Next fill was compacted behind each wall to the finished design surface grade. Fill depths ranged from approximately 2 to 4 feet depending on location. Storm Drain Retention Box The various new subdrains and area drains for this property are routed into a prefabri- cated concrete collection box located at the front of the property just inward from the street. The temporary backcut behind the box sides varied from 2 to 3 feet wide and were backfilled the sand /cement slurry. Fill Materials The materials used for fill consisted mostly of a mixture of native silty clay and clay silts or imported granular materials. In most cases, import materials consisted of gravel. The soils exposed near the finished pad grades are expansive and similar to the soil tested during our initial investigation of the property which were found to have moderate expansion potential (E.1.= 67). Testing Procedures In Place Density Tests Maximum Density/Optimum Moisture Expansion Index Soluble Sulfates ASTM D-2937 ASTM D-1557 UBC Test Method 18-2 ASTM D-516 The results of tests are presented on the attached "Table of Tests Results". The ap- proximate location of tests are shown on the attached Geotechnical Plan, Page A Closure The results of our observations and density testing indicate that all earthwork specially observed and tested by this firm was compacted to at least 90 percent relative compac- tion and /or properly moisture conditioned in accordance with our recommendations and the City of Newport Beach Grading Code. It is the owners' responsibility to main- tain this property so that this site can continue to perform satisfactorily. The property owner shall review and implement relevant items in the project maintenance guidelines 3169Final.doc provided with our Geotechnical Investigation Report prepared for the property. A copy of this document can be provided by this firm if requested. Respectfully submitted, COLEMAN GEOTECHNICAL, 078823 Jehu Johnson, P.E. Exp. 9/30/19 Attachments: 1. Table of Test Results, 1-3 pp. 2. Geotechnical Plan Cc;(1) Emailed to darrwelsh1@gmail.com 3169Final.doc Lee Shoemaker, CEG 1961 Exp. 11/30/20 COLEMAN GEOTECHNICAL - TABLE OF TEST RESULTS RELATIVE ELEVATIONS J08 TEST TEST TEST FIELD FIELD OPTIMUM MAXIMUM RELATIVE REMARKS COMPACTION No H—P DATE LOCATION TEST ORIG. FINAL MOISTURE DFNsiTv MOISTURE DENSITY 3159 M i T 8/30/2017 HOUSELOWER 99.5 100 907 09A 207 1n3 Ok FLOOR 2 T 1111712017 GARAGE SLAB 99.5 100 94 R Q14 20.7 tca ok 3 T 11/17/2017 GARAGE SLAB 99.5 100 9A 9 OR R 20.7 103 ® ok RW 1 T 912912017 EAST CORNER 88.5 100 995 Q4 7 20.7 100 2 T 9/2912017 EAST CORNER 90 100 99 A 09 A 20.7 1n3 3 T 10/212017 EAST CORNER 92 100 914 0aa 20.7 Ina 4 T 10/212017 EAST CORNER 92.5 100 9nfi 0a 20.7 Ina 5 T 10/3/2017 EAST CORNER 94 100 1QQ -- QA 20.7 1n3 RW= Retaining Wall Backfill Test, Ad -Area Drain Backfill Tet, SD= Storm Drain Backfill Test, W= Witter Trench Backfill Test, Hs=Hardsape Test, SG= suhgrade , C= Common Trench Test, S=Sewer, GR = Grading, M= Moisture Tests, Welmesdgv, April 17, 2019 TEST TYPE- N = NI1CI FAR. S=SANn GONF. T=nRIVF TARE Pa00 i Of 3 COLEMAN GEOTECHNICAL - TABLE OF TEST RESULTS R W= Retaining Wall Backfill Test, Ad -Area Drain Backfill Tet, SD= Storne Drain Backfill Test, W= Water Trench Backfill Test, Hs=Hardsape Test, SG= subgrade , C= Common Trench Test, S=Seloer, GR =Grading, M=Moisture Tests, Ipednesday, April 17,2019 TFST TYPF'N=NUCI. FAR. S=SAND CONE. T=ORIVF TURF Pane 2 of RELATIVE ELEVATIONS JOB TEST TEST TEST FIELD FIELD OPTIMUM MAXIMUM RELATIVE Iwn DE OATF_ LOCATION TEST ORIG. FINAL MOISTURE DFNSIry MOISTURE REMARKS COMPACTION DISIZY 3169 RW 6 T 1 0/312 01 7 EAST CORNER 94.5 100 901 As 20.7 1 D ®® 7 T 10/4/2017 EAST CORNER 95 100 9nA q47 20.7 1n3 8 T 10/42017 EAST CORNER 96 100 91)R q97 20y Ina 9 T 10/6/2017 EAST CORNER 97 100 93 4 9a R 20.7 103 10 T 10/6/2017 EASTCORNER 98 100 935 q90 20.7 1nA 11 T 1019/2017 EAST CORNER 99 100 91 6 qd 0 20.7 10a 12 T 10/13/2017 EAST CORNER 99.5 100 9n A q9 A 20.7 103 13 T 10/1 312 01 7 EAST CORNER 100 100 997 q5] 20.7 Ina R W= Retaining Wall Backfill Test, Ad -Area Drain Backfill Tet, SD= Storne Drain Backfill Test, W= Water Trench Backfill Test, Hs=Hardsape Test, SG= subgrade , C= Common Trench Test, S=Seloer, GR =Grading, M=Moisture Tests, Ipednesday, April 17,2019 TFST TYPF'N=NUCI. FAR. S=SAND CONE. T=ORIVF TURF Pane 2 of COLEMAN GEOTECHNICAL - TABLE OF TEST RESULTS RW= Retaining Wall Backfill Test, Ad -Area Drain Backfill Tel, SD= Storm Drain Backfill Test, W= Water Trench Backfill Test, Hs=Hm¢lsape Test, SG= subgrade , C= Common Trench Test, S=Sewer, GR = Grading, M=Moisture Tests, Thursday, April 18, 2019 TFSTTYPF N=NIIOLF.AR. S=SANOCONF.T=DRIVFTl1BE Pam 3nf3 3/G 9I'/i W. ,�oL RELATIVE ELEVATIONS JOB TEST TEST TEST - FIELD FIELD OPTIMUM MAXIMUM RELATIVE REMARKS NO nnnc NO TYPE OATF LOCATION TEST ORIG. FINAL MOISTURE DFNAITY MOISTURE npN41TY COMPACTION 3169 RW 16 T 11121/2018 SE SEGMENTAL 99 100 93d QA 20.7 103 WALL LOWER 15 T 9/2612017 WEST WALL 96 100 9d q9 6 20.7 1n3 16 T 9/27/2017 WEST WALL 98 100 9n a qe 1 20.7 103 17 T 9/27/2017 WEST WALL 99.5 100 91 9 QA.q 20.7 1n3 18 T 1/25/2019 SE SEG WALL 99 100 9d 5 qd 5 20.7 1n3 19 T 112912019 SE SEG WALL 99 100 99 7 as 1 20.7 1n3 1®1 L_ s�J RW= Retaining Wall Backfill Test, Ad -Area Drain Backfill Tel, SD= Storm Drain Backfill Test, W= Water Trench Backfill Test, Hs=Hm¢lsape Test, SG= subgrade , C= Common Trench Test, S=Sewer, GR = Grading, M=Moisture Tests, Thursday, April 18, 2019 TFSTTYPF N=NIIOLF.AR. S=SANOCONF.T=DRIVFTl1BE Pam 3nf3 3/G 9I'/i W. ,�oL 'VSOgIVED Q), COMMUNITY DEVELOPMENT JUN 0 9 20V CITY OF NE�ORT COLEMAN GEOTECHNICAL 470 WALD IRVINE, CA 92618 PHONE (949) 872-2582 GEOTECHNICAL ENGINEERING SERVICES i June 7, 2017 Job No. 3169 Susan Malerbe 600 Malabar Drive Newport Beach, CA Attention: Mr. Steve Welch Subject: Geotechnical Report of Precise Grading New Residence, 600 Malabar Drive Newport Beach, CA Reference: Geotechnical Investigation Report, Proposed New Residence 600 Malabar Drive, Newport Beach, CA, prepared by Coleman Geo- technical, dated: April 7, 2016. Mr. Welch: This letter presents the results of our observations and testing performed during the installation of the shoring system and during precise grading and compaction of the new building pad(s) at the subject address. Most of the earthwork performed at this stage involved excavation to reach pad grades which were up to 12 feet lower than the initial grades along the northerly -half of the site. Most of the cut soils were exported from the site. Additional grading, footing observations, wall backfill, utility trench backfill, etc., should be tested and approved as the work is being completed. 3169grad.doc Temporary Shoring Piles and Permanent Soldier Pile Installation To protect the offsite properties, a shoring system consisting of 18 inch bored pile holes, "I" beams, and timber lagging were installed along the northerly property line as shown on the shoring plan. The bored piles were installed at depths between 22 and 28 feet below existing grade and into bedrock. Just inside (south of these temporary piles ) a second row of 36 inch diameter permanent piles were installed to depths be- tween 45 to 46 feet below the top of the existing grade or approximately 31-32 feet be- low finished pad grade. The lower 2/3 portion of these piles were embedded into bed- rock of the Monterey Formation which consisted of moderately hard to hard greenish gray and dark brownish gray siltstone and clayey siltstones. Groundwater was en- countered in several of these holes at depths that fluctuated up to ten feet during the winter rainy season. Groundwater did not rise higher than the finished pad elevation of the lower level. A subdrain system is planned at the lower level to drain any subsur- face water that could reach the lower slab elevation. Once the piles for the shoring and permanent wall were installed, the site was graded to the finished pad elevations shown on the Precise Grading Plan. Details concerning the grading are provided below. Earthwork Observations The following geotechnical observations were made during the course of earthwork ob- servations: 1. Most of the site required significant removals to reach finished pad grades, the pad were further overexcavated approximately 24 inches to create a uniform fill blanket and to remove unsuitable soils and old fill/bedrock transitions. Bedrock of the Mon- terey formation was encountered approximately 2-3 feet below the finished pad grades. 2. Prior to replacing the overexcavated bottoms with compacted fill, the bottoms were observed by this firm then scarified 6 to 8 inches with each lift track -rolled with the grading equipment. 3. The driveway was cut to grade. Due to the shallow depth of the concrete old storm drain pipe which occurs within the storm drain easement that crosses the driveway, the driveway grade was raised about 12 inches. 4. The recompacted areas are now suitable for their intended use. 5. The temporary slopes created as part of the excavations to reach the pad grades were cut approximately 5 foot vertically at the bottom and laid back at approximate inclinations of 1:1 (45 degrees) along the east side of the site. No surcharge loads or material stockpiles shall be placed within the 15 feet of top of the temporary cut to maintain stability during construction. This site has geologically observed the tem- porary backcuts and found them composed of horizontally layered old fill which ap- pears compact and contains sufficient clay. These slopes appears grossly stable at this time 6. The front and rear hardscape areas will need to be moisture- conditioned and re - compacted prior to concrete placement. 3169grad.doc Fill Placement and Compaction In general, processing, moisture conditioning, and recompaction of the soil materials were performed using the following equipment: Caterpillar trackloader and a trackhoe. Fill was placed in approximately 4 to 6 inch horizontal lifts, with each lift compacted by track -rolling or wheel -rolling with the grading equipment. Fill Materials The soils materials comprised mostly of fine-grained (clayey silt) soils were used to con- struct the building pads. The soils exposed near the finished grades of the building pad were tested and found to be medium to high in expansion potential (test pending) and soils similar to what were tested during our initial investigation of the property. Based on these test results, our previously submitted recommendations are considered valid and applicable. Testing Procedures In Place Density Tests Maximum Density/Optimum Moisture Expansion Index Soluble Sulfates ASTM D-2937 ASTM D-1557 UBC Test Method 18-2 ASTM D-516 The results of tests are presented on the attached 'Table of Tests Results". The loca- tion of the tests and our geologic observations are shown on the attached Geotechnical Plan. Closure The results of our observations and density testing indicate that new fill used to con- struct the various building pads were compacted to at least to 90 percent of relative maximum density and in accordance with our recommendations and the City of New- port Beach Grading Code. The building pads are now considered suitable for the sup- port of the proposed structures. 3169grad.doc Other earthwork on this project remains to be tested and approved. Respectfully submitted, COLEMAN GEOTECHNICAL No. GE 229 Exp: 6.30.9 James R. Coleman, G.E.229 Exp.6/30/2017 BANAL G, qtr`' 0o O CEIrURIN �A y EN5 LOGIS G P 1113011 N9l E%9. 77/90(I 1. `Q' AGF CAL1Fo� Lee A. Shoemaker, CEG 1961 Exp. 11/30/2018 Cc: (1) Emailed E -Copy to SJN Construction, Attention ; Mr. Steve Welch (1) Jay Crawford Architecture 3169grad.doc 4 91-80-80 1 AR DRIVE y� MAB COLEMAN GEOTECHNICAL Geotechnical Plan JOB NO. I DATE I DR. BY 3169 1 61712017 1 LAS COLEMAN GEOTECHNICAL - TABLE OF TEST RESULTS I RELATIVE ELEVATIONS JOB TEST TEST TEST FIELD FIELD OPTIMUM MAXIMUM RELATIVE REMARKS NO CODE NO TYPE DATE LOCATION TEST ORIG. FINAL MOISTURE DENSITY MOISTURE DENSITY COMPACTION 3169 OR i T 5/4/2017 PAD 97 98.44 23.2 93 20.7 103 9Q 2 T 5/4/2017 PAD 97.5 98.08 21.1 92.5 20.7 103 90 3 T 5/4/2017 PAD 98 99.44 22.8 93 20.7 103 90 4 T 5/8/2017 PAD 99 99.44 23.7 93 20.7 103 9p 5 T 5/8/2017 PAD 96.5 98.08 22.4 94 20.7 103 91 6 T 5/15/2017 PAD 98.5 99.44 20.1 93 20.7 103 90 7 T 5/15/2017 PAD 99.5 100 19.4 94 20.7 103 91 RW= Retaining Wall Backfill Test Ad- Area Drain Backfill Tet, SD=Storm Drain Backfill Test W= Water Trenclt Backfill Test, Bs= Hardsape Test SCr subgrade, C Common Trench Test S=Sewer, CR =Grading, M=Moisture Tests Thurrdny, June 08, 2017 TEST TYPE: N = NUCLEAR, S=SAND CONE, T=DRIVE TUBE Page 1 of t